Loading...
HomeMy WebLinkAboutDocument Markups - Utility Plan - 07/17/2024City of Fort Collins, Colorado UTILITY PLAN APPROVAL APPROVED: City Engineer, APPROVED: Water & Wastewater Utility, APPROVED: Stormwater Utility, APPROVED: Park Planning and Development, APPROVED: Traffic Operations, APPROVED: Environmental Planner,Approved Sheets Date Approved Sheets Date Approved Sheets Date Approved Sheets Date Approved Sheets Date Approved Sheets Date e.3• ROW (MIN.� LEQEND ABBREVIATIONS 80' ROW (MIN.) g�5� 6.5 PKWY PKWY ' (Np,) (MIN.) EXISTING 1' CONTOUR '�-�j� _ � AC—FT ACRE FEET 10' PKWY 38' ROADWAY 10' PKWY ATTATCHED 5� 6' ' � 3�� ROADWAY ' g' S� EXISTING 5' CONTOUR / ��925� _// ASSY. ASSEMBLY 5. 6, (TYP.) (MIN.) g► 5• WA� BIKE 8 8 81KE WALK � WALK BIKE 8' 8' BIKE WALK GREEN (M�N,) (MIN.) PARKING , , PARKING (MIN.) (MIN.) PARKING ��, ��, PARKING (MIN.) (MIN.) (MIN.� 10 10 (MIN.) (MIN.) PROPOSED 1' CONTOUR �4g2j�� BO BLOW OFF TRAVEI TRAVEI z BLVD BOULEVARD � TRAVEL TRAVEL PROPOSED 5' CONTOUR �`4925 � EXISTING RIGHT-OF-WAY - - BVC BEGIN VERTICAL CURVE o � CONNECTOR LOCAL W/ BIKE LANES W/ � o ATTACHED GREEN PROPOSED RIGHT-OF-WAY DIA DIAMETER MINOR COLLECTOR SECTION 1 �T� — — � �T'� EAE EMERGENCY ACCESS EASEMENT GOODHEART DR, N TIMBERLINE DR TEALBROOK DR. EXISTING EASEMENT 83' ROW (MIN.) PROPOSED EASEMENT - — — — — — — — - ESMT EASEMENT 6'S� EXISTING FIRE HYDRANT EVC END VERTICAL CURVE PKWY 6.5' PKWY �-W (Np,� (MIN.) 60' ROW (MIN.) 71' 36' ROADWAY 7� pKyyY � pKyyy PROPOSED FIRE HYDRANT EX. EXISTING Q Al?ATCHED 5� 6� � 6� 5� ��'� CM�N�� EXISTING ELECTRIC —E E � GREEN W'� B1� 8' s' eiKE wnuc (MIN.) (MIN.) PARKING F 10, ��, PARKING (MIN.) (MIN.) 5� 36' ROADWAY 5� FES FLARED END SECTI N (MIN.) TRAVEL TRAVEL WALK 8' 8' W� PROPOSED ELECTRIC —E E FG FINISHED GRADE m (MIN.) PARKING 10, �p, PARKING (MIN.) TRAVEL TRAVEL EXISTING GAS —G G FH FIRE HYDRANT DRAWN BRB CONNECTOR LOCAL W/ BIKE LANE3 W/ PROPOSED GAS —G G FL FLOW LINE CHECKED ATTACHED GREEN FS FINISHED SURFACE DAP �T"� CONNECTOR LOCAL EXISTING IRRIGATION —I I TEALBROOK DR. DESIGNED �T'� PROPOSED IRRIGATION —�—►�� GTV GATE VALE BRB INBETWEEN N TIMBERLINE AND HARWOOD LN LONGWOOD DR, MOUNTAIN WILLOW WY HDPE HIGH DENSITY POLYETHYLENE PIPE FILENAME PROPOSED IRRIGATION SERVICE � 0009_Cover EXISTING SANITARY SEWER SS� HP HIGH POINT IN INCH �P�� ��c 66' ROW (MIN.) .••••. 5� 74' (NOT ROVI� PROPOSED SANITARY SEWER ��.• � ��P�� W� �' PK� g(Np,� 6(MIN.� PROPOSED SANITARY SERVICE INV INVERT • '� PQQ O�G 0 (MIN.) (TYP.) 62' 36' ROADWAY ��G �c�'� g' 6� g� EXISTING STORM LINE L LEFT ��p �,� O'� BIKE 8' 8' 81KE WALK Q �O� (MIN.) PARKING ��, ��, PARKING (MIN.) (MIN.) PROPOSED STORM LINE W/MANHOLE LF LINEAR FEET �0� �G�� •....•• � �0 E TRAVEL T�A� EXISTING WATER W/ VALVE —W W LP LOW POINT NAL MH MANHOLE CONNECTOR LOCAL 1 W/ ATTACHED GREEN PROPOSED WATER W/ VALVE �T� MIN MINIMUM PROPOSED WATER SERVICE � TEALBROOK DR. B�ERLINEORDWOOD DR AND N EXISTING UTILITY PEDESTAL/VAULT ❑E FO ❑T MRJ MECHANICALLY RESTRAINED JOINT NTS NOT TO SCALE EXISTING TELEPHONE —T T PC POINT OF CURVATURE EXISTING FIBER OPTIC FO 63' (NOT ROVI� 77' ROW (MIN.) P CR P OI N T OF CU R VE R ETU R N EXISTING CABLE TV TV WALK 7' PKWY 6� PK� g(MIN.� PI POINT OF INTERSECTION (MIN.) (Np.) 51, ��'� 47' ROADWAY EXISTING OVERHEAD ELECTRIC OHE g� 6' 6' PRC POINT OF REVERSE CURVE BIKE 8' eiKE WA�K PROPOSED FLOW ARROW � (MIN.) �9� 10' 10' P�KING (MIN.) (MIN.) PROP. PROPOSED PARKING �� �A�- TOP OF FOUNDATION ELEVATION TOF=51.13 PT POINT OF TANGENCY Z FINISHED GRADE F.G.=50.63 O PVC POLY VINYL CHLORIDE (PIPE) � CONNECTOR LOCAL 2 W/ ATTACHED GREEN PROPOSED SWALE CROSS-SECTION � PKG PARKING � Kra � TEALBROOK DR. BETWEEN GOODHEART DR. AND � PKWY PARKWAY Q Q MONTAVA AVE PROPOSED THRUST BLOCK � R RADIUS M � PROPOSED STORM INLET [c o1� I� W W Z RD ROAD � � W PROPOSED SEDIMENT CONTROL LOG � 83' ROW (MIN.) 72' ROW (MIN.) ROW RIGHT OF WAY � Q � 7' PKWY 7' PKWY 7' PKWY 7' PKWY PROPOSED CURB INLET PROTECTION � W �rn,.� (MIN.) T�• 36' ROADWAY CMIN�, PROPOSED RIPRAP PAD S SLOPE � � � 47' ROADWAY , , 5• g► s' 5' SF SQUARE FEET a 5� g� 8' BIKE WALK WA� BIKE 8' 8' BIKE WAUC PROPOSED VEHICLE TRACKING �M�� �M,N� �g' ��, ��. PARKING (MIN.) (MIN.) (MIN.) (MIN.) PARKING ��, �p, PARKING (MIN.) (M�N•) CONTROL PAD SS SANITARY SEWER � P�ARK�INDG ��� �A�' �� �A�L PROPOSED SILT FENCE SILT � ST STREET O DRAINAGE BASIN x STA. STATION � CONNECTOR LOCAL 2 W/ BIKE LANE3 X = AREA, ACRES AB-c CONNECTOR LOCAL 1 W/ BIKE LANE3 AB-C = BASIN NUMBER Y ST-X STORM SEWER KTa '�T'� Y = BASIN % IMPERVIOUS TEALBROOK DR. FLINT HILL DR. TB THRUST BLOCK INBETWEEN N TIMBERLINE RD AND HARWOOD LN � PROPOSED DRAINAGE DESIGN POINT TOF TOP OF FOUNDATION PROPOSED STORM DESIGN POINT O TOP TOP OF PIPE TRM TURF REINFORCEMENT MAT 102' ROW (MIN.) PROPOSED BASIN BOUNDARY ■ � � � � � � � ■ TYP. TYP I CAL PROPOSED LIMITS-OF-DISTURBANCE � �.00� 10' PKWY 20' ROADWAY—� �20' ROADWAY ��� PK� EXI STI N G SI GN � W� WI TH 5, (TYP,) � � (MIN.) 5, WA� g• g� W� PROPOSED SIGN � WL WATER LINE (MIN.) pqRKING , , PARKING (MIN.) 12 32, �2 VC VERTICAL CURVE ��' �� PROPOSED CONCRETE SURFACE � ° � ° a a a a PAIRED ONE-WAY LOCAL ERGED PAI PROPOSED PAVER SURFACE � � tiT+a MONTAVA AVE. (ABOVE SYMBOLS ARE NOT TO SCALE) TST, INC. CONSULTING ENGINEERS , 5' S' 51 ROW (MIN.� Suite 200aFort Collins ESMT ESMT 6.5' PKWY 6.5' PKWY Colorado 80525 28' TRACT 25' TRACT (TYP.) (MIN.) Phone: 970.226.0557 5' 5' 28' ROADWAY J08 N0. �T 1.0' LS. 1.0' LS. �T 2.5' LS. 2.5' LS. 5' 5' 1230.0009.00 26' CONCRETE 20' CONCREIE WALK 8' WALK (MIN.) �0' 10' PARKING (MIN.) SCALE rn�vEL �►va. N�A DATE JULY 17, 2024 SHEET RESIDENTIAL LOCAL ALLEY TYPICAL 3ECTION 1 ALLEY TYPICAL 3ECTION 2 '�T� 2 of 216 KTa KTa MOUNTAIN WILLOW WY, MIDDLE FARM WY, NANNA LN, ALLEYS A, B, C, D, E, F, G, H, I, J, K, L, M, N, 0, P, Q ALLEYS 0, P, Q HARWOOD LN ’ “” – ’ ’ ’ — ’ “” “” “”“” – “” – – “ ” – ” ” ” ” ” ’’ ’ ’ ‘’ ‘’ ’ ‘’ ’ ’ ’ ’ ’ ’ “” ’ ’ ’ “” VA U L T VAULT VAUL T VAUL T VAUL T VAUL T VAUL T VAUL T VAUL T VAUL T VAUL T VA U L T VAUL T VAUL T VAUL T VAU L T VAUL T VAUL T VAU L T VAU L T VAU L T VAU L T VAUL T VAUL T VAUL T VAUL T VAUL T VAULT VAUL T VAUL T VAUL T VAUL T VA U L T VAU L T VAU L T VAUL T VAUL T VAUL T VAUL T VAUL T VAU L T VAUL T VAUL T VAUL T VA U L T VAUL T VAUL T VAULT VAU L T VAU L T VAUL T VAU L T VAUL T VAUL T VAU L T VAU L T VAUL T VAUL T VAULT VAUL T VAU L T VAU L T VAUL T VAUL T VAUL T VAULT VAULT VAUL T VAUL T VAUL T VAUL T VAU L T VAUL T VAU L T VAU L T VAUL T VAU L T VAU L T VAU L T VAULT VAUL T VAUL T VAUL T VAU L T VAU L T VAUL T VAU L T VAULT VAUL T VAUL T VAUL T VAULT VAU L T VAUL T � i / � r � � N � � � I � r � � I / � - � � � � � r - i , \ / � � �- � � = � � \ ` � - � � ar � 1 z � \ / � 4s98� o 1 - '� cr 4sss -.� � cn o / \ � 0 5000 � � Io � 5001 �' m O � � / \ 5002 / w w � o I � 5003 y� � > � \S 1 � - � RAISED CROSSWALK PER �04 0 � S / \ � I ` 5005 , " - -5003- � � / _ � LCUASS DETAIL 1613 � � \ / I- `�l� 500706 \� S` / I 500 � o - \ S / N ' ' . ° , _ - .. / � - O .. � . .g�.-.a-_.' ss.� .' �, . . . ;v 'c . '. ''� . ♦.� . . '"vy'' . . . . ��� ' 4.. .. ��y. . . .o . �O. s..v a \ OQ � � ,v � _ - - . - - _ _ _ - _ - s _ -_ _ _. ._"a. . . ., -.�- .e .:.. . .. .,s-. r � '-9� rc ,-os':-v,. i . .o \ � / ,, � � > q . �p ' ' ' . a ' e v�s ' 0 9' a \ a¢ � , �' ' \ / / ' .o -' .' ' .v s . ' � o '. � v� '��C _ . s v • 0 � S / I l :_ o. :. . . �. o ��8 q . ; . �. � . ._ es � . v .d s. . . .. .9 e �s 0 \ S I / .5..9.3 sa W � � � 6�� '� � �°`�� o � �� �� � � � � , � Q � � 5.43 N O � g. � � SS � � ������ _ - �� _ o �� �� ��O�'� � � �`.ti \� � � ���o � �.e, � � FLINT HILL DR �- � m \ \ I v � N � - � 6. � �� •?� \� SS / St 4.G7 � � �_ Sg) O� I I� �d1 �O / DRAWN 1 O• �� S \ \\ \ 1 � d s . . . . I v � . aR6 ,:;,.. \ � , �DD ... .v . " „ �d , .,!. v HECKED S , Q.. . o c .. / ;,- _:_ r._ �:' . � � , . � `�':� � .: � S /. .v,...� � .: . . . � :�. , . � - - . - - • � _ - - • a-��.. - .-'�. - _' - . ` . . . - - ,p.. \ . . . . o � . . , . ".� P �, .= v a � . . a�e o � ' DAP � \ / o.,� _ �o,� �� � � 4.95 •J o o a 'y d 9^"" �. :o -e. . vr� �,;.A S � � ' ' y v __ _ _ ��--�� `s � s _ ��e- s� O \\`�� � \ � 6 0 � S� S� Si� '7 1�'. �)� W8 ��8� �=�.8 DESIGNED ` ,� � S _ � �%. � � � � 1 Bs � �s 'Arr �i� BRB ��. , S �- _ � � -�- �I ,,\� �;r \. \ I � d •✓��` \ 1 � � � � � _ FILENAME g ��'� � � `� �- T � � KEY MAP 0009_Gradin :.�� ss �� � � ' N.T.S. �� .�.: '�� � - �: LOT 35 � I � �� ::.��:. \ :: ,,` o � J�° \ I T.O.F=9.98 � : � �� 00 L/C ? NON-POT POND GRADING AND ` � � � F.G.= 9.31 � � � �J J ���P••.,•• '`��� INFRASTRUCTURE PER SEPARATE 1 ';:' o" oo ,�,a'` � � � � 'Y"�� '�' LOT 34 LOT 33 LOT 32 � LOT 31 LOT 30 LOT 29 LOT 28 ��.'��� ���P��� \ �0- 5002- -PLANSET �, I ��''c ` � ,. T.O.F.=10.31 T.O.F.=10.65 T.O.F.=10.98 T.O.F.=11 J7 I T.O.F.=12.18 T.O.F.=12.18 T.O.F.=11.97 ; QQ �G . c�0��' �8� � � � S • Q�� J' _ .31�� ` F G.= 11.101 F.G.= 11.51 F.G.= 11.51 F.G= 11.30 �G ��J . . � �� � �;, � r' �; � _ � il: � GO : � \ _ • . ._ . F.G.= 10, � � � ,. ��4�. 9;�� �� ' " ��d LOT 36 � � s � � � � � � _ 1 ;. � - � I � � � �,� Q����� �o:��v � ,... \ = f.` � O� � � � I- ° r I I o > > � �. ? 8j l,•.;:. S�, . � ".: / 4.04 � � ,.,o.. 5.40 T.O.F.=9.77 � �\ A 6 .:�1 I - �p ?1 �p �� •....•��G : ; � ,� . y f�: `� F.G.- 9.10 \ \ ' � ��NAL � , II •1 '� � ,� . \ , l ,�c�. je�'o.. � ,\ F : , I � s 'b. I � y � '.�;'`;..,. ' �'_`�;::,:: �.S •a: .. 0.' \ ` d . . . �� \ �� _ � _ I - - I - - -�9 " � - - - I 6 I °� 'S s " .ro- - - -_�� � Opy - ►P - - - / �L� - - - \ - RAISED CROSSWALK PER � � � ' � \, � I � ��'� I �`•'� - �°�l �? o;' � ,_ - - - - - �o•� - - ,�o•, NOTES LCUASS DETAIL 1613 . �� ;;, 5.20 �- - �- = - - �� T - �. ,.�, T - - -`�.-� - - � - - . - - �- ,.- - � -��� - - - � � � � � .o • o::� - � -,- � =.-� -. -�-- - � 9 v �.. . I �.v . .,.,,: . . � . �. �.'x.} e . ;.�. .. • � ' ' . . .. . . C . . . .o. �` . .. T.� ,.,. � ,,. '. . . � . . . , . �s �r_'.:.: .. . . � � .. . ♦ . . . . s . � ♦ � ' . 6. � � .. s .�' v: �� . a p . 4.22 i � � $ . . v' '' . �; A. o ,�� 1. TOP OF FOUNDATION ELEVATIONS TO BE , • : � r . - R - . . R :v < ,. I . S ,. .;. LID 1 UNDERGROUND ; . : � / .�' .. - .. . N .. :.. d . .. , . # ( o � � � \ d . . . - ., ''o � � :I � • -� ` : �, � � v . 6 e . .I , v�. 8 y.o� �. . . . . >�v • • . � � '�-. .=.. ' - .< ,o .: ' . :.a�� ' o�. PROVIDED WITH SECOND ROUND. ::�.: � .. : \ 4.2� - _. . . � / �`.. ,q . 7.55. ' - . . . : �.. 'o. FULL INFILTRAl10N ,,. � � �' . .. c a p . _ o �o :- io.o4 - ;.. ) � LOT 37 0 0- . . :b .. � � > . . . �` r � . . ,. �. o .. / . .. : ,. o . .o o� ,�, o _. � : �,. . . r . \ �`.. . .".v o. o � . o . �' o � 4.23 - � � � . 9 ..' , ; � - . 'q e s s 0>. ' . T.O.F. 9.37 . 1 :.o / v v,• \ s . . . •�O�� \ S s v �' � ' � ww 9�,. . � f o� . � . V ..� � s . . . � v 0 2. THE TOP OF FOUNDATION ELE ATIONS SHOWN 1 - � . . '�1' .. l / - ' : .G. 8. 0 0 .I. � - �F 7 �, _ ,.,.: . . . . : � . ,,a . ., . . o.. . . d, . >.. , ' ' ♦ � � � e : v '� 's � . e s..p •.p . ..' '.o..,. �._"• 'sT '. "�. . '.." ... � ' .. .. s '• ' ' ' �. . . : .. v .... � ��' . . � ,v: . . . . <; : ' � � . i � � • �' . - _ _ - � ��ALLEY N � ARE THE MINIMUM ELEVATIONS REQUIRED FOR . . _.:: , . 3.91 �`r:r�" 5.40 \ � ^ � ` 9 ' �� - - - - - - - �se- - �� - �� - - - - �LrO' �s Cn- � roy a..` +�O - ,. . ' ' o' :.. . > > ? � � o, -..." . ' : s -d. -j-�- - - - - - - -p. �'..' >, s+ - - - - - - a - - - - - PROTECTION FROM THE 100 YEAR STORM. '' ` 3.30 S ,;.,�p.`o\\: l �. ': � � � � ' ' � -� � �I � �i ' I 's MINIMUM FINISHED FLOOR ELEVATIONS ABOVE S \ I ��$� '�;,.:: - -3.si _ , r: � � LOT 38 � �, � �� . . � � \ p� � / ` � � e � \ r - �"e J � I� LOT 13 � � : ,� I' ' 4 � LOT 27 THE 100-YEAR WATER SURFACE IN STREETS, j .,:' .° j" � ` �� � � � . �� � � ` ,::. � -- � . DITCHES SWALES OR OTHER � ;. T.O.F.=9.03 � , / �. .. .,. .'. .O � T.O.F.=12.13 � "' tj CHANNELS, , , . , ::,...- v+. � T.O.F.=12.15 �g�� � ; ' ' ' -� � S \�F.G.= 8.36� �� � . / \ � �0 1 1 I .�' ; r 1 " ' W DRAINAGE FACILITIES AS ILLUSTRATED BY A M.� /a . � ` > �� S _ \ ri l�� � � / � LOT 9 �� �Ec �ro � F.G 11.46 I � : . '. � I F G= 11.48 � � �po'� � 4.19 � _ � ` � MASTER GRADING PLAN ARE TO BE SHOWN. : t.� �w4 rw I .>u:.� °`�- s ` , � � ,! . �q.: ''��/ �� T.O.F.=10.18 � �J- � _ �1,'�_ �p � ' p� �j - , / ; . o..� � � �LOT 10�LOT 11� LOT 12 ;�,• �,� � I� ,�o• �� � � �� :���,�,o �,S '�; � � f / F.G.= 9.51 T.O.F.=10.3fT.0.F.=10.59 T.O.F.=10.59 f o .. ' W 3. REFER TO STREET PLAN & PROFILES ON 9r - / � �. .� � , , f � � � � � o. � , � � \ F.G.= 9.72 F.G.= 9.92 F.G.= 9.92 d:' � - - -� I� � � � •-� � -� �/ SHEETS 144 - 176 FOR FLOWLINE PROFILE 6 h�� �' ``� � �ao/ / �/ LOT 8 - I �I � � INFORMATION. ' R� ;a�� ,, � � -- � � � � ��R '� -I LOT 14 I � ::v..9 �/�o � .LOT 26 Z ,/� .:' •p0, / /. Y 7.24 T.O.F.=9.77 -`• .A.�. � �` �. j�' ' . /' � ,/ s' F.G 9.10 ��� ,;• I r T.O.F.-12.13 � � T.O.F.=12.15 ` ' 8� 4.20 � S�, � �_ J �� F.�= 11.46 � �� I JF G.= 11.48 ,� •o / -� 6 f " ._ I I la' I / �Z O v' � oo• '�7 � 'o�� � y ��; / ,�� oti ��y � �� :': �:..� ��I , o�,� '°? � '� oti°_ '°� - - - TION PER . � � �. _ P STA � ` . `. �Pop� � /. � ����_���' o,�K '�' �.� o `I �. �s LOT 39 �•36 ' � ; � (� PUM 7� o`j / � � a1.; `� :e. 'v _ �- �< �;-- ..t- LEGEND � ::'� n :, :.4::; �, a 6.a�' •1. d.: � � \ d ��.'�:., � . ., . _ . � .. .. . . . .� . .. � �= 8.17 i -:: . � T � � , .. , .. � SE . ; ` ._-. SEPARATE PLAN ::: • � � T.O.F.=8.33 , � i � o � � , .: , . , - �. , :...:: :. � _ � �... . :.:,- I .. . : � _ t ,b I � o.� �F. . .66 � G 7 0 � � `� . L LOT 7 . . \ � :.. ,., , . .. :.:.:. >. �. � a � �' � \ � � �• � � . � I � �� I � LOT 25 PROPOSED CONCRETE � - - �,�, ,��s,�3.84 ; \ �. '�6.61 `4. T.O.F=9.09 ;;- _ ' . � ,.. _ p; a - �• �� / F G.= 8.42 i•,=.`'- r � I LOT 15 � ' o� � _ Q Q J � i =f �\ � �� ��� �o � s b . / r m ; 1=� T.O.F.=11.87 p I �T.O.F.=11.92 PROPOSED PAVERS Q� J . '� ', `� - �p\ . � <p ' + F.G.= 11.20 � � F G = 11.25 � r� � ` LO T 40\ 7.02 � , �,�� ' >,$ � I c� `'< -I o �./ o �' � _ , � _ � � ,°o / `�� � _ \ \' / / ' �� '� ,l S •Y �,/ f. �6 I- � - 1 - � � J �g Q- - W .. , ;. � ,a. , T.0.F-7.99 � :/ .�' - S � I '�• �0' '�s '� �•� ��? � �/� � � I . � � �i I_.. , . ._ . ^ - - s' � �\ �F G 7 32 � � /; /-o� co C n� � }� Q � � r/1 V♦ �$::i _e,/. , a '• m _:'. � y� Z � i: � �d ry�� �,. � , �6.2� ,�` �%\� � ,. (� � � `�: � I J _ i� r. o , , Q _ �;~ ' _ �O� . ds / V ' � �� •`•S r I I I �v µ s I / � � f I .o� ' ��' , � ` � �..-..t: �"� .� �`;�` I � � LOT 24 Q I I , ? w �,�. / \ s.ss �/ � %" � �.2s. S � LOT 16 j o , . , . , _ , .: � . .. , . ; I /� I � / �` / 6.34 \ ' -.� �i ;;: . •`. � _ li � .:�". / � / � `..j ,�:,� :.�.. ='s';':.:��::... :::. =:•' f T.O.F.=11.62 � � T.O.F.=11.69 � � . .� :� � -::,:., :� �::trR . _ > a � : � o.�'X LOT 41 \ � � �LOT 6� �S .� r R .,a * F.G 10.95 � I l,.ov �ov � �F G.= 11.02 I ��� / T.O.F-7.66 � / � T.O.F=8.23 '' '';>. �; �99 I-- , I _ � o � _ J �� � �O - � � � �� � '�` _ -'"� � �:�.,. <: �° � O• `9� ^ 1 „�' o �• � �• ►. , .I . �• '�s �' � a . � F.G.= 6.99 / `5.94 � F.G.- 7.56 '- �.:. � c', 1 ' �' . \ 6.61...'�.�' A � � '•� ;•.' J ' Z � � . . ' � e ?ss I (��� ' 3.05 � � : i i /.< . ,� � 7.15�. . ����, �r: :, _ _ ., .. ��I A -✓ �. / �/ e� O . / .. �w \ ��•'. 9� ;a": � I ,-I- ;� � / � �p , � � � � � / :��� � � � � � „ o r• J -� 1 ' -� i � � I � , `� �, �ti � r \ � �� � �- p `� � LOT 5 .. ��• ;='� � �:- � - LOT 17 I t � � LOT 23 O '�, � �y � \ �..,1`' �' . ,� T.O.F-8.07 .>..:'� S � I � E, . , \ I � � s � �l/� _ I ' . - � 1-•.. - .o. T O.F.�1 .37 � T.O.F.�11.45 �s5.8 - I � r � � _ `�':" !Y� �h 'l � o F.G. 7.40 �.' _ � � -::.; .;. ,:.,... ,_,: • ,..., : ' � � 6.22 <o �� ' v 6.33 • o s ,.. " s ; ,. � \ :'t". � .70 I � >�a � '. F.G.= 10.78 . i ,. e;�, '',: �� . `:' . . � I . \ ,�� � \ � � • <i N F.G - 10 �. I . � �. I � _ � � . \ � t � I � � u; O � � I I � 7 _ _ - - � �' \ � �/� � �. "� � \ � 6.84� � � ���. � � l\ `SS \ Y ` / � � ��� � �O� ,�Rj I � p 9� o�s��. ;� _ p � ' •• � `�\ � _ o'I a � s v� � \/� � ;? � \ � ' aa. 'v .� �� �1 LOT 42 T �k5.�4 '� o. o� ::: 9se � � \ �: � '° o - �- \ � \ \ \i � ' I i !s � T.O.F=7.14 � . '/ � � � S � I ' . , _ / l _ � � , I �l �. ` o. � L T 4 ''s� L ; Q _ ''o .�'. � � - I � � \ I � \ � .F.G. 6.47 I vs LOT 18 \ .1•T y y� :,,r. /� a�� " T�'�'� �L , T.O.F=7.76 •.;' � _Y � -- � _. `s° _ � T.O.F.=11.12 � I . .� / � ��� F.G.- 7.09 �•: \ \ � .• � ,.�. � � . .o. LOT 22 , ,o I Y- j.� .., ' � o .N� �I s J I .06 . �4� �, � s F � /� q�,': \ TS � \� . ,_' .�I -I F.G.= 10.45 I 1 9 ` I F.�.F 110.50 ' ��- ' m cy '-�cyy �?�.9 •�� � h• 6h I ��9�i:' r! � � � � �h `9 I g �. ''` J s ' � � �?� '�. �-?� ''� °o�� � � �. w hg l 5.87-r I. I ` r'LID#2 (UNDERGROUND � �, � � _ -� � .�. �` I . � � h � v . D�O• /`' �=�; � �'� ' 9 . bs �; ,:. . � LOT 3 ':i�� FULL INFILTRATION � S ;.� �:,-�, � � F �°� y I T.O.F.-7.50 � �\ � I� I I 1 - - - ._ . :. . � - � � - � - `': ^� . , � F.G.- 6.83 � � �:.:. :y; . .. �Z -o. ,. . . .�.,. ---- , .. � LOT 43 � . � � ' �y9 s� � � ,.;. ..5, t�• V• O e q. A . ii. � , � � �, ,., LOT 19 I �+ ' T.O.F.=6J9 • � �' 6• �+:.�' � � S ';;�,:.':' : 1 o w . �. w 'o. S � � p .. . _ , , �' _ :. .' co � T.O.F.=9.98 I �,��„ o _ . ,. .. . .. 4 "o . - I � LY0 4987 ';, `�I. F.G. 6.12 � \ = A L E i '" �- LOT 2 :d � :�.,,._ � F.G. 9.31 , ;o ' 4988 M' ' /� ;,; � �o� a ' 4989 � ,� �� ryh A� 'Q j' q` � T.O.F=7.31 �Ks ..a dx ��" � •� �1 �p _�p_ � _ � � • 'o�' +-9 4990 � � 5.54�-� .• .o .:. { � F.G.= 6.64 � :...:..,•. ..p �,, . �. ;�,�, ��, �, •ps `a o . S =.� � :�. � t . ' �.:.. . w . � �. . . ..' s� 'I�� .� a. . . . . v' v' .- . A �.v 1:Fn / O►` _ �. l,� . 4991 " . °. a�� o .. I o h� 6 v '�,�.� •,; '"�•„ 7+� .\ �' ��S ... ........;. .• ..- e R � � :{ �• - - - - - - - - - - - ��1� b.' ' ` �'. � . •� • `:•� � 4sss LOT 44 I '� 'e� - - �;` � � d '``�..:.:�, •. - � 4994 ' �j ! I T.O.F=6.46 � s � � .: � . . _/ ti LOT 1 �`��� �s 9 5 �.• '�� F.G.= 5.79 ' `t d� :, '�:¢��I � �` LOT 20 1 LOT 21 5000 .,o x -y,y� � T.0.F=7.12 '� y� -/ � � � :' �1'� i F.G.- 6.45 ' � ` ` �`'� T.O.F.=10.72 T.O.F.=9.88 - - - - - - - - - � �� � � I � � '�:. � ,x F.G.= 10.05 F.G.= 9.21 - - - - - - - • . � ti / - - - - - - - - - - - - - `p ,`'S •�? , � .r � rt � - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - _ - - - - - - - - - - - - - - . _ \ ? 0 - - .. , ... , ,. ,.: ,,. .... , .: _ . ,., , . .. . , . � � � . .. . ... .. ,.. . . ... ; .. La . � x�`� . . `s`��' .'6�� ,`� R�O /J a .. . .. ,. ,,. .,_. - . . .. / . . . o . . . . .. _ . . ,. ,..... . a.. > . - .,, s` ' '• i: . � : .. , . .. . . . ) y . . o .. . ,_ a:� ..- . . . � , .. . . - _ , � ,. . .,., _. .. , ... . . .�:. �,.� , : . � ... � 4 . . . . . a . . . v . • . � -� . � . - . ... � _� ..,�� . .., . . . ,. _ . . . . � .... . _., ... . ... . . . .. . . ... .. ,. . . . . . . . I . .. . s.� .. � ' s. . s b . s O . . . � . . . . .. . T . . , e . . . � . . . . I� . 3.98 �`!�o � '��� . . . . . , .... . . . , ...,.. . � .. .. . . .. .. ....i.�. . ... .. ,, . I . . . .. � .� v .. . '•9. i . . . . .. ' . . . .. �' . e . .. . D . . � s �G7 • . .... . . _ ._ � ... .�... . . . . . . . . . . . .. . . .,., .. . . . . . . .. .. ..... . . . . .. . . . . . . Y ��-_� � �'•� � 0 . .� . . . . � ,....:.. .::. .�.,, �..... . i . . m�. . b � . .. . . . ' . . . . , n� 3 0. . ♦. . , e . y� 4 - � � .Q' s. � v .. e. .e �a -y � .e . _�:s=: _ '-.,.. y� �,. �.:3y.e;u ....:._..e.�....�:�'.._ .��_ � . O .6 'p e ... .. -O . p ♦ . ' � ' ' ' . ... . . . - . .�. -... ._: ,ea.. .� ._.. �i . .-s -. . - _ _ - .. . VR . �-i v �. . .�n V.� �. A , ` - - p - - . . • . e . . . . . . . . s . . .� �e . ... . �_ v -s-; �::le� . 9 'q`-..� .e4a' - .- � �. . N . b , . . . . . � ,�..: - -. :�� - � - -- _. � TST INC. . � > �o � o. r-'�-�` . . � :o ; -.� . - - - � . . . . ,. . , <` . �<� ,.� ��.>- .. �.. c .V . v. . . >. . .. . . �.. . . . . . ..� �. '� e .. `.�. .a o.v, f-,a.... . . . . . . .. . .. � � . . . . . . . , . . "v. � . � . s . . . .. v.. .. . ; s , a .�� . . � oo �d ��� �ev:'Y a . �..0: o . . . 3.85 4.19 0. i��°� 'p'A �9? $ o ' , C S , �s� � , q _ ' o- _ , , .. � ' .: d, . � . � � � - ONSULTING ENGINEER e . a , . : 4 � 'R� :` . / . � 0 , ... , <� `j ' � '. o. ' : - `oe9 > ��� Whalers Way f' � i • „I`v • / / � / _ �� � �� 748 �< I Suite 200 Fort Collins ��� 'S'y� ��X Fj� I � - l � � ��` Ph nelor970.226 0557 / s �. � �� ��� �-?O O c�,� S / �s� 01-6'� J08 N0. � R W h ��e "1 �9 r o - -. _-_� ��,�0 5� 6• � 1230.0009.00 - - ,� �� .�.- - -- • -=-� .� � o - - - - - � � _= � ` N TIMBERLINE RD SOO���, O p�'S ? G�i �Oc SO S�O� �p � � S � � S` � �j ' - - - -_ - - --. ��--; SCALE ���9�0, �-� °� �� � � 5� e ,�-�� - �o �6 , � ��_ 7 y ��,-�� �,� = 30� :� ; . � o� � � , � R /� �y. �� � � /� - o � ��� Nj '���E�% I J`((1Q6 .a+ / DATE • �. ' � � d � � � ? � % � _ - � � 30 0 3o so JULY 17, 2024 .: o .. . e. ` . �. . � . P.'. i V. . •e !. Q � . . a ,�n 30r SHEET o.: . , , :. : o , q � ,. d ,. � \9 9 > _ _ < .. scale = feet 8:85 4.19 0. � � \' e I �. � v v o . ��j. .. �t �v°�. . '�Q . .r . . . .. . �v . ..�. . , . . . . ' t' � sd: . . �p' . . � � O s w . . . ., e s . . . .� 'e '.. e. .. 4. . �/� ... �s_� .� ....� ._ . . . . . s .. �'. ..� ' . � , . a e ; e . . .v . : e . .' '� . . ' . o . . . . .. �. . p.. . � s :� .: .' . r -:. - .4� �� . ,: ... ,._. ._.�. ... ._. ._...... .� �. _> . - _ _ ' - � . . . .. .. �v.� O' .' • � . s. . . . .� ... d� � .. _�. r__ ,., _ �_._ .__. .,r.<. . � � - � - - - . �. :O'e . .. . a. ,.� f1 . . " . . . V. =�v. . -w= . .� • x v.. .. .' _-. 4 . � .- _ _ . ... 9 . . . . . . � .. . s� . v P % W s p 9 ` - � / . . . s. �. �. , .- . ,. . .v . . . . . . .. . . . .. . ��v �. �+�v- -- - .-�4 ' v a . a _. � , .. ._ v. . . . • . . . . . s . , .. a . .> : . t v . . . . b : � ' � ' .. ..O .. . __ - - . . . - =c'O�. 4=- _ - .. s�. , , . v . � s . . . s.. . . . . � 9. . . .. . . . . Q �. � . � . . .s. . .. . . . . . .e:.. :O _ _ _ _ - '--�� �. '�s l.. . . . .. . . , . . . . . . < . . . . . � '�. . o �.�'� - - - - - - - . . , . , . .. . . • o. , . o 0 0 • , . ,� . 7.o s?� j bf�:. .. �R - 0 3.99 - 5.� -%� oo� = �; , ��� o� 7 of 216 _ -� �- � � . � 0 �.� -� .� : . . A , s �• s SEE SHEET 9 N -I � � 1 � � � � � � � � � � �s 98� � � � � � � � \ � 1 � � \ .� � � � � � � � � � � � ` 5001�� °�° � � ��g ` �o� \o�c,�_ o o �y `rcb ir �c�► � \ \ -� 5002 '� cr \ � $d, $ o� > cs�► � � ` 5003 � o � N �o � s RAISED CROSSWALK PER 5�5 4 � 5006 \ � � \ \ \ �\\ � �'s o LCUASS DETAIL 1613 5oos � 5007 0 ` \ � \ � � � �, � �-�i� soo� soos � � � � , � z � :. g . 00 , - - - > . � „, o ,. � . 5 :..a , ;. 5009 � O o w . . . 4.. o ti o. . . . o - o �' • . . ... - .,�_.-. . . - __'_. .-r. -:-�>�., .. '. ._e �..- _'.. ._ . r_'`. . • _ . .a.e�.- __ - . . . . +. . \ r e (n . . . � -: +- '� Y. .• ., . . . e o. . .. . .s : �'� �. ... R� .. i . � ' . ��r � . - i v- '�j4_ .F: . - r0�� - � . C'>_ �S �. _ ..4 b / e . . . . .e . e... 9. . . a . s . . . e . . . .. .a . sv' . . .q. � v�.�. ., .6 � . Os �9� . . '` p , 0��� 9 . e. : e . .o . . . . ., s v. � . . A . �N� . 9d. e' . .. v p>� 9 b \ . , e� .'d � .. . .� . .. ... . . .' '. ' . . . :. .' ' . ,•a . . .� . . � v s ♦Y _ _. ' _ ` .v v . Y ' , � • . .` _ � � p o. • . p,e . . s �.. � � . . . e.�, i e � .� � a � .. �. � . . . . .. o . ' � ' s < < m e s o � . 5 . , � :'� .- b `o � . , ;. :.. . _. . " •... - �08 : , . . . . > ' \ - \ \ ` ` O - O`1' ` �6, 9.12 ' Spps � \ \ \ I \ �O j O r , �• \h .. . . �� ) � .i \ \ 9.1 9.06 � \ \ \ \ ` � \ i �. 'Op�` � 1 0�L •6'�� �� o \ \ `� \ `� I ' � FLINT HILL DR � � � \ � \ � � I \ \ \ � � � ` ��O 6�� � � �? � � ^� �� o 1 �_.;•.- \ \ \ �\ O� I � `�`�� � � i �� 0. \ � � \ \ 9.1 8.80- J ` \ \ \ \ � � \ � ,�. ��/ � � � � \ � \ \ Q � w g � 8.53 °'� 9.12 7.53 \ I \ � 9 � - p p� \ .v0 . . . . � � Vs . .. � � � ' .. e ' _ v�OV . eQ. . . v . ' V. . . . . . � \ \ I \ � Q_ . . O. .. b x . ... . . . . . . -v,' � e � I O � � \ - -� . �',-9..' . V ^ =6r _ - � . - . `s!' - . � F . . . . � _ s . , - 'y�s _ -- _ ' ' - �v. v a�_• ,' ` v o� . . � � ' �<- ,�'�P_,�. _. �„ ..�...c-. ��._ � � ,.__ !' s • - --s�. _.z. . . "\� �.� �� . . e' . . o. .e '. o . s . o�. . . . . o : � � ' � - . - � - .. m s . .' �P. . ' s ' . . � �p, '. . ' o .��� . . �P . � > v R >�� . - ,v � . ' '♦ . . '. V. ' . ' . '�.�.' . ' . . . . . . . _ _ _ __ ' _ . _ _ _ _ . . . ._ _ _ . e _ - _ _ - , _ s _.. .- _" � .. . . .. .s . ' . a . .e _ . . .9. =4 . . �.. '.' . vOe. f � r�s , ��b 0=��. ae O � � ` a _ . . . • ' s . s e��� . s a ��� , � _ � > � ^+F � e p a O." s. .� . . . .. .. sy ' s �u > �� _ . �� e e � �x� ��� � � � �� � �� •� I�I,s � ,� �O 8 IBZ � ��� ���� ,O?� a�9� \ \ ` I \ DRAWN \ � ` � \ BRB ° � \ 4.1:1 1 \ \ r _ � � � 8.� � � I � � � � � � . �L � � � \LOT H � �� \ I \ \ ` CHECKED I 6 \ .. ' ��� �� \ \ � I `o DAP _ � �� T.O.F.=11.73 s°'' N�� �p ` \ \ > DESIGNED ` � �� I - �• F.G.= 11.06 gj� �„�o \ \ I \ � BRB I �.� \/ \J i \ . . .. �� �a ��1L� �O � O I \ \ \ I � \ 1 � � � LOT 31 LOT 30 LOT 29 LOT 28 0.:. LOT 10 LOT 9 _ o \ `�g,�� � �� \ \ � \ O�� FILENAME - � � � � o,� \ \ � , � � \ KEY MAP 0009_Grading 81 T.O.F.=11.77 T.O.F.=12.18 T.O.F.=12.18 T.O.F.=11.97 � T.O.F=12.11 T.O.F=12.11 � � prO p.� � T 1�I� . � ` F.G.= 11.101 < F.G.= 11.51 F.G.= 11.51 F.G.= 11.30 � ' � F.G.= 11.44 �7 I F.G.= 11.44 10.76 � � •�� ' � �p 1 �� \ \ �O N. I .S. 1 I YPE B� _ TY�'�� B i Y�'Ve � �/ r, , �7 ` ° i`P�"� ��; �R iY�'V_ � o �OS , ' �v� t��0�1 I � \ \ \ � c�\ \ \ � o r � � � � � � �, � �.�� I - �°� �'� 'o� , a.�v �..� ._. � \ � � \ I �,g �PpO.L/� 0 1 � v . ; � .y \ \ �� _ - / . � .• o: � o � 1 � - � �, I ' � � ��;:�0� pJP,�O� p I � o. � . , . : LOT 7 � o . r � I I ` •� .•. . .., � � T.O.F.=11.73 � \ \ \ \ �O I \ � PQQ��G � , i - - - - I V � h - - - - - - - - - - � h �/ � , , ' � � ,�c� -:o I F.G.= 11.06 o so I \ \ p���'GO�S : � .?e- '�.� - �- �oo- - ,�o,�'-� � �o�b - - - -o.�R-� � �� �eP- - - - - - - �o�� - - - - - -��j � \ o''-_ _ � \ � \ o� ` � \ \ � Q�� �� �p;��v o:�� .- -.-: - �. - - - - . - - - -.-�.- -'� =�. - -, - - �� I � - - - �. - -T � - � •....••'� � . ; �- . . . �� . �' : ,. .. . � . , , y ...s .4' ''., f a '�. � ' � . ,`� v O'- T�>.O p ' A' �� . .o .. ' . v . . . . . , • . . '. . � ♦� .� . . ' .. ' .�a. .'. . : �. . . . ' O.v' a .• � '� P'' �y ... d . .. : . ;. . . . . . . . . . - • I . �.o.:. �� \ � � \ ��G �; = FU TU 0 O � . ... � . a . d. . . - > :� �.� . RS ON CHANN C Q �NAL T •s� �h � H o � ,o f s o � .o� I p• �s I DIVE E� � � � ... ` � ': : `� q '. y . , . � 6 O . ` � . !. �. v.. •' : '. �' - -- .., , �_ .. ' _ I o.� . �a '`Q• ?... O \ _ - .,o . ,10.04 - ��=- �.`s =9.40 I - 9.44�i9.59a = � . ,� � � \ � ` �� '.' ��♦ '� .. _. .e. � ' p V I . v . . . .. . . . . . . M• •�Or . I �.o'-'-� . - . �� . 1 � \ \ �P . . 'v0'e . . /��Y �� . ��• . I d' . . � 0 O� . . . .. .. :O e � . . ��9 ` \ \ rALLEYs P . . . . ♦ '9 a . ♦ . .. I �p. 6 . . I ' . .O . �`. . ...s �. �, ' � . . . ' . �/� � \ \ a, ' • . .. � .� .' V ' . ' . .. V . < . 1v,. . .. . v . � �' . 7s �� v�e -.O '•�S_. v � � . � \ . . �. �I >'_ . ��A d°� . a . . � � A' . � I W •A .o . � � � TE 1 i No s �� o: �� • �` � � ,ALLEY N o � � �, �II �, I� 1' �- � �ry6� - o�s - � � - - - - - - rp� o �O - - - q1�v \9' '10� �a -ti \ \ \ � \ o� - e�- � -d.- � �- -,`p• s�. •6'�,- - - - - - - - - o� a'� - - - - - - - - - - - - � I \ \ , � i � . I , I '` I.: I � ' �.�' I �`. : .� '� �,i `a � � � LOT 6 S � \ � 1. TOP OF FOUNDATION ELEVATIONS TO BE '� � I � 1. :�' ' .' � � °` I " . �:^�: .-; ' ' T.O.F.=11.73 ' ; �OS � \ PROVIDED WITH SECOND ROUND. X.:. � I . I _ � f=� LOT 13 I � � ` � LOT 27 LOT 11 � lo-, F.G. 11.06 \ � \ � � � T.O.F.=12.13 � _ � \ : .. . : > . o.. v��� - F.G.= 11.46 l ' .' .. ;�e I T.O.F.-12.15 T.O.F.��2.2� � - ,.��� � .. '" , " 1 I \ 2. THE TOP OF FOUNDATION ELEVATIONS SHOWN = r I- _ I I I . � F.G.- 11.48 F.G.= 11.54 ; I \ � \ � � ARE THE MINIMUM ELEVATIONS REQUIRED FOR :'.. _ _. � 1 � � \ \ \ 'F�� � o. . � � J s� ` � ,_ .� . �.':. _ , \ � i : �- � - ti �° � ` �°�- -�� - - � �o '� - - °c �o , . I\,� ,� �`' � PROTECTION FROM THE 100-YEAR STORM. ." �'� ��� � �` � � ' w '��� �� I �`�A °'6 '`�ry �� > .� � ' �° '`� �� � � \ � \ ` MINIMUM FINISHED FLOOR ELEVATIONS ABOVE ^ `�° _ _ -I t ` :' ` �>� � I _ � , �` . o:l ��R� \ \ \ � 1 \ THE 100-YEAR WATER SURFACE IN STREETS, � - � I r � I� �'-` �� ; - � - � a � � :: 9 ,. i ' I \ \ I \ ` CHANNELS, DITCHES, SWALES, OR OTHER � . ' � . I: � � ` � \ � DRAINAGE FACILITIES, AS ILLUSTRATED BY A v W ��� ';;''. - - LOT 14 I ' :/� I ,LOT 26 LOT 12 s T � � .-. I � ��, 4;: I T.O.F.=12.13 � 1 :�• ' � ' � T.O.F.=12.15 � T.O.F.=12.21 � ' �' os ' I I LOT 5 � \� ` i \ \ MASTER GRADING PLAN ARE TO BE SHOWN. �'� - �� F G.= 11.46 � I /F.G.= 11.48 F.G = 11.54 � • �d� � � ` '' :u'IL. °, � • y `v �4 . � T.O.F.=11 J2 \ W �;.' h � �.. � o � o��'` `� ^`= � `� �� ,��� i _ o,_ p � I';�_� ti - p- - � � �ti _ _ _ oe� _�o�I �� � F.c.= ��.05 � �� � � 3. REFER TO STREET PLAN & PROFILES ON � , o,���. -.:o�. _ �.o��o I � a. . �.� ��s' .R ,�, ? . pe :j � � _ � .... � � � � � ' o,• � � ,., �.sj . . \ � I SHEETS 144 - 176 FOR FLOWLINE PROFILE �:� {'' ; o� . z I J � o � \ I � \ � \ INFORMATION. � I ! \ J v N � \ \ � ` � - o - :;'�. � , � I �c�'• � 1 � o � } '� ►.o`•y�- \ � ir �rn � o� � � � LOT 15 � � .' � ` � � LOT 25 o LOT 13 � oT . � I: `� �o g� � _. \ � I \ \ \ � . ,�. �� F.OG.F 11.20 � ' v� • � F.�G.F 11.25 � o. T.O.F.=12.01 � v :.� :: 6 � `' N o� w I \ ` � ,_.:;� ' I � � „�� _ o �/ lo �.q , i � �- � Q �,, � F.G.- 11.34 � �� I �I � � o \ M$�' I o \ � ` \ �� \ \ LEGEND � , i :��6- �o� ��s + aQ v ��,h o�? - �?o = $ �tio - - ,�o�o� { :' � � \ LOT 4 \ � o�� � ` � � � \ � - Z - �� ; ° �. � � � � --r I I \ \ o I o \ \ \ PROPOSED CONCRETE ° � Q � T.O.F.=11.18 � � .� . � I C. � 5,.'00 �..�. � o,� J `�;;;< � I I I v,.. I _ � � � F.G= 10.51 :,. p � \ � \ \ ` Q ,Y�c • �1C� N � -i ROW ! i�Y('� A - . \ � •�. o FU I TU PROPOSE PAVERS �o . l RE D �'� `a' � � LOT 16 I o . LOT 24 A LOT 14 � ' � o ROADWAY � � � ' ��� I T.O.F.=11.62 � 1 I " '�v � - I °�. I I I � � o INFRASTRUCTURE � ` ':, ;:��,` ::ti'. - I ' � " T.O.F.=11.69 , T.O.F.=11.81 � w �, . W � F.G.I- 10.95 � I � •o• � �F.G.= 11.02 �_�� F.G.= 11.14 � ''• �. '.�. 9�_ � � . M SHOWN FOR \ � � I � \ REFERENCE ONLY � � \ � CI� Z � � _ � J I-;o . o �o o. � � _ ,y , a.' i � ' s .' $ �i •r� . ,�0`•'�I �.�' � .I.� 'q o �� ' � a. I ` °' 06 -�8 �' . ' o . � o . P � - � � _ �s � �• �. �_� : •... I I- _ � h , \ \ � o Q � � a s ' � �� �� � � � 1 � � � Q = 0 ' . `�,'. .a= -�-� 1 d , o. �-I- � r,` I- � o � 1 I � I o `:q~� ''' � --I � � � , . � � •F � LOT 17 � t�. ':.;� �.. : I LOT 23 q � I LOT 15 I e' �` � �. .-�1 I LOT 3 � N I � � � � m � � Q '��, •:=A I �T.O.F.=11.37 � I �'•.. �. I T.O.F.=11.45 � T.O.F.=11.60 I �. � T.O.F.=10.90 � � I � I �$ \ Q � - �. rp, +d I I- 10.70 i a l . .= 10.78 F. ._ . 3 I F.G.= 10.23 \ � - _ _ _ � . � t �� F.G.-:_ :_, I � � � , _ 1 _ ^ .� `,�> -;. / - rL0 \�9 J ..� ' p . �;. v. ��,h- �O F� I � I I G 10 9 � _� I v` e �t '-� � \ \ i \ � �. I � �.. �• T .�O 7tj _ �.,.-.., . o�• '25•��� �:' s, 0 �O sc9 i , t7► �` I \ g � Z .`'. ' s9 � ;o� �"� 6!t � \ \ ` � J O '` � � -I .. o o I �- � � � .o` � �., •�. :l \ I \ \ � ::�. . , . � ''`� I � � LOT 18 � � '. ,� V° . � � o LOT 16 I 'b :. � d I \ � � � � ''� I � I - o I o - � � � I � � T.O.F.=11.12 LOT ZZ � T.O.F.=11.35 0 � .` ... v'; � � F.G.= 10.45 � {° s4 ° � T.O.F.=11.17 I F.G.= 10.68 � � ' I I ��� I\ \ � � \ \ �' 1 I � �� n - h �9 1 . ^ L � � F.G.= 10.50 I � � � � . . v , � I LOT 2 � � I \ \ :*... � �,`. � � $ � � �L- . " T.O.F.=10.56 d � :.., :','�• ��i�0 :�. :. ,, I �_ � e ��° �O• '�9 . .� � F.G.= 9.89 \ �I , �;:; � � \ I 5.4:1 � 1 : �` � h I� �6� ; , ' .* 'a . � � V Y1-: i°. \ \ I� 4 y� a �� �, \ \ , , '� . � I : �'': '����, f� 1� 1:' � . I I �:. ~T�' -� I �I 'O, _ - _ -� T _ - _. . - - _ , I �'y�' . w. . .. .. 1 . \ i�� . v . \ v .. . . . . , � +�I \ ''.s': . . . . `:.. �;�;: LOT 19 � �,�' . . . . o ,o. . LOT 17 I . . ,y� o,. � �, � ` � '''^:.: �� - .a � T.O.F=9.98 �• �, o.. o .. : `" � `Q ,. o� . o..�. �' �9 0 � , ,� 1 �T.O.F.=11.15 � � �' \ �` � F.G.= 9.31 � ' �` ALLEY '0 � ..��8.12 8.05 I: � � ... ., . :.- �. .. I ., . : ,:.� .:�.: = 8 . �. . . . \ I ,. M � R` FG 104 � '� � �^. � � \ :-� �- 1 r��� �, � - - �o� �� � - � � o - .� �� � � � r � � \ ,;�,;:: . �:�`'� ��,yo �00- �os `` . o` �e .�,�� '� �ooti �?� 1. �I � Q:. ;� � .. �,9'� �� - - - - - - - - - - - ti°`� pt � � �' � � � . ` ,. �'. � �� s '' � � LOT 1 I � � / � � . : �a. i.. � � � - . ��. . . : � I �. � � � I I \ � � �;;�':', .a�. - �F `/ � T.0.F.=10.29 �/' � ` \ ,� :� � .:':j LOT 20 1 LOT 21 � LOT 18 � � �o� � � � \ I ,. :' V � FG = 9.62 I nn� ` -/ �;::. T.O.F.=10J2 T.O.F.=9.88 � I �`� - M � � Q;.. 1 F.G.= 10.05 _ I T.O.F.-10.94 � e� . \ � \ F.G.- 9.21 /� • < F.G. 10.27 � \ - . : - � - - - - u �- - - - - - - - - - � � - � " °0 sJ � ` � �� - - _ - - - - - � i' - - - - - - - - - - - -� - - - - - - - - - - - - - � 1 � � : � ,��. �� ��, - �� ��S ti0� - � �� , �- �� �8 \ � � :�;� :.��• � �• �. s . �� � : , � �r � �. . ' .. .. R . .:. �.�---. . p ._�__`9x 7.15 � "�. 8.61 °'� � ` \ .Q v v '.vo .v ' , _ 9 v '.' ,�.�. _..¢.' 'o' �.a. . . . , v � . � � .. . `'._ .. , .. � . �� ' .: .�. •�� .� � �,� :.� � .. .. __ .' .. - � . ._ . _. - . � _ _ . _ � r � ..o ' \ . . . . � . . ... .,e e ,.. . .�� _..- � � .._.. ,..�-a.-. _ . ..�.�.� :-...��� - - - . . . , ._.,�.�� ,� ".e. �.� '>.��_.._,.. e. ` ,o ... ; >. e � ._ � �.�,.-, ,. _ ��-_ _- - - (� , . s-„ �,a e , . . , - - - - �- - - - - - - - � - - - - - - - - - - - o:.d. . � . . 9' �. . �'� .. -o ' . . . . .'. '. ' O'� ..♦ . . � : ' . e : � .. .. . _ • �.; T� s e a ; - . . ♦ ., `_- � _ �.�_ � ���. ,.�. v =s� _ � .� ' . . 'o' . s ,� s o � ��� a - , �..s �� � s . s v Q. � v � . 6.. :. � ' ' • 8 ' , • ' .. � � �o' .r1��8 > . �� .� - � . .. . ..e y. Q � , . . . ,. o T < . . �e.4 � ;"' � e �. � � Q� .. . 8.61. �. �/ f M � \ I v.. s. o. v. ` �w 9 �.� _ !^ > �(� . . O o,�� o^ 1 \ I �l Lp � � ec � � � . 9� � I ` \ 0 � s �, 6ro .s.� .O� .?� ,`.�`L A�j � � � \ � �� ��-e � �L-� �, �-� 5�� ro� �'�O '�� �$S ��++�o '�fO �`s�';' I soo? \ \ ` \ \ CONSUrSNG E'NCNEERS . �-. -- - - - - N TIMBERLINE RD - -_ - -_� . --_- - __�� � °°�o I ,, \ �-- - � � o- ��-- - �- =- ���. - I I \ \ \ \ 748 Whalers Way � / � �� �O R � � o I �) �� Suite 200 Fort Collins h' ��!�� y ^ �-ro• � �-1• g ` 6'g-.�. \ Colorado 80525 / � I g�o6 6'6,��' ) \ h'y �p � �.� )j 6�y \ ` \ Phone: 970.226.0557 � �� �� � , ���� � . � �' I \ J08 N0. / � '� \ � I . .. • a. . �o�/ I .:` \ I \ \ 1230.�0�9.�� i � � > o . ....�0 4•8:� 5.4:1 \ , .. .4. _ '�. ' . av � � . , v:. � . a. . . "b , :p o� . . . .. . �. . .'c�8 0� . . .. ' .. . W pN SCALE '��. �r.� � vs .'I ' v' . . . � .. . � � \ fl 7 �o Y tU JrO O v' � '� �� � � � v . � '� -- o• �� ���. . '�� - � a"', '� - _ . e.� _ =al � � . . s' • . .. • i ♦ �� � � =m w- o.•-..� �- .� -.--..-r � �� � „_, ' • 's �.� ' . � '� ��a : � : 'd v ! ' ' : ' e f� � ,.v �� . , . . d-.. , v �io'�_ ..0��_ . , . .o'' " ' � O ' . � . . , ' � � _ _ � e .,� �;: ,- � � �'D 6� �b . � �9� w h 1 30 s+ � � ' S007 �� ._.o_ s g 7.15 �. ��° �g• . o� c� �� � o \ � Qa' - �SR �- - - - - - - - - - - - - - - ��� �'�- - - - - - - ��o ` 7�36 �� - - - - - - �� .o_ . . .o �o? � I6,�� � S$ I � g N � � � � \ 30 0 3o so oa,,� JULY 17, 2024 � / � \ � - - - - - - - - - - � - - - - - - - � ;o -J �-- - - - - - - - - - - - - - ��$$� � $� � � °D �� T I 7.35 LOT 7 � •fi. � \ I o o �y. '�� / � \ c� scale 1"=30' feet SHEET � � T.O.F.=10.72 I � I. I � � � II cos� F.G.= 10.05 ���. :� � i LOT 6 � �� 8 of 216 SEE SFIEET 10 SEE SHEET 7 N . � o , _ . �. , . �. ., � � a / I o 3.85. 4.19 , � . $>. , :: .. . o � , , � / . . o . . ' ' �P v . ` .. � d •. . , ..• .9 . . . . � . ' / � .. �. f� v ' '.v' ' . .. '�p . � . V�' O� 4 �V tQ 1 s0: / 4' A 'd � P. -� / v ` ` •� o. v�� 's - _ - _ -zo.� .o . � - s _ o sv i . �� . � y �7 va v' 0 s_ ' v-� ' ' . . . . �'�..�.. .�L.: .� . � I :: ..� ' .• . . � _ e. � s e " .. .. e . v . ' � . . e . . b . . ..� .� �. � ..�. � �. -.-. �. �.. � . �w ... " . o r . . � -a-� � -.� .. . n vn s � .••. • s . . �o. . m �'v k . . e. � -� ' ' • � �' ' � L ^ ' . • �..' ? .� . . .'. . . :v _ . ,_ � � � ' ,�,' '. . . . �Q . . -. . . � -- _ . . . .. . .-'� . :��. � �� . :. . . . v. . . . . . v .! .. . . . . . �'.� . . �o . ,✓�`•'=�f r�b: - , . . . . V , � . , .. . . .. . e . v . � .. . �s.. d • p..s . i� / •� ''4 s , es . �� � _ _ � � � . . • . . . . . . e . .. .. . . s � . . .. . . .. . . .J . o p� � M .4 . ' O . s a '� O ��,a: . -r. _ s . , Q�.e" . �F Q _. . e� �� . '� e r '' !� ' '.� ./� �./ s w=d a - ) �s�g. ; '_.�:-.p o.� .a.= _ a 3.99 • �. 5.45 _ � ` •�� i : � �l o:i .. , -..� KR,�1 - - ��O . • , XsO SOO �6 S� - �� ,�ro i i � ��S n a � s O°�v Y 1 ►� 'S . . ... ,.. . . � w .. . � .9 ' . � , . ' 5007 � � - - - - - - - - - - - •S h�` `� . - - - - - - - - - - - - - 1 v =- - - - -- - - -h• O _�°' _ �0• 5.51 • � � A �- 1• � A �. `- / A �• \ o. : I 4.22i � - - - - �, i - - - - - - - - i / / �- � - �/ co- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - � . � � � � cc � � k< . I � �` • /` � LOT 30 s.so � � � z R � �• LOT 1 '. , f � � / � � � � o °j T.O.F.=8.35 � :; N � a�: �.I T.O.F=5.92 � � `y. - G .�� - - � � LOT 24 __ o I� ' z � � . y F.G.= 7.68 � 94.52 �:� .� F.G.= 5.25 � , ' �' / �,- - • _ _ / / ,es T.O.F=9.08 ,�� �� •�9 O c�n : o o. j`.o %� � '�` , 9g- ,-- _r_- ` .�"�- - - � ' : i � ? � F.G.= 8.41 7.60 ) . N wo ,I• � i� i -i � : � �:�. 6.29 rO� � 6, �.� �.��� 9 � � / � � � ,o •�� p I_ w 4999 ` '�' - ,�99 s f o`I. LOT 32 LOT 31 ��.:-. o. _os 6. .e�99 � � � �1 � � 8 � _r 'a o� � LOT 22 � o i��, .. �.� ��p '` T.O.F=7.47 T.O.F=7.47 > :o. � / �o. / �� � � ���' - - - - -� I T.O.F.=10.04 � � �m . .� ' �q F.G= 6.80 F G = 6.80 �/ �' :. I LOT 29 - / � � / o' '�°� � /7 7 �LOT 2cJ � ^� , �SO . `9 . �. ,o � F.G - 9.37 - aL -� �d ��^ o�'. � � I aR�� o=.' � " � T.O.F=8.37 / � � >/ r°� /� �T.O.F=9.08 �� . ..,��. �' '. E'., '�' o�'� Sp . �� ��� . �. T � ' •os�T{ s;l ' :o � F.G.= 7J0 /� � ��� � , , � F.G= 8.41 � -,�;�4�• . '°�,i�:�^� •. � R�y �P pp I p> i L� I 2 I.. _ o'. o . , � � �Qr / � / � •s� �:��' `9 � � � � � � T.O.F.=6.29 � 'J � �' i l LOT 21 �, � o. : :J � � � � � �:- �. .. 9� I '� ��� �g� �.. F.G.= 5.62 � �; �: :o+.. y'' ,.� B � l f � \ �_ � 8.15 � � o :�j .o. . i<,'.. ,` . I T.O.F.=10.04 � co I u� �- og . - / / � � � . >. ' o '�. �'• F.G.= 9.37 Q �� $N� I V� � v.. I. as I � / �v � \ � •?� . � `'•s B ~J� ��-B � : 1np . . . :. ' �.: , . . , . � '� � � ../� • ` ' 1' �' Ra9:. / � � � : I . �. '� .. �- �- - - - - - - -�s _ _ T . ��/� s.�s s.o� s.o� � :6� �/'�'� �L - v .9f� : ,,i ` � ' I o> ..: . `. 'y - ro� - •) cL �, / T.00.F.-9.07 / ':.. _ - : . v�• \ I r / . s \ � . .. . �.. . • - . . . , . . _z . � � ? ,\ \ I � [i� ¢ � �' . 4 � o' ��,�.. I � < - . . ... , . o ��L- cS h h o �, � (r� � �� F.G.= 8.40 � o. �� . � Rr•'. >- :1 3.7: ' � . ti �`�e -.o - '� .� . _, . �~. � J� �LOT 28 _ �_ _ °�' , �..�. �` e.�°`� .< �. �� .b ' � � I LOT 20 m ALLEY G ' ''P v .� /, T.O.F=8.37 � � � / o : _ � . \ _ < �I�. . , a °� o h �h I •a � 8.01 'o. '\ '�.00 � T.O.F� 9.95 2.00% d.. �°� o �';� . �� F.G.= 7.70 ��- / �/ � P � _ I -� �" � � o � 5.05�'s - � � . ag� ;�--�--- � '• � - �' � , � � � � / " � �� � � . ' .�o `�''• '� > �g F.G. 9.28 � _� DRAWN o:� I �o;. I � BRB . . I . . . , asV' . �'� � � / I .1 � � ./ � oVb�. ��, �� -� . • , s ♦. . ' . '� I a � e . / ♦ � , �9 �:a ,% . . ,� � 5.32'. � � s� � � �� �� :. -� . � . �� � 2.009' LOT 3 _ ' < a � � � / 6� LOT 27 / " I o j' ' I - -� .-4�- ' -`.�� ' .. \ ` t "` y 9 CHECKED �- o I, T.O.F=6.29 '�� ;.�:. ., � \ � / 6 w � � v> .. F.G.= 5.62 � � � o: o a \\ \ I / �`� T.O.F.=8.93 � � � - �_ r �/ �� . ..I o. .� � DAP ' � �� 'r. �� J- '. ' / / � �F.G.- 8.26 > �.. LOT 19 I �o � / \ , \ / . I .. � d� �y ��o I I� / ...o. \_ ,.2� 6� �J.83 / '�'' ' Y l'. • '` l T.O.F.=9.76 DESIGNED ,.I. �� �_. � y ,,F / � � � � \ � .s� 9 / - •''`. I F.G.= 9.09 =d. I / 'I `. = e�' LOT 27 � '� � <� � �.so � '` � �, �- -� BRB , � Y o� s' h• � � 5.83 � � / �' � \, ;�: I .,9 P e 6� _�,;,; . �c� .�o . : 2 .= �, s o�: %:. T.O.F=8.12 C � � � a+ � �; - 's o FILENAME , .o• - o � �� �o : �: � � ,v o= � \F.G.= 7.45 _ a� / � ' LOT 28 � � s� � �`�::�� � , -� �� :;�4 �r � KEY MAP 0009_Grading : - : . . : � . . . : � I. � e�,- I:o. / , �,� . .�w. :- ": . o , .. LO 1 ' - Y ;: a . r. /• . / � � � / / � r°'� � r.o.F.=s.�2 �/ � � 1 �;: . I I ,� T s o- N.T.S. I O ���. . � � � ,� < . / � � � � \� � / � � F.G.= 8.05� � �., `o' .. � � � { o:. Q.`o � �/ T.O.F=9.50 . : � ' .�� � � 6,9 6+ � / ; �� � . / `� _ � � � '� F.G = 8.83 DO L/ < m ;.� LO T 4 � I: ' ' , � \ ?R� . / � o� �� �.s� � �- �s l p� �o:, - 6� .yti- -s i : ���P � I Q a _ I '�. �` ,�- ti'� LOT 26 \�, � � -�/ � � � � � '..;o'.. /�' �� � �" . � R'� ��':' ���� pJP�' p� w T.O.F.=6.03 �j , h � � `� / / \ \ � v . � o � � � ,� . /'': T.O.F.-7.89 < H � v F.G.= 5.36 � v a ~. � o `"�i � a'` :1 � '� ` � / - Q G . �: `�. '� � F.G - 7.22 � � \� 7 � .� � ' s ' � I � I ` � P.Q ,�� �.�..� � � 6 � � � o , � � / ��,ti � LOT 29 � / • / � i;� � �� " I LOT 17 \ G S J� p; � � ; I �. ,• I ``• �' �`o , :: � � � / � / rO� � � � T.O.F=8.46 �',. `flc� _ . T.O.F=9.24 � ��\ G� • � , � ' ' % ':� d ' . : / � �-��� \ 4 � \ , �o F.G.= 7J9 y " ` � � � � Q �� . � �" .�`L- A� s�. �, a, � g,7 ,� / / � \ � � � .�o L - - - �- - J ��� 6p - - - - F-G.=. 8.57 - - - - �' � �� . .•�0�� I . . � � � 9� ,� , y / . :` � � � . � -� �� �� , �G -:,� ti � � ' �.8�' � � / � ��oo� � -�g � �.�� � �' ,< �' � -� -� soos ��, � "" � . � . � �� . i :/ ya�. �� � LOT 25 � / c� � �y� � / :� .. o _��- � . . . �.. �9 � �NAL '.a. � a.l . � _ �� - � ���a. , ` ��' . s��:e 9 ..`.. /. .tQ � . . $ � . �': . �� .�... o � T.O.F� 7.66 � � / / \ � �` ' .0�1 � _ � �. ;I� i o" sr o �� � _ / 6' { �'• c �o :nj o r�c � e. � '1 f=�. F.G.- 6.99 � I � � � 4999. . : o.- j � �'... .�. ALLEY .J ' - s � , . :. ... . : . : . ` " �9� I .. . .� � j' .� �� \ - p; / � �� - . _ s s�: .' , � v g. ` I > LID#3 (RAIN � , ,� LOT 30 � � �� �� . s � ws����`. � �. � '�,. > � � � � � h. � •�- �9 '. �e - : �.. . o NOTES o:.is:.v i� �1- � : T.O.F=8.25 7 6': o. �� � � '�: .. I i� GARDEN � � � / ,e '�- o' �� \ :.�:�.�: LOT 5 a ) °� "� / � � � � - � �'. 9 . � '����4 0. � o�� , w� �'� p / � � F.G. 7.58 �� - �.- - - -�•- .� T„�:- - � . - '� � _ I �v:.. � ,51 �/ �/-' � / � � -- / � "ALLEY J s - - - - ��' r.o.F-s.o� ., '.,,. � / � s s � � � �� - � �e 1. TOP OF FOUNDATION ELEVATIONS TO BE 4 .� I. �;, � � � �', � � � � ,' , , s_ h'� � � � s ' � �o- F.G.= 5.34 � '� \ i •� e - �� 6�0 �� iY: I� J . , i . /. o Q-.° ' �. � LOT 24 l� e,� � � 7.12 � � o. ` o.. ,? � �o• �- - s� - - -��- 'oo -6. PROVIDED WITH SECOND ROUND. �• i 6' TYPE A/3 J� . . � r . . .= 3 I- / � / / �� I I �:�• ' I Q �o..( � ` . ' � �TOF� 7.4 � / � a / � ��C � . •r, _ . > _ . ` .: 6 '-� � �� •�<• ; . •� � ..� o < � o' '' �F.G= 6J6 � o / � \ s� ;7: :'.. :'.�., �/ 6.85 s:� � �Sp� � � 0 2. THE TOP OF FOUNDATION ELEVATIONS SHOWN ISE C OSSW L P �o . . �1. � � h RA D R A K ER '.I � s A � :: . . / ; . � . o . �.� '�e : .`. °� •o •s . . ..` , �4 d . . . . � ; � � z / >�� i LOT 31 � � / � � o� �, .�. \ LCUASS DETAIL 1613 _ . . � . `ti R R s ' , q p' i I • : . , ., . .. .; � \ � : / � � � ` � � �, LOT 12 y.�� \�soo ARE THE MINIMUM ELEVATIONS REQUIRED FOR / � � / � � � y. �� . � a . ; ' A I /, . . . ' �/ � 29 � Q � ' 'F'-8' � .r� / .: i �,� ��7 PROTECTION FROM THE 100-YEAR STORM. _ _ _ . h; . •9� • o�. q : . ,ao I 6• / �.w: / � � F.�G.= 7.37 a T.O.F=7.57 o LOT 13 OT 14 LOT 1�5 LOT 16 M�N�MUM FINISHED FLOOR ELEVATIONS ABOVE j � a h , � SS � Z � � � � .�. � F.G.= 6.90 / - ..o �j Fr�� ,,.� � .. : \ � , _ _ _ _ - � o, e� LOT 23 � ��: . / � � � / � •.o - T.O.F� 8.�s T.O.F� 8.3ojT.o.F� s.42 �T.O.F. 8.42 THE 100 YEAR WATER SURFACE IN STREETS, I , . e� . . ._ . � .. � i - : O �!�„ \ : � �• .•• � oa . ��. T :� \ �T � / o � /.: 5.89 63 'F.G.= 7.75 F G.= 7.75, ,> Q.. • -' / s ..�� / 2 \ "' / F.G.= 7.51 F.G.= 7. � C .. . o.,F .. _ . F.�.F 6.54 ; crj \6.88 \ �'. , LS, D ES, S ES, 0 p. ` '.s . � e � I �- _ _ � 0=_. ; • � 1 �.:: � � ;. '� 99/� � � ' - � � • l � sL I� � ' ° ^ " � DRA NAGE FACIL TIES, SA ILLUSTRATEDEBY A • , , . ,.� a . ` �/ � �� I �� .X I _. $ . J / .- . � , -. As � � ,� d h`•� LOT 32 �� •�s Y �.� ` �s.s5 � � ,� d � � �< �o ,.�� � -. / .°Q. , 4999' �+ \ �� -` � � MASTER GRADING PLAN ARE TO BE SHOWN. I ► .4. LOT 6 I ` `..:�` o:.. i �g. , �� \ \ � 9 °`% / RAISED CROSSWALK FO F.-7.$�� � � / . _ . � � LOT 11 � �(- - - \ \' , s O : : o. . _ � '��...` .!:: ;• ° �<. � '�? / P ER LCU ASS � ;� ( � � ..�o ...` :..o: s.74 � .. s.7s �� �o� �� �� � e .- 3 : o. T.O.F.=5.96 _• ... : : � � �> . �R . :''' : i / � � ' 6'` ��6.68 � � /�. . ' . T.O.F.=7.57 �• �.,�•��• _y ��. . REFER 0 S ET LAN & PROFILES ON - . . I . TR `' 66.00' ROW .'.` F.c.= s.2s I _ ,.:a, . . � _ . - �• DETAIL 1613 - / / r�F.c = -. o ..� � �°�. � W SHEETS 144 - 176 FOR FLOWLINE PROFILE . • > �. , I :. I ./. . �./ ' ��`� \ LOT 22 � \ �. / i � ��_ ( .Q .' ;a. � �x6. _ � , �o. . I •'... W INFORMATION. � � �.90 / .:o. . �. TYP� �� , . � 5.12�c. ���1. � S I o i:• � o:A.� •` I F .. '�o. � T.O.F=6.67 / � �� •h• LOT 33� � se � Z �I o > �F.G.= 6.00 � � a � � " � /. / �' t � N• 36.00' p�- R �t •I �.:'.. � � _ IB x . : �T.O.F.=7.60 �� ; + � LOT 10 5.60.' � l � 4 . � ' . 1 � � .... � � � • ^�.I • � - � i`� FG = 6.93 ,5 ' T II ( " O '. O' , FL-FL :.� . �' � A : . ' , �. v � \ , y�� 5.12 li � �� T.O.F.=7.40` p.. W � 6 ;i / �' / \5,5 � \/ R � � .56 F.G.= 6.73 �lY \ �.� � I :�� � o' ' � � � A ��9 / �� /\' � � � � 6.24 � � � � . � o. � . ' - %� � � ��r�� LOT 21,� � �� / � / /// � �s �.'.;� o./- � d / / . ` - � �.. LEGEND � Z �� � � ' .. � ' . �v . / � '�'' v � / � P T.O.F.-6.67 � . o / 6.12 . : A . . �; � � . ti� � � > a . + � I �. I o . . : ;*. �F.G.= 6.00 � . � � - _ / L 5.29 �g9 CONCRETE ° > � P OSED � o � 7: , � �.o � OT 9 h• ROP : . : �. - / / � � � o � � p . . ,. . . LOT 7 I -o ; o � _ >;_ _ � , � _ . � �°� _ J . . a : � � - %, � a . � � � / 489 % LO T 3 4 \ h'� � T.O.F.-7.16 ` � ��„a,f Q / \ � �� /: � / � � �. T.O.F=5.89 � >j �. � �' . � � 5,g3 � / S /� 8' �. . 4.87 � " � o, •�ro F.G.= 6.49 , / PROPOSED PAVERS �� Q� , .: 9 0 .: � � 1. T 0 F.=7.09 / M I �� F G.= 5.22 � a :y. $' �, ' � . '+ �'�� �L�T 2� \ $ ` � /�Q�y/ � � F G = 6.42 ,hry J. . o' _ ,� / � � W o. . � � �+6+� �s � i � / / � q . -� ' W S. , / �� . 2 <.. •� I 8 , �P S _ .� /- � �` .� • I � � .o .. I o, .��� , ` 9. v \ �T.O.F.-6.55 � � / ��� /� � �� � 6.12 � \ ��' '� 'o. /O 5.76 •p3 .. �/ �o / � � � ' � FG - 5.88 � \ ' � '•��� X�� XO� ..'v �. � & \ .�, � : � � I / � \ s � • o � � / , a. � l �T � L � � �I , / � LOT 35 � �o � � RAISED CROSSWALK PER j��� . Q Z d `�! � �%.� � o� . �� \\ 5•�' � � ,d � � / �4.ss � \T.O.F=7.04 � _ - o� . Q:� � LOT 8� 4.s2. �'q; LCUASS DETAIL 1613 Q = � . ` . ..�. s.� '�a v s , 0 4:" � � : o• e�°� �� LOT 19 � � R� o� � P; � � • e e �: T.O.F=6.73 \ � : :Y - , _ . .- . s �s ' '' : . (� / . � o I � 'p.:, � I o -. o. "` .' • \ \T.O.F.=6.36 � / �J � \ � 5.92 \ � �Q .. '`' �5.71 F G - 6.06 II�,� / o. 5001 � � , _ � . --.. _ s � ' -;.�. �� / / �� � •;.. r - � I a I ':. �' -> �. ; ' LOT 8 � . . I�Soo . o . � \ F.G. 5.69\ ,� � � "� � `R� Y ��' -� � "��,�;� '•`i,� ; � Q � � _ .o � � � 1� _ � � , � �,� - 1 T.O.F-5.61 � y' �C �` �5 Z� � �� \ LOT 36 � _ •�, � �"' . 9 'P � l 4. .. � 1 � ��� LOT 7 � 4.ss o ��. �,� � � 'F.G.= 4.94 I o /� �' � '� �_/ � T.O.F.=6.84 A A Z 1 I ' �. � � ` ' , ��' � A � � •: \ F.G = 6.17 �•' . . . . .��_� T.O.F.=6.63 � 3.85�,�0 �I� , � � . Q'�• �`� LOT 18 � "?? o / �' ���� � _, / % ' � � 5.57�.G.= 5.96 � > 3.96 , l FINAL PARK O :.o T.O.F.=6.19 � � �� � � 9�� - .o � � � � ' ` � I �.g`L �s� .`��� , '' ' ;' � � ��F.�.= s.s2 � ; s / �� � 5.72� / f � , / �� � -, o ; GRADING DETAILS TO ' .a s• p. . � 4.s `:� � R ,l. ,o s LOT 6 4.56 v' BE PROVIDED NEXT � � �' l � � , � � � � �... a� _ _ Si � � o. '�o �� _� '. .P � �O \ \ / � '/ -�4.22 � LOT 37 � ? /• A� T.O.F.-6.49 / -a •p�. ROUND p i � / o � / � � � � T.O.F.=6.64 . 1 F.G.= 5.82 iQ � < \ .,, . 'a I •• � '. , o . � , �' ' � >i � �� "; �,l � / y� � $0 . � � � � F.G.= 5.97 � � :� =, ' S.44 I o O r v . e� �. .� ' � . . . _ � � � e . , o � � � o - / / e . � � . o 1 . • ��- � ' ,; 3.67\ � � �� � \ _, / /.-• . . �/ >. p 0 ' (� o � / / � •' ' � � � � '<. � � = L rJ 4.44. � �r�� >� / 5.52 � / o. / ` o. � , / � / \, OT I h i a � � -r " / � A<J.�.� � _ ?g , � � I °' I ° '� � LOT 9 � � '. �="�..d, "�� : .\�1 LOT 17 ��, � -� � •sR o " d � R T.O.F.-6.36 /� �Z,°° :.� • • •s •.. .. � � � � al� T.O.F.=5.45 I = `.i�3.26 ��.- . '4 4.07� . .__ . d . � \ • '�6, . .- � , / � � . I � . l �� I � o . 4.78 � � ' -.� : • p /.. - . � F��w5.35 % LOT 38� '� �' s ' ' � � � �� . " � . ' , . / co � ,. , . r F.G.= - � � o , / ' .. _ .o: < �. / • � � y / �� � � ,. .. ��.� o:. m �v� ' jl�.. � � 4j0 0 %`� / ' o; T.O.F.=6.44� � , � \ � : �� m > / / , : / 4.62 / ` _ '�� - �o� . � , / / F.G.= 5.77 / (o.: . '>o / � �/ � :: . �'� � 1- 4.84 �� I �� ;�� I� �jl / o I . , / � � � � /� � � TYF': ' '\ / /,� . / _ � I � � �. 4, ..-,..' �� � � '.� :. „� _`�� - /- - - - - - -� � � ` �1:: 3.4s � ��� / �� ,_ -� L � \> I � /.` e �/ / � � 4.���. 0.. �9�� - �� � � o.s3 .. ,��y ;��� - •�� 'So°� � 2.e�:�.:e LOT 16 �� o:. �� o �� � ' 'R� / / LOT 4 � V �-. - \ °> o I d�: ` / T.O.F=5.54� r� � / "�' �- � . o�.' i i = � ,f.,. � I ,,.. . o . ' : . 1� � � � / � o , � 3.91. T.O.F� 6.46 o �o � o. _ . , o:.�° �� ... : p _ / 4.33 _ � - � �/ . � I 0 0 . Y F.G- 4.87 < F.G.- 5J9 o 'O r�ia "/� �6 \ d . .. : ` � .. , `� '.. o �n$- , g� o� �d� d " 3.12 4.22+c� _ � � �` � � � �, ' �� ' � � � i�"� � 1 � OrO o ': o' i ../.: /� ` � �o . . � �' '`' � - �' °:' �S2:ss LOT 15 ,�i e ;; ',l 'ee e�°c����'. � , ..� � � � 3.3s � �'24 �ALLEY F � c� :1 : o /' � j / ; � ao - 3.s2�. I R► A � �(� s P y . _ '� / I - . .. . T.O.F� 5.14 to� � rn r V' y . . ..a�� / � , ' V�� . a -I. Q ec� �O 't /� 4� . . . . . I . O . �Vi ` 0 �'. Oo - �' . •v" � � F.G.- 4.47 � ^ � � 5.33 . . > ,, .. . . ,. , o .. . , �. , : ,. � : o � . . , , . e.. . •. ... o.. / �. � � � . ' ,. . .. . .. s.. . � .. - r -.-.- .. -=�- - = - T o =o'' / M ! o .w..�s J �a � �'�' y � - � I .� 2-_ - � Z.e4 3.aa _ � = i .. � � .� � �` - ' LOT 3 � ` � �:� . : . �.86 �' : -, 'cSs. � - ��1- - ��a+- - - �sj- - - � / /� /� � i RS�- - R�_ _ 7[���►c '4. - I .. Z ,�._: -� � 1c• I T 0 F.=6.25 / I vSp� '' •: '� o' I I � � 'r� � 4.82 ��'.' ph � F G = 5.58 c� P �� Q � ' - � � , ; : : o I O I o �/ I f. �c•� '8ja. � �'�. \ . _ Q.• . c0 . \ $ LOT 11 LOT 12 � �LOT 14 �� ' i � �,� ' C 4.s3 ( � .P�= > o � s.�s►� � Z � � � .. T.O.F=4.11 � =� T.O.F.=4.01 \ \ T.O.F.=4.80 ; i LOT 39 4.84 ��y� LOT 2 ` ? - ` � F.G.= 3.44 � - w I O. I � �, V..o: � � F.G - 3.34 : _ 'sCR, F G- 4.13 / - � .'e T.O.F.=5J4 � P. .J, � I - T.O.F=6.10 ! � ^� �� �/ ` � : �. �.-. LOT 10 � � /�- = �% ' � �_ � �`� �0 5.43 � .. � `°w e �.. > �, „ `�� _ � ° � :.e LOT 40 LOT 41 LOT 42 Q ' F.G.= : � a. . � . � � . .. . _ .. . � F.G S 07 , ; ��lc 1�R ,. :.`'� _ , T.O.F.-3.90 ��1 'A, O / � _, � :, \ _ • _ ' -- 4 ( d� 5.00 �6's'.o � "° J � I p O '.. - .75 T 0 F.-5.76 � . � :�� . . �'� r; ; , • , . . � i _ ' � y > _ > a � / �� � c� �� ,,- 5.09 ,I,. . �,�= , �. 2.89 .d, �. e.. -�- � TST, INC. , I // F.G - 3.23 `� 1 I LOT 13 / � � 08 F G.�I� ;�, �,M .. . � ; I _ .-5. 5 T O.F.-5 r� , / I �n ' F G.- 5.08 F G.- 5. ` �OQ �A � �I ? �� � T.O.F.=4.36 \ -„ � � / � \\�� � N �� I , c� / �: M .- .� � LOT 1 � .o. I � ,�5p0�� CONSULTING ENGINEERS ,? .. � �� F.G.= 3.69 .t �l% . , , .. .. , � . .. _ 748 Whalers Wa � / � T.O.F.=5.92 2.90 . � � �.-o. - I :- ,I�.� � �oll .e � � � � / -;. : . � ' � F.G.= 5.25 ur� i� -� RAISED CROSSWALK PER Suite 20o Fort �o lins , r 9... � ti 0 h� cV � 8 ' � � L.84 2.68 �'-v o �,� ,��` � � h "� �b � N . i / o�� � g°� •�^� �J, � �y1 - c�� I LCUASS DETAIL 1613 Phone: 970.226.0557 Colorado 80525 �� :� k`ti' - �►`I% `1% `L �' �' �' �' � '3.15 �`. ��(qJ �. „�.o.� �.. � . , .. ,�� .'v,:'�� • - , .o . .- �� -�-��Yt . . . c. - � --�-AC _ . , . e_--� . . ` ' . �' `�" ��+. . o' . . 'v . . .. v� • ' , `o ' . . . " . I o' v o o ? JO . �� v 8 NO �6 .�' . Y9 o� �� . . . � . .0..' . . � , u �s j; I 0 •L1 0 V � / S o 9 v. � . 1230.0009.00 �` �` ; � � o. � o� 's v� � \I d � �O � ./ �� 3.12 / � � vN �, �I 1 ,� ? � I o� i. � � \ ���E==�r��?\ ` � � / Ol i N ? ,/ � �?S, 'yO � �1 ' �,��!\ ��j�6 /��� �c9� . .��, SCALE �,� = 30� x93.30 js� �,� ?O� �? J •� / � w/o ph '�s � �6, / �� �'S-? '�h 0� �0-�� 4 l \ / �� /_ �� o � � o LID#4 (UNDERGROUND � �+ �L• �L• , � � � ,5� oa,� / : �� ,? � �o - - ,� �g- �� ? J � M INFILTRATION) 500 ' � - LONGWOOD DR 30 0 3o so JULY 17, 2024 �• O� � / ►��/ \�1 p� J N � ?s� `�'� � 3 ?�� ,50� \ scale 1"=30' feet SHEET � � ��� p / ��� N/ � �� �� " � �� �� � - 9 of 216 SEE SHEET 11 SEE SHEET 8 N � I_ - � ! � . .. ��, 4 � � ,� > . :.. � &� 5.4:1 \ , _ o ,�. . .. � � . . ,D � cV : 9 �p. � . ♦ �0 � ..�. . �.p'� . a. . . �O; v�. . O � �' ' .�T��� O' . ' w. _ \ � o.' .. � < ` / o.. d o.` �f 5 0. a� c� $ �o'� -y �':� 009. ' -vv� =..4- -- os �V 4- _ � � . e . , .. . . _. �a . : . i . ""- ' � .-=-i- � ...._..-.- �_ �.., �.e. -�' �'-' _ - � .' . e ' : . . . s. . ..' . ` . . �; ...-e� -. �.� �s'.� _ ' ' s.'.7-, � . ::"�" . . -V'�.�o" :r'� -. . . _ _ _ �".o'_ - _ . _ _ � � � . . �'o . o ..v . . . . c0 _>' y-..� O� e -"�a:-- . _ ' _, \ . . . . ., . ♦ -� . � .. - _ 'v. �'� 0 6- v� v s �) � $.. R � \ � sZ � v j s � �'ro V . : � .s.�_' .� s .• . , �r: >�' � . � . . ' n . . � ..• . ,. s' '' >. . °. " < : 15 ;� � � � 5007 O� .. )._ . . . ; ,. : .. . .. � • ��. _ - a � ' N$ ,� �' o \ $, 0 7. =. 0• • . � ` \ a- - - - - - - - - - - - - - - �� .�R- - - - - - - - - - - - - - - - -��� ` 7i36 .� - - - - - - - - sv��� o ' o.. �O? � _ �^ � $"'�,�� I ,A $ N � \ \ �. � � , - - - - - -� :-; . -� � - - - - - - - - - - ' m�$��' �� / \ \ ,�� �_/ � ! �.3s LOT 7 I � �: . ` �rt. I � o� �,. �� \ �, � o � 1 � T.O.F.=10.72 � �. � � � o '� II op f- LOT 24 F.G.= 10.05 i ��I ;'. .1� � LOT 6 �' � � � � � z � � - 4 -I� 9 - - O A s: � � T.O.F.=10.13 fi O T.O.F=9.08 � 6 `L � - � F.G.= 8.41 1' '�' ���' ' �' �• �0� � o . � F.G.= 9.46 / � \ N\ o 7.60 ' - . \ �y � � . .. . . . �♦ . ' .. � . 9. / \ p \ � . ._. � �' . ' ,�:� ..� � I � \ / \ � \ �. . -o •�: --�- � � ` � .7 � Sp / l ,�\� II \ � w � - - - - 'a LOT 22 i I 1 0 ` � � a�s � ,� o; I � � LOT 8 � � , °� o � , � . T.O.F. 10.04 T.O.F.=10.72 6' \ � �LOT 25 \ � ^� , �SO . �9. ..',o � F.G.= 9e37 �y -8 O F.G.= 1�.05 � " �' 0'� s I \ ` �P.� � � � i�s'p�s'= '� h .� ' . I�>�.. � � � �T.O.F=9.08 � -s�<r.: �o. , f'' 1' � �. SD sa�. ,;,-,:� �,- , 0 0". :;�� 1 �\` F.G.= 8.41 � �h' � :o. .. :<: 'l �� :� ,A�_ " �j � � oac� , \ ` � - � 1 ' . 1� �� � � Illlllil \ / 'v ..�:-�-� .. � � LOT 21 LOT 9 I " -� I 1 � � � 8.15� � o: '� ' 51.00' ROW I ..°9 �.� I LOT 5 ,,_, - o . T.O.F.-10.04 - . � \ � � �v - T.O.F.�10.71 � > � i � T.O.F.=9.78 Q a . \ )�,, o f/. . '� , v � s .o O F.G.= 9.37 'y-9 I 'A o�.- F.G.= 10.04 � ' e�. � �LOT 26 \ > . � � a F.G = 9.11 \ \ \ \ o � •�? �,. •'o. � ,� ; ,��y �° �. � I �e� ° . ' � - .s� P� � . f I ;, so v T.O.F=9.07 � / �.. ... ' o� . ` � , •6' _ ' •.�� � � O � ✓ " V �, .. \� O ZB.00 � 9 � �' 1 � F.G.= 8.40 � ` o<' :'' ��° � FL-FL � ' � � ` \ m , -; a- ,.�. �� . � ` o� . ' � =:�� � LOT 20 � � � LOT 10 .�' . e� e \ ` s.oi / :-�.��\ .P - � � -. w - � o.- � � � �. �� � �°` 1 � ` � o ;a� I T.O.F.=9.95 $ T.O.F.=10.59 � I � ���0' DRAWN �� a �� F.G.= 9.28 �� _� h �_ F G= 9.92 � J . �;� Y � �- � BRB .oQ ' � � � , ' �`>'�' `�� ' - �� e�� �.:o :d: . �p, � : o.s,�. . ��•�s . � ` ��L � _ •�s > �. ° 1 �I � FUTURE N0. 8 DITCH I Z7 r �./� . '� od .' ; �.. ..:a"' / DIVERSI \ CHECKED � .. , , I I ' \ ON CHANNEL � \ DAP -� y �` '6 LOT 4 / I, . e � � \ =8.93 � � �` ''` � r � '�I DESIGNED o. . - - � � LOT 11 � : �9 � � I T.O.F.=9.37 ,. s.2s � . • � LOT 19 z -- I �'1 . '::I. I 1 \ � •st �� s`•� 7 •• � � T.O.F.=9.76 J T.O.F.=10.36 � - w F.G.= 8J0 �> 80 � �9 • � '`� � F.G.- 9'09 0- -� � F G = 9.69 � J o � � f: � u / \ � \ \ BRB \ � � �•` � \/ r� �� '!�_: � �h •�o . p p. ^�� r�:e �;- � ';Q� < •�� \ I ? 's ''I. I \ _ FILENAME � ss i � '�`� � � '= 9 ` � �� _ a � � / � � � \ KEY MAP 0009_Gradin �� � o 9 A \ s� s -s � - I a � / � I:o , � / ° '� '�� . �J ' . � � � . Q• � � ' 9 �. �'e . \ � � N.T.S. �� l , . � 1 �. I � LOT 18 0- = LOT 12 R .. ��. � °o � � { o'.- Q.�o. � �/ T.O.F.=9.50 'e T.O.F.=10.07 � '. a�{ _� � / � � ' .''/. . " � � \ � F.G_,�,_8.83 �, -� p�_ F.G.= 9.40 j .,, -o.. I I / \ \ �PpO.L/C /� f '.,o�. < / � `�'� r �o ' 6� � _ _ �� .sRi : ,�h o �-�;_ _ �8� ti' , . �. I ' \ �'••' RE p�p,�' pC� � � � � ' l�' � �r � � �.o �� �+�. � `LOT 3 � \ � �.:� QQ �G 6'` � ':a:. �o' � � �� a�d• I / -I a. T.O.F.=8.96 ` P. � � \ '�S` ; /' � I � o.. o �� � / F.G.= 8.29 \ � �G �S� . .� � / : � . . : : �.�� � / I � I LOT 17 / LOT 13 � � � , I I,. I _ o.: �/ � '.�.. � // RA�_ �.�"` � T.O.F=9.24 T.O.F=9J7 i .o..l.'� ..o . � ! ` \ \ Q�'�o0�GO �� <cI / � L - �l � O - - - - F_G.- 8.57 - - - - � 0 6.57 �0 FG = 9.10 ) s.� . _� � � � ) �'�� •��C � a/o� - - - - - -� , " � 6 .6; 6.91 ,�. __�° •6+ 1 / C� ••••••'� G . . ' .. y � / � . . � � - ��a 4 :-. 6� � ��NAL E� , . . _- . �o .. . � ; � $� � � , � 'SR� o � I 5008 � 0• 6' ` ' �I \ � / :( ..o, �'J-. -� ' �; �q� . � e l o, � �.� � •8. � o I V. ��v b.. .��, � O� . � \ sy , �/\/ �. . . l .. '\p' •• . � ... � . . p Z ' ' . . . � �4999... ; : ...o>. `.�' � �I' .:.y4 -o� i� s '.� _�s•;: ALLEY��S . � LOT 14 c� � ': � _ . • .. , - I Soo � � 1' � � o. .,:�' .. v .��:6\T ��` �- � � � T.O.F.=9.48 ; A= � � � o. � a � NOTES �� � 6': . �. > 9 '�` � �;.�.. � �. r �=; : . ` - F.G.= 8.81 ,� ) � �. � r� o . • '�� o -s �.� � � • ' � s.s� � _ - �y ;�,� LOT 2 ` 2.� r � '� A " �'ALLEY J - �- � - -e� � - -�"^"` `� - � � - 6.11 �O � '� o ` � F= I \ 5� 1. TOP OF FOUNDATION ELEVATIONS TO BE �,. a. �, - �. s r- e- � �� , o v ., , •� h . •s _ _ _ .�,_ _ .o _ �00 . I:. �RI I F c.= 7.ss � � \ PROVIDED WITH SECOND ROUND. /� ' . /� 6 'I �' ��� ° �� � � � LOT 15 I ` � ° �:�, � ��.: o���, � � � ./p� ' � � �I '. c� ` �' /.. : '1: / v 1�� � 6S� 0 O _ o T.O.F� 9.19 � ✓ � � � o'`�"� `b ��°� � g � 2. THE TOP OF FOUNDATION ELEVATIONS SHOWN •�� � . , ��. . , / 6.85 ,`�y oDo� �� � �h � � _ � . ` � o<�,�, > � � o � ARE THE MINIMUM ELEVATIONS REQUIRED FOR � � �`S.00, F.G.- 8.52 � �L 7c � �n 7 J � ; �. �. /�� L, LOT 12 �y ` � � � °c� �```�'� ' °�� �- 0 �I 1� `�S ` PROTECTION FROM THE 100-YEAR STORM. T.O.F=7.57 � ^'� � ' �`� �-�?� y : 'I�. : "' \ MINIMUM FINISHED FLOOR ELEVATIONS ABOVE � � �� =�� / F.G.= 6.90 / � � LOT 13 LOT 14 LOT 15 LOT 16 � o -. .. I , - '� _ i� - - = , = T � • \ � � \ THE 100 YEAR WATER SURFACE IN STREETS, �.'�Z- . op, / � T.O.F.=8.18 T.O.F.=8.30,T.O.F.=8.42 T.O.F.=8.42 � a . �� � ;, , � � � \ j, �• v . . . . 5,gg � F.G.- 7.51 F.�.-`7.s3''F.�. 7.75 F.G.- 7.75 . �� LO _ 16 I '� v�.� � . o . � o , � � \ CHANNELS, DITCHES, SWALES, OR OTHER 9 �, . � i I TYs�'�- -� �Y � �'� : �� � i��� � T 0 F.-8.89 \ DRAINAGE FACILITIES, AS ILLUSTRATED BY A /.°Q �43gg � 6.65 / ` ' / / `\ �� � 5.42 v '`'` F G=�8�� _60 e � : � � LOT 1 � 1 � MASTER GRADING PLAN ARE TO BE SHOWN. � - � � � LOT 11\L 'o - - \ \ �' �� � <6 � I�� . ' p 'I I ` - � ' \ `\ 3. R FE TO ST ET PL N & PROFILES ON \ \ � T.O.F.=8.15 � ' � � `. o � 5.74 -- 5.79 ,�� �e� �� ��. s 5.87 �� �I' I ` F.G. 7.48 0�. � E R RE A �:� • T 0 F.-7.57 � h �h• h• h• ��e. .. � � �: . ; . ,.. -rYF;. , , � / T�F.c.= s.so = .o .. ` � :-: : � e:o.�` . ; >- '` � so LOT 17 ��1 .9 � s � � o.: �� - `�° 1 , , � � \ SHEETS 144 - 176 FOR FLOWLINE PROFILE � INFORMATION Q :d. l x6.48 / � o. 5.35 O� � - � � o , •:� � � 6+ �� �� � ' � ` \ ' � ' T.O.F.=8.60 ' �..; / / '. 5.16� . .- . I � � . �� � . .-. : <, . . . , . , e.. .... .. .6 . 1 � , 1 �� �_ � FG- 793_ / _) ` � • � � s? . � � \ 4.27 � 9 � LOT 10 s.so.' ' 1 q- �,�b � � � ,,� �. I��- �• 0«�6 = 1 � �, , _ , � 6• o , . �0 1• �` 1 � � � 5.56 T.O.F.=7.40 � a � II . �� . .� _ e p' .o" . o.... -� �O � � O ' . F.G= 6.73� l �IY � � � So • . > � 1 \ V . �E� Op \ �� \ \ � � s.24:_ _;� � '° '.� � o; � � s � � o �� o/" �_, � I � LEGEND � Z � ,� � �' ��o ; � > s � h`•' SA ��s '0 �? M � � o �o \ - ( // 5.29 g9 � • `y� .� '?��' s, OOp � ? ? ,/ `D �� � soj � \� PROPOSED CONCRETE a � : � Q �� LOT 9 , �9 \ �p h h� _ .=- - 0 - � � -� - - MIDDLE FARM WY �so - � \ I ,J > h��� T.O.F-7.16 � ~ \ , ' � - y' � p 'O o . � M � �' \ ` ° �" 1 ` PROPOSED PAVERS � � Q� ; �F.G.- 6.49 \/ � x e � � S � a' / ''� A \ ) � / � � - W ,s ,;,.,. .=� / �cfl� R�� v �' � ` / � � . - o o : � . � . t r �� �� � 1 �' /` � s . � o r � � 9 0 � / i o. a �' < � � 5.76 � �' v�-s �---�;-. ' � � / ,0� •..o� . a n > ,.. a w . s . .. _ v. ��� / � 1 � * . ..o � � \ . .��v�' � l d. , :�.V.'> a'��' Z�o �- ��-�6,� . .. .s.�2-�. s � �� °` o�'�--� __ -'s� LOT 6 .` � \ v � � � F- � � RAISED CROSSWALK PER Jj�� ��� �o• ��.o " d ss '°� �• - - - � \ Q � T.O.F.=8.24 W /� LOT 8/ 4.s2 . ;;. . ' LCUASS DETAIL 1613 y � � ' � � :;; . � -.' � � F.G.= 7.57 � � � �>: � :. � �` � \ Q = � T.O.F=6J3 4.�s - � I LOT 9 � I �. sa I o� z 1 � � - .06 ae. � . �� ' • . .F.=8.51 �� , �9 � � , - , -� � � ���� � � � a . 5001 � F.G.= 7.84 � , � . ° : o � 1 � N o �a' \ r � � F G.- 6 � � 5.71 - A 0 � �. WW 9� .. �;���� > e " p6 - y� � , -I � M � i c� o�i� \ a ` Q � !� 9'` �.'� - �O• �� � •: '� �� � - '^� � ` `$c,• "' 1 � �� � 1 ~ � � LOT 7 � 4.ss o ' R �. : �: I � �'` J'� ?� � �.03 � � � LOT 5 � -� T.O.F.=6.63 ,�" , LOT 10 1 . , � � , � G y� � _ � � Q � T.O.F.=8.24 � ` 1 : _ 3.85 O I � � I _ � r .'+ .G - 5.96 _ . . � � � ' LOT 8 LOT 7 � F.G. 7.57 � � T.O.F.=8.55 \ 4.83 � 5.57xF . � • � . � FINAL PARK . ... � � .. � -- P ,`.9 0 � 1 G �"' O � / � \� 3.96 ; GRADING DETAILS TO \ 6�� F.G.= 7.88 �'� �� ' � T.O.F.=9.21 '�� T.O.F.=9.21 , \ 1 � � � \ d � � LOT C' ' •9� BE PROVIDED NEXT i ,�� I�'9;. : I F.GYPE8�54�,R9 F.GYP�8134 p4�• ': � � ' i � � � � W � T.O.F=6.49 - /4.56 ap . SjOo/ ROUND -/ � �. . rQ. `� � 9`9\ `• , ;` o� � ' � � � ��1 � Li! .�►�c.- s.s2 I ..:� e �; Row o. � TL�OT 81 4 I � s000 , �;� o. '� � ; LOT 4 N �•r 1 � . ... ' .e / ~ . . w �� > o's o � F.G. 7.87 I J 'o'ry � ` � ti. ..a� . o � T.O.F.=8.03 � � 9 �6' O � \1 � W . � (y� 4.44. �- - 6`�'- j � � �, � . . 1 F.G.= 7.36 4.61 1' � �r �i g � ` V� LOT 5 ° - . ? / `:. �,��� �� � _ - �-�� �, � - , � � � � >�. . � 8 ,.. + . f...: �, \ . i �• � o . � �� � � � T.O.F.=6.36 � � •p0' ... :.1 0 �� , � � o _ \ ` � . F.G.= 5.69 �� � - C . s.. ��yy- - - - ��,� - - - -� � v . '\� s � ` \ i -� � I o \ � �,�;: , �" � � LOT 12 j� �.' �. I.e . - - � -� :o d � r � � � N1 1 1 \� �.'e• ' v v eP � •< . � _ T.O.F=8.53 .� ' i � ~o�� ` T ��.�c � � ` �i � � : .�I F.G.= 7.86 � � �.' �I �� - T o :� ' . .?�. o�' � � LOT 3 � I � �1 \ 4.� $ �� '` . grO � '?, rOTY ♦w �-��= .� '�• ' 6.59:\. �C F.0 F. 7 14 a � � � � � o. �9�° � - ' y� ,�r l '' . . . � •. �a� �{ � . o. � � - , - 4.40 R. � � 4.17�.� o�, � � , , �`�> ��. � - - � .o 4 � � , �e.o q` -�' '� . ¢, 1 �� , I 1 1 6.46 �� N � \ C � LOT 13 � ��� . �_ � � �� �.� .�. ��: .\ ` � � , \ 5.79 � I T.O.F=8.52 ��-`� -� 'S'j - - - '� - - - '�A- - -�0 � v.A�9,`4 n i � � '. \ \ � ' � � i . � ". �' � 1 <° y0_ F.G.= 7.85 ) j {. .' )� ? ��1 gg�.�� ` �� 0 11 �. I �6� �7f r � , �" I / �• LO T 2 d � 3.36 h• O � . , . c� 1 . o` " q � .. \ ,�ti N �: �> � A� � o � \ _ '� �j �� ,� > 1. � ` � T.O.F.=7.60 �• 1 � \ O rn � _ 'a v . . . . �v1�' ? . FG 693 \ .33 o` � � � � i J � • � � 1 -, � iY�� A 4.,8 , � 0 ` - � LOT 14 � 'o. 1 � � 1 � � 6 � � �� I �: 2. T o . 2.ss LO 3 _ �.\: 'o � _ • �. � '. T.O.F.-8.50 � T.O.F.=6.25 Z �� � � F.G.= 7.83 I � ' ` ` � � ; � ' ' p+ � O . / .. " � ' \ � �G.= 5.58 I�� . �� Q _ � � l -�, ��j0 uY�i� `c� sl ''p �\ : v.- .`� �` �� / � i \ '�.E. ^ti � ,5� / � •18 ' > � z � � I •o � LOT 17, LOT 18 LOT 19 � � LOT 1 � / 3.2s / � � . o. � , LOT 15 I ` • > T.O.F=8.65 T.O.F=8.65 T.O.F=8.64 ` �.•uj .� ' .� T.O.F=7.38 � �� , ,y�� � / o �� ', s � ....- .e� . _ _ _ _ LOT 2 I o . , ,. T.O.F.=6.10 ` � � �cfl ; � , � . .__ : � v s • , . F.G r7.98 F.G.= 7.98 F.G.� 7.97 � � �` F G = 6.71 i 6.42 �y 3.05 • c� �'�• i 4 _ i YF'� � �Y� E � '���� F.G.= 5.43 ,� .. � A d� . . ; ,�� �I . � \ 'o- `.r .� i �;",, i ����v, ,o. , � � - TOF 862 � FG 795 • ` ,y. �s• , 1. I `'' � ��,� �.ss \ � ` ��.1 \� � � � ,�. sa2 � ti� � o:4: .00 o. • o. . �• �' • TST INC. \ w: 2.89 -> '""� 1� � L '�� I � � 1�� 6.02\: `N� � '��'� � �� � . - � .�`s \ 2.78 � CONSULTING ENGINEERS R , .;..; LOT 1 .� ,o � yoo"�.' .: ti: � `5000' T O F=8 61 � \ � � � m� 6� �� 62 � �� � ; q.�� 748 Whalers Way .. .. . ' , � J a I LOT 16 s. T.O.F=5.92 \r 2,gp - r � • • • � � ;� -- :== ��/ Suite 200 Fort Collins F.G. 5.25 � �� �. � � RAISED CROSSWALK PER � - s.so . ' h � � : � _ � _ �� 2.84 2.s8 � � � .. . .. LCUASS DETAIL 1613 � F.G.=-7.94 � - .s.�o � s � /� ` �� � e � S ,y ,\ � . . � pp 6�1• Ph nelor970.226 0557 '`�''ti •`r0 �� �� �� �j�� � Sj8 �'�'� ✓ 2.73 e . , , o , •o , . , - :0 08 N0. . . . . q . . .. " ' . 9 >. , , o . 1f� ' `e ' . . .. ' � . 'v '.� .' . ' ' .O.•I . 4�' � ' . F, v ' ' V<O. . . . .o . . . . . 7 •� 0 . a o � . -.v , K 2.80 . . . > � . ... . q . . � •. : : . , , e o' � .a. . : •. , �. , .^ ': : J � 0 ,., , , d �' s, t . b e ��. . . . .. . .. , p o:: 4 � h' \ I 2 1230 0009 00 �. c� � r0 � X '� , � � r'J.O4 ♦ / / \ � ' x'L.BO SCALE rr r A • / 1 = 30 ti:� \ ��y° / •o� ��� �y:�' � ��/ �o s ' 8 0' I �'S-? '�� � �-c� 4� . A � 00 0 .. -.�,N: �; �fa+ �% N � �,9 •0� � �Q4 O� � O O �� M . \ DATE � �' � �cw, � `� •� � � m cr • 5001 1 30 0 3o so JULY 17, 2024 , LONGWOOD DR- � - i o o- .� ^ ^ 5.67 � � o o _- ?� �� � ��� ��� � �� � �� o � � ► � • • --� �ri-n�7 � ' '� � �� � � � scale 1"=30' feet SHEET � o� . � � � o � ' 6 25 � � LOT 14 \ 10 Of 216 SEE SHEET 12 SEE SHEET 9 N I4. � . .. . Vs .. ' . % �' /��a � . VI . � ' O. 6Y�' � , � . � �9� .p. � .�' � r �'� I] O :e / ; :$ � �� �: � 3��G� 4e q b � I O ��`7 I� , L tl�=�y"/ ��� � �°' ,' i ��N y ry ��� �°�. ��' ���y �T ��06 �°� ���� �?' k93.30 'S \ 00-?0 > Sp�2 I � � I 8 ry 0 ��' � w j o �h ?��. � ?a, �� \h"�-?�, 1y 0� �0-c�� 4 J / � o , � �a, o �, a, o/ LID#4 (UNDERGROUND �y e �l% �l< , �, � � 50� / : 6,� ,2 �� / - �,00- �� �o �� ?� � M - INFILTRATION) �o ,� LONGWOOD DR ,�' °o ti i �,,�' ��' °� � N ' � �s� �y�o s ?�8 �o�. \ o ti � � - I �.� �$ •�� �i � �� �-'� o°' cn o . ? 'S• z � >o � \ . . e O. , ' . . � 0 .sp . $ �.d . � . � �� � ' .'.O 4 b O U O .. '. .. '. . >e . � . � . .O�',I�. . . .� .� >v. , . . . � . �/ .. (�� . < • � .' .. � .. .. .. . . ' '.' '.a. ' �Q .. '.. .�.. . . . . . . . �pe , "�1 . . w y ' ` 5 " � � cn , . . e 9 9 �9 ., �03 ,. I s o ::A. v . . . . �o� . . �w a . . . . �.v . . . . . . . . . I � � . \ a �� � ' � � - .O a,� - o . .. _ __ .�o'� . .� �.` / 0. � ' - - � - �a , _� _ r _ o. 4. � > �. �'�. - _ ; � �< •1 0 <.' o ? ! . °,� � :. .: .. t� ��-'t� X R�1 W �c, I /°'� w; ,``�� 1.91 1.91 � e ��� � o � ?� � , c.�� ya? � � �y� I �� •BS O, _ •�? � �;5 � 0 SO m��� / �c��rn 197 1.97 0.00°` ''� � � o � I / � � / rn°f � � :�° � � � � � . V . �� ,��� / �,� � � . . 0 00� N� �� R99,� / � ` ?�'s ti6� �°�' �O / ... � oi I o�n q ; , , , .. .r ' �e� ��. �. ao �o, . . � � . ,; 4 � . � ,o: � � �p 1.92 1.92 II � � �---��i-����,r`-�,;� � �� i CD� �/ � .i N � s� c� t� t� t� t� - � t�' t� R e -"`' >` �q �. � � \ O�V� � � � '�� \ � / J � •,R •SX •sb' •�9 I •�� �� 'S� �,7f ��i9 ��6' R?tS� R?tS R�j' �83f ��6'� �s6+' v�' ,� !c o�s / \�$� ` I ��o� v , .�=. � / I � �� �� �p�� � --� - - �- � � ' '� � � �,� ���o r <t. ,: / 4.2�_ LOT 15 LOT 13 - �� � � e LOT 28 LOT 27 LOT 26. LOT 25 Q I / � _ , . ,. T.0.F.=5.47 �� i � �r y--i- p : o>.. T.O.F.-5.69 T.O.F.-5.61 F.G.- 4.80 o r 4,57 y 4.75 4.75 4.61 4.34 4.17 �' 4.06 - -- -- - . o � 1 I � ;..I � /%' F.G.= 5.02 F.G.= 4.94 � : '- 4j T.O.F.=5.38 T.O.F.=5.57'IT.O.F.=5J2 'T.O.F.=5.72 \ O' � '� I � �'� �."�,o; B �-„�' =LOT � 2, �` ' � � � -+ '�. F G.= 4J1 �F.G.= 4.90 F.G 5.05 F.G 5.05 � � � " � ° � � f �s _ R� � LOT 14 � T:o.F=5.52 ,LOT 9 LOT 8 LOT 7 �,LOT 6 _ LOT 5 LOT 4 LOT 3 LOT 2 LOT 1 ��9e . � �� �'�� ��;� \ �� � ' I l • I � ` " �� � � � F.G= 4.85 �ss LOT 10 T.O.F=5.42 T.O.F=5.42 T.O.F=5.49 -T.O.F-5.67 T.O.F=5.67 T.O.F-5.53 T.O.F=5.26 T.O.F-5.09 T.O.F-4.98 I � � � m .- � , 1 s T 0 F.=5.69 � .O.F=5.47 F G = 4J5 F.G.= 4J5 F.G.- . - - 00 F.G.= 4.86 F.G.= 4.59 F.G.- 4.42 F.G.- 4.31 . ' i i e.; ; ' F \/ l , ��-: � , _ _ , � •e ` �'' F G - 5.02 4.82 �F.G.- 5.00 F.G.- 5. �=f ` _s � � / ; - 4.77 `�:� : 4.69 c 4.60 4.52 F G.- 80 , , ` _ ,� I \ -'„ ._; , � � • . . .� S`o . I / �.:p ',>. _ ' � �� 1 I � ^- 4. � � / 1- - � , o.. a• '. � DRAWN BRB °� � : :, o � ��' ' 3.ss LOT 16 � � � � � � � �� � � I , / ' T.O.F.=5.90 �� - t�,�- .��- - -�O 0'�- p�'7' -� ��- - - - 4j�- - Oc'- I •I►�'�- - - ,��0- - 0�- - - -���/\ �1c- - ��L- �t�' �L�� ��t� G r � - �- - �- - O-� -� CHECKED I�.. < %�. I F.G.= 5.23 �' �• �• �•-� e�• '�• '�i 'h• � '�•- - '�•- --� '�•� '�- '� �1. �1. �L• �?� y �,`�p � ,�°Y� �1,� _ �,°' '�'` �o DAP .'�' 0• �"�V� .. � - ..-T._ _ - .� 1.� - _ _ �!-r -.SS.._ �. - _.s'�`e 1 -'o._ d- � _ _ T _ �:�-��.- _s'_ - . _.T'_ a_� � . Z��1'�' _ _ _ , � r � v: o. - .. o. .. � q. . � �" - - � - - - �s- DESIGNED N o � � : o �4 % � / 9 . T�;. p} �v . . . . tl . � � . . � v.. �� . . 9 s v. � � � Y v �'v . '�o�� a . �♦ � .. \ � :.', ''.. o` �'. . .' � . o._ .�' '.. 3.9 �" . . � . , 7 . . �... , . . . . . : .. e ; .. .: . . . : . i:. . .,. ,9 , ' � -,� . . .. d .. ••: . - .o . � ►i � , o . o . � , � . . .�k > ^. �� . BRB . . = . . . ` � . s .. . . v ....� - . .. . � . . . . 9. . . . . .. .. ! ��v.. � �i ..? .�`'.: 4 e .. . � .a, . .� � . . . . . . . o.. . s . . . .. v ... . . . . v� • . o�. ��. ��ry. . o' � . . . . .,. , . � . � .. a � o a � . .. a � e . � v . . . � �� . �� ,. ��s .. 4.36 ��� o.� -� '� I \ � - � � - c� .. - . . , �, � r-. . pl Z . �.. / � ; p .o . . .. . , �--Te. ` _ o .. �.� �'� . - � o �. ��'-' . �. �o-�,�a . .r ALLEY E.. ALLEY D � ;o . • . . . . . � J . 9 . � .. • . . �> o . •«. 'o . v 'v . •'v' FILENAME . �. . . LOT 17 �s .a r �... e v i v . � � . v�'. o. . , . �. „ 4.98 0. o. / . ... �o. = � . . ec \ .. -o o• x' .. .�� .�.' .. E . � . . . .. .,.s . � '.. . � . . . .a . . t .. . .'a . . , d�.� . . .. . / . V . . . .�. . . . . � 4� . . hi I . .t s . . � � O • . . . . �. \ .v� . . . .. - . � - 'v e �q . . . . � � , .e . ... . . . ' a i . � . . . _ . . . .. . . e . , e. . ,- . . . �. . '.. + ... . P.v�� 'o�. r. �� , T.O.F. 6.02 � _ S . v \ � . . e � a�.. �.. � o � � � � s 0 0 0 � KEY MAP 0009_Gradin � \_ . v �' 9 � � . � 'ti � / ��'v.� . '�.� � v �'• v i v . _ !�,'. P c F.G.- 5.35 'o � 9 „ /� •? � �o: S � ,� 4.09 �.. . . �y �y o< ; ... . � ; . .O ' ' �. . . . � \..,...... _..� � . .s P� ..� - . . . • , ' . . . a - �` � .. . . . .:� a .. . '• � .: . . . . s '. .. ' . �a� : o, , . � � .�° . , A �-� � � � � �- + ;� � � �, ? � , ?: .?� �� � I �,��� �- . �: :� N.T.S. z � � o,;. � � LOT 18 �s.�o ,� � �. ' ` � � ��`�° _ � _ � , _ _a9� �A - - - s� - - � - - �,- - - �e- - oR- - - -��- - �R- - •e?- - -ti:� '`' •�- - L - •��- - ?�j�- - =�Q- - M O , .3.35 3.49 � T.O.F=6.14 0 /`... - / \ I� � , /� � � � "� P�...��C I 36.00 / : � / - � � �Q� ,. , �� FL-FL � ' � � F;G.= 5.47 m � . . . . . � ►. o-� �/ R9 LOT 20 LOT 21 LOT 22 LOT 23 LOT 24 LOT 25 LOT 26 ` :• RE �- � i � �,�. � � ` A9 ' - = T.O.F.=4.93 - ' � I �'. �P' � � *' 6. 5.27 \ ��a ,, s.. .� ;: . / � T.O.F=5.35 T.O.F=5.35 FO:F. 4.56 F.�GF= 4.48 F.G.= 4.26 F.�.F 4.141 T.O.F=4.61 � •y� � V • � Q�� G'�� : :, . . / 'x�5.22 � /' : . /� � S� �F G = 4.68 F G = 4.68 F.G.= 3.94 � 3.22 ' P.Q � �,. . i ./ o / ` _ _ 3.38 i • o . i �� i . ' 66.00' ROW � \ 1 c� //o / � _ , "�� h G S� , n . = ° '. � so T , :\..: o - � ;, . ,, _ �, LOT 27 LOT 28 , _.. � o � � � � \� � • ` �'` LOT 19 �u � _ _ , LOT 29 LOT 30 LOT 31 LOT 32 �y �p GO ; � I �- � �A� � � � � �� A X X 7t � •e T.O.F.=4.30 T.O.F.=4.14 ' T.O.F-4.32 T.O.F=4.48,T.O.F=4.75 T.O.F=4.92 Q�' �� O• � : � � T.O.F.=6.14 I /.o. p, .. .. • � F.G.- 5.47 � ° .. � a / � � .�� '7�� � '�� 1a, ��'� O� �A A F.G.= 3.63� F G =;_3.47 �� � + : F G.= ,, � , 08 F.G 4.25 ��� .....••?C�'��cl 3.65 F.G.= 3.81 F.G 4. I / '.: +� � � ' -� /�j�. = • o . '... �/ � � < � I � I � � j . � �u � _ o< _ - � � _,� � �� EC� I . � ./ � e. � ._ . \ � ti NAL . � 'y �- R �.. �• . �. �/ /� � � � \ .�• � ,?6' / • � ' _� � .,, o y ., �s , n � � o: , � , .� . �• � e � '/ � � h - � �. �o o � � - o : ,y I i �:�9 -� � �� .�� .�6 .�� .�;�' ,�ti ,�� �y� �,�' �,�. ��� ,�ti '�� ,�'`ti ti�.� ti`•'°c ti� , 3.3� NOTES �� ? � ( 4 58 . . // � • �• ; �� q � :: ; � � � � � . �,-:. ` �� a 4 82 e�999� � - -` LID#5 (UNDERGROUND � � 1. TOP OF FOUNDATION ELEVATIONS TO BE I �\ �`�' ?o r / ( -� � I INFILTRAl10N � �' o RAISED CROSSWALK PER PROVIDED WITH SECOND ROUND. � ti ? ' � :� `oo I � /� \I I_ - � � � , v . o� � � y � � o o LCUASS DETAIL 1613 2. THE TOP OF FOUNDATION ELEVATIONS SHOWN RAISED CROSSWALK PER � � � � � J / � � . END CONCRETE � � � � � ��9 ARE THE MINIMUM ELEVATIONS REQUIRED FOR LCUASS DETAIL 1613 ,'` � -�� � � � �,�� � � 99 .v e PROTECTION FROM THE 100-YEAR STORM. I , �" � � � �5000 �\ , � � � z � � MINIMUM FINISHED FLOOR ELEVATIONS ABOVE �q , �� ..' � 1 . � � �� � � 1�g9��, � � Q � s � THE 100-YEAR WATER SURFACE IN STREETS, I �;.a � •q . r I �- / - � � z � CHANNELS, DITCHES, SWALES, OR OTHER , � RAISED CROSSWALK o � �' DRAINAGE FACILITIES, AS ILLUSTRATED BY A �j, ��� ! � PER LCUASS �A � � � MASTER GRADING PLAN ARE TO BE SHOWN. / � �.' �_ I � � `�� � DETAIL 1613 ,,.� I � � � / w �.V:, � 4999, N js h�> �. E � / � I 1 � '� � I '�m� � � � 3. REFER TO STREET PLAN & PROFILES ON � � , � "� '`' ` � �� �y� � I � ' � � � I- SHEETS 144 - 176 FOR FLOWLINE PROFILE rn i - -� oo� � a' �s � w . t . I h �� �� �e �� �� �� �o �s ?� ��� 1.00 � ? ? � � W I N FOR M ATI O N. : a % ° � n4.` � � 1 ' PROP. TEMPORARY 4g99, 1 O � � �fs � � � o _ � s � �,�� o� �� s� •o� •�� Z , I �' � p � � � OUN .� lU RN AR _ � � I � � � 0.92 � I i o . o' / I � � � ,� �� LOT 30 �� �ti �� : � �� w � / � ` � : � � - � �` � 1 .., o �� � LOT 56� �� - Y � T O.F.=4.491 .T.O.F � . : '/ � I � � I � �: . � � LOT 57 T.O.F=5.11 � ,. !I C,� / � ' 0� ,� ►i ✓ F G.= 3.82 • - F.G. � , o , . I : I � �h �,� � �;� ��.6 �o � � ,- LOT 29 LOT 59 LOT 58 T.O.F.=4.89 . _ . 4 LEGEND - Z pp �,.. :� ' �- �\ � I ��� � y'� T.O.F.=4.23 , �o T.O.F-4.37 T.O.F=4.61 F.G= 4.22 F G'i I 4 4 I19 � � � � o LOT 37 � , _ , _ , I , _, . �� .� - . . . � a F.�._ a I � � � �s �.G.- 3.56 F.G.- 3J - 3.94 ' �' � °r� PROPOSED CONCRETE � . .; ,:�: � � a ' L O T 3 6 LOT 35 LOT 34 LOT 33 LOT 32 LOT 31 �y > - � '�� ,J / � � '� � '. 7 j �� \ O� T.O.F.=5.50 T.O.F.=5.38 " "' � / ': , � �\ T.O.F.=5.50 �T.O.F.-5.23 T.O.F.=5.08 T.O.F.=4.96 T.O.F.=4J8 � ' . s ' `�6+ � _ � PROPOSED PAVERS � , e �: � : ->� . 4.83 F G =_4�71 - - _: 41 F.G.= 4.29 F.G.= 4.11 . � 9� � M � � F.G.- 4.83 F.G.- - � / �oO �� ��j \ \ 7 - - - - - - - - - - - - - -� I 1 � I_ .� 1 ; I � I I I � I � V� FG = 4.56 F� _4;_ i ; l'�E � RO � �_ � 1■1■1 / : . \ �j �- - - - �0- - - 6�� - - �- - - �y0 -cy�- - - .��- - - �6- - � - - -2' >. 1.56 1.56 �v'. �11 - - - �� � .��L - cy6- - - p"�- � � / pII ' / � \ A 'y � 'y- "�•- ''�• "�• - 'y' 'y' �1:� �'�j (��. � (�, / . • 8°.. ! \ � . . . � .. .. . . . .. . �- �V �Y �' �'- �' � � ' . b. / .� r � .. ': ��': \ I �. ', ,��: ,°�� � ,� � � . .o�� � ::/ ' � � •. . ,..� o . , . � ��a ' %'�" . . . �' . ' � .. .�s � � ' . . . 'o p�/, � , . '� s'. . '. � I �. , � o . ..' \ � . . . ' " '� o� '� . '.�J� . :.v. . . . . . . ' .. �'�,' ' �. 6 . 'p� . . .. . �� .'v� � I ` � _ 'a 0 � /� � � ' A` . . . . v'�. • . . v�e . ..o'.�' . . � •�v��. . � / \ . . e O�.V'e .. s.. s�b' .�. . / , d . . � V s . . >A� 4�. y � �s 0 / . o, � . 4. '� . � '.� .. . . / r � /s s / O , �... b � \ - •�s. _ s� _ - �- , a EY C � 'w" '., ALL Z s o.s � a� � , •. , : • ... •. \ �� , � � � _ = •.. � - o. .. a 'ALLEY'..D .o. ��.---. � � . � v�. p . s > .. .o . � � .� s2 ; � /� � . , o\ s,o. e�v 7 19 , ' /� ,oa �.S � .. R o . c o . �S` ..6'� S. I \ . �o �. � �S`> 0 1.` -7. I � ..� o . , � y .o`. � � v � o a �.' � S / � � - - - - - - �s •o _ _ - - R' _ - - �' O \ � � _s�� -._ �.. � �_ 't � /Q � �T.�- _ .L - i-'��, -.p�_,a - . , '-.��. -^' ' � .v . '�. OO ��'�4 � •�' . . �.'�1 T� ov '� - _ _ _ - - - W-^q a -.�•�.v_.�. � � \ � � � � � �. . ,�. .�s � wv- -� 4.0:1 I 4. � ;� � � ��,- � 8s- �s- s�- - -�- - A�- - -��- -?�- - -�o-� - ?��_p-?e�_ ?�o^.,y?� �.ss 1.96 `���- - - ���s - `���- - `��s- - -I �- �' / N / � �o � � � �- � 1 C'3 � O� e+� �A ��:. � \ \ \ ? t��s c�� c�j� � t�eO �s �� � I 1 ' I � � ���� L°�.rn.� �� � �: a `� I `� � �`�? � � C�� 60.00' ROW r �� � � e �, O ��' • � v� / �� ; � pl`� O D __� �( R1 t�? � ` . '.' •' y" � , m� � ��� � �� � � A .o-� ,; � � � R9�� � � Ij � _ ^� I � �,�, s LOT 38 LOT 40 LOT 42 � � a :-.. . � c�� �e�� Ory / •� �O T.O.F-4.94 ' "' T.O.F.=4.65 LOT 44 LOT 46 I . 36.00 FL-Fl O I , p \\ � T.O.F.=4.87 �T.O.F.=4.45 LOT 48 /` O g- �y _ . , �$�s h ' F G - 4.27 F G 3.98 T.O.F.=4.34 � \ � �' '� 'S �� � � . p 1Y � F.G.- 4.20 � �� �� �.L ��� I �g f � � � ' v• �Y� �I I �� - _;; i:, F.G = 3.78 F.G=.-3.67 T.O:F.=4.69 � ' LOT 60 � � � I i I � , o '� = � �` �_ _ o '� � �. ` � '� F.c 3 L � T.o.F.-4.s2 LOT 61 LOT 62 LOT 63 � � !. or o`� � � ? LOT 39 III � � � ' T.O.F. ; y o. j � ' I . .. LOT 41 LOT 43 LOT 45 I -1 LOT 47 LOT 49 F.c.= 4.2s T.O.F.=5.10 T.O.F.=5.24 T.O.F.=5.40 F.G. I � _ o �,� � , � I :.' �?. � � • �..` I p F�.F� 4`27 F�F�, 4.�06 F.�.F 3.85 F.�G.F 3.68 F.�G.F 3.67 FO:F.=3.69 ..� �;�� P. � �% F G.= 4.43 F.G.= 4.57 F.G.= 4.7 i �n,,: � 8 , r � , I ,, � ' I,. : , � i .�vv..� _ � � 1 Xe ed � I\ 1.72 I �s /�O O` ' . i .• I _ • � � .� \ � � / p. ` / v \ v.. i �aW � =� ���: � �? i , � , � : �� ; .�s � .o I � o.s�. 6�� -��; ,;:�� ; ' � ��� �ti �'� �� �y h� �'� � J �'� �'� 6�_ � � � i.so i so h� �� �� �.� � ti I o• k _ . � '� _ '��►.�.�'�•��'�• '�' '�' -�' �' '`'.o-:-�►'`' '`' �x... �`l• �L-- __:�`�' 'S' 'y� o. I. �-r. o . o \� � ' • , � � , <. o- � . �:. . o o `o� o V: �v� . . . . . . . \ d . : ,'v 9 9 O �� O a O � va' v'e . .. . . O4 . . . . s ' . . ' e. a i'. �o s ':s . tl'F _L a s✓' O v v' I o b e . ' ' .. a o. '. d ,e , 0 . � e s �.? a . . . ., v v �- , e . ,i� S�� e � .., .>. � . � . O " eo ,. , v . e . . . �� � . , . b � w`., /1 °'�� =3�''•���A 5p � ��� �o so �� � �f �A ��0� $� °' a ��? 999 � 0 � O O 0� O � I o �L � � � � �\ 1 � � - O� •�? i •8�9�`90 �,O O' �O aj0 '`� c,�`'�iS �p�� � � N M d' �-,?� .s8 .e, ���',�A n /�� J �Q'� , � r-��� � N�N 5 5001 � � � �' �� �� N \ � _ � � ,y 5p02 � �as �� I � - � - - � �J _ � T �9 R� � 0 � � � RAISED CROSSWALK PER � -r � `� MONTAVA AVE-- 1 .�?�'� � LCUASS DETAIL 1613 I �,°��O ''�� �� � �.• � � � _ �e� � � - � ��. ! '�`�' ���� �� ��o o r�o � NII� N 0 � '� � TST, INC. I � e O' ��O �5pp1 Goo o �o�S '� � � �- `L �0�` � � N N CONSULTING ENGINEERS , ; � ,� o Op7 ? �.' Lo �' �j .�' � � •� ����. �`� � � � �!c O - O / cy 748 Whalers Way `� � o . � s� � �• �6's '�� ►�°� Suite 200 Fort Collins I $� � . . � _. . � 9 ' . .. .. , . .. . . e'`� v. .'d' . . . . �d. 4� ' w. . . 'v / o� o �sO. '�a� . r. . � � . f�8 . `v � . .. . ° v e [ \ Colorado 80525 •vo '\ I Phone: 970.226.0557 o ' v P I . �V� . . `V s v . . � I -1 8' . . . . :��. .'.4 `s4�' . ♦ . . . . .. . . . /'�s �y� . � � , .♦ . . . .� . . . ' ' ' .V ' . .. Oa' .. . O . ps . . . ' '4 . . . . . . . . ...� . . . e .. . • .. .'.. e ' > � y� ', ' > '. p � . ' � . � s' '. ' �� � . ��'. �.� s.'. . . a . . ': . P . � � . . 4' . . . �p �(� v a � � ♦ o. .. .. Y e . �.' . :.� . � . . 's' �'. O.v .. ' ' .. s .. . � .. . .e .. . . . . . . . . . '. � . � . v. O� • . . �.�. . . .. �, ' ' > . . v . .. . . o: ,..�.. . . '• . ' . v v• J08 N0. � - . . . •�s �.�. �. . �':. � "." as' Q.�. . �� av��. . . �J�-� . . . : . . e ..'� '': �' •' . ,6� _ _ ••_- �. . .' �� ��..��� � > - ��'„--� . �+C�.: O ' '�. -- o. I 0.67 I- � ����s ��8 �� �e �s �A I� - �A �s �s -s�d- -6`�'. ,�6 �`?�- �� ��?�--�r� � 1230.0009.00 � � � � � 8 tS t� � �� � � � � � '�j•I • ° I 1.6� SA X �6+ �� ?6� SCALE 1 = 30 � I� � � � � o��o i o�� J a � C '� � ��, �h � -I I „ , : 93.85 I P � `S �.' : 998. \�� I tT i DATE � , � \ ,�ti`� � � g LOT 12 LOT 10 I LOT 6 � � � 30 0 3o so JULY 17, 2024 I ��/ .� � I �' a T.O.F-5.17 T.O.F.=5.06 LOT 8 -- � I Lo ro� L� ' o°�` F �, � � F G = 4.50 T.O.F-4.84 ' T.0 F.=4.63 r LOT 4 LOT 2 � �• �- LOT 20 LOT 19 LOT 18 LOT 17 . � : F.G.- 4.39 G 3.96 - _ . �� � F.GF 4.34 F.�GF 4.58 F.�G.F 4.65 T.O.F=5.4 T.0 F. scale 1"=30' feet SHEET �y ��. ,' �, u r,:. ;', � F.G.= 4.1 i s .li' T.O.F.=4.53 T.O.F.-4.55 � F.G.= 4.88 F.G.= : F.�._ 3.8$ 11 of 216 _ - � . , _ � � � SEE SHEET 14 SEE SHEET 10 N , . . o.: . - q. .. - o . �.� : ... . ' . 9.p .. � i .a3 x2.so j ; �.4 . . . . . c� , , , . � O a � - : . o . ,. o. . v. •. o. . < . b ' � ' ' " r I �s . ��� .� ; r a� '. , . I .' . ' s �s.. � ' � a� . ' e. ' ' � ...��� '. . '�..p.': . ..� . p.. . �y ro '. ` � � � �e . o:.= � 5.04 k2.60 > . .. s. . a , . .: . ; ., ; : o ,. .. s � . � e: .. oo., � ` s, p � .:-�. A _ � / � O � <�;.� •; ./., �'� \ ,�'S� / ��i� �`Qi9 "Y' ;. `/ ��O c3` s � I h"�-? 1h � 9�-� q� h A o 00 ' .. N; � � � � ' �' .�� � �� �� ;�� �rn oo O`--� � r�� � cM6 cs 5001 � �- LONGWOOD DR - a i o . - - ' � � �5.67 � � � o� _ ?`r� �.� 5003 ?�� "'o� � r�:� � �� o � � � • � � -� �ri-�97 �.� ' � � o 't3� z ...o' q.'' o / � ?� � oo, � � � o "' s.2s � � LOT 14 ` cn � ,y o ° � I � 9 � , �o r 3.�0 � = a � � � o - 5.8a� , � -I T.O.F=7.22 � o � � o � •. 5 > : . .L . ._ . s - .. �3 � O? 1� `' � F G 6 55\� h' \ N w . . . �' � ,. :, _� i • - r � � � . . . �'� !v . ��'.. . . ��'a . . . a vr�' ' �' . ' v.e .. . . . . . . o.���_� �b'�\ . .. . ' � A � ry \ � . . '.s. .: .. . . . , . • . I ; o . i.� to h " s � s 4'. � . + . . �. s� • � � / g'v �'s ..'�'. . o �: . v . v' .' . . . .. . . . . '' � , '. . � . . . ._ . . . �s. ' . ' . . . . . .. � � .�: ,� . � . i....�' _ .y � q. ' _�`' / . ` .,.�,, t� � � �/` ..� � �\' �� �'� �. .�. . s•. ' � • . a � :' , , o '. . . . � ' . � .. ' s . �j'�. �`t� �-t� X X \ 1 �`7f 7l �A �`�f �„s . �"s - s � �s�'t� ��6'� �.` � M . � �"� d�m�� � �h� � � /� I � e� 8s o� - �? �'� x� e� �' - �e �? s� e� �� �?_ � I� 1\ � g � '1 � � ��5000 � �mm� ���, �°'o� �C �d4 a ? h � � �� � ` I � I � � I � I � � �- $ \ '.' .\�: �` 17 � � / � 1- I� ; °�� k ��io ' � o � s ro , .. '� �g �° � ` �, ..:� � LOT 13 �o; �� � �'� FUTURE N0. 8 DITCH .. . / s `1% \ _o �� ec• ec• \ ` � � T.O.F.=7.09 � � o� �\. DIVERSION CHANNEL '�e �S� <��.^� . e ? �� � ' \ � • �� a F.G.=-6.42 � � � \ � � ' � � , � ` ' Ai9 �., �`s• \ \ , ` ` •''' � �'• �d _� � - I � � � � �LOT 15� =r: `:�\. ` � M : - �, � � so � \ T.O.F.=7J6 � Jo �1 ` � � =� / -�o� o� � M � , � �` y-`' \ ' � ,. LOT 28 LOT 27 LOT 26 LOT 25 LOT 17 �` F.G.= 7.091 �f�.�': �. : 1�- � \ �' � ,- •- Q 4.�� � 4.os , .. .. ., _ LOT 24 LOT 23 LOT 22 LOT 21 LOT 20 LOT 19 LOT 18 � , � �. � \ �.$ w o >, � T.O.F.=5.38 T.O.F.=5.57 T.O.F.=5.72 'T.O.F.=5J2 T.O.F=6.20 T.O.F=6.39 T.O.F=6.61 T.O.F=6.79 T.O.F=6.97 T.O.F=7.14 T.O.F=7.32 T.O.F.=7.51 LOT 16 � � '• � : :. 5.86 � � � � H v � � LOT 12 ' ,. - - - - 53 F.G.= 5.72� F.G.= 5.94 F.G.= 6.12 F.G = 6.30 F.G.= 6.47 F.G.= 6.65 F.G.= 6.84 T.O.F.=7.76 `, \ ' . , ' 1• � _ $' � -+ F.G.- 4.71 F.G.- 4.90 F.G.= 5.05 F.G.- 5.05 F.G.- 5. � � W + � � �"� -G�P� B I Yf�t: %� p-i. r ��_ o •. _ _ 4998i . � u"�'�. :_' ! � _, ; -yE 3I I 1�Y�� _ T` �.` �� � � I I _ ,_ � I I � A3 I I Xi i._ .. I I � ';:: :� I I IVPE B I �F.G.= 7.09I ` ;. , `. . . �.� T.O.F.-6.78 �� ' . . / \ , � � W m 3 LOT 2 LOT 1 5.26 T.O.F.-5.09 T.O.F.-4.98 � � \ � ` \ \ , . \ -�� � � � "- . �..: ' tl ' � � i � 42 F.G.= 4.31 � F G.= 6.11 5�' � \ � � � � N . � _ . . ` 4.59 F.G.= 4. , • .. � \ o. , i . \ 7, t1'- 1 ' M ` BRB ,\I YPE l3 v. .: , � � � � � 1 1 ��, ;� ;� �`' -: 1 � � � ` o W DRAWN � � � � s � , - -,�� -.� ��\.. : .� , �. � �• S � � � � d' .`~j � 1 � � � �,t�c� � ! v . ,.' . . 0 1. �J.rJ4 LOT 11 1 � I CHECKED \ _� i � - - - - - - - - � \ .��- - 6�1.- -t� �l% c� `�i- - .��- - ��- - ,�O- -�� .y0- - pj9�- -��- - - ��- - ,�1c- - .►�Oc- - ojec- - ��- - p�1c- ��� � ,:- 'a:. . ..:". • '5.24.� T.O.F.=6.67 Sp� �o W DAP - �L' ti ?� � •5. n�- n� _ � - �. . _ _ � . _.:.-:� ?��" - - - - .-� � �. „� �: • � . .-� 6� DESIGNED T � - T y` � ' L-'-' O -OO . .. . . .e�V. ' . '. . �.. . 1 / , . . . . .�s � - _ . '1 . - � �f_ - _.. �,� _ - -• T - - - .- . . ' V�'.' . ���',- . ✓ �✓ �� �� �� �� �� o' O � �� �� •� i , � � �s' ��. . . .. e . � . . e . ' o�� .T ..'o...� . . �e^ .. . . 3T�- . . - .�.p, - _ � _.. � _ �.= . . ,. � . � � � �� jy.! `v •v F 0� w. � ,o. - o..'-^ -$Q�4 . .,7. y o.: \ SQ ,. , , . . y � p \ g o . � 0 0 � \ � � �. � .. s .: . .� � .,e . ti : `, �' .. � ' o :e . ..sa . e . . . . �v� . ��'� . �o . e . . . � BRB ^ .. . e . .. . , . : ` s � . . . o . . . .. . . � . .. . e : ` . v. �.. \. . . . e.. ? .. . , eA . : . . �C ... .... � . . y� .. ': : . . .. . . .. a ..a . . . ��w. . . � e . . .. . . . .. � o . .. , . .. :` >�v . . " . v%'e . . �os . . _ /. ./` �) i . . . g. . . � . �o a . . .. . . . . . . . � . . e`� � 1 . � o :o � 1 rn o. �k . . '�;:. . ,. � . / , ? . . , , . . � . ., . . . . I " . • • ' • � ' a. ..�. . ' � Y . R . . . '. ...' � . � . . , . � . . 'a�. ..' .' e �/ . . �. �'. .�. � , .. . . � .e� �s e \ � P. s . . . . . . ... � O. . :. e .. .'� '. ..> . Yi� ' � �. V. .� . � :V:� . . �� . . \ � � \ 01-�� m R � . �L �L T. _ . . . ... : .. . . 9 . . .Q : a � � `.. . .. . . -. �--. �r ..- . �. - • 9.. ' . / FILENAME a� LLEY E � ALLEY D � --�� - Y� a :.�,� o�e �v \: 6 A � . > o , . :o. . 4.66 0 � a � .� . o . . . 'R . i . .. . +v .. . . . . `% � vs \ J A� v v, ��' o. . d. . .. . .. v� . . . .o. . a i � n w � . \ 0�9 1 s \ � 0 Grad n v _ �o ..� KEY P _ _ MA . _ o�° . . . :.. . . . . - . _-_.-----,�." , � I\ � . o< '� A , 9 s v ^�� � 1 . � � 'v� � . 't� . . {9 . . .v � s`�' . . . . . .. O �i � .9 1 ' � / v / v . � \ �"Y . . . �o' _ S o / � �9 `e � n. . a� t . . . v' . � .5. .5 9 . 7 •� � s�_> o= ,� LOT 10 �w .v' d.. / .� Y 1 � o ' `/ aJ � o N.T.S. � � ' _ _ f � •� _ _ � � � �� _ - - , � _ ?) 2� •��0 .. �. � ? �s- � s 't� o t� t�• t� ` t� X X � X X s X S � � 1 • � T.O.F-6.91� , o - g-'- 6'?- - -�y.� d�+- - '' - �,9- - - 9A- - -�p- - r� ��� - s�' - - � - - - -� - - - �p- - - � - - - 's - - - '�`- - - '� - -� '�� � � , �� � F.G.= 6.24 � � � 0 i � i � � A o \ o � o 0 0 � \ � � o I I p,D L/C o �. 26 i`� I M � 1 1 .;`� ` 1 � � �� � - �' � � � o��'����� JP � � h \ LOT 43� ` �o \ / � � 1 �C � . � O 0� � � � �. ' �\ . � �, ` ` � � \ 4.61 G Q 3.94 3.38 � 3.22 I ' �� �j� � ` LOT 42` `T.O.F.=7.58� '� ' � P. .� i � ; Q � '. � ' � - � � � ` -- F G.= 6.91 ` � �, o\' � � G S ' � 'S' h '� T.O.F.=7.58 � � � 1 \ �\� Q� � � ►A � � � ; ,� \ s.ss _� LOT 9 � G : `' LOT 27 LOT 28 �, • ' °. LOT 29 LOT 3,0�LOT 31 LOT 32 �y �• o�• e�• F.G.= 6.91 � ` � -.. .o. , ., + _ �oQ? � Q� � o. T.0 F.-4.30 T.O.F.-4.14 � ; T.O.F.-4.32 T.O.F.-4.48 T.O.F=4.75 T.O.F.=4.92 ^ � ` � T O.F.-7.20 � . , t� t�0 �� <c/ ,.; ' � - - ., , � , � ,. � ,. _ h� `'S0 h� '� �� ` \ 'l ''= 6� � ` :. �00 -: \ � � F.G.= 6.53 � � ��h' �� .....•••'G� F.G = 3.63� F.G.- 3.47 1 F.G.- 3.65 F.G.- 3.81 F.G.- 4.08 F.G.- 4.25 LOT 33 LOT 34 LOT 35 LOT 36 \ I � ' I � � . I _ ,_' u f ,. y�� T.O.F.-5.37 T.O.F.-5.47 T.O.F.-5.63 T.O.F.-6.04 y I, � I � � � � ,^� ro.� \ a � _o . � � � � 3.96 . / 1 /pNAL E� � _ - _- ,�ti6� ��e ' ,� F.G,-� 4.70 F.G.- 4.80 F G= 4.96 F.G= 5.37 LOT 37 LOT 38 LOT 39 LOT 40 LOT 41 ` �• � ` ' � ` � � ro � � v v.. . � , C � ,`'�_ �' �Y�� � T.O.F=6.30 T.O.F=6.49 T.O.F=6.69 T.O.F=6.88 T.O.F-7.25 \ \ ` �I ` s � 's �,` N1 � ' \ \ \ 1 -- - �� -- - - -- - F G.- 5.63 F.G.- 5.82 F.G.= 6.02 F.G.= 6.21 F.G.= 6.58 �,� �tio ��s�� �ti'�. ��? ,�ti ti� �,°` �� ,�� y� ,�°` �9 I - -�"_- ::, ` 1 �o � ��m � � 1� .� \ 4.6:1 NOTES \ � �; 'y' �L' �l% �l% 3.31 �� �� �� �� 4.52 � � ,Y <o � � 4 v : ,, . � `� � - �� /s'4� �. ,�, � ^•: �� ' � I` � � � 0 1. TOP OF FOUNDATION ELEVATIONS TO BE � � - ' �' . � � � h• co,� s. o . . ,� .' " o � A� `�� � °'o�� r' PROVIDED WITH SECOND ROUND. y o. r\ � � �� RAISED CROSSWALK PER '= -. ' �Q �N '= � :� � � � LCUASS DETAIL 1613 �. , o� � �� R ��� �`•�'� �°�' ��Ok �� � `'� � \ . o; . P-� {� � � \ � � �� ` �� 2. THE TOP OF FOUNDATION ELEVATIONS SHOWN o � � �o � J A �, / , '�98 vo . o'; .o'p :�.' ` ; `'��� s`38 ' • 1� ' �`\' 6.35 � � � LOT 8 \ � � ��cr � ARE THE MINIMUM ELEVATIONS REQUIRED FOR m � s 8 ' � -. � � PROTECTION FROM THE 100 YEAR STORM. � 9�;�. • ' � , . T.O.F.=7.32 0 � � Z ` � -•; 1 � �, �•: •�° ' `�`o � ' ,� o � 1s �..�. �� � � " o MINIMUM FINISHED FLOOR ELEVATIONS ABOVE F.G.= 6.65 � � Q � . : � � oo "' .; - �. � �� �'" I �\ THE 100-YEAR WATER SURFACE IN STREETS, \ , � � , •: o �+ s '"t° o\ 1 � �� � � N CHANNELS, DITCHES, SWALES, OR OTHER . m RAISED CROSSWALK�o � �� e ' a '' �1 s �� ' ,��� 1� s -' \ � � , � "'� �, DRAINAGE FACILITIES AS ILLUSTRATED BY A .9R o � � 1. � �, \ , PER LCUASS � '.� :. R o ` xp sr? � A As A� so R s��_ \ � �a � � � � � MASTER GRADING PLAN ARE TO BE SHOWN. � DETAIL 1613 '� y 4�s -� � , '.�a� o .. i � s �c � � ��� �-I I ` a 1 s.�s � LOT 7 ` � � � s � �°`"' � / 9l �-` °j . ..` . � g, � _ \ 3. REFER TO STREET PLAN & PROFILES ON H �c°-� / . �'� � � � ' � � � � � \ � �� . `b+\'�\ F.�GF 6.4$ � ` SHEETS 144 - 176 FOR FLOWLINE PROFILE W . � ` M\ \ � � ��'P � � � ' � INFORMATION. W ?s ?� ���� 1.00 , 0 �� � ? � � � � � 1 °° ` � _ tO \ -- � s ti ,�° '°� '� �� __ °� '� so '�s �s �° � �o LOT 44\ 'a . � � � � �1 "':o- � Z �-f"� - - - - - � T.O.F=7.75 � 1 � � i� �e 0.92 � � � � � � � ` 1 F.G.= 7.08 ..; : +��� � � � � I W �y � � \� � � � ,n M � � � � .. \� � i � r LOT 30, � o°' ���'.. � 6 LOT 55 LOT 54 LOT 53 LOT 52 LOT 51 "'• �' � � m LOT 46 LOT 45 ° i-'_ � � � r N.. :. .. • .\ s:s� _, � LOT 6 \ � I ` O - -r.o.F.=4.4s a� , LOT 5 � -. -- _ �, LOT 50 �, LOT 49 �n LOT 48 LOT 47 -- � -. � � o ,. � 82 ' � � � LOT 57 T.O.F=5.11 �T.O.F.=5.33 T.O.F.=5.42 T.O.F.=5.57 T.O.F.=5.68 T.O.F.=6.29 T.O.F-6.47 T.O.F-6.65 T.O.F-6.83 T.O.F-7.06 T.O.F.=7.34 T.O.F.=7.75 \ �o; >. .\ \ T.O.F.=6.89 - _ � \ � , , .. , , _ ,-„ , os � r� F.G.= 6.22 .. LEGEND � F.G.= 3. LOT 29 ' .... '` ' . LOT 59 T.O.F.=4.89 F.G.=_4.44 F.G.- 4.66 F.G.v- 4.75 F.G.= 4.90 F.G.=: 5101 F G.=c5.62 F.G.= 5.80 F.G.-_5.98 F.G.- 6.16 F.G.- 6.39 F.G.- 6.67 F.G.= 7. -...� � ; 1 .. . . . LOT 58 - \ y'� T.O.F.=4.23 ;... o. I . ,. . , .. . _ 22� p :_,�_ E� � o _ � � �Y�� � uY?!_. ? u Y =, [� � !��a ;3 � � y I . ,_ � y � 3 39 F G.- 4. ` .. ��. � / •. " . � � � T.0 F=4.37 T.o F.=4.s� .� 1g � R A R Aj � \ ,) : \ � PROPOSED CONCRETE 31 �� �j�G(�p 3.56 a : e . '.� F.G 3.70 F.G- 3.94 � �`�� �• •�\ •s� •�s , ` � 5 5v 5\85 � � 4.�' � a . � 1 � ` \ : ` a �• � � � \ \ � ° "��. � � , 0 0 "'� 4.i8 � � �� � � _ � \ 5.85 .os ; > a� : �. � % I ' . PROPOSED PAVERS M Q� . o � I � � i� � 5.59. . . ` I - ,a.� 5.74� �/ � � \ Y.1 � - ��� - � - - -�j 1.56 1.56 �1i - - - ��r a- ,��1. - cy6- - - �- - - 64- - .��- - -0'�- - -x� ,�'S- - ' I .y0- - - � �'�- - - I �h- - - ��L- - - I ��- - - .�'���,�L - - - =;. �aa --�':� >.o. � �� LOT 5 � � � - �1i' �l%- 1� i �1% �l%- 'S 'y- 'y'� 'y 'y 'y . � S Ec �c � � �c•� � �c II �. �.� I �._�. ; � o..•. . 'I,`o•, . � I� , T.O.F-6.66 a : . . . , ' _ . : e , o , . .�. . � _. o o � �' v . � , So . .- . , , ... .� o � � d'. r , � L . .: • . • ? .v �'/. o . v e . , . � e � a. 5 99 .. `, . . .. ..: �.. o o . � . e.. / .p .' v .�� . .. . . . . . . '�v � . . a . o . o . Gv�.�u` � ... .. e . . � > . . .. . .... .. . . .. . .1 . . . . . �.r � . .. ,{�, . . .. . . . � . . . . . . . � . .. . � .'v. .. .� . . . . . .� .. . . . .. . . . . . . . . . . . . . . � . s'. s n�� . . � . . � . . , . . . � ,; :e: ' o . ',o' .. . . . . < v.. .. . • .. v� p � ? 'a' .`. . o . �. . .... �`i . . 1� - • o a a : . . . .. .r . . \ . . . , . , , . . . . . . . r . .. . oe .. . . . �� �. � . . a. .. . . .. .� 1 0' . `V.. . . . .. . � . . . . _ 3 . .. . . e .. . . . i . a ..� . . ♦ . .. . � • . .. / �. . V � � . O . s • . I T d > . � , , . � . a O . o• h R . . . . . . . .o .. . ,. � . . 4 .. .. . . . . . . . . > �v :o�� • . . . . . > . s �. . rr . .a . , . .. . � .. � .. . . . . /�. . ... .v �. . . .. . . , �R�' (r •� " . � �� ,. . . ..v� � v s .a� s � . . .v . . . . .o I b �� �.sd�`. . e < . J . .. o . �O �i; 6 � I a = o �- .ALLEY C : . . . . - -- � � , o _ ;.. � o- '. � . o . � � �.. . , -.. . . s o g., „ . �. .. .-r 4 . . , - o, � • . ,`. s ,. y . . - ALLEY D b. . � . . . . . - � . -- sa�. 9 � . . . � ' . ���'4 . . . . I. ? ? .? ? . o � .m . � �:o:: -�: . ,, o�.� 5.36 � 1 pc c9.. `o cP v 7 \ � '�.. . "'a� . �.�.a ..� .:. : . . :. .. . , , . . _. - ..: ' "• .. .. � . . . . . . . : .. . . . , .. � . e. . � � . �4 . . . v . . .o ..�. . < o:� i � � � o � a �- �. ' �. , o \ ': o. �� -� . . , . �s c1 o OD� o . A ' o ( . . . 'v: v . . . / . v p v N > a� S . a o . • . . . $' . ` C� . �t�' . . o , �o. LOT 4 v (}� s K' . 0.7 v o.. .a9 0 / : . . . . ... . . . . rv: �S'a' . .. . . . . . I , .. • s. . . e . . w �e '- � -e=.� � -�� � . . _ . . . . • ' � ' a. . . ' �.' . ' ,'� .� ' ., � � . � . s.. .. L . ` o � .. . � .. � - � � --.�-._ � _ ���-. � ._..-.�'.. � T � . d �v` n . / . .v . � . � . . .: . .. .. . . . ... ... .. , . � . �' .= .-."- ���.-:.- - - -��- ��._ - i � . �OV� , ..I � s� (�A � � �� .� .�� - - _ � - _ _ - ' - :� T -. -�. � - _ _ _ _�`�� . ( . � M . O _ - - -�'- - - �- - o�.. I T.O.F� 6.69 � ?� ? ? !c� . . 1 96 1 96 `�� ��. c�� _ _ � cT c�a, �j �� Oh s X X g g� cS- S S-T Oc ro� •_ • Tr - . , � ` r _ _ - - . . - - - ,�-P R R� 6 02 .--- .: . :.. . ,� - . , - �- - -�- �- �y. - , ,�- �- ? �s- � �- - - - o- - ,�- - ��- - -�. �?- - - - o - - R� - - � ss - - � - - - - - �� - - - � - - - - s - -�ti . r:' . �,� � �,�� . . _.�: F. , . � 1 � � � �- - 1. : � f � _o , ,, C'3 _ � � z I ' � � � � : � ' o: � � '��� so.00� Row � � I �. ' I � LOT 3- M � .R, � �, - o�. � : _ � s •R � ,.� \ � I , 8.'E. I � � ? c� FO.F.=6.87 '� � � � � - 1 �` � I ' � �� / � 36.00' FL-FL I � � ' . • �� � - x 46 LOT 48 � i . �o° �.�- �yti c'A `�°� � �� ° , �C N , � � ': ...�,:�e .l. h°' � ���� � H .67 T.O.F=4.36 � LOT 60 �. I �. �. � � � � � co cp rn � .. . . " � F.c.= 3.6s / � �. '� . _ LOT 64 LOT 65 LOT 66 LOT 67 LOT 68 � LOT 69 �� LOT 70 �; LOT 71 �, LOT 72 � LOT 73 � LOT 74 � LOT 75 � LOT 76I �; • � I LOT 2 � � � �I� ' _ - I ` � . T.O.F.=4.92 LOT 61�LOT 62 LOT 63 T.O.F.=5.56 T.O.F.=5.69 T.O.F.=5.82 T.O.F.=5.80 T.O.F.=6.35 T.O.F.=6.54 I T.O.F.=6.73 T.O.F.=6.91 T.O.F.=7.09 T.O.F.=7.27 T.O.F=7.45 T.O.F=7.64 � T.O.F=7.64 � _, o - LOT 49 F.c = 4.25 T.O.F.-5.10 T.O.F.=5.24 T.O.F.=5.40 F.G.- 4.89 F.G.- 5.02 F.G.- 5.15 F.G.- 5.13 F.G.- 5.68 F.G.- 5.87 F.G- 6.06 F.G.- 6.24 F.G.- 6.42 F.G.- 6.60 F.G.- 6.78 F.G.- 6.97 F.G.- 6.97 a• v _ _ v a I. . .. ..,:; _ . _ �. _ LOT 47, � - - : - - - - -- : _ _ _ _ _ 6 99 T.O.F.-4.36 . a, P . , _ _' _ 431 F.G.I= 4.57 F G.= 73 _ , ;, I s. . � ' > �. , F G , -6 32 . �� � W ... _ �- V7 _ , � - T 0 F.-4.34 h I � i � o I �1\ _ R F G.= 3 69 .� �1� '. li �. _ o + �, � . � FG = 3.67 � I \ � . ;.;i - � •o. � 1.72 : � � , - � .w . ,i �' l � :o , , �`: � : .� � h � �-� . . • � � � , �/ �j ' �.P ... :f. � LOT, 1 �- --� � � �.ro 6'd• :� I ✓ / I o .. �• � T.O.F.=7.01 �.. 1 0 O � I .� 1.60�1 60 ` � �c 6 � � 6 � � �c 6 � !c - -� - -- � - - � � �. � _ \ F.GY=; 6.34� � _ _ _ _ _ _ �� ,� - \ � ,�h ,�� ,�� _,� � � � �. ti ec h _� � ti� h° �� - � o'� ti6 ,� �h s t oe� s � ` �°°� x� �`�'=�-:ox�''���' �� .���� --;���T-:-����.�-. � � ----�°��-.:��` �` . o � `��- h' ..-�.h• h ;,��S 6•�� � '8� ,. �. . . �v .-�.. . .. . .. ; .� . .�. . ... . :.o. ;' . : q a. � . o. �� . 5.95. � - - � . , , . _ . .. , , _ -_ . '��. . . V v 'O .. � ' e�0.. ' � . . .�` P'a � �Q v� ' -T .. � , �� ' � ,: .:- . . . . . :. � .. . .� ' .` ' • s �. . . . . . . ' � . . . s. . . ' ' ..' . . . ' . ,. .., ' �b. s • � '.. . . . .�� .�. � � � � r :O � . � . . . e Y. . . .. �. a. .� � e'v' . .a ..�.�. . � � . ve • ' � ': . '. ' � .e .. � . . . .� . .. ., . . '� . . . �O : . . .V s , . . � � . . e._. . o . s • . . o 1 .. � : , � .. �. . . .. : . sop o.. � o� s�s• `y�'� . RY < .. - � . ,� - �.� • , ��`� PROP TEMPORA 3 � a' '� A � TURN AROUND \ /� � ,. , > . . . �� o\ ��? � �90,� , . � ��� � r� _n� I \ � �a' N-�?B �`r�l ��� ��'��A � 'o 'y� T�� � � J � � � ,�ri u�i � � � � ✓ �.• J � � � N�N� � � ;��� �o / h'� END CURB, GUTTER, / �, �, 3.63 �?�,��o^ AND ASPHALT �^� 5�2 �R ��°' RAISED CROSSWALK PER �� N � / -�- - - � �o, _ � T '` � � LCUASS DETAIL 1613 �°j o \� � / � �T � �o� � MONTAVA AVE -E - -o w - � - I �°'�� ��� ry�1 / o � / ' \ 7 / / 1 � o� � � 3.s4 �O � s s�� s.�s 1 TST, INC. 17 M ^ � / , oq r�_ � �! �y� � ��� i � N N �` �� �o / h /'`Sj � �-�- - - � - - - � / CONSULTING ENGINEERS 0� /�-�' �� �`' �� � � ? ��1 'S' � �oo � � � :I � � �'�o�y 748 Whalers Way 8 �' . �`s� '� �� 5004 � / _ I / / SuiColo�do 805251ins ' ,,�.,. � ; ` o � y � �a � . , �o . P , g.o ,o • �, 5� -. 7759� ��o / one: 970.226.0557 . .. o . . � �o. J08 NOh _ . � � < 6�5.58 5. . oo , _ a v . s . . _ o. _ vv \ � I s I(/�• � p03 , � / , - Q•. /'5 0; .. g � �: ' , o. �5.76 0. �• qr�Z v� , a L . I GJ�.�Q�9.�� Y s' 0 i>. � 0 - sd v� v �` _ / � � '�.. � � - ' �� _�s -,--�i'' -- . 1 1 1 - 6 �. =-��. - - `L. ? c� c� � �5.95 •? , � � ��c s� � � � sr it x yA S f 4 � •S) •6'� •�Oe „�ro « �• I1.6O �SAv �A '�6+ '�7 9 '?� 'Aj 's� 'a'6, � '� '?� 'S '6' '� 'O �.s? s s� '� . a+p' � '�J' 7t O t� I 8 � 6� "D• S �' • -R- �� SCALE n r � � i - - - _ /� f `� o.' . .o . ; � LOT 3 �.�. �� 1 = 30 1,6, I �h � � I ��� � � I � I � I � I � � � I (/ � I � I:� �..:.. , ... / T.O.F=7.13� S /.. S �� ���. � \ I. ��♦ .' R .. /� F G.= 6.46 O�A / // 1`� DATE � o s� �\ , � � � 1:.. , . `..�� ,- ti� < �xs I .:' - � � ''� ��� 30 0 3o so JULY 17, 2024 � L0 �o LOT 16 LOT 15 LOT 14 LOT 13 0 4 LOT 2 j �• • LOT 20 LOT 19 LOT 18 LOT 17 _ \ ��. ;I ' .. . . 6 1 �� � � sca�e �"=30' teet SHEET ,,, .. . .- F.G.-� 4.51 _ .. , =5.88 T.O.F.=5.88u� �, .. I .q �= � LOT 2 ; / 6' _ ' _ T.O.F.=5.63 T O.F.=5.75 T 0 F. ' O � T.O.F.-5.01 T.O.F.-5.18 T.O.F.-5.32 T.O.F_-5.48 5.21 F.G.= 5.21 � M � � � M � n � /� 4.53 T.O.F.=4.55 F.G.= 4.96 F G.= 5.08 F G- , - _ . _ _ - _ .�_ �, � � � 1 of21 . _� _ . - . � , , . SEE SHEET 15 N ' � \ � ' ` � � � � I / �/ /�' � \ � \ \ � � � � / � � \ � � � — .— _ _ 1 / /�/ I \ \ � \ � \ � - - - - S� � � ��� � � � � � � � � °'3 / / \ \ � � � � ��? � � � � � 0 � \ � \ � � ' � � � ��� z � \ � � � � � � � � � /�� � o � � � � � � � � �/ � -- ; w � \ � \ / � � � \ \ � � � � s°>> � �/ / �, \ � `��o � � � � � � //� / �/ \ s $ / / � / / � --� � �, � $, �� � � _ ^ � � /� � o� $�, � � � � � ._ - - � \ / / / � -- / � � � \ � � \ \ % � ��'�/ � � � \ \ � � // � Q \ l � � 1 � � �— — / / � / / / o � � \ � � � � � �/ � �- \ � � � � / � / / � � / / , m � � \ � � � � � /�/ /� �y �j � e � � � � � , _ � \ DRAWN BRB � � � I 1 � \ � / / / // / \ CHECKED \ I \ ` � � � ��� / � / DAP \ � I I I � ' / � DESIGNED � � � � � � � / �� o � ��/ � BRB O � \ I I I \ \ � - ./� /� �r (7 � // FILENAME � \ � � \ / I jr���' �/ / KEY MAP 0009_Grading w � � � � \ � � \ / / � \o°� � i N.T.S. W \ \ \ � � � � �' �� /� � / ,.� -� � � I ` � � � � � �' �` �,� � � �p,DO L/c \ � . - - - .... , `O .. I I \ \ \ �.,-�- a. ,o . �'� � � ��/// � �sp�� v�:�0� �pJP,�pC� � � . 4 ' `�- � �� �� � ; ee �� \ � ` \ � _-- - d .p '� c'� /� � ° '` /�� / � \ ��C' O��'� • � � � . � / � / � � Q��o �c o: � � � ` � � ��E °� /� � // ` o,�Fo .�G�<v ` � _ - _ _ _ <�� v '' '' � �:�:r < . . p � -� � �� A — / � / � NAL� - .�: o � � 0 � 1 � � � , � -�,, v.. . .. � o � � �°o� \ � PROP. TEMPORARY°' � �/� . � � � � � I �� ' �� ��� S � � BIKE RAMP � � �// � � � / � NOTES , ._� .. � ;;� o o �7 '°� .;. � � � / ,. ' �_ �o �f o .,.. . . . ` �, / � �S � -,. _ : ; . / \ '�-' '� ' • • ' ,. � 7 � /�� � 0�3 1. TOP OF FOUNDATION ELEVATIONS TO BE �� ose v o . �_� � I � / / o � � ����_ �: \ PROVIDED WITH SECOND ROUND. � i�� , Sp�, � �.. o \ �� . _�£ . . . p;. : /� o�� pR � � � ' � ` \ � , Y '' �6 ' 9 / � / � 2 THE TOP OF FOUNDATION ELEVATIONS SHOWN �� � L�NGw �°; �` � � � � � � ���� ��� � � � ARE THE MINIMUM ELEVATIONS REQUIRED FOR e��. . \ ; , .f_� � � 11E TO , — SOOS � '__f� \ � � EX. 12.04,,�%� � / _ � PROTECTION FROM THE 100—YEAR STORM. � � o , . �� � \ � • M � � � �;°' � � MINIMUM FINISHED FLOOR ELEVATIONS ABOVE 2'83 ; � � � �.. - � �i �//� // / � � THE 100—YEAR WATER SURFACE IN STREETS, 2 S9 l , S - ;�'��� � � � � � • a. / � / \ � CHANNELS, DITCHES, SWALES, OR OTHER � • . ' � � �� � � / DRAINAGE FACILITIES, AS ILLUSTRATED BY A — �/ s :=' ��� � � � / J �, / � � MASTER GRADING PLAN ARE TO BE SHOWN. Q � :� ' ' \ \ / ' . / //� � ✓� � � \ �.o ef"�-/- \ \ \ � / � CURB AND GUTTER TO BE �S 3. REFER TO STREET PLAN & PROFILES ON 2'89 283 • 3� ` � � �Sp�B �/ INSTALLED WITH THE ULTIMATE o�2� SHEETS 144 — 176 FOR FLOWLINE PROFILE ��� \ � / \ /� GIDDINGS IMPROVEMENTS � INFORMATION. � >,� . \ 1 \ \ / ° � 11E TO �'� / x � Z ��_ I � / / �EX. 11.00 .�'�f/ � � �� � � � \ � / � °�' / � � O � / � `�$ � '� �� � / � � (� ` � -� � � � � � I � � � LEGEND � Z \ ( � \ \ � �/ � �� �<� � �/ / / � PROPOSED CONCRETE �. ; tl:�: < � Q o \ � � � �� � , r� � /� � � J I `� � � � � \ � PROPOSED PAVERS � � Q� � � � � , � /� / // 1 � � m W \ � � � � ,� i/ � / ,— � so, � C�3 \ I � � / � � � � � ' \ � � Z � �°s �' �/ /� � � / � � Q — \ � / � � , \ ; � � / \ \ Q = 0 . ' � � I �`i � � � > � Q � � � I � �� � i� � Q o� � � � ,� � � ��i / , � � �— � I o � � � � � � � / � � Z � \ � � � \ � �� /� / / \ \ \ � � � �� � � � \ \ ` � , / / , � � — � �� \ � \ �' � �� � / � �' � � `�� ' � \ � �/ / � � / � � o� � � � �� / � / \ \ � � \ \ \ ,' � �� /� 1 / � � � \ � \ -� \ � i � / / � /`� � ' � ` � 1 � � � 1 �� � / � \ \ �� � � � � � , � /� ,� .��// � / � o� � � � \ � � / % / � � ` � � � � � � � / ,' � ��/ \ z � � \ � � / , �' � �/ / � � � � � � j \ \ � � ` /� / / ry / / / \ ` \ ~ � � �\ \ / / / / � � I \ � 1 � � \ � � � � / � �� � / � � \ � ' I � \ \ � � � � / � / � � � � � � W1 � � � \ � � � � �� � � ;� I � \ � , � � � � — _ � 1 �, / / � � / � / � � � , � � � � � — � ' ' � �� � �� �` � ' ��� � � � � � � � ,� ; i �, � /� �� � � \ � � � � � � / / ' � I � \ � \ � % ,� � � � � � \ � � � _ � � / ��/ / /` \ � �-� � \ -� � � �� � �,� � � ` TST, INC. I � � � ` � \ // �/ � / �/ � I ` CONSULTING ENGINEERS � � � � � � � � , � � /� l ,� �' � � � ` � Su te8200aFort Co lins � n ` y / '� Colorado 80525 1 � I � \ � � / � �� \ \ `SO�o Phone: 970.226.0557 � � � � � / \ � �\ / / � � � J08 N0. � 1 � � ,/� � �� � y� �y � \oo m ` 1230.0009.00 a \ � I / ` � / / � co'Pj .cso l d I � \ �� / ^ � ,sa` / O O � Q' \ ` SCALE �� � \ � � so � s000y o%°` o 0 0o ycP ho° �°h°� yh � I ` 1 = 30 � � �p �S/�,, O" .s 5 �:chh/C� ✓/ / / / \ `_- / ^ O' � O� _va�\ � R /y,i� / / � �� DATE / �( � � $ N � \ / \ / p � � /y � � / \ I � 30 0 3o so JULY 17, 2024 � �` � � � � , � , � � /� � / , �'� � u � / / / r ;r � � ^/ / \ � scale 1"=30' feet SHEET � ` ���� � � 13 of 216 SEE SHEET 16 SEE SHEET 11 N � � > > > > r � - � - > > �. � �,� 6 �� � �`�.. ? � � � � 0.67 . i� u � � �j �? �j �� '6's •S� '7tj 'R� '1tj 'Sj '6'� •60 ,yro . �• 1.60 SA v �R 96+ >> �6+ O O I � � I I I I � � �j.� � O;� J � I � � � !e I �oj g9 I I ; 93.85 � \�\ � I _ S . ►. ;' 96. I � i \ �ti�y` ' I g LOT 12 LOT 10 I LOT 6 � � I � '�' � � o "' ' ' T.O.F-5.06 LOT 8 -- � I �O .�• LOT 20 LOT 19 OT 18 �� z : I �j�ip/ °� g7 I � F.�.F 4.50 F.G. 4.39 T.O.F-4.84 FO.F.=3.96 � LOT 4 LOT 2 A �6, �O '� . „ _ ,. ,. � LOT 17 T.O.F o I � � q r �xP � F.G.= 4.17 I 0 � T.O.F. 5.01 T.O.F.-5.18 T.O.F=5.32 T.O.F=5.48 - - 53 T O.F.=4.55 F.G.= F= ��S � � ^ ^ I T 0 F.-3.86I � F.G.= 3.88 : F G.= 4.34 F.G.= 4.51 F G.= 4.65 F.G.= 4.81 (/� o- I I I � I LOT 9 I �LOT 7I , LOT 5 F G° � � I ,,�.��� Q � , ,�,�,� � ,„�r ,� I o � I T.O.F. 4.92 LOT 3� � LOT 1 � I LOT 11 \' F.G.= 4.25 T.O.F.=4J1 T.O.F.=4.53 T.O.F-4.55`� N o � - � c i -; h F.G.= 4.04 F.G.= 3.86 T.O.F.=4.53 _ '- � 0 ►Q � 0 > I � � T.O.F.-5.15 � i, F.G.= 3.86 F.G.- 3.88 . Do� �;L k. �h w � � F.G. 4.48 � � :� - _ _ a• � �`• � � I � � � I �,� 'yro� >d � � � �g� ,o � �° � � r � 60 �• I � ��', �i '�lf I ',� I o �- - - �L- - - '�- - h- - �L- - �- �- o- - - '�- ��6�- - - � �- - 1- - - - -�� e I a� , - - - - - : ,� '!� �L � o � '� '� ro � � 1�'� ��1. �� • . ( �_ �,_ �, �,_ � 1� - � - - 4.0:1 4.0:1 �� � '�'.. '�•� �. .y._ .y. �� �o �� - - 0'S I . ..:, . - . ; . , ..- .� , a. ` 6 . o � (�� o . 'y 'y 6 9 ti I 6 �.� �. -� 1r > � ry r �� .. �� � � .fi� � �" �.. ' , o e ' , a �O' � �Y e� .. . �.� � v'Q W � ' � v� a v � e� ' � ••.1e .v.a�` . . s. �,/`.� O � ' o . . � `� � � � o• . Q N / ` � o'.' •, ' . � Q' � ' � ,p� �pc � C1 � ,/ I . .� s� �� �' •` �' ' a� '�-�" ' � ti'� ,o, v � . , � . , . � . , l o , , > . . . . � . . 'v` - .i � . r� o � I' ` / i � s ; d o �ALLEY A - , . . � / �,� I �M o � � • • . o ,. , .o. .. -�_ :�. , - , .�s � . yti. .o . >. . . EY sd . . . ' T v ' a / o . . . a ' o � '�� {\ �oq v �� . ��y IO ip ... .. �� . . .• . . s. ". . . . ' 4 ♦ . .o� � s �<� v / , . . (�� f P . ' v � � ♦ . � 4 � • � /�d O II . . . �. ., ' ' . . . . ... '• ' . � . v. ' '" O s. . a• . . , s � s � .. .s . s Ves . . . . . �� ., w . • �Y � �� s�'V � s v � � � . . . �,� . . . . . .. - . . .. ... . . .. . . . . . a . v� .•' : s . . . a . / . . v + .� � � e . ., s a . � � / (� ' . . . . . . .� � - -:T.- _ J,- ��-- -.- - �a iv- _ - �.i - .��- . �� � -.- I •�'� .v" _ , _ � F_ _ - �" ` � � � �3 e> o�� � ! � � " ° � .. � cyfO; �,5 ? � �a- - m �o� I ��tO � � � I I END CONCRETE o 4a �ry ?�� � �- �d' �^ \ N /. � I I � 9s�/ � 1`� DRAWN BRB �� I �� / �{. � / L J � � 1 � � � �� I � � I p�` . CHECKED �� I �` � � �s �� � � r � s W. � DAP I �� p � �O� I I �- I L • GO.00' ROW ` ' DESIGNED � L � � BRB �'g '` � � ' \ ` `� �- � `o' - I I � w I � � �- � `� .3B.00� I FILENAME � \ , � o � �o �_� KEY MAP 0009_Grading I I o�` � � �/ PROP. TEMPORARY , � I � I � f'� N.T.S. � ,:� � � I TURN AROUND ` � r � ' . ' I s. p � � I I I��`` � � �PDO L/c I � �o� � o � s .� ��..... \ / � �v� � ��• \w- � ��' � i � r � 4.. "� �:•�o �o�P.�o� �� � ' o � � 5�4� 5�03 c � - - � . PQQ '��G . � � �' , m � � � � � � � � � ��AC��'�'pC�S �� � � � � / � � ,r � _ -� Q,��O� �o �v I � �' ,� , � � e _ � . � �o .....•••�,�� �, ,,, � � � � � � ' � � /pNAL� �� � � � �����.� � �� � � � � � � �� � �� � � �� � � .'r.o, ':�� A I � �- � o �� � NOTES I � / � � � � �` � � � r� I I I � � o: N � ���' 1. TOP OF FOUNDATION ELEVATIONS TO BE � ,,' p, � �o� � � � �; � ? `� �. �� PROVIDED WITH SECOND ROUND. I � � � ( � � }- ����e-� � �-��:�o: � � � � � � � � � � �. �� � '� � 2. THE TOP OF FOUNDATION ELEVATIONS SHOWN � � �'� ` � � ARE THE MINIMUM ELEVATIONS RE UIRED FOR � I ` � � I � � � � ,�, � PROTECTION FROM THE 100-YEAR�STORM. � � � /� � 5� � � � MINIMUM FINISHED FLOOR ELEVATIONS ABOVE � � �° � � � � � � � _ � � � � eI THE 100-YEAR WATER SURFACE IN STREETS, CHANNELS, DITCHES, SWALES, OR OTHER ��� , � I I �- _ � �.: �� DRAINAGE FACILITIES, AS ILLUSTRATED BY A ` 47.00 FL-FL � ,� � � � � � � 5002 � � ��� � MASTER GRADING PLAN ARE TO BE SHOWN. � I�� � � S�b � � � �� � ���`����� � � � 3. REFER TO STREET PLAN & PROFILES ON a � � � � � � - � � � � W SHEETS 144 - 176 FOR FLOWLINE PROFILE � W INFORMATION. � � '� �,, 77.00' ROW � o I �, �. � �� , � � r � � �� � � .� � z i � � o � � � � -� . � �, o � � ,� � � � � � =�0 1 � � _ � _ ���� � � � ,�' �� � � � �� LEGEND � 6 � ) � � � � � �v � � � � � I " � / � � � : � � PROPOSED CONCRETE � . .; ,;;: ; ; � Q �� o,- \ ,$�� � 0 ,J � ; ° 0 I I � 5001 � r � :.: I q \ ,� � �, m �. � , PROPOSED PAVERS M Q� I /� Y � � o0 0 � � °'' . ._ -` \ Y.1 � 0 0 �SpO h� � ° . > I � �' ��� d � ' ' � �P � � � � ,-� i �� �` � - � � :� : � �� :� �--�- � � � � Z I�, .� , � � � � � , � Q _ � ,,� C � � � � �\ �- o a � �. Q = p 4.0•1 4.1:1 I � � � I � l_ � � � N� � � �,�� r 1 � � � Q Q �,�� ��M � �� � � I �, o� ,���� ��� � � o � u � � � � C � � ; _ � � �" C'3 m�� � �� ��� � � � � Z ��� ��^ � � � � �� � / � � � � � � �� � � � _ � O � ��� 0�9. .�,� � �-� - - - - - - - �- - - - - - - �- - - - - - - - - - - - - - - - - - - - - - _ _ _ _ _ _ _ _ _ _ � � � � g � � o, y, C y . � �o � �, �� � �� � . � _ c � � _ _ � � _ � � s, �. �. � _ _ . �_ �� � .� � � .- - t - � � v � � m � I_ �0°0 � o o.s2\ o.s2 I � '�f`�o,�'� � �' � -� ._ �-� _ � .� .:. �---� __L - � � � � � � � � S�` \ � [ � - � I - � ��- " -_ �....,.� ` �� � \ _ I � /�_ � 5000 = - - - � � � � � I , / \� �///// ��� - - - - - _ _ - _ - .��� � - - �� � q �<e � � 1/ 4 Q I� -.��I �O Vl//)/\� 1, � � � ` \� \ �.s �l� I ��� ^^� � 0� ���^ I _v�/ O _ .�,m.. �, " � � \ ^ � :v�� V V _ ` � �! �� \ V� 00.27 I af / I --;� �'� � � = _=, '- �� <��°�° .-�\�\GOODHEART DR (FUTURE) -_- /_ � \� _� � � : � � � � �-_� - � � o � �. �. � ,\._ _.�� � , ` \ � \ � � �i 6�, I� �;�-� h � �� � -� � � '` �. 0 `S� c,�'� - O� O�` � � �_ � � ��` � ' 0.34I � � ����- - - - - - �� - - - � -- \ � � I � � -_�500� � o�°�= _ _ � � , o � / I � \ / [ � - � � � y� � �� l� � . .b. o "d� � 5000 � � � �a � � o~> •� � �j - � � � � � � . � �-� �I �� • .�. .� � � � � � � � _ . - _ � s .- - � � - �'� o�• / o�� - / �' \ 0.38 I 99.64 ���� ia - \� � � _. - � � �. , c��� � � s � � � � � � ` � � -� 0.53 ��. 1 O � � � "��_-�- _ � � _ � � � ���M / �`s`�.� '.. \\ I_ - - �-� - - - - -�- - - - - - - - - - - - -�� - - - - `- - - - � - - - - - - - - - - - - - - - - - - - - - _ _ _ '� � - � ` \ \ � �� o \ � 0.38 0 �. � � � � � � - _ _ - _ _ �5000 \ � �-� �'`X ,"�;�: �� /� \ 4' � I 1 � I I � t� � - -5 ` .-- \ _ �X ',.� ' . r. � I I _ 000...� � ,� ,, � I ' � ` � � �as �i z . � °• �� ���� �� � - - J ` rn� � � �` oc�i �j a'• \ - � � - � , �. \ I \ I \ � 1 � � � ��� ' `'-.. s � ��cc � ,: � � \ v, � � oe.. � �'� '�� \ � \ A \�� � � � � \ \ � � -_���:` �� ��o�. � � � 4. �`�� * \� ,C TST, INC. +�• 0 \ +" q .. � .' . ..'ti`+..•'. . �� '�� � � � � • `� � � � CONSULTING ENGINEERS � Suite 200 Fort Collins � 748 Whalers Way �`s�• pe '�P � \ � � �.. � \ \ T� �s P.� `. � � \ �\ P \R ;; `��o .. \ Colorado 80525 l � , :�,.o. I \ � Phone: 970.226.0557 \ \ �� I � \� � �v `'��;. ' e p ' - � J08 N0. \ = � 1230.0009.00 I �� 1 � � �, ,� o�: v � � e� . � ` �. �� ._ : � � � � 9' 89.82 I5� � l \ � � .y. � p� sa = \ s�,' m + i SCALE � � , � �,� . �,� 30, ` ) ` � � \� 1��; ��.; 3► =��:.,. s� � / - \� �., ' � � �`'�•�� : ,' 30 0 3o so oA� JULY 17, 2024 � � �,� '`�O° o�< \ I � � I � � � o:'�..; � o• \ � 0 scale 1"=30' SHEET feet � ���= 14 of 216 SEE SHEET 17 SEE SHEET 18 SEE SHEET 12 N , , , _ . ,. . , . , , .'.9.' � . ' o. . .. .�e . .. .. .e�, a�� . . ... s. .e ..� � , 9; �v.e g � . .. �v: ' . � . y . . .a��. .. � � gv� .. � �v� . . O. � - . .v v " .o� .v d . � . _ � . e � '. � o ,!.' � :;. ' . . ' . _ : . . s.. . .,s _v�, w ... i��.,�,�C� _ � 6 �. i . .. �__-� � >. .'. �- � _�'.� � � � �r� _ _ _ / `Z` •s) •a+ .� �`L. �. � ? ? � c� c�' c� �-�ec � ��' 1t sr 1t �1t , cS S S S . 5.95 6,�-�--- �; � 8 O �j• ' 1.60 sg �g �6+ �1 ?6+ X7 SR 6'6' 'y� �`q7t �� s SQ '6'� '86 '�j �6+s �y+ '6'�• y Gj� OA� a- Cc�` � : � - - - - - � /� � `I. : LOT3 � � � i - � � � i � � i � i- � i- � � � i �, i � ,:�� = - �,� � �= � S�• '�fo� �,996, y l I.. .h v t . F O.F. 6.46 S�OR / �/ p�/ - � � � \ � . > -,.� . a lo - , ,, �R . _ '� � / �`Z'"� / ` o : � � � f , . : �. s � / � /� � �O � LOT 16 LOT 15 LOT 14 LOT 13 0 LOT 2 � �• LOT 20 LOT 19 LOT 18 LOT 17 T.O.F.=5.88 D _ l \ �I 6 � �' � / � 4' , .. 6' T.O.F.=5.63 T.O.F.=5.75 T.O.F.=5.88� • . > / / � - _ -�� ;- .53 T.O.F.=4.55 � � + F.O.F 4.34 FO F.-4.5$ F.�G.F 4.65 T.O.F_=5.48 F.G.= 4.96 F.G-,.5,08 F.G.= 5.21 F.G.= 5.21 � i„� � � w M � ^ fi ". :.,, I LOT 2 / / O Z � IC F.G. 4.81 i �V IC _, u„'� 9� � , � � � , � o � \ - 3.88 � 6YP ':) i � n � , T.O.F.=7.13 - .. ,. ,. •` s . 86 F.c.- :: LOT 1 .: I � ' ' � ` �� � LOT 12 � LOT 11 �; LOT 10 � LOT 9 � LOT 8 tO LOT 7 `° LOT 6 `O LOT 5 `O� LOT 4 � o � % . I o� F.G.= 6.46 � �,R o �� � '�� /i� /� � w � ' � �/ i T.O.F.-6.3 9 T.O.F.-6.5 8 T.O.F.=6J 5 T.O.F.=6.9 3 T.O.F.=7.1 1 T.O.F.=7.2 8 T.O.F.=7.4 6 T.O.F.=7.6 3 T.O.F.=7.6 3 ; 6'� LOT 3 I,O.F=4.55 . / �S � / > o � � � � � . �. . - , 6.61 F G.= 6.79 F.G.= 6.96 F.G.= 6.96 . . .. .. � ;.' � ,� / � w F.G ^3.88I . � s. �� ��L �. �. �. �� 9 I ": ' � � _ " � _, .1=u� 'd .' ` : =: ,v .: �. , / / � F.�G.� 3.�86 7, v- � I � � y � � F G.- 5.72 F.G.- 5.91 i.G.� 6.0 i i.G.- 6.2 i i.G.- 6.4 i i� ,_ , I � � � � � . I LOT 1 . � � / �/ � �. , � , �• o•�� :'�o : I T.O.F.=7.00 0 / ��Z` � / � ��� >� a � � � ' � ' F.G = 6.33 / / / 6O �� / / �..•- . o '�..� � ` �i► AS / nj / / �' I , I � � � �.:;. ..: .. . . �o� 9? / C� / < �- - �- - - �- -� � , 0- - - � �- - ti� - �- - - =�- � - - 1 - �� �ti � :,. : . .- o: - . . . , ��o � � s - �• �• �• �e� � � ti� ,y�. � ,y�. ,�'` I ,�`.? �.�� ��'° --�°'�- - -A,s e�ti� - ��� - ��,�- - - �,�o- .� ��- - o� � ,,�,- - -� .y�- -�L ,,�- - -s,i : °�. . � �� �/ / / / � . , � �� �.� � . ` . . .. ��� ��' . h�� h�.��s' : o� w o: . . ; , . . . . . . . , _� ��.�.� � �� .�' . b.' . .�Q . `�;- . � 0 . . . 0 _ . . . -.� . . . 0. . �• . � `.. .. � . i o' o< ' a ' . / � , ..�. .. . :. o . so � .. . . : . .,�e ' � s . � .. . . . . . n�, . . .e . . . w . ' .�. � ; ;�. �o...:�� . . , � .s .. . . . . � . . . . . '� . . � . - .. ♦ ' O .. . . . . I 1 � . . ��'v '4 . � q . R�I I � Q .� . . `v � . .. v J . .v� . . . . . s��. Y v. av. / . . � b . .. . . . ., .. ,. . . . . e. ,. . .' . . . � �. . a: '� : . o . . � e.. , � . . � .. . s . . . e . . . . �� .� �' . . . e'P. ... . O: . . � � . . . � �.'�' . . O .. . . . / � . .� . . A . . . v� . s�<. :. . 's . . . �. . .'e : � . ,�s . .� p . ' . '- . .'.o . . .. . . s � • • -v a �' ♦ y /� . . • . . .. . .. . � . .� . � � . > , . . 4 .. , � . . . . . �s. . . . . . . ..0' . . .. � P /. . p � . R � � . . , . . v . . . . . . O e � . � e . . . .. s ,,!'q "D. � . .. �q� . . . V'� . . . . . ..s � . '�'O ��,s . ' I '� '� n� . . . . . . . . . . �.p'' R a . \ av' �' v . / .�o . as�d s . � \e e � '�.v�� . . . . . ✓. �.' ' , .� . . . . a. . s - , . . . . . ry.. v� " � s •' ' � \ - v � - _ �.o . _ e�C• ;o a / r� . . . LLYB - -A E � . LLYA . T . �A E _ I v - .. . . R ' s . � �' i' . ._ - ' / / - . a O . . .. �C . - ti. �� . \ / 5.34 . . . �a9. � . . . . . / / / � 0 9. O . 'tl ' ' � .. . , e .`.. . � . 0 ,� y . .,' . . � s. . .. �� . s. . . o .,. .�. . v .' .. � , � � . .' .o .'.. :: . ' Q. ' '. .. . . . .. . �p . � s v /�� . . . . s.�• . s �.. . . . .� �a . e . . v . � . . . . . '. � . . . . . � . . ..� . . ; . .. . 'v� . . . •���a . . . \ . . . . . , � [�. . � S `o s. v � si a. v r(J n� . . ���v� �8 . . �`o� . . . \�'���. _ r . / Y o' I �" • 3 . . .. :- . .. . . � . t'� . _ .. • ; . . , . .� : , . . . . . . os , ,. .: o. . , . . . �, . :. : . <: . . . . . � •>.\...�: . .o.' o w. v '_\ ' •'y.. Y y \ v . e � a � � s va / . . •o•� s. . . . . �. . . � � . .. . . � .. . . / . . . . . ... . . ss e. • . v .. . .. . .. o.e . . . P . . . . . . . . .s . :aV:a� s m � v `/ _ V I � �> ' . � .�� . . . ' ' �' � . s� .. . . d � ' . � / [�� �� �V 1 - p�' °.,o �v,.v T�, °o. A . - - . �.i -. .o - � � � - - - � 'o �' T�- - � - - - �c- � `i. / - - - - - - . � s�- Y - - . ..? - _ - - - - - -s��� / 0 - � - n� �. - - - � - 0 ? - - - - / � � � e� �'` ��'ol: � / � "Y / �� � `L' � � .5p04 ( I I 5.52 � �� 996�/ � l� 1 � � `/ � L J / /� ��� / / / �. / DRAWN � � ✓ ��/ I '� � � �� �/ BRB � � / � � 'I.BO O.ZZ / / / CHECKED � �; p� - � � �- , / � � / / � / y// DAP ; � �' , \ PROP. TEMPORARY / o � � � DESIGNED � o � .. so.00 Row 4 ' � TURN AROUND � � '�'� � �� � � �� BRB ' �. � � � / � � � / 1 � / // � � � '' � �� � I � / �� / / / / / �,// � FILENAME � o �_°� 1 � \ ,��, � soo ; ; � �o� � /� / / // KEY MAP 0009_Grading � i � R� / ��- �____ � A r � / � N.T.S. ' e :p \ � �� ��l � � ' � / � �� � / � / � / � y��� Pp0 ��c I � � - � �°' � � � "� � �� � � ���/ / �•''RE�' �, � . � ` 4 � o I � � � � �� ���.�'� R �� � � ���� � / c�.:� Q�0���4� ) � � { � \ / ,� ��� ���� �� /�' � � y � • G e S • P � � J �� � k � � �9 , � i iii / o�� �o�� : � / � �� � , , ���°`� � / ��^ , / �j � �/ % _ Q��o� �o. ��, .• � . � � � 5 J � � �� �`�� r� �' / / / ���/ � T" \ �o� •.....��G� � � � 1 � �. � ���� '�i �� /C� � ���� � � ��NAL I ' � � ev'� e � / I- � ,� � \ i� � � I , � � � �c1�,� �,o � � � �j�s � o � ,� � ,�` / �� �� y�ti � /�� NOTES �- , J , 7 � . � / r � � � /� / / `' -. � � ��,� ,/ � � � � / � y� ���� � � 1. TOP OF FOUNDATION ELEVATIONS TO BE ` ;; Z ' � � � p � �� / � PROVIDED WITH SECOND ROUND. _ � Q � � ,� , � ,�'�''/ � /� / �j// � '�� � ',• o' � �� � l� � / �� 2. THE TOP OF FOUNDATION ELEVATIONS SHOWN ' � , � � � . � � / //� � � / ARE THE MINIMUM ELEVATIONS REQUIRED FOR o ��. o � �99 r � \�� � 8 � , ' � �PROP. SWALE �/ � / / PROTECTION FROM THE 100-YEAR STORM. � � .•� � � " � �� MINIMUM FINISHED FLOOR ELEVATIONS ABOVE � ' / � y � � / � � / ///� / � CHANNE�LS DITCHESE SWA ES CORI OT ER ETS, � , , , \ � -r � _ /� /,� /� ��j � DRAINAGE FACILITIES, AS ILLUSTRATED BY A � 5�2 _ �' � � I / I / � / / / //j / / MASTER GRADING PLAN ARE TO BE SHOWN. � I� �' :s �o s � / � J � / 3. REFER TO STREET PLAN & PROFILES ON �W � , l- � � � ,� � �� � �� / � �j� � / SHEETS 144 - 176 FOR FLOWLINE PROFILE � , � � � � � �� [_ _ INFORMATION. � � � � � � �� �� Z � � 99.14�.17 ti:. � � \� � � /� �// � � � I �� � � , O ' . � � 98.71�98.82 / / / � / /�j / � � � � . � � s�. � �� � � � � � �/ � � � � / � � � LEGEND � Z r � \� � � � ��'� � / � Q o' . s 1 .:= v ' � 99 � � / / � ���' � �� PROPOSED CONCRETE � . .; ,:a : . � �I � . �,` \ ,'��� �9 �`99$ / �� � ,�� � / � � � PROPOSED PAVERS � � Q� �;�- � ' ,/ / �� � � 1 m � � � � / / / / y / �� � � � W -� � � _ � / � // // � \ \ � � � � , � . Z � � i � �--� � � �-499�� -�, � �.�° � ' �� ��/ / � �► � Q - � ' � � � � o ,' � / � �j � � I � $ Q = o � �.,� , a � -r- -,_. � � �- � � / / � ��j/ � � � \ � � Q _ � � � � � � � �� � � S�, � �, � � � � -� �2 � � Q � �� � �/ /� / / ��"� ��j 'S°�3 � / ~ � s � � �� � �� ��/ �/ � \ � � Z o�. � �� / � � � � � � / � ; , � � / � / /� // / �� � � \ �, � O : = � ,� �:: ;` � � � /�� / /� � // / / �o�o¢� � �� � � t $ � �� \ - � � � // i�' � . �� , � \ o. 0.62 0.62 k°� ^ \ / // �� �C� / . � /������h�ry� 0�` / � / \ \ ` � � � � i/ � � / �,� / �°°ry/h��y�o��� �/ � 5��' � / � � \ ° /`y / � � �� ' � � N � �' � �' �' � o�" ,h° /� �/ � / � \ \ , ��- - a / / / /� � // � \ � �� � '' � � ���� � �� l � O��°�/ � /� � �� �� ✓ ^ / I � � � �\ \ +, 0.27 \, - \ �I / / �o,°D v�g 4' ��� � / � / \ � v`o � � � / \ � � - -� \ o. \.34 � ���, � / � � / � �/y `�, ` / � / o $�o � � � � -i- ,� y � � � � / O� � � � � \ � � - y ��i� �� � � � � � � �&' o � �� � � � / / / / � 1 , � �o: o � 2. � � � y � � � ��� � � � / � 1 �'�`' •; j� •,� � '��� � � � � �;� / �/ � \ g � y � °� � 0.53 0.38 . : � � � h c��`o��� "� �/ � / //� %/��' l � \ � � �* � � / \ I I . ���. �M � I �'�_ �. ' \ I_ � ������� �,���,�� � / ' � / / \ � �� ��• \ �, � � � � o � x � o.3s o � o � °` �h � � � / �G � / ��S � j � ( � � � � � ��� o�.'� �� `'�;�: : \�-\� � / �►� � ��� � � � °�0`�� � � � so. � � �,� ,� � >✓/ � � / � �/ � � � �� �,�x .o wp�� �\ � �^ /� ��� / /� / � �� � � o� � �,��, �� �� � , � � � � � /i l 1 � � - _ , � � � / � � � � �� / // � � � � / `` � `�'�� ' �a'•.� \� - � / � y e 4 � � � � �:� , � , �` / / s / ( / ( ( .��� � \ ' �, � � `� � �� . �, ,- ,i y � � i � � � � � � _ - - il l -�;+ ��� 'c ` \ � / C� �� / � / � � � � / / / CONSUrSNG E'NCNEERS , � �� � ,� , � � � 1 � � . , . . -: \ \ ,.� . '`F-�: q �„ \ / � "�� /� 5�2 / /� 748 Whalers Way \ s� '• p ' ° .� \ .• / \ � SuiColo�do 805251ins � o. v..- ��s:o � � � � y j�/ �� /��� � �� � � � � � ;•;.,:: . . � / � ` // � � � / / ,toe Nohone: 970.226.0557 � ' ` I ( �� � 1 0:�. ° �q �. � �� �/ / � / ///.�� f �c�, / � � \ \ ` i � 1230.0009.00 `� � .�.' . � •�`'. � \ � ��/ I � i � �\\ .. :��.y ' � o � � � y�� � / J� � /� / /• � � ��� / � � � 1 J � i SCALE �,� = 30' �� .� , o�, �, , y � �� . � /� �� �. � \ / , � , '� . . �• . � �' � i / � , � �w`� � � � l� ! \ ;4 �� `` �� ' s��,. � � � °`°�°' ����o,`���o,���� .�, ��po�a°� �w��°' �� � / / � /O 1 �\ > <.�- � ��,� - . � e� e���s � / � � � I I i \ � � 30 0 3o so oa,,� JULY 17, 2024 � � o � � o` � �' � � I �� � ��� � 7 / C %�'' �• O �.' "a,' \ Y � � �� \ 1»=30. SHEET � �:�` e, O� � � � ,� scale feet �- � � ���. , � / � �� ,� � � � � i � / . � ` . , ,, y � , , / I / , 15of216 SEE SHEET 18 SEE SHEEf 13 N F (�` � / � B `� / /� � � � � � � v ,% � ��/ �� �/ � � V � � _ � ;� �� % � / / / �� � � � � � , �� � ,,/ � \ � , � � � � , � / � �/ � � � � � � � ' � � /� / �.� �' I� � z � � � � '� � �� � � y � ' � � \ � '� I � � / \ � �� � / � '� � �,, �` � 1 � � � � /� � ° �.� '� �� � � o � '� /�j � / � s > � 0 � / N � \ � \s �/ �8 O�//O�` o�o oo� �^h�� /�o,�`?��y h�o / op� , w � � '—cr o 'So0 °�A �s �° .�;c�'�/� r,; �/ y , / � —� ^ � � $ N �, 3� /� � �� / / � �� / �� � � � �� � � / � � / / � /y ��� / � � � ' � � / ,� / �/ � �/ ��; � ( �- � // / \ � � / \ � �— '—'� � � �� � / �" � � `— � \ � ,� ;�` 1 � ' � /�y / .-.� o \ —r -� � % � � �� �/ � -� �� � � \ � � ( , / / /�, / � m � � � /� i \ � I \ �, � \ /� � � / / �j I � � � n �Rawr� \ �� � \ / � � / / y � \ � \ $ BRB � ��,� / �j � � �/ / \ ` � � CHECKED \ �s '� `�� �� / � ,� ��/ � so� � ,r, DAP .\ 1 � � oo� o� O�/ / \ Sn 1 DESIGNED � � /� � � � �y� � , � / / / \ Z�S � '•.\ I � BRB l / / � �O� �O� �� / / / / ��fOO ` \ � FILENAME � � � / ,� o � �,/ R KEY MAP 0009_Grading �, � � /� � �� �� � o� � � \ � � � �� , o � ,� �o� � � � � � N.T.S. �- � �''� / / � �o � � / / 5�°� \ \ DO L/� ry / �� �..... W '' ,,� // //� �C� �� � /// / \5�43 \ ` \ �p' RE P�, � o, � O '�� / O�� �/ /�/ / \ ` � V�;•� Q�p� G,�p� � i � � / / ,o / / � \ \ : Pe .�� W // �/�� /� �� /// \ � \ ����G G��S . �i .�� � �'/ / �/ �// i \ \ Q� ��� �o:��v .• ? / o � � � /� � �O� ......• G� �. � '��' �� � ��� \ ' ��NAL E� � � — // � �/ /� ���� G � � � � // / � � NOTES // � '�'� /��� � /,�'/ / / I � � gpfij �� �i '/� � � 1. TOP OF FOUNDATION ELEVATIONS TO BE '� � � / / � �j I PROVIDED WITH SECOND ROUND. � I // `�"� //�// ��� I \ 2. THE TOP OF FOUNDATION ELEVATIONS SHOWN •R�s � // � // // �/� � � � \ \ PROTECTIONN ROM THE 10I0 NYEAR4STORM,FOR � � I � /�� � � / MINIMUM FINISHED FLOOR ELEVATIONS ABOVE � � � � � � / // � � \ \ THE 100—YEAR WATER SURFACE IN STREETS, �, � � / �� / � �� � � CHANNELS, DITCHES, SWALES, OR OTHER l , � / DRAINAGE FACILITIES, AS ILLUSTRATED BY A �`� �'� � � � �//� / y � � / � I MASTER GRADING PLAN ARE TO BE SHOWN. , .� / / / / /` �i � / � � // / � /` C� � / \ 3. REFER TO STREET PLAN & PROFILES ON / / ���� � �� � � \ SHEETS 144 — 176 FOR FLOWLINE PROFILE �� / / � � y / � INFORMATION. / �� /� / / � �/� \ Z � / ����� / ���//� , ' � � O — � � / // � ////� � LEGEND � � / •��°'� �� ��� � �y/�� Z — �� $"' �� � � / � � ��// � ° ° / / / \ PROPOSED CONCRETE , , ,. � Q �,�� , o ,�/ / � � � � 0 -J D,�\ ��, �� /�� / �� �� PROPOSED PAVERS M Q� / � �� � /� I \ � W , ,�,� ,� / � c3 ; ����� ,/� //� e �/ � � � \ � Q Z � �� yoo� // / ////,/ � � Q = 0 � � � /�o��� �///� 1 > � , o � h / �/ � � � � Q Q �� � // / /// � � ��� �� � ���� � � � \ \ i a l— C'3 �/ � �/// / ' S�o� � � Z ���/ �� ,� � � ` \ O � /� //� oo,��/// � � \ � �/ �� �, \ / � � ��y°�°�� � �' � � \ ,� /� /'��j/��°o°�,� ' l / /����/ � � � � /�� /ti�// � I � �j/ // � 1 � ��// � � � I � ����� � � ���� � � � I /� �� i � // � � � I �`iiir ' � � r iiir � � � �i � � s— � �' // / 1 �y+ w �� � \ � �`� � y �/ � � � W / \ $ \ � � � � � � TST, INC. I I CONSULTING ENGINEERS 1 748 Whalers Way \ I I Suite 200 Fort Collins Colorado 80525 \ I Phone: 970.226.0557 \ J08 N0. \ I 1230.0009.00 \ SCALE 1" = 30� \ I \ DATE \ ^ � \ 30 0 3o so JULY 17, 2024 � I � / \ \ scale 1"=30' feet SHEET 16 of 216 SEE SHEET 14 N � \ � `� � — — � \ \ \ � � — _ , , _S� ____ � _ � � 1 � � � � �aa\ � \ � � L - - — J I ��� � \ � � � Q � � , \ o \ � � � �� o o $ � z � � � ; ��� � o � � � � \ � � � o � � � \ � � � � o � ` � � II � \ � o � � \ � � � � � 1, � \ m � � �� � � �, � � � � r ` � � ' 89.82 1 5000 � 1 � � � J � � ` ` � � / \ � \ � � � � � � � �m�, � \ \ � � o � I I � / I � � � \ � / �- \ 1 j � � m 1 I \ ,p ` \ �" DRAWN \ � � � m� \ I � . :1 I o 4. :1 0 1 I BRB CHECKED � ` ' �,� � � �N \ i \ ` I DAP \ \ � l �� I �M � I DESIGNED 1 d'�� � d�'�� ��W I � \ \ 1 � 1,� BRB \ ` � \ \ ��� I � �� I e 1 ) OooO1 FILENAME � � � �� � \ � /� KEY MAP 0009_Grading ��, � � ��� � � � � 1� N.T.S. � � �sas \ I ` � � ���� � ` `O�P�O L/C \ �...... � 1 \ 1 � \� � ��'��� ��P� �� , �x � I o \ I � PQQ��C,� � 1 ��� I � � � \ p\��'GO�S : � \ � I I s Q�� �� o:�� . i � � � i � � o �o�� .......�G� \ ` � ` I � ��NAL E� \ \ � 1 I PROP. SWALE � � � \ � � � � � I ) � I � � � I � NOTES � � � l � � � � I � � � ! � I I I 1 \ 1. TOP OF FOUNDATION ELEVATIONS TO BE \ I ` \ I I � \ p PROVIDED WITH SECOND ROUND. � L - - �8 � 1 2. THE TOP OF FOUNDATION ELEVATIONS SHOWN m � � � I I � I � ` ARE THE MINIMUM ELEVATIONS REQUIRED FOR � � `� II I ` PROTECTION FROM THE 100—YEAR STORM. MINIMUM FINISHED FLOOR ELEVATIONS ABOVE I ' ` N I 0 \ � THE 100—YEAR WATER SURFACE IN STREETS, \ I \ � ` � � � ` \ � CHANNELS, DITCHES, SWALES, OR OTHER � � 1 g � DRAINAGE FACILITIES, AS ILLUSTRATED BY A \ \ ` l I `,�� � � \ � MASTER GRADING PLAN ARE TO BE SHOWN. ,s � ` �� � � I oo� \ 3. REFER TO STREET PLAN & PROFILES ON I \ \ \ I _ _ l I \ 1 SHEETS 144 — 176 FOR FLOWLINE PROFILE \ \ I � I \ INFORMATION. � ` � I � \ ` � I � \ \ o � \ � O \ � \ � � � � 1 � , � � — � � ��o�, `�$ ��` � W LEGEND � Z I � , � � 1 � I � 1 � � I I � so \ PROPOSED CONCRETE � ; p:; � Q I � I I � °° 1 � W Q Q -� � , I � � \ /�j PROPOSED PAVERS �_J,` M Q� � ��� � � � , � � I ( � �.� W � � T1 t ,� . - - - - - - � - - - - — �� � > > v� � � I : I \ m \ / � ' � Z �, � � � � � / Q — � �� I � I � � � a = o m� � � � J � � � � � I I � � � � � �9� Q Q � � � � � � o� �.� � � j � � � � � �' C� N � i �, � \ e z _ R 1 � � � � �So 0 ' i i o � ! � � o ��, i � � i �, �o I �d� � � N � \ � N� � � M ` \ I � 1 I M� I � � � �, I � � � � �� � � \ �� � � �� � �� / � �� . I ) \ \ \ � $ , � � .1 4.7: I � I � � � �`��O � � � � � � � � � � \ m� : ( � � � f � � �� / �r m I s ` � � � � �ss.00 � ��' � � � � l °o � � °� ..� � � � �$s ���° � 1 � � � \ �� �`- \ 9� 1 �0 � �. � ` 9� 1 I � I \ �.• / \ � ` � , / � ,, � \ N I I \ \ � O O � � \ \ � I �t�� I �! ���� � 49a � ` � I , � � . \ 3\ � � � I \ cn \ J , ��ry // � �, I \ � o �/ ^�'�°� °'^� / � \ � � � � 1 � O� o. � , � � � m � � � � R ��� /� �j N � I � � / � � � ��, ��y , � � � � � � �� �� � l I \ \ � � � l ����� /� -rsT, iNc. , w \ — ° 1 / �,� O / / CONSULTING ENGINEERS � \ /� �p 49l g \ � \ /� nj� � �r Suite 200 Fort Collins 748 Whalers Way lr99gAc � � 4995 �� � / / �°�� / � Colorado 80525 � � �r�g99g 1 4994 cp � / � / Phone: 970.226.0557 \ •. �q�9 4993 \ / / �o�� 0 � J08 N0. � � �9g � 4992 � / �,�. � � 1230.0009.00 95 � � 1 � / \ Ar9���,J \ i / � / / / SCALE n _ r � �g992 �� � /� � / � 1 — 30 � •��`9 9� m� , / / � / _ '���� w I PROP. SWALE � / DATE � �\ w � I �� ` � � 30 0 3o so JULY 17, 2024 '� � 4 \ � I � � / � / � � \ I scale 1"=30' feet SHEET � � � � / 17 of 216 SEE SHEET 19 SEE SHEET 14 SEE SHEET 15 N � _ ��� ��'�`�' �'..�� � '�;.o ` � � �' �� �� `��� ��� { � ���� \ � P.. �/. / ` \\ � � i • . a I \\\ ` J / \/ f // � I / / I/ / '- I � . . es . . . . . / � ' � �� � �` \I ..�. `� r � � � � .\'� I � � \, \�. ��,�� .�, . . ;,y�. -�.�.1� o. . . . �, � . � / //!/\ \ � � / � >` ,`' � / I 1 , �� ��� v... • � y � !5000 � \ /� \ � �.,��oo Apa \ � / / \/ Y � � ��/ �� � � L !- '��v� . �j � /` l' \� o;. . "�� �� y� '>��,... � i o�°��O o,��o,���,�i �� / . o �o����� e� � 1 ` � 1 �\ �. :. o. ��;-;�,�-° � � � �� �o,..�o, �%�. ,� ��' e� � � / I � o � � � d �. � � r � � � / � � , � � ,r� �`�� � �. �.: � � � � `,�� � � � � � � . � r ,� Z � �, � 0 � , 09 , � y � � � � � � � � � � eo . ,� � � � o l � ��, � _ . � ��, �� � � � � 1 � ; �. � �� , � � � � � � � ;- e �: ,/ / 4 / / / , � ` � �: � . , �'"�� ,/ , � � � � �. :. e�..' �o ��, � ` \ ��� / � �� oo � � :.�:� ��� � / � � \ � � ` � � ,..r . y / • , /,c �, � ` o .�� � rn � °�... F,9 01'� �y . .. .. .�'��ro,—�^ � � � ,�, /�o, �0 �1 0,� c� I � ca o0 I � w � rn ., �.. ;^�9 �' � I e� p a o� a 'e� o� h e� ec � � � <c O �n � m � �\ �y •. ..'v' u�� �p O \ � � � � ���o, � a' ��� /� yo, aD � � I � � \ �;�..'�;•, ' : � ao 98J7 / 1 ` � � 11E TO � � �,.: �e 9� c� .ni' / �D(. 99.1.0;� �� / � I 1 C ��s���` : ���e ��� �, , �.� �_ , , � :� _ � 1 I � � � r , � -' � o / :°� 1 PROP. TEMPORARY � 1 � o , ;,'o��o> _ �� ��',� . .9 �� s8:77s � '�` �,�'` BIK�RAMP � I � � � r , � � .�� -� y �' ,,������ � i / � � m � � �. � � �- y ��' ��i � , � � � �F898 � � �� � � / � � ��i� / / / \ I tS DRAWN � � — � \ ! . � CURB AND GUTTER TO BE � � � ��`� � BRB � I � � �- /�� INSTALLED WITH THE ULT1MATE ' \ °S \ � v��. 11E TO GIDDINGS IMPROVEMENTS � R��� \ / ` CHECKED o � � `' � �� EX. 98.86 �` �' / � ��i � � � � X DAP �p � �— ./ � ��r'i �i'��///��^���4y � � �� / \ DESIGNED � � 1 � � � � � .. , ��/ � ,�, /�,/ ,'�0,°�4,, �o,�����. ,�r � \ aR6 � ��� / . / �� ��/� ���^ ���� ��� // �// / � ( \ FILENAME /\ �L � � � �, ��, � / // � � KEY MAP 0009_Grading � r � �� � >' � '� ��� ���� / � \ - I � L � � � �� , ,/ �,�� /��,� i � - � N.T.S. � � � , y �'� '� �� � � p,p0.�,� � � � � ��� , � ,� y i�,�,�� � � � � ��••� ' �P�- � I � �� � � � � i� �`ii,� � i � � � �: � Q������ � � � � � � �ry �' R � �/ `�/ �/� / � � : ��� P�S� . \ � �� �h��� ,�� e� .���y ' o �. y � �, � �/�� � �, � Q���o��� o:�� � � � ,�� � �e� � ,�,� � � / , �/� � � � � '�� .?'� \ 1 �•' e°�� /� � � �j�` � \ \ � �4 �O..L��G \ � /'�`�o,� � � ��j ? NA � / ��•� � � ` � � � I / \ � ,� / ��� �� � �j// / � 1 � � � � �o • � ✓ ��� �'�` � � � � � NOTES � ��� � r o� ,' �, ,.�i� , � I \ s _ � �,���j / � / � 1. TOP OF FOUNDATION ELEVATIONS TO BE I ��o I ,�,� / � � � l PROVIDED WITH SECOND ROUND. \ � �� � I l � y�y �� �// �� / � / 2. THE TOP OF FOUNDATION ELEVATIONS SHOWN I I f / /���j� / � ./ � � ARE THE MINIMUM ELEVATIONS REQUIRED FOR � / �o� � �/ /�� ;i / � � � PROTECTION FROM THE 100-YEAR STORM. \ ( / � / � PROP. SWALE/�� �� /� / � � MINIMUM FINISHED FLOOR ELEVATIONS ABOVE / THE 100-YEAR WATER SURFACE IN STREETS, � �y► �0�� � � /� �� �' `" j / �� / - 7 � / � CHANNELS, DITCHES, SWALES, OR OTHER � � �o � p/ ✓/ ���j � �/ / / DRAINAGE FACILITIES, AS ILLUSTRATED BY A �- �o \ � 1 � /� // n�`Z' �� �� ��` . / / � MASTER GRADING PLAN ARE TO BE SHOWN. W °o l `� / �v � � � // / � /" — — � � y / / / / 3. REFER TO STREET PLAN & PROFILES ON � � •'� / � � //,�� � I � �� � � SHEETS 144 - 176 FOR FLOWLINE PROFILE W ` � � � � „�� �� �� Q-� ��/ � � y / INFORMATION. � I . / •� ;��� �J� fl�F �j I � �/ / / � � - - - - - — � .� > C � �` y y� ��a�� � �,� i y ,�� / � � / � � o ���" ���' /�� " �,�� ,.,�'{/� /� \� � I � � � ✓/ / O � � / / P��� Oc�� � �� �D�� 9��tOv \�8 m �/ ,/ / / I � � ` � , �� \� � �,�� �� � �� �s � �9�� �98- y�s �ap� �000 LEGEND � Z \ � �- — . > Q 1 � �°'1 � � /� �� �� � / I >' �'/ � � � � PROPOSED CONCRETE � . .: a ; . : � � � � � / / �� , �- � �� �� i � � 0 0 --� / � � // � � �/ / �.� � � \ ` / J\ � � / / / PROPOSED PAVERS M Q� ( � ,\ � /� � / // //. � , � � �� i � � , �.� W � �\ �oo /�� �� / // ,,r` /�.�, � \, � � ,� y� � � � � C�3 I � � �� � �� / � � �% � � � �y �y� � � / � � Q Z � , I / � ,� / � � � � I 96 ,� �- / , ` `� ,' y � ,°'� / /�� � �� � � � � 9�� �� — ' _ � Q = 0 � , I r , , � � � ,� � � I �� ��9g$ , I > � Q � , $ \\ ro � / / ..:` // � � i � /� �� h999� Q � � o � � � ��� / i �� / �� / � i �- � �- y i �' l o �. ��y �i r/� � � � � � � �' � y / Z � ` � \ �e� / � � � / y � � � �, � � / � O �oo 1 \ °`� � � ` � � y � y � �.i 1 / I \ ��� •'� � � / � � �,�� / � / \ \ ��,�1• /�'� � � , � � �\ — � / ���,/� /�,, // ,/ � � — — � — I � / r� �� /� �,� � �. � � � � � � ii / y,�� � � S�o� � o � � �� � � r � � �_ _ — `q,� I �� �i � �/ �/ / ,�,/ /� � / / �50 I J ,��� � � // °� / �� / � o � �/ ���, �,� �i / / y / / o\ o. ,�� � � �/ /� / / / / � , � � ��� i �j ��� / /�'' � i� / 1 � .o, ���y /� � � �j '�,, � /� � / � / / � i � ��� � � � � � R ��, � � � , , , /� � o / i � `��� / / , � ,�� �� � '���j � � / � � / ��0 .�1 / � � � / �,�� / � � �/ / \ /� �� ���� o � / � /� / / �sa� � � � / � ,��/ � , � / / -� -� � - - - / � / / / // �. / _ — i / / i � — i /� / / � / / // � g— / � � , y� / / ) � _499 PROP. SW`ALE � /� � / � � / /. � f � TST, INC. —� / / / / � � � CONSULTING ENGINEERS � / / / / � � -� . / / / � � � � Su te8200aFort Collins � /� / / O �� � Colorado 80525 �� / � / / / / � / ���99 / / ,toe Nphone: 970.226.0557 � / � � � � � � 99� � 1230.0009.00 o /� / � / / / � ,� � ��� �� \ / / // / / SCALE �,� = 30� � v / // // / � � � / / DATE �� / / �� / / / � � 30 0 3o so JULY 17, 2024 � / / � ,��° � � / / � /� / / / / / / / scale 1"=30' feet SHEET \ � / / � � 18of216 SEE SHEET 19 SEE SHEET 11 � ��° �'�����R �s � � � �l � I I � ' I ' � N � � � � � �� �. \ � � , / I I � � � �9� ` �� . �� \�99 _ � I ` I \ ��� \ � A, 8 I � I � I I � C�i ��? \ � � �� � � � I � ��t� \ \ \ � � I I I I I � z � \ X��X :� \ \ \ I I 0� G�i \ O k89.�� ,,�� � � � I p� �' (n a �995 ` \ gh \ �,ry � m I � � �� \ � c�n N w ` � \ �� X9� \ ��' \ � /$ o' / � o d� \�9 �� � � � �m p I I � � � 9B ��� \ �x� � � � � I I � � � �ti � � �� o I� � / � I I � \ � � \ � ml � � � / R��� � � ; � I �� � I � ��� � � � � I ,� I �91 � � , o � � � I I � I � 4994 �9 A �� � � � rn / I� o � � � .� s�, 49g8- � � I � I � I � a � ` �s 99S \ � \ � �I � ` b I I y. —, � , � I � � � � � � , o �` m � � �9B � rn I I I I I DRAWN � � � , � � � I� � � BRB � \ \ I � I I I CHECKED '�9�5� � R� � 1 I I l I �� DAP \ ` \ �j I \ O / I I � DESIGNED � \ R� ` � --� \ I m /� � � BRB +QA \ I � � I , ' FILENAME � � � � 4. :' , I � II � w , / � KEY MAP 0009_Grading � � � 4gs � � � ��A � � � N.T.S. � � � � � � m � � ,v �� I I / p,p0 L/c �� � � � � '� I ���. ,,...., o°�����`�����c��'c�`���^��,,� \ � \ � � I � / � I I I / c��;:�� ���G,��� \ \ � I I I � : PQQ ,�� � :; ������� \ � � o �I � �� I I I � o��G o�S : � •o•� �� � ,�9 � i m , � � i � Q��o�� �o:��, . � � 9S� � / � ��� � �� �I I � � �4� •.....• �G� � e �� I� � � ��NAL� — — � � � \ \ i � � I � � � � � � � � � � � i � o I � � � � TR QQ � I �' � I I� I I / NOTES � 4 �4994 F � � I I I �� � � -� I � � I I I I / 1. T O P O F F O U N D A T I O N E L E V A T I O N S T O B E �� � � � I I I P R O V I D E D W I T H S E C O N D R O U N D. 0 � � m I � 1 I I / 2. THE TOP OF FOUNDATION ELEVATIONS SHOWN � ` - � I \ � I I ARE THE MINIMUM ELEVATIONS REQUIRED FOR � \ � � W � � � \ I I \ � I I �� / PROTECTION FROM THE 100-YEAR STORM. \ \ � � I I I I e�°� MINIMUM FINISHED FLOOR ELEVATIONS ABOVE � \ ��3� � �� � st99 � o Io I I � I / THE 100-YEAR WATER SURFACE IN STREETS, � � �,� � e� � = I � I I � J � CHANNELS, DITCHES, SWALES, OR OTHER � �, I� �`' � � I + I I I 1 / DRAINAGE FACILITIES, AS ILLUSTRATED BY A � � \ \ � � � I I I MASTER GRADING PLAN ARE TO BE SHOWN. \ � � � — � i � � I � / / � � I � ` I I 3. REFER TO STREET PLAN & PROFILES ON ��9 � R� �� � � � � � I �I I I I � SHEETS 144 - 176 FOR FLOWLINE PROFILE � � �� � �A� �'� � �`' I I I I � INFORMATION. \ � � \ � �� i /1 � � � � / Z � , � � � � � I � i Q � � � � �� � o � � � � �- III � � — � � � '`89S � r� cn� I I I I � / LEGEND � Z �, � �99 n � \ � � � � � � � � � , �� � - `� � \ 4. :1 � � Q I I ���,� I � PROPOSED CONCRETE � ; , ;: � J � � � �' � �u�� ����,- -i- � � � � ����� II I � PROPOSED PAVERS � � Q� '� z \ � � � � I � � �` / m W �� � , � � � � I � � �,/ � C.� �� 3.9:1 4.0:1 \� �4a92 \ � � �I � I I I I � I � � / � � Z � � � � � � � I I I I J � � ��� �� �> � � � R��R, � � I I I , �l � y �' Q = � �� ��99 �� � � � m ��� � � �i� � � � � Q � � ° � � � � � i� �`�� � I � Q � "'� � � � — � � � �I I i �. I �' N�, �� ,.� � \ � � o � � � � I � Z � � '\� ,� 9, I � m � � I �� ` �°N � � � � � � � � I � , �� O o� � � � , � � � � � �. � � � \ I � � �. � � � � I � I � � / � � � � I � � � � � 1 I�-_ I � � � _ � I � II � �� � � �� � ► r _ , � � ^ o �, � o � � � � I � � ,-� � � � � I I � - - - - - - - -�, � , � � � � � l - � I � � � � 4991 � � � / � �\ 4992 i 44994 � I , � o � � I p \ � � 4995 � � �jF� � o � O� _ \� � � � J . \ � O �0 1 � � � � � I I � �R�� ,p�i .°�e`� � 0 � � � � I � � 4995 _ ` �' � I- p I � � a \ \ ( ) ` � E b; ' OHE -O�FiE HE`-0�E ��--OF�-�=49g7� - -9H€--= 0�€=�I-- -_�� 1 � � �� / �I � _ •� � — � � 4996 — _ � i � � � � T �� � `T T T 49�0 'r" 1��� � r-- �� � F� ° FO FO � i— i�i T �— �� � 4995 _ � � T � � � i � � T � � i— 4989 � � � O � � � ���' r��4994--1=4-�-1 — - � -L � �- ,L A 4990���_� � � i c�n --�- �--� ��-� _ _ ��i� / � <�` O , � � � I Ir i-i � �� � �� - ?� aA91�i -- . - � _ _ _ �j� - - �_� T — — — -� 4992 — — — — — — � — — ) � � _ _ , �� x F.F�, W W W W W W W W , �� W - W W W W W W W W s �d � � �'� � �4995 �� � � �j. �� ---- -----���MOUNTAIN VISTA DR - � - -� - - � -- - '��} TST, INC. >>O -- -_ - _ � � �j - - � � CONSULTING ENGINEERS _ _ _ - � � - � � � _ - 748 Whalers Way - � O 9y _ � - - �c -_ � � � � � �_ - - �� SuiColo�do 805251ins ���_ - -� � - W - W _ W W W W W _ �4992- - - - \ � \ � ��49g5 \ >���0 Phone: 970.226.0557 s J08 N0. - - - - - - - - - ��`� -' �-- - - - - - _ � -- ^ W W��`� W �- W -Vy- -`�ss \ i i - ��`�x 1230.0009.00 v - - - - - �-4991- � - - - - - - - - - - ��=\ \ ` � x �- - ,�t-1QLr - -\ - � / / —4953— — — — — -- — — — SCALE „ , � �- -� -� -� -� � i-i � -r � -r- �- -i- � i-i -i �- �r T � � r- � '�9�J�T -� � � i-i = - __ - _ ��� �� - , _ _ _- - � / - - �� / i i - - - - 1 = 30 �� � i �- -i- �- �-!�� � -�r -� �� �i�i� -� ���\ � � � � _ - - - � / - / \ � \ � / T��� � � � � .�C � /' � �y �-�ri-7'T T'�7"1-���� \\� _ F� _ FO � -�`�-I� l -� �/ � � oa,� � � � ' -� �- � � � - � � � ELEC � JULY 17, 2024 /� � � --r' _ - - - - � �- � i_I � � ��\` I = � �� - - - - - - - � � - 30 � 30 60 ` �' � I � I , � / � �� — — — — ~ � \ � � � — — — _ I I� / _ = SHEET _ - - - � \ � �- � �� � � I � / � - _ � scale 1"=30' feet � �-„-_-r- ,— � — � �, ,���ll � , �� /j � -T � � y � I � � - - _ — _ — 19of216 � �' � ",—, 1 I I � � � ' I ' � 1 � � � '� � � � � _ � — � � � i i � · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · VA U L T VAULT VAUL T VAUL T VAUL T VAUL T VAULT VAULT VAUL T VAUL T VAUL T VA U L T VAU L T VAULT VAULT VAU L T VAUL T VAU L T VAU L T VAU L T VAU L T VAU L T VAU L T VAUL T VAUL T VAUL T VAUL T VAULT VAUL T VAUL T VAUL T VAUL T VAU L T VAU L T VAUL T VAUL T VAUL T VAUL T VAUL T VAUL T VAU L T VAUL T VAUL T VAUL T VA U L T VAUL T VAUL T VAULT VAU L T VAULT VAULT VA U L T VAU L T VAULT VAULT VA U L T VAULT VAULT VAULT VAULT VA U L T VAULT VA U L T VA U L T VA U L T VAULT VAULT VAULT VA U L T VA U L T VAULT VAULT VAULT VA U L T VA U L T VA U L T VAULT VAULT VA U L T VAULT VAULT VAULT VAULT VAULT VAULT VAULT VAULT VAULT VAULT VA U L T VAULT VAU L T VAULT VAULT VAULT VAULT VAULT VA U L T VAULT VAULT VAULT VAULT VAULT VA U L T VAULT SEE SHEET 44 N � � i� �� �/ � � �/ �/ � i �� �� i �e / / � SS-4B S RM ,. 5�� � z � /� 18" STORM �6 0 // c.�� / \ I z � / � � � c�n / � m � o / // � / _ � � � � � TEMP FH FOR J o II w � � FUTURE LINE � — _ i _ � � � EXTENSION '� /- � / �/ �G' / � � � � / //� � � i i � �� i� � m , Q i __ � � -- ,I , o / / ' ST-04 i / � r / � � / �� � i ;�� �� 54' TO�RM � � � m �/ �/ � � /� (V DRAWN / � � — � - - - � -� W BRB �� �/ 1 � CHECKED e F� � I�_ __ ` W DAP //S��C���F�' - - - � - - - -I- - - � DESIGNED � / � �5��' � I FILENAME BRB � � � I 0009_UTILITY I � � EX. 21" SANITARY SEWER L _ _ J I Pp0 L/c � ....... I � TEMP FH FOR �:• � �P�, � � FUTURE LINE V� � Q�O G�O I � � � � EXTENSION � \�G p�S,��: � I �� Q��Oo�� o;�� I � �O,�F �.\, . � •....•• �G � � I W ��NA�E �� � N � KEY MAP I � N `� , �, ' NOTEs N . T. S. � � � I �� 1. ALL POTABLE & NON—POTABLE WATER MAINS SHALL BE CLASS � � 150, C900 PVC, BURIED WITH 5 TO 6 FEET OF COVER UNLESS � � OTHERWISE NOTED AND/OR APPROVED BY THE DISTRICT. � cn �I 2. CONTRACTOR SHALL MAINTAIN A MINIMUM OF 10—FEET � HORIZONTAL SEPARAl10N BETWEEN WATER AND SEWER MAIN � � LINES AND SERVICES. � I 3. WHERE WATERLINE CROSSES A SEWER LINE AND THE VERTICAL � � � SEPARATION IS LESS THAN 18—INCHES, THE CONTRACTOR � SHALL CENTER THE WATERLINE OVER THE CROSSING SUCH � THAT NO PIPE JOINTS ARE WITHIN 10—FEET OF THE CROSSING. I �� ONE LENGTH OF PIPE, WITH A LAYING LENGTH OF 18—FEET, OR I GREATER SHALL BE INSTALLED. � � �� 4. ALL EXISTING U1ILITY LOCAl10NS SHOWN ARE APPROXIMATE � AND NEED TO BE VERIFIED BY THE CONTRACTOR PRIOR TO � �I CONSTRUCTION. _ Z � 5. NO TREE(S) SHALL BE LOCATED WITHIN 10 FEET OF DISTRICT O � FACI LI Tl ES. � �� c�'n I 6. ALL HYDRANT TEES ON THE MAIN LINE SHALL BE SWIVEL TEES (n � I UNLESS OTHERWISE NOTED. � � 7. SANITARY SEWER SERVICES SHALL BE 6� PVC UNLESS � Z � OTHERWISE NOTED. � Q � � � 8. SANITARY SEWER MANHOLES SHALL BE 48� DIAMETER UNLESS � 0 J � � OTHERWISE NOTED. ALL SANITARY SEWER MANHOLES SHALL BE m � I � PER STANDARD BOXELDER SANITATION DISTRICT DETAILS. W I � 9. ALL MANHOLES SHALL BE AIR 11GHT AND VACUUM TESTED IN � � � � � ACCORDANCE WITH DISTRICT REQUIREMENTS. (n � � � 10. CONTRACTOR SHALL WSTALL CLAY CUTOFF WALLS 10' � I� � � UPSTREAM OF ALL MANHOLES WHERE GROUNDWATER IS Q = J ENCOUNTERED. � � � �� � 11. ALL POTABLE AND NON—POTABLE WATER SERVICES SHALL BE � � U, I 3/4" TYPE—K COPPER ON A SINGLE METER PIT AND 1" Q � U' I TYPE—K COPPER ON DUAL PITS UNLESS OTHERWISE NOTED. � I METER PITS SHALL BE LOCATED WITHIN THE EASEMENT AND � � SHALL NOT BE LOCATED UNDER DRIVEWAYS OR SIDEWALKS. Z � � 12. LANDSCAPING WITHIN THE TRAIL EASEMENT SHALL BE PROVIDED O I cn IN ACCORDANCE WITH ALL APPLICABLE CITY CODES AND WILL � I `� �� REMAIN THE RESPONSIBILITY OF THE UNDERLYING LANDOWNER. � � LANDSCAPING MUST PROVIDE ACCEPTABLE CLEARANCE FROM � � THE TRAIL SURFACES AS SPECIFIED IN THE TRAIL MASTER � PLAN. SPRAY IRRIGATION, IF REQUIRED, SHALL BE DESIGNED � � I � ss AND MAINTAINED TO AVOID OVER SPRAYING ONTO THE TRAIL. I s' `o� 13. THE CITY IS RESPONSIBLE FOR THE LONGTERM MAINTENANCE �� � SFi�F� OF THE REGIONAL TRAIL WITHIN THE DEVELOPMENT. � MAINTENANCE CONSISTS OF SNOWPLOWING OF THE PAVED � SURFACE, OCCASIONAL SEASONAL MOWING 23' ADJACENT TO I c�'n � � I � o THE TRAIL SURFACE, REPAIRING/REPLACING SURFACE DAMAGE � � N �, OF THE TRAIL, AND ALL OTHER LANDSCAPING MAINTENANCE I � I N �' WITHIN THE EASEMENT. I � � � I 1 �� � I 1 cn, � 1— EX. 2p W gOXE�DER W SANITATES T• � DISTRIC� �.'`— � ,I W � � � � � EX. 21" SANITARY SEWER TST, INC. I� � � CONSULIING ENGINEERS I � 748 Whalers Way I � SS_�� Suite 200 Fort Collins I � 15" SEwER Ph nelor970.226 0557 � I I � I �oB No. 1230.0009.00 � II SCALE 1" = 30� I � I� � � �A� JULY 17, 2024 � � 50 � 50 100 SHEET � I scale 1"=50' feet ' 47 of 216 SEE SHEET 50 VAUL T VAULT VAUL T VAU L T SEE SHEET 47 N I � I � I � �� cU'n I � I I � I � � � � � � o � I � U' o I > II � � � � I I � I � I � � �, I I � � w � � Q � I � I I � � m I � I I DRAWN � � BRB II � I J SS CHECKED � I s3s �o, DAP I �� ��'� I I � DESIGNED BRB � � � FILENAME � �� � � 0009_UTILITY � I � I N � � I �p I � I ��Pp0� L/c P�' � ,...... � � V�;.�` Q�p� G,�p� I : PQ �� . I I �, � Q���o Go�S o:� EX. 20 B�XTp,T ON � : ' G�4 •...... � SAN ESMT• DISTRICT ��NA�E �, KEY AP � � � � NOTEs N . T. S. � � EX. 21" SANITARY SEWER � cn � 1. ALL POTABLE & NON—POTABLE WATER MAINS SHALL BE CLASS �� U' I 150, C900 PVC, BURIED WITH 5 TO 6 FEET OF COVER UNLESS � I Ss—o� OTHERWISE NOTED AND/OR APPROVED BY THE DISTRICT. � I 15" SEbt,ER 2. CONTRACTOR SHALL MAINTAIN A MINIMUM OF 10—FEET 1 � HORIZONTAL SEPARAl10N BETWEEN WATER AND SEWER MAIN LINES AND SERVICES. � � �� 3. WHERE WATERLINE CROSSES A SEWER LINE AND THE VERTICAL I � SEPARATION IS LESS THAN 18—INCHES, THE CONTRACTOR � � SHALL CENTER THE WATERLINE OVER THE CROSSING SUCH THAT NO PIPE JOINTS ARE WITHIN 10—FEET OF THE CROSSING. I� � � ONE LENGTH OF PIPE, WITH A LAYING LENGTH OF 18—FEET, OR � � GREATER SHALL BE INSTALLED. � I 4. ALL EXISTING U1ILITY LOCAl10NS SHOWN ARE APPROXIMATE I AND NEED TO BE VERIFIED BY THE CONTRACTOR PRIOR TO �� � � CONSTRUCTION. Z � 5. NO TREE(S) SHALL BE LOCATED WITHIN 10—FEET OF DISTRICT O 1 FACI LI Tl ES. � � �� 6. ALL HYDRANT TEES ON THE MAIN LINE SHALL BE SWIVEL TEES (n I UNLESS OTHERWISE NOTED. � I � �� 7. SANITARY SEWER SERVICES SHALL BE 6� PVC UNLESS � Z � � OTHERWISE NOTED. � Q � � 8. SANITARY SEWER MANHOLES SHALL BE 48� DIAMETER UNLESS � 0 J � OTHERWISE NOTED. ALL SANITARY SEWER MANHOLES SHALL BE I PER STANDARD BOXELDER SANITATION DISTRICT DETAILS. W � �� � � 9. ALL MANHOLES SHALL BE AIR 11GHT AND VACUUM TESTED IN � � � I ACCORDANCE WITH DISTRICT REQUIREMENTS. (n � � � I 10. CONTRACTOR SHALL WSTALL CLAY CUTOFF WALLS 10' _ � � � I UPSTREAM OF ALL MANHOLES WHERE GROUNDWATER IS Q i J � ENCOUNTERED. � � � � 11. ALL POTABLE AND NON—POTABLE WATER SERVICES SHALL BE � � � � 3/4" TYPE—K COPPER ON A SINGLE METER PIT AND 1" Q � � � TYPE—K COPPER ON DUAL PITS UNLESS OTHERWISE NOTED. � I � � METER PITS SHALL BE LOCATED WITHIN THE EASEMENT AND Z � cn � SHALL NOT BE LOCATED UNDER DRIVEWAYS OR SIDEWALKS. � � 12. LANDSCAPING WITHIN THE TRAIL EASEMENT SHALL BE PROVIDED O � IN ACCORDANCE WITH ALL APPLICABLE CITY CODES AND WILL � � � REMAIN THE RESPONSIBILITY OF THE UNDERLYING LANDOWNER. � I LANDSCAPING MUST PROVIDE ACCEPTABLE CLEARANCE FROM �� U' I THE TRAIL SURFACES AS SPECIFIED IN THE TRAIL MASTER � PLAN. SPRAY IRRIGATION, IF REQUIRED, SHALL BE DESIGNED � AND MAINTAINED TO AVOID OVER SPRAYING ONTO THE TRAIL. I �� 13. THE CITY IS RESPONSIBLE FOR THE LONGTERM MAINTENANCE I � � OF THE REGIONAL TRAIL WITHIN THE DEVELOPMENT. � � MAINTENANCE CONSISTS OF SNOWPLOWING OF THE PAVED � � SURFACE, OCCASIONAL SEASONAL MOWING 23' ADJACENT TO �B � � THE TRAIL SURFACE, REPAIRING/REPLACING SURFACE DAMAGE OF THE TRAIL, AND ALL OTHER LANDSCAPING MAINTENANCE �� c�n �I WITHIN THE EASEMENT. \ �' I � � \� I � \ . EX. 24" PRPA WATERLINE � I � I x� I I � �� � � � EX. ELECTRIC TRACT QQ \ \ � � � I � \ � �I � \ � � � I INC. \ � I TST, \ \ � CONSULIING ENGINEERS � � �> � �1� Su te8200�Fo t Co lins \ \ � �- Colorado 80525 00 �i'� � Phone: 970.226.0557 \ �G I�o• F �oB No. 1230.0009.00 � \ �`+ � �� ��\\ � �i �� �� ` � SCALE 1" = 30� \ I \ � DATE EX. 12" ELCO WATERLINE �� , �`, \ � ` \ JULY 17 2024 \ ' � � \ �'S'� 30 � 30 60 SHEET \ \ � `•. � � \ scale 1"=30' feet 50 of 216 SEE SHEET 51 SEE SHEET 50 N i o� i� �� � � �� /�,/ �' ��° � � Z �/ /� � � TRACT QQ /� �o � / o � /� � �� � o w / / � � O � �� �� �� ' � / � � �' ,��° �� // �' � � � �° Q ' �� / � i �o � � � � / / �o m �' �� / / DRAWN /�� ,��° �, / /�o � / BRB / /\ / CHECKED v DAP / DESIGNED �� / i�/ � � �� / �� � BRB � FILENAME / O � / �p � 0009_UTILITY �� �� �� � � � / � p,00 L/c � � ...••.. / .• RE Q � G � i� ,��,° �� � �� / �.'�0 Q ��,�� � ��/ � / / ����G G�S�: � / �o /� / �� QO F�� �p�,�tv �i � �. •....•• G � �� �/ � / / � / ��NA�E� � �' % ��� KEY MAP � � �° �' ��° � � � N . T. S. �� � �� � NOTEs � �o ,� �o � �/ �,Z,� � / � � 1. ALL POTABLE & NON-POTABLE WATER MAINS SHALL BE CLASS \ 150 C900 PVC BURIED WITH 5 TO 6 FEET OF COVER UNLESS � \ � , , � � �p �� � �o OTHERWISE NOTED AND/OR APPROVED BY THE DISTRICT. \ � � � � 2. CONTRACTOR SHALL MAINTAIN A MINIMUM OF 10-FEET � \ \ / HORIZONTAL SEPARAl10N BETWEEN WATER AND SEWER MAIN �\ / � � �p / ''� /� o / LINES AND SERVICES. \ / � / � 3. WHERE WATERLINE CROSSES A SEWER LINE AND THE VERT1CAL \ \ / � - � SEPARAT10N IS LESS THAN 18 INCHES, THE CONTRACTOR � � \ o�� �� �O �� �, � SHALL CENTER THE WATERLINE OVER THE CROSSING SUCH � \ Q- ''� � THAT NO PIPE JOINTS ARE WITHIN 10-FEET OF THE CROSSING. /y o� �� \ EX. 24" PRPA WATERLINE � / �o��o� � �o � \ ONE LENGTH OF PIPE, WITH A LAYING LENGTH OF 18 FEET, OR w ,�. � / / GREATER SHALL BE INSTALLED. \ �,�'' � / p � � 4. ALL EXISTING U1ILITY LOCAl10NS SHOWN ARE APPROXIMATE � �y .� � \ / � � � o AND NEED TO BE VERIFIED BY THE CONTRACTOR PRIOR TO � �Ci ,\ EX. 12" ELCO WATERLINE � � � CONSTRUCTION. Z �Ty\ � �y � � � 5. NO TREE(S) SHALL BE LOCATED WITHIN 10-FEET OF DISTRICT r(, ��y �` // O � / O FACI LI Tl ES. � � �ST� ,� / '� � ��o � 6. ALL HYDRANT TEES ON THE MAIN LINE SHALL BE SWIVEL TEES (n \ � / O UNLESS OTHERWISE NOTED. � � \ � � � �- � '�' � �tiF' �/ � ��, / 7. SANITARY SEWER SERVICES SHALL BE 6 PVC UNLESS � Z ��,,J � o � � �� � OTHERWISE NOTED. Q \ � O o � \ / 8. SANITARY SEWER MANHOLES SHALL BE 48 DIAMETER UNLESS � 0 \ EX. ELE EX. EL O F \ CTRIC ECTRIC / "� � J � � � � �F / /� ��' � / OTHERWISE NOTED. ALL SANITARY SEWER MANHOLES SHALL BE m � \ \ /� / � / � 9. ALL MANHOLES SHALL BE AIRNIIGH� ANDSVAICUUM TESTED IN � W oy� � .,��'� �� � �� ACCORDANCE WITH DISTRICT REQUIREMENTS. (n � � \ � ' \ � 10. CONTRACTOR SHALL INSTALL CLAY CUTOFF WALLS 10 Q � � \ � � / � \ \ � � � / UPSTREAM OF ALL MANHOLES WHERE GROUNDWATER IS Q = J \ \ / p ENCOUNTERED. � \ �o / � /� � � 0 11. ALL POTABLE AND NON-POTABLE WATER SERVICES SHALL BE � � \ � � � � � �� � \ �� � � � 3/4 TYPE-K COPPER ON A SINGLE METER PIT AND 1 Q � EX. 24" PRPA WATERLINE \ TYPE-K COPPER ON DUAL PITS UNLESS OTHERWISE NOTED. � \ �� � / � � \ � � � o � � �o � METER PITS SHALL BE LOCATED WITHIN THE EASEMENT AND Z � � SHALL NOT BE LOCATED UNDER DRIVEWAYS OR SIDEWALKS. � / `F� � / � � 12. LANDSCAPING WITHIN THE TRAIL EASEMENT SHALL BE PROVIDED O \ � �,, iy � � �� ��o IN ACCORDANCE WITH ALL APPLICABLE CITY CODES AND WILL � EX. 24" ELCO/NWCWD WATERLINE � \ � /� �� / REMAIN THE RESPONSIBILITY OF THE UNDERLYING LANDOWNER. � \ � � j EX. FIBER OPTIC LANDSCAPING MUST PROVIDE ACCEPTABLE CLEARANCE FROM � \ THE TRAIL SURFACES AS SPECIFIED IN THE TRAIL MASTER \ PLAN. SPRAY IRRIGATION, IF REQUIRED, SHALL BE DESIGNED � ,c `� � O � \ p � AND MAINTAINED TO AVOID OVER SPRAYING ONTO THE TRAIL. � \ � /� � � 13. THE CITY IS RESPONSIBLE FOR THE LONGTERM MAINTENANCE � � \ � OF THE REGIONAL TRAIL WITHIN THE DEVELOPMENT. \ ° MAINTENANCE CONSISTS OF SNOWPLOWING OF THE PAVED \ � �� F � �� � SURFACE OCCASIONAL SEASONAL MOWING 23' ADJACENT TO � w fE� THE TRAIL SURFACE, REPAIRING/REPLACING SURFACE DAMAGE � \ � ,,`j Dy �\ OF THE TRAIL, AND ALL OTHER LANDSCAPING MAINTENANCE �, � �o � WITHIN THE EASEMENT. \ a / ° �o � � � � � � \ °ti � � �y � ,� F o� � � � � ° � � \ � � � � � � � �� o 0 0 � > i � � �O � \ � o � i / � i � �i \ / � � �� �' / � °'yF,� / / � \ , \ TST INC. � � � � CONSULIING ENGINEERS � � 0,5,� 748 Whalers Way � � � \ Suite 200 Fort Collins / / � � � Colorado 80525 � �O \ � Phone: 970.226.0557 / / \ JOB N0. � \ 0 1230.0009.00 � \ \ � / / \ �� �� � SCALE �» = 30� / \ \ �\ DATE � � / �y JULY 17, 2024 � � \ \ 30 � 30 60 / / � SHEET � �\ \\ / � � i� \ py� scale 1"=30' feet : F 51 of 216 �, � i , - �, \ Z O SHARED WATER METER SHARED WATER METER SHARED WATER METER � � Z � O � (n w 1.5'-2.5� FROM 2.0' FROM 1.5'-7.8� FROM 1.5' FROM 1.5'-8.5' FROM 1.5' FROM > � DRIVEWAY PROPERTY LINE DRIVEWAY PROPERTY LINE DRIVEWAY PROPERTY LINE � 3.0' OFF 1.0' FROM 1.0' FROM 2.5' OFF 1•5'-7.5' FROM 1.5'-7.5' FROM 2.5' OFF 1•5'-7.5' FROM 1.5'-7.5' FROM DRIVEWAY DRIVEWAY DRIVEWAY DRIVEWAY DRIVEWAY DRIVEWAY DRI-VE� DRIVEWAY DRIVEWAY �� �� AU.EY C. C.L A C.L ALLEY .L ALLE C.L C.L C.L C.L C.L �w � w �w wz wz wz �J � J �J 5' S.B. IN. Q 8' SB. 18' T UILDABLE 5'S.B. IN Q 6' S.B. 22' LOT UILDABLE 5'S.B. IN Q p' 22' LOT UILDABLE ?�� MIN. ?� � MIN. 3� ?�H MIN. O O O W �J f- J �J H W = Z Z W W Z = z Q �� � � �� I �� � � - � lL io iq ^ in Li- ^ LL in in iq ^ O w I � �...J � � O W I �J I � ; I �J � �W �J I � �J � � O w I O •-g j j I '- � i ' i '- g i i m DRAWN 0 � BRB � � ' V CHECKED � � W W DAP � � � � 0 } � � � DESIGNED � � � COURTYARD COURTYARD COURTYARD BRB � FILENAME � PORCH ABOVE PORCH ABOVE PORCH ABOVE 0009_U1ILITY LOT TYPICALS � ` I I I . . _ • • • o � � � �d } � � � wo � SIDEWALK SIDEWALK SIDEWALK SIDEWALK SIDEWALK SIDEWALK T4 T4 T4 T4 T4 T4 SINGLE FAMILY ATTACH� - SINGLE FAMILY ATTACHED - SINGLE FAMILY ATTACH� - SINGLE FAMILY ATTACHED - 22FT SINGIE FAMILY ATTACHED - SINGLE FAMILY ATTACHED - COMPACT LENGTH LJVE/WORK 22EI 22EI COMPACT LENGTH (�MPACT IFNGTH COMPACT LENGTH IXTERIOR CORNER 'COM�PA�RT LENGTH LJVE/WORK CEOMERI�CRT LENGTH LJVE/WORK EXTERIOR CORNER INTERIOR EXTERIOR OCCUPAT10N: 66.0� FRONT YARD ; FRONT YARDI, FRONT YARDI, OCCUPAT10N: 61.096 OCCUPATION: 78.5% OCCUPAT10N: 63.996 COVERAGE: 83.57L OCCUPATION: 80.09L OCCUPAl10N: 68.47L COVERAGE: 72.OX COVERAGE: 89.8% COVERAGE: 75.3X F.B. PRIMARY: 1009L COVERAGE: 90.OX COVERAGE: 86.09L F.B. PRIMARY: 10096 F.B. PRIMARY 1009G F.B. PRIMARY: 10096 F.B. SECONDARY: n/a F.B. PRIMARY: 1009L F.B. PRIMARY: 100� F.B. SECONDARY: n/a F.B. SECONDARY: n/a F.B. SECONDARY: n/a F.B. SECONDARY: n/a F.B. SECONDARY n/a �; SIDEWALK y SIDEWALK �; SIDEWALK N IJ N T5 N IJ SINGLE FAMILY ATTACHED - SINGLE FAMILY ATTACHED - SINGLE FAMILY ATTACHED - IXTENDED LENGTH EXTENDED LENGTH IXTENDED LENGTH IXTERIOR CORNER INTERIOR EXTERIOR OCCUPATION: 68.3% OCCUPATION: 71.4X OCCUPATION: 60.97G COVERAGE: 90.6X COVERAGE: 95.4X COVERAGE: 80.77G F.B. PRIMARY: 100% F.B. PRIMARY: 100% F.B. PRIMARY: 100�G F.B. SECONDARY: 69.6X F.B. SECONDARY: n/a F.B. SECONDARY: n/a � O � � � SHARED WATER METER SHARED WATER METER � � � J m W � 1.5'-8.5' FROM 1.5' FROM 1.0'-2.0' FROM 2.0' FROM � � � DRIVEWAY PROPERTY LINE DRIVEWAY PROPERTY LINE �/� V♦ � � 2.5' OFF 1.5'-7.5' FROM 1.5'-7.5' FROM 3.0' OFF 1.0' FROM 1.0' FROM � � � DRI�� DRIVEWAY DRIVEWAY DRI�F DRIVEWAY DRIVEWAY � C.L ALLE C.L ' C.L AI.IFY L Y C.L C.L > � � Q� w � w � z Wz J y� 22' LOT UILDABLE Q J Z• 18' T UILDABLE � � � F- MIN. 3' � � f- IAIN. � O O � F-- J F- J N O � � • � - N O = , z - z L� F- � _ �'` ~ � � � O � � � � � � � � a � � I � I � o � I �I � I II � _ _ I_ -_ ._ _ _I _ II i_ ._" I ! � : J � } � Q � W � . � � a 0 � o � - � J PORCH ABOVE PORCH ABOVE PORCH A130VE _ i � SIDEWALK �; SIDEWALK �; SIDEVVALK � SIDEWALK �; SIDEWALK �; SIDEWALK N T5 N T5 N T5 N T5 N T5 N T5 SINGLE FAMILY ATTACHED - 22FT SINGLE FAMILY ATTACHED - SINGLE FAMILY ATTACHED - SINGLE FAMILY ATTACHEb - SINGLE FAMILY ATTACHED - SINGLE FAMILY ATTACHED - COMPACT LFNGTH 22E� 22EI 16FT 16FT 16FT EXTERIOR CORNER COMPACT LENGTH COMPACT Lf:NGTH COMPACT LENGTH COMPACT LENGTH COMPACT LENGTH INTERIOR IXTERIOR IXTERIOR CORNER INTERIOR EXTERIOR OCCUPATION: 83.19L COVERAGE: 89.5�G OCCUPATION: 86.996 OCCUPATIONi: 74.OX OCCUPATION: 78.696 OCCUPATION: 83.196 OCCUPAnON: 67.696 F.B. PRIMARY: 1007L COVERAGE: 93.59L COVERAGE: 79.8X COVERAGE: 87.8% COVERA�E: 93.6% COVERAGE: 75.696 F.B. SECONDARY: 100�G F.B. PRIMARY: 100� F.B. PRIM/�RY: 1009L F.B. PRIMARY: 100�G F.B. PRIMARY: 1001G F.B. PRIMARY: 100X F.B. SECONDARY: n/a F.B. SECOINDARY: n/a F.B. SECONDARY 89J% F.B. SECONDARY: n/a F.B. SECONDARY: n/a TST, INC. CONSULIING ENGINEERS 748 Whalers Way Suite 200 Fort Collins Colorado 80525 Phone: 970.226.0557 JOB N0. 1230.0009.00 20 � 20 40 SCALE 1�� = 20� scale 1"=20' feet �a� JULY 17, 2024 SHEET 52 of 216 Z O 1.0'-8.0' FROM 1.0'-8.0' FROM 1.0'-8.0' FROM 1.0'-8.0' FROM 1.0'-8.0' FROM 1.0'-8.0' FROM � � DRIVEWAY DRIVEWAY DRIVEWAY DRIVEWAY DRIVEWAY DRIVEWAY p � 2.0' OFF 2.0' OFF 2.0' OFF 2.0' OFF 2.0' OFF cn w 2.0' OFF DRIVEWAY DRIVEWAY DRIVEWAY DRIVEWAY DRIVEWAY > � DRIVEWAY � ALLEY C.L A f C.L ALLEY C.L ALLEY C.L C.L A C.L �w �w �w �w �w � w wz wz wz wz wz wz ~J ~ � 8'S.B. MIN 8'S.B. M N ~ J ~J ~ J 5'S.B. MI . 5' S.B. I ~ J 5' S.B. MI . 6' S.B. M N �� 8'S.B. MIN 6'S.B. N � � � � 5'S.B. MI . 5' S.B. I �� 5' S.B. MI . 8' S.B. M N Q� � � O O O O �' O O HJ h-. J HJ HJ �— J h- J fW0 � tw/) O � fn0 � I UwjO � cw/) O � (w0 � L�H � L� F- � L� I- � L�H � L� F- � L� F- � L� in L� ;� L� io L� in L� io L� io O� O � O � O� � O � O � �W �J � W �J � W �J, �W � I OW S Ow s i � �-- � � g �- � : � � � g � � i o � m DRAWN BRB CHECKED '� DAP � � DESIGNED � r � � � BRB � � � � FILENAME 0009_U1ILITY LOT TYPICALS Z Z m PORCH m POR�CH � PORCH m - � � PORCH �; � m - PORCH m - PORCH m - N N 4/ ,�... Vl tq t/1 ,.... aD ' GO ' uD aD ' SIDEWALK SIDEWALK SIDEWALK SIDEWALK SIDEWALK SIDEWALK T3.2 T3.2 T4 T4 T4 T4 SINGLE FAMILY DETACHED — MEDIUM SINGLE FAMILY DETACHED — SINGLE FAMILY DETACHED— MEDIUM SINGLE FAMILY DETACHED— MEDIUM SINGLE FAAAILY DETACHED— SINGLE FAMILY DETACHED— ALL CONDITIONS cusi i INTERIOR EXTERIOR CORNER �� �� EXTERIOR CORNiER INTERIOR EXTERIOR CORNER OCCUPATION: 51.1 x OCCUPATION: 54.19G OCCUPATION: 53.OX COVERAGE: 75.07G OCCUPAl10N: 61.59L COVERAGE: 78.67G COVERAGE: 78.1�G OCCUPATION: 66.79L OCCUPATION: 64.89L F.B. PRIMARY: n/a COVERAGE: 73.596 F.B. PRIMARY: 85.O�G F.B. PRIMARY: 85.09G COVERAGE: 78.67G COVERAGE: 79.296 F.B. SECONDARY: n/c F.B. PRIMARY: n/a F.B. SECONDARY: n/a F.B. SECONDARY: n/a F.B. PRIMARY: 91.7X F.B. PRIMARY: 91.77G F.B. SECONDAR`f: n/a F.B. SECONDARY: n/a F.B. SECONDARY: n/a � O � SHARED WATER METER SHARED WATER METER � 2 � � 1.5' FROM 1.5' FROM � � J 1.5'-8.5' FROM 1.5'-7.5' FROM PROPERTY LINE 1.5'-8.5' FROM 1.5'-7.5' FROM PROPERTY LINE � � � 12.0' DRIVEWAY DRIVEWAY DRIVEWAY DRIVEWAY 1.0' OFF 1�•0� FROM 1.0' OFF FROM 2.5' OFF 1.5'-7.5' FROM 2.5' OFF 1.5'-7.5' FROM � � DRIVEWAY DRIVEWAY DRIVEWAY DRIVEWAY �R��F D IVEWAY DRI�� D IVEWAY � � ALLEY .L A C.L ALLEY .L C.L C.L ALLEY .L C.L C.L � � � w �w � w � w � � � Q J 5' S' Q J 5' 6' Q J 6'S.B. 22'LOT UILDABLE 5' S.B. IN Q J 6' S.B. 22' LOT UILDABLE 5'S.B. IN � � � � O B. MI Z. . .B. MI �O B. MI 2, . .B. MI � O MIN. � O MIN. 3� � F- J • F-J , ..._ � J . . . . . . . . � J . W Z — — ' W Z -- -- - W _ -. . Z - —. - _ _ W . - — - - z I , z z � � ' - - ' - � OO � �OO � �O � � � O � � � O � � O� � O � � � � (� O � � � i � - — -- - — - - — - -- - — - � W I` I OW OW � � I J oW i s i s s Z r � � J �� � � - - - - - -- -� - - - � � - -- - - �- --- -� - - - � o � � . ; � W p Q � /�j 3 ' �q �ai COURTYARD COURTYARD COURTYARD � Q � � PORCH ABOVE ORCH ABO PORCH ABOVE o - N 0 o PORCH ABOVE PORCH ABOVE PORCH ABOVE � � � } � � � G C �' �' N � � SIDEWALK SIDEWALK SIDEWALK T4 T4 T4 SINGLE FAMILY ATTACHED — 22FT SINGLE FAMILY ATTACHED — SINGLE FAMILY ATTACHED — COMPACT LENGTH �Q �Q EXTFRIOR CORNER COMPACT LENGTH COMPACT LENGTH Z Z INTERIOR IXTERIOR � I � i I m ' PORCH m ' °'_ , �;� m • FRONT YARD OCCUPATION: 65.1% PORCH �;Z FRONT YARD FRONT YARD y� COVERAGE: 76.37G OCCUPATiON: 79.296 OCCUPAl10N: 67.4% `� `� �� �� � �� F.B. PRIMARY: 100% COVERAGE: 90.096 COVERAGE: 79.1X , i0 � : I op N . ._... ..� - ... . .. - — - - F.B. SECONDARY: n/a F.B. PRIMARY: 1001L F.B. PRIMARY: 1009G SIDEWALK SIDEWALK SIDEWALK SIDEWALK SIDEWALK F.B. SECONDARY: n/a F.B. SECONDARY: n/a T4 T4 T4 T4 T4 SINGLE FAMILY DETACHED — SINGLE FAMILY DETACHED — SINGLE FAMILY ATTACHED — SINGLE FAMILY ATTACHED — SINGLE FAMILY ATTACHED — COTTAGE COTTAGE 22EI 22EI Z2EI INTERIOR EXTERIOR CORNER IXTENDED LENGTH IXTENDED LENGTH IXTENDED LENGTH IXTERIOR CORNER INTERIOR IXTERIOR TST, INC. OCCUPAl10N: 52.3� OCCUPATION: 50.596 CONSULIING ENGINEERS COVERAGE: 77.6X COVERAGE: 78.3'X, OCCUPATION: 58.796 OCCUPATION: 71.4X OCCUPATION: 60.9% 748 Whalers Wa F.B. PRIMARY: 77.8� F.B. PRIMARY: 77.896 COVERAGE: 77.996 COVERAGE: 90.07G COVERA(�: 80.796 y F.B. SECONDARY: n/a F.B. SECONDARY: n/a F.B. PRIMARIf: 10095 F.B. PRIMARY: 1009L F.B. PRIMARIf: 100X Suite 200 Fort Collins F.B. SECONDARY: n/a F.B. SECONDARY: n/a F.B. SECONDARY: n/a Colorado 80525 Phone: 970.226.0557 JOB N0. 1230.0009.00 20 � 20 40 SCALE 1�� = 20� scale 1"=20' feet �a� JULY 17, 2024 SHEET 53 of 216 VAUL T VAU L T VAU L T VAU L T VAU L T VAU L T VAU L T VA U L T VAU L T VAU L T VAU L T VAU L T VAU L T VAU L T VA U L T VA U L T VAU L T VAU L T VAU L T VAU L T VAU L T VAUL T VAU L T VAU L T VAU L T VA U L T VAU L T VAU L T VAU L T VAU L T VAU L T VAUL T VAU L T VAU L T VAU L T VAU L T VAU L T VA U L T VAU L T VAUL T VA U L T VAULT VAU L T VAU L T VAU L T VAU L T VAU L T VAU L T VA U L T VAU L T VAU L T VAU L T VAU L T VAULT VAU L T VAU L T VAUL T VAU L T VAU L T VAU L T VAU L T VAUL T VAU L T N SEE SHEET 57 \ z � o c1� ~ N a z � O � � 0o N w + > � � N � � SSMH-1 F SSMH-1 A � SSMH-1 B STA. 19+61.76 STA. 10+00 STA. 10+10.78 W � Q 10+00 0 U� � O O -� �- O� m DRAWN � �7Xo BRB 0 � CHECKED �S, SS•o o � DAP � SF��, � � DESIGNED cn �' �`' SS-01 BRB FILENAME '2X 0009_SANITARY °� o cn � SSMH-1 E �' STA. 17+25.76 P0� ��C ��� ....... SSMH-1 C c��.'���Q������� v, STA. 13+50.06 : PQ � u, �3 SSMH-1D STA. 17+25.76 G S� "�o STA. 15+31.70 " Q�� O� :� 10 LF 12 PVC SEWER �C� � o. 0.22� SLOPE Q.�F�� ' O •C'G�tv ss-o� ss-o� INV. = 4982.44' C� '••••' � ��NAL E � ,5" SEWER ,�+�� ,-,2� PLUG KEY MAP 14+00 �5" SEWER 16+00 \ 15+00 \ N . T. S. NOTEs 5005 5005 1. REFER TO COVER SHEETS FOR LEGEND AND �t_��� ADDITIONAL NOTES. .r.. .. � 2. DUE TO GROUNDWATER, CUT-OFF WALLS AROUND THE PIPE USING CONCRETE OR BARRIER MATERIAL AT A MINIMUM DISTANCE 5000 5000 OF EVERY THREE HUNDRED FEET (300') (n ALONG THE LENGTH OF THE PIPE IS REQUIRED. W - - - - - - GROUNDWATER CUT-OFF-WALLS SHALL BE J - _ - - - - - - - - - - - CONSTRUCTED WITHIN FIVE FEET (5') � UPSTREAM OF EVERY MANHOLE. THE CUT-OFF � 4995 10.78 L.F. EXISTING _ _ _ _ S=O.'I�J% — - - _ _ PROPOSED WALL SHALL EXTEND INTO THE NAl1VE GRADE GRADE 4995 O MATERIAL A MINIMUM OF 12 INCHES (12") AND 15" PVC - - EXTEND AROUND THE FULL CIRCUMFERENCE OF Z � _ _ _ - - - - - _ _ THE PIPE AT A MINIMUM AND HAVE A MINIMUM O � _ - _ - - - - _ WIDTH OF TWELVE INCHES (12�). SEE SHEET � _ _ _ - - - - - - 202 FOR DETAILS. (n 4990 - - - - - - - - - - - - - - - - - - - -- - - - - - - 4990 � � - - - - - � Z — — — — 0 0 Q F, 194.06 L.F. 236.00 L.F. � W J 4985 181.63 L. 4985 � � � 339.28 L.F. S=0.15� S=0.15� S2 O•pVC � S=0.15% 15" PVCI 15� PVC 15" PVC � I ,� a = w _ �' > � � 4980 W 4980 Q W w � _ � N � — — — W — W O � — — N 4975 3 r• � � 4975 � � � w ..� w 3 w N 3w� 3� Q � � � N v �,,� �� �� � �cc � � O N � MN p ^ � � � tp � � � I� O � � p� � � � cV � N � 00 — • 00 • 00 00 � � N � � � �� � � � OM� � � �ONO � � � �� � � � � � t�0 � � 4970 0� rn o0 0o rn � � rn � rn a� � rn 4970 Q � X 0�� � � 0� � �� � �p� � �� � M � � �� � N� � � �� � � �� �� ♦A QO o � Z mO � Z = � M� Z = Q � � Z = � �� ZZ = i � � Z = V♦ _ � II - _ . II - � _ . II - � _ . II - � _ . II - - � _ . II - � � w Q� j � Q�> > — � a�> > � a� > > � a� » > � a� > > 4965 Nv � �z cNnc~n �z z - NN� z z NN � z z � N� zz z � N �z z 4965 9+50 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 TST, INC. CONSULTING ENGINEERS 748 Whalers Way Suite 200 Fort Collins Colorado 80525 Phone: 970.226.0557 J08 N0. 1230.0009.00 SCALE H:1"=50' V: 1"=5' 50 � 50 100 oA� JULY 17, 2024 scale HORIZ: 1"=50' feet SHEET VERT: 1"=5' 56 of 216 VAU L T VAUL T VAULT VAUL T VAULT VAULT VAULT VAULT VA U L T VAULTVAULT VAULT VAULT VAULT VAULT VAULT VAULT VA U L T VA U L T VA U L T VAULT VAULT VAULT VA U L T VA U L T N z 0 � � � Z � O � N w > � W �' � � U � � j0 i � �� � a� ' . Cn �: ' :o :� TRACT Z TRACT Y ,v.� SS—ZD f ° I I I J I I I I I LOT 27i � .1 1 '' LOT 14 LOT 12 LOT 10 LOT 8 LOT 2 � . �:� LOT 28 LOT : o � - LOT 6 LOT 4 � �� I I I I I i ., ', c.� , LOT 15 LOT 13 LOT 11 LOT 9 LOT 7 LOT 5 LOT 3 LOT 1 •`' � o I ' SSMH-2DA !''�` N I vi'. m �a�-.� ' STA. 13+58.53 _W S W S W S S W W6 S W W S 9,�,� W S S W N,6 S :; � � g W S S � � ��,� � 13+0 — -12+00=$' S WER= — 11+00 — — .i .J10+00 r ; i — — — DRAwN BRB • LOT 16 � ` - �.� , , . - � . - . � ss-2o. . � . � .I I J �� �-o . , � CHECKED , \ LOT 17 �/ . . , . . . �y E: � . ` ` ST,3Ko� �r DAP ��� LOT 18 �}C�x°� '� � - -m n�- S — M S - S - M S S "�" nn S S M M S S o . M $ M $ $ 1 DESIGNED � g/���^ � � -� �/ t�a �� SSMH-2D � � BRB , ,, , `� �a z: � � �m STA. 10+00�.�' Z � � � � i c• LOT 20 LOT 22 LOT 23 r i � ., FILENAME �/. LOT 19 y� � ' ��e • � m" N c� LOT 28 ��` a :I LOT 29 LOT ; 0009_SANITARY ���o , � ' / LOT 21 �o LOT 26 � � LOT 30 / a" � LOT 25 LOT 27 f ` � I I •I � '` . � � I R I F R R I F�I L O T 2 4 I I� R I F R R '�� _ w��: I F� R I DO L/ � �; P C I I� SSMH-2D6 � � . . . . . 0 � • i �' •I.I [�I ����•�•� �1P`�' � / �'�� PQQ���G�� � � STA. 14+50.46 ��: � � . °',y�l f� �I I� �.v,w W','.�,� p���'C,O�c' � � _ Q��p� •�p.�t��v " _ , TRACT BB I �4 •....• G ��NAL E� KEY MAP N . T. S. NOTEs 1. REFER TO COVER SHEETS FOR LEGEND AND ADDITIONAL NOTES. 2. DUE TO GROUNDWATER, CUT-OFF WALLS AROUND THE PIPE USING CONCRETE OR BARRIER MATERIAL AT A MINIMUM DISTANCE 5010 5010 OF EVERY THREE HUNDRED FEET (300') (n _ "�_��� _ ALONG THE LENGTH OF THE PIPE IS REQUIRED. W vv �v CONSTR CTED WITHIN F VE FEET �5��LL BE J � UPSTREAM OF EVERY MANHOLE. THE CUT-OFF � WALL SHALL EXTEND INTO THE NAl1VE O 5005 5005 MATERIAL A MINIMUM OF 12 INCHES (12") AND EXTEND AROUND THE FULL CIRCUMFERENCE OF Z � _ THE PIPE AT A MINIMUM AND HAVE A MINIMUM O � WIDTH OF TWELVE INCHES (12"). SEE SHEET � — PROPosE� — 202 FOR DETAILS. (n � GRADE � 5000 -� 5000 \ - -- � � Z - - - - � EXISTING Q Q � � — — — — � _ �GRADE — I — — � — _ � � , _ _ _� _ _ _�� m W J 4995 4995 � � � 91.93 L.F. � Q � S=0.4090 358.53 L.F. Q = W 8" PVC S=0.40% _ > � � 8" PVC � 4990 4990 � W - - - — Z � - � � 4985 4985 � � Q � - - - - - � Z 4980 ^ W 3 4980 � •�• �,�,-�Z � � �� J � ZN � � �� � ���� — � � � � � � � 00 � � � �p� � 1'� I� � � �9. � lI) � � � 4975 � o� � � � � � � � o oN � � � � 4975 m �o II Q ,�o II � oo II � +� � � +� II � o o +� II II II � — N �� = N � � Z = N W �� Z Z Z = _ . II � _ . II — 0 = o . II — — — � — � �� > N �� > > (� Z ��» > > 4970 � N� z � N � z z Nv �� zzz z 4970 15+50 15+00 14+00 13+00 12+00 11+00 10+00 9+50 TST, INC. CONSULTING ENGINEERS 748 Whalers Way Suite 200 Fort Collins Colorado 80525 Phone: 970.226.0557 J08 N0. 1230.0009.00 SCALE H:1"=50' V: 1"=5' 50 � 50 100 oA� JULY 17, 2024 scale HORIZ: 1"=50' feet SHEET VERT: 1"=5' 64 of 216 VA U L T VA U L T VA U L T VA U L T VAULT VAULT VA U L T VA U L T N z 0 � � � Z � O � N w > � W �' SS-36 SS-3A � �J �J I �J �J I �J �J I I �I I I � - _ - -- - � . -= W . >i j� �.. . , --� --- � -,1 �'��--f..` ' � ' I. .I I_ o \ LOT —rtl ' - - - - - - - �- . .; � - - � LOT 23 � : - - - — } � LOT 29 LOT 28 LOT 27 LOT 26 LOT 25 LOT 24 LOT 22 LOT 21 LOT 20 LOT 19 LOT 18 � , � o .�; m W LOT 1 fn � �. � \� SSMH-3AB Q� SSMH-3AA I `�. ��i DRAWN \ � STA. 13+03.13 � . STA. 10+21.12 � ; . ,� �.�� BRB ; LOT 32 LOT 31 < � S W * — S`r W v. Sv—e —S W �N�_ _ � W � S W S S W S .• :; ` CHECKED �� LOT 30 — — — — — ' __ — ° � S � . . .. 1 +00"•� 12+00'.— , ,8 S�W R�,__11+00 " SS-3A ._ _, ._, ._ T..o , —i � � : ��I �; � . , ,. . , . R ,. � W ` . , ' • . ` . ESIGNED � w X65; $, SE 3P ; � , � . e e .� ; � .� >.. ' . 'o o ° LOT 2 27' A.E., i � �.�j D BRB 0 . o � '' ; �3 •� SS . ;. ' � — — _ __'J�l1EY — =—_— — —— �_ — — — o D. , & . ;` . S . o . , . � . , o. , � .-� . J- —�- �- 6 . � , � Y � . d ., o . �� ' ° ' �' ' ` . W .� � . , i �'o �: O � �I a — S— — — FILENAME � \ a � � ' � ' . . :o . . , _ . . °� , ° • ° ° ' I� 10+00—SS 36. .-10+62 SSMH-3AC � � � �� - . o �l r ��o• . --� ss-o3 ' ; �M P � �.- . 8 . nu:�r�c, 0009_SANITARY STA. 13+65.13 � ��n� . , y��'' ° . : . `' � � `SEWE \ � N� A �' ��TRACT H W � �g �SSMH-3F S LOT 3 SSMH-3G SSMH-36A � � v � 0 �� `" �oT 3� � o�Q ��� , °' STA. 10+00 STA. 10+62.06 �I�� � �P.�,.,C � \N � ��\ � 3 /�%�%� � �'N .j • � �M STA. 'I O+OO I j �I TRACT H �� V�':�� � ��P'� �C� °� \ N�� �\ � � y, " , ° . S LOT 8 I f " �I / � � Q.QQ� �G'� � � � � � \�\ °�`°� � � �7 LOT 7 i -�' 30' ELCO /� �Q\�G�,O�S p �� � LOT 32 �o ,. � , ' � � �S � � \ o ° . � WATER ESMT r� d,` Q O � • � � :� � � .i� M , „T � ,,, :�I � . F ,:,� �4� /•.....��G� KEY MAP �NAL N . T. S. NOTEs � 1. REFER TO COVER SHEETS FOR LEGEND AND ADDITIONAL NOTES. 2. DUE TO GROUNDWATER, CUT-OFF WALLS AROUND THE PIPE USING CONCRETE OR BARRIER MATERIAL AT A MINIMUM DISTANCE OF EVERY THREE HUNDRED FEET (300') (n ALONG THE LENGTH OF THE PIPE IS REQUIRED. W GROUNDWATER CUT-OFF-WALLS SHALL BE 5010 5010 5010 5010 CONSTRUCTED WITHIN FIVE FEET (5') J ��t,"—�o `t,"�—�� UPSTREAM OF EVERY MANHOLE. THE CUT-OFF � WALL SHALL EXTEND INTO THE NAl1VE O _ PROPosE� MATERIAL A MINIMUM OF 12 INCHES (12") AND — cRA�E EXTEND AROUND THE FULL CIRCUMFERENCE OF Z � 5005 5005 5005 5005 THE PIPE AT A MINIMUM AND HAVE A MINIMUM O � WIDTH OF TWELVE INCHES (12�). SEE SHEET � PROPOSED 202 FOR DETAILS. (n � — — GRADE — _ � Z 5000 5000 5000 5000 Q 0 Q - - - - - - - - - - - - - _ _ _ _ _ - - - - - �� - - - - _ _ _ m W J - EXISTING� � � � — GRADE Z'I.12 L.F. — �EXISTING GRADE � Q � 62.00 L.F. S=0.50� 4995 4995 62.06 L.F. 4995 8" PVC Q = W S=0.5090 282.01 L.F. S=0.50� � � 8" PVC S=0.50� g" PVC � 8" P VC — a W � � 4990 4990 4990 4990 Z � � _ _ � � — - — Q 4985 4985 4985 W 3 4985 � .-. .-.� � � ZZ � � Z - - _ "" '`� � � o cc Q N M 00 C�I � 4980 w 3 ,� 4980 4980 o a �! rn rn � � a `��. � 4980 ..� .. ,��w c� o o� � � cv � � 3 � ..� w 3 W cn � o o I I Q �o I I � Z � z � � vz � Mo +� II II � M +� � O � O � � ln � � � Z � M N = � � �� Z Z � _ � �� � CV tD CV p 0 Q � I� I� 'a` �, 'a` �, �s` rn oo � �' a� > ; � � a� � oOM � � oOM � pNj � oONp�pC� � �'e` � �0^Orn � NGN� ZZ Z � � � Z 4975 � r � r rn � � rn o a rn rn 4975 4975 4975 (� c�p0 II m0� � �� aN� � �� � � 00 � � II a +� � Q +� II � a +� II � � o +� II II � 9+50 10+00 11+00 M � � � � � � Z � _ rj p � Z � � W p � Z Z � _ . II � _ . II — � _ . II — � = o . II - - � NH� > N �� > > N �� > > � Z H� » > 4970 cncn � z NN � z z N � �z z �" N � zz z 4970 15+00 14+00 13+00 12+00 11+00 10+00 9+50 TST, INC. CONSULTING ENGINEERS 748 Whalers Way Suite 200 Fort Collins Colorado 80525 Phone: 970.226.0557 J08 N0. 1230.0009.00 SCALE H:1"=50' V: 1"=5' 50 � 50 100 oA� JULY 17, 2024 scale HORIZ: 1"=50' feet SHEET VERT: 1"=5' 68 of 216 VAULT VA U L T VA U L T VA U L T VA U L T VAULTVAULT VAU L T VAU L T VAULT VAU L T VAU L T VAU L T VAUL T VAULT VAULT VAULT VAULT VA U L T VA U L T VAULT VAULT VAULT VAULT VAULT VAUL T VAULT VA U L T VA U L T VAULT VA U L T VAULT VAULT VAULT VA U L T VA U L T VA U L T VAULT VAULT VA U L T VAULT VAULT VA U L T VA U L T VA U L T VA U L T VAULT VA U L T VA U L T VA U L T VA U L T VAULT VAULT VAULTVAULT VAULT VAULT VAULTVAULT VA U L T VA U L T VAULT VA U L T VAULT VA U L T VA U L T VAULT VAULT VA U L T VA U L T VA U L T VA U L T VA U L T VAULT VAULT VAULT VA U L T VA U L T VA U L T VA U L T VA U L T VAUL T VAULT VAULT VAULT VAU L T VAULT VA U L T VA U L T VA U L T VA U L T VAULT VA U L T N Z 0 � � Z � O � (n w > � W � JI—JF� '— ` � JI—JL JI—JK �— ` � JI—JL W � � — i — Q � �` - • � . � ��_ �W � _ - . �• M . � � N\ _ o . . . . . , , . _ >. . . �ij ' „ > �`t , ; . > . > , . �, . . • "r , .> � � i o . ,.. . . . . . . . . : � . P � , , . � . > � � :. ° ��: ° : . , > . � . , . , � : >. . : � � '� �'" . � �✓� �� ST-3T m _\r � i �,� _ _ I �I: _ � . f / _ I �I, �� a� N � � .; � �� � r, � � � � I. DRAWN � - �. � BRB � �_ � � � _ ,� .� — � � '� � � � � _ � _ r � a � � �� � � 8 � I CHECKED � i o+�2�+oo �o DAP J I °�: CONNECT TO LID#5 �, � I •� ' , � '—� J I. '' � �, � � .'�• , � �—� DESIGNED � � STA. 10+12.03 � � cn � � BRB ,� t . � — _ ,cn �t N � � N .cn I '' ' � ' STMH-3AB �I �o�� :� . FILENAME � � N I f REFER TO SHEET STA. 10+00 � ,� , I �� � �I f�REFER TO SHEET / � N . . I I� 0009_STORM P&P � ,P 209 FOR LID I �� � ' 209 FOR LID I � � SYSTEM DETAIL— M •'' � � o SYSTEM DETAIL— � '� tn 0 L/ � � cn � N � � �` I v, i � � I �P�•....c � � � ,�- � � � ,� � dp���pRE �1P�' p� � � 'I � � ',�`/` � � � � °�� � � _ ',f � _ � g �° v.'�'` QQ���G'� � tn � � , / o _ �tn N � � N � \� o _ �N � � O��G G�`�'� . —�— � r � N ` ;—r �, � cn � :� �, � � ,%, � � ' �� � � ° � � ` �� Q� FO� ��' <v / � Icn �, N . ' 1 '° �n � cn '��' ' � � e,f� / c�i � � -�-�o+zs �o+oo � � �4� •....•• �G �_ , '/`� ��- � .� — ° ` I ,�`�� � � � .�° �ONA�E �' y � ' . ;� c/� ' .� �— ���- l � c/� e'� �-' J'' � , � '` N OUTFALL LID#'S�� �- STMH-3AA N o'I KEY MAP _ � � ' � � J — � °T �> _ � STA. 10+25.83 � STA. 10+00 � `T � �,� lJ � � � � a � �,� lJ I � � � � d: N . T. S. � � t . N �1 � ,� \ � N ..� � � � ;° � Y 1 � ,� \ � N ..� � NOTES 1. ALL STREET INLETS ARE CDOT TYPE 13 COMBINATION INLETS UNLESS OTHER WISE NOTED. 2. ALL ALLEY INLETS ARE CDOT TYPE 13 INLETS WITH VALLEY GRATES UNLESS OTHER WISE NOTED. � Z W O J _ � � O 5010 5010 � � 5010 5010 `t,' � � � � `T_s` — — � � � �. � �.�. 0 PROPOSED � 5 � � � 50 5 GRADE— 5 � � � � 5005 PROPOSED 5005 100—YEAR HGL — � Q GRADE — � _ � J 100—YEAR HGL - � � � EXISTING 5�0� GRADE 5�0� � 5000 EXISTING 5000 � GIRADE _ \� � 25.83 L.F.I — O O 12.03 L.F. — — — S=0.50� — S=0.50% — � � 18" RCP 4995 18" RCP 4995 4995 4995 � 4990 3 4990 4990 3 3 4990 — z z " .-. N Z ��� W vv Z cD O � _ � I'cV� M � rn O � � � �` N � rn rn 4985 0��_� M � � d' 4985 4985 J o`V � t° rn �' d' 4985 � N� a o o I I � Nrn �p � II II _ � +� Mo,� II II � Q � II =� p ? ? O �- +d�- Q+„� II F- H. � Q ' Q M p W � II � � �� ? 00 � i-� ��-�» > z = o �� ��� > > > 4 9 8 0 o cn? cn cn� z z z 4 9 8 0 4980 v N? N N�Z z z 4980 11+50 11+00 10+00 9+50 11+50 11+00 10+00 9+00 TST, INC. CONSULTING ENGINEERS 748 Whalers Way Suite 200 Fort Collins Colorado 80525 Phone: 970.226.0557 JOB N0. 1230.0009.00 SCALE H:1"=50' V:1"=5' DATE JULY 17, 2024 5� � 5� 1�0 SHEET scale HORIZ: 1"=50' feet �O O� ��� VERT: 1"=5' VA U L T VAULT VAULT VA U L T VA U L T VA U L T VAULT VAULT VAULT VAULT VAULT VAUL T VAULT VA U L T VA U L T VAU L T VA U L T VA U L T VAULT VAULT VAULT VAULT VA U L T VAULT N , /I� � � I � � � �� � � � / / � � � � i o lltl � / I � � � -� � � � � � i i o � � � �1- � - � o � � > I -� �� n �� � w - -_ �� �, - � / � � � �_ � �-I� I _ �1 ,POND 427 OUTLET � � �� I I � I� I STA. 13+61.65 / / � �� �_ 1 III / I J x�� � I I � � I � . � �-� 1� �� � I � � o� Q � t f � � o � �� � � I � I � � ��� � f 1 � � � i � l STMH-8A - — � � ` ],� � � � - o STA. 13+31.06 � - - - - - - - - - � - - - � _ m �y `% + BRB T +— — I�-����j �I �\ � ° M �p �HO 3H0 3H �HO- DRAWN � � — � � � � � � ` � / /I %�--W- o � �- W � �� — W ' � W _ �_ CHECKED ( I � = W W � W W W W DAP T_E __ �� \\\ I / � � � / / DESIGNED BRB _ �_ � _ - � O _t � � g� o N � � � � _ F��EN 0009_STORM P&P ,� � `� � � �� o � -c — — � � I _ -� _ _ ��� =--�o---- . _ � o �-�- F�= - - � i ��_ i�J- ��4- �y `� � I I � o— — = — —_ — pp ��� —'— � � �� - - - - _ - - - - - � � \ N.F - -- --- - _ — �P•FtE•• �, - � � '�\ � � I � � � ° � ' i ` - - - _ ;•�° �o�G,�o� — � �, 1 � � a ��' � — � — _ : PQe ,�� J � STA F 10+00 -I l� 1 � � I ST-08 ����G Gp�`' : � �I \ , � sr—os � / � � � Q� FO� ���,<v� 1 � \ � o� 0� ......••��,\ l � �0+�_ 18" �STORM � 11+00 / — — � � � �`, � �ONA�E� ' \ � � — � i��� i 11 � � S�,H $B �. � KE P � � ( ` �, I STA. 11+51.89� � � Y M A � � ( � �_' 4� 1 � � N . T. S. �� '� �\ \ � �' I � � � � �`� � � / �( 1 � 1 � ���� \� � � I I i � � � . NOTES 1. ALL STREET INLETS ARE CDOT TYPE 13 COMBINATION INLETS UNLESS OTHER WISE NOTED. 2. ALL ALLEY INLETS ARE CDOT TYPE 13 INLETS WITH VALLEY GRATES UNLESS OTHER WISE NOTED. � Z Z W O J _ � 5000 5000 � O � - / _ _ _ � � � ���� � � / � � 0 100-YEAR HGL � � � U � � 4995 / w � � _ 4995 � W � II—U — � Z / ^ \ \ � \ � U � �i � / � Z � � � � / � J � \\ � � �� - - w u - - - - - 30.59 L.F. Q = J w ° � z S=0.50� � � � 4990 r `� z 18" RCP 4990 Q � GL� GL - � � -�t� � - HG O � - HGL�HGL HGL 4985 �79.16 L.F. 4985 151.89 L•F• S=0.50% ~ S=0.59% - �8" RCP � 1 g" RCP - - � - � � � � � W � 4980 W o -Q �-� � 4980 � � cn � � . u 3 w u 3`-' � u N � z " N � _ � � N O T p �� � � O - — C� � 00 � WJ � �A. � � � � t0 � � ~ � 4975 ,� o a°'o'`� rn d' o o'� rn `� p�`�c,� 4975 �� o ��� � II c°�� � II �oo +� m+� II H Q+� �� �— N+� �� II — _� IIZO =� �� ? O o� ll w�> ���> > ��� > > ��> 4970 �NZ NN� Z z N�� z z aNz 4970 9+50 10+00 11+00 12+00 13+00 14+00 14+50 TST, INC. CONSULTING ENGINEERS 748 Whalers Way Suite 200 Fort Collins Colorado 80525 Phone: 970.226.0557 JOB N0. 1230.0009.00 SCALE H:1"=50' V:1"=5' DATE JULY 17, 2024 5� � 5� 1�0 SHEET scale HORIZ: 1"=50' feet �� O� ��� VERT: 1"=5' VAU L T VAUL T VAULT VAUL T VA U L T VAULT VA U L T VA U L T VA U L T VA U L T VAULT VAULT VAULT VAULT VA U L T VA U L T VA U L T VAU L T VAULT VAU L T VA U L T VAULT VA U L T VAULT VA U L T VA U L T VA U L T VA U L T VA U L T VA U L T VA U L T VA U L T VA U L T VA U L T VAULT VAULT VA U L T VA U L T VA U L T VA U L T VAULT VA U L T VA U L T VAULT VAULT VAULTVAULTVAULT VA U L T VAULT VAULT VAULT VAULT VA U L T VAULT VAULT VAULT VAU L T VAULT VAULT VA U L T VAULT VAULT VAULT N �� � � �� ����_ � � , � � �� � � ,�� � � ���w e � � ��� �� � � -; I � �� �� _ � I � �1� � � �� �� � �, w ,� ,� �,, , ,- i � _ � , � � � ', �� � z Q �, � �� � � z ' � � ��� ��' � � , - � ,� � o , , I �, I ; _ � � � '�, ' , � ii � � � -� i '_ I I -� � w � �, . - � � I ; i Z � � � �� 0 cv ' d I ' ' i L I �' ,� / � cn I — �� _ � i � = i i % i I w �i � � � � I N I- I , � , � ;' � � I � r�, - o X I � I � � �/�, � , - - - - - - - - - - - � I ��'"� � ', � � � ����� i � W � , '�; - - - - - - - � I II , � � � � � ,� � �- ;� �1ii \� , � , o _ _ �; i � ; , , , - �� � , � � I - � � ; � - , ; i I ����� � � �I`� � _- � _ i�' � � � -� ' I o � � � _ ' �HO � �HO 3H0- � I v� �_ �, ��, �� � ` � � � - i. � Z , I I III /, I - — / _: � -- � I m` � � I I� '� i , -I � ' ' _ , I I X - - - - - _ I ' ; , - - - - - - - - - - - - ; W�w -- »� �---�VV. 12" ELC�� INE W W-- � I I � I�, \ �\�,.��j l, � — — — � 23 LF 12 V � I I o , � � 10�+00 � �10+59 � � � � � � � � ! ' m � W EX. 24" P�PA LWE W �Ec ' � � ' �� � � � � �, , — — — — � � � , � � , � p I � I%; , w �� O / z � o' � , � - , , ; _ � �Q _ � 3 � �HO �HO-�—�HO � I � � � _ � - " FX — a , 0 _ � - \ ., , z � o - � m ST-08 / , \ ,_ I ,' i w�W W - - - �A/���V. 12" ELCC�� INE W W_ o F N GIDDINGS RD � � , � _,, - -� I � �- — _ - _ � 1 EX. 24" P PA LINE W 0° I� W g< � \ � , o I', 0� `�EP � �� m 1 LF 4" PVC-w; W � W � _ � � � , m — _ - I / `L � — — f I _ __ � , �� � �'� �I I �cv �� � � — — — � +00 10+54 RAwN - - � F� — - O FCf- - - F0— � _ �o C ; ' Ix -n T-Fp --F,O=F� - _ — — _ ; � E OHE 0' �0 ` HF - 01�E �SFfE � �J -� o BRB _ D I I W ! -- - -- - _ r - , _ - - — � — — __ _ - 'o , � , � � - � \ N N GIDDINGS RD �. cHECKE� I I , �' _ --- - _ � - _ - , _ _ _ �� _ ,_ _ F� � -� - -- _ _- - ' -- �_F�� . --- o -- -- - � � � ,� - - F �. , - - --- �F _ --� � - � � w � - � , _ _ g< ; -- - � -- - ' ' _' _ - -- - - - - _ _ ---- — _,- _ . �„ - --- T = � �` DAP -- _ - , _ " -� i �I � � � / --� � � � � �'i I � I �N � �- I - ; i `i ,I ' � O W � / � � � . 'rl ,- -�� DESIGNED - �� -� �- — FQ F6 - - - ' � � ---- -- - FO --- , Iw F'���F� � EX ELCO WL-02 FILENAME BRB -- — '-L- - _ _ / ; i , ' � � � � I X O� '-- — � i - --- -, � — - - � �� � -' -� '- — — - --- - - - �-I, � ' ; � � _I I� — �r� ;' � — _- MOUNTAIN VISTA DR i _ _ o � � �' , I o � - - -- — F��-FD�- 009�XISTING WATER P& I o' � - o � - - - - _ -- --- ST-08 � ' — � I � � i � — � i I pi i � i �- - - - --- - -- - EL -- >. � � - 3 � � Q I I - - - � � ' -- , - ' '� � � , _ _ - �_ � . �2 c urvE 27 � � �� , ' �� � � ,� ��� � � EX PRPA WL-01 �p,00.L/C � � � ; � � �� - �,- ' � --- F V - - ,p - - ; o � _' � � -'��- - - -� — � � _ � - - -- - io+oo --- - �0+�4--- - � - == j � � I g� ' I V�'.•�4� p�1Q'�' pC� � � � � --- , - � __- -- � - �� � � i� � • � � _ _ — z ;' -�� \ � � --- � � � - - �'� - -- - - _, � �� , ; _ ; � -�o' � � I EX ELCO WL-01 : �QQ ,��G � � �, �,��� . , - - I�, _ r � ' � �� - ' -�- ---�- ��- � - - - - sT os I �O��G - , � , I ' �� � � , ,� � ,�� � � , FO j , � � �S � __ � , , � z � � � � ������� � -- � ; � " Q� ��� �o'�v�v _ _ . - I , , � � _ , � � , � � , - - - - - , , : I ' � �, � I� , _ � � / � -� � �; _ _ � � ��� _ �� ,: i � , _ , , ��, ���� .�F , ; � � �� O � � G�' _� � i� � ' � � � � � � / � T' / � j � � � 1 �� -� -� � �0 •�����• � \ ; � _ , � � , � �� � �, �� � %� � , - � �� � � - - - � �, �NA�E� � l ' D � �- , � � , _/' _ �_ � � - - � � �-� � � �� %.,� �_ ���� �1_ _,,� ; � �- ; _ , I _ KEY MAP _ , �� � - �J , "� I � � , � _ � � � , � - , � � -I r z � - a - '�� i�-_�� , � -�� �� �� � � _ � �'� , � � < I �% N . T S. . ,, ��-� 'Cn �� ' . � � � ;� � � I � � o I �� � �� ml � � � �� \ � ', � � � ���� � , , � A ;; i ����� I �� ����� � �� � � � � Z Z J Z Q - _ � � � � � 5000 5000 5000 5000 � F X �_+K�_+n 'viui -�ri � � � 5000 5000 �-'` i ' ' " ' • ' �- � ' m W � �i� �� v v 'W�� 1'� i � - - �i� �� v� 'i�i�� �� — � � � - - 4996 4996 Q � 4996 4996 4996 4996 - - - � = J � � � _ - - � - - - Q - - - - - - � � - � 4992 � 4992 Z W � � 4992 � � 4992 4992 4992 - o � - - O � o � _ _ N � a N � _ _ � . �, � ' �� �� � � - _ � Z _ _ � Z � � 4988 4988 4988 4988 4988 � ° 4988 � Z - 24" PVC 12" PVC � 12" P VC — � - t° - - 4984 � 4984 � 4984 4984 4984 � 4984 � 4980 4980 4980 4980 4980 4980 - 4976 4976 4976 4976 4976 4976 - - o 0 0 0 z Z z Z W Z W Z o 0 0 0 4972 m �� m N� m N� m N� TST INC. 4972 4 9 7 2 w ..... W .... m .... m �... 4 9 7 2 Z ^ Z w Z ^ Z ^ J `-' N J � c V J ••N J �c V � m � m N cn cn w �W W ..v w ,� W w �W Q M � Q t� r+� CONSULTING ENGINEERS � � v� J �^ J � � 49�2 m -3 � m-3 � m 3 � m 3 � 4972 = � o �Mj' � V N V N N F N ao suite 20o Fort Collins J J ^ N v �� v v I� cV r� i[j 748 Whalers Way Q � N a ^ ^ Q ^ ap Q � pp J � J J O J � F �p � F O o0 � F � � 00 d. Colorado 80525 U N � U I� r'') U I� M U N � Q pp � Q O Q O Q pp op � � � O � � O � � F �p � F rrj � � rM � � tG � U O� � V � � U � � U � � — � � � � •- � � � � � � C� Phone: 970.226.0557 � pp � � ap � cp � a0 � F � ao F �j F cV F ,fj - II c�i � N d� d� � rn rn rn rn � � ap rn � � ap � � co ap rn � �� rn . p . � II . M II � M II � d. � � � � d. � ap d- ,� � � � � d- ,�,� � � •i ,� � � � 4968 in o = � o � �n o = � o = 4968 �oB No. 1230.0009.00 . � �� . �' �� . � �� . M �� � • °' � °' ' rn �. + n � � + n �- �r + u � + u �- 4968 �- II � � + II � 'n + II � � -F II � 4968 . � II . � , � I � z r � z `� o = � o = �r o � � o = 4968 � II '� + �� F- �n p �n `° �� 4968 � � � ? o d.. o � � ? o SCALE N � Z � N � Z � N �Z Q N � Z Q �' pZ O � OZ O d- pZ O � pZ O N � Z Z N � � � N �� � N Fa-• > > �» = 40� � � � � - - - 4965 � N - - r N Z z � N Z Z `' � Z Z 4965 Q > > QJ � Q> > a > > N N N N � NZ Z � (jZ Z � (�Z Z � NZ Z � a> > � a> > � Q > > � Q> > � 4 9 6 5 4 9 6 5 4965 � ~ Z Z � ci z z ! c~n z z ! � z z 4965 � N _ _ JULY 17, 2024 40 0 40 80 SHEET scale HORIZ: 1"=40' feet 121 of ��� VERT: 1"=4' VA U L T VAULTVAULT VA U L T VA U L T VA U L T VA U L T VAULTVAULTVAULT VAULT VAULT VAULT VAULT VAULT VAULTVAULTVAULT VAULT VAULT VAULT VAU L T VAU L T VAU L T VAU L T VA U L T VA U L T N Z 0 � � Z � O � I I I -- • -- I �.,. .., �.,� �� � ` cn ` (n w > � BL�OCK 8 5' U 11 LI TY � e�. "' 1. 1 cn � ' � ESMT. (TYP) S � � —SW _SW S _ 5W _ 5 Syy _S _ � W , � �� 1 � —�� — — _ _ � .�� � :1 1 LOT 11 � IRR—OS -� . . . y �b - � . � � _� .� p . . . � ��m� � � ; � � STA. 13+58.08 . . — � o " � ' ��S � S S S S. — j�fi - - v�►� — — \ `�, ..1 1 LOT 10 � 4»X6" Tee Q S S S _ S M S 1 , r : cn 1 4 GTV (SW) o LOT 33 LOT 35 1 �' �� �� � 1—sp GTV (NW) - a 1-6 X4 REDUCER (SE) LOT 34 LOT 36 LOT 43� STA. 14+75.9�J m LOT 38 LOT 40 LOT 42 � � ;` �� � N LOT 9 !f� R I F� R LOT 37 LOT 39 LOT 41 \ � ' � 1 - • 13 58 DRAWN , \ � : i . .o °�i oo� BRB • � IRR-06 .0 1RR � �% �n � CHECKED . � I� ,R II� ;? iF� R � DAP ' .�10 00 IRR-08 �a�12+�� p � DESIGNED BRB STA. �10+00.00= :�. 150 LF 4" PVC��+oo— � ' �RR- o .'� -' ` 4"x4" Tee - o '������ � 1 �or s Z-4» GN �NE��SE� .. .. — �-- � �� 1 a • O N ' FILENAME S T A. 1 7+7 1.5 1' s ' � ' , a -1 � 0009_IRRIGATION � . . � �� �� � �il STA. 11+50.98 � '�, , IRRIGATION 4" 11.25' Bend 11 ' .e N � � N LOT 7 � � �P��•��c J �1 1 �1 �J I S E F Z N I�E �N P.� B W C K 8 LOT 44� ° m � . �. LOT 51 LOT 50 LOT 49 LOT 48 LOT 47 LOT 46 LOT 45 1 �� R E T �::�o QQ�o���o�' 5 5 L O T 5 4�O T 5 3 L O T 5 2 w A'� ' � L O T 6 � cn �O��G G�S� � � S S� �� � Q� � �o• �v . O G<v . � g i Syy S r $ S . �c • yw - - -- - - - - S S - - S S _ _� " ��} � �0'� ,. ? •....• �m � . - Q �o�° =�s i N LOT 5 � �ONA�E� m� .:A��EY o . . m — KEY MAP -;�- — — ��-� _ _ _ o _ _ _ , __ ,�oa .a ' �7i�� �u .. — _. . — — — -i—_� - w � LOT 4 . � N TE N . T. S. o s 1. ANY UTILITIES NEAR CONSTRUCTION ACIIVITY NEED TO BE VERIFIED HORIZONTALLY AND VERTICALLY BY THE CONTRACTOR PRIOR TO CONSTRUCTION. 2. ALL PRESSURIZED IRRIGATION LINES SHALL BE BURIED A MINIMUM OF 5—FEET BELOW FINISHED GRADE UNLESS OTHERWISE NOTED. 3. ALL IRRIGATION LINES 12" AND SMALLER FOR THE MONTAVA & PSD PUMP STATION SHALL BE CLASS C900, DR 18 PURPLE PVC PIPE WITH A MINIMUM 12 GAGE INSULATED TRACER WIRE. � 5010 5010 4. ALL 18" IRRIGATION LINES SHALL BE CLASS C905, DR 18 Z PURPLE PVC WITH A MINIMUM 12 GAGE INSULATED TRACER Z Q _ WIRE. J 5. CONTRACTOR SHALL PROVIDE A MINIMUM OF 18—INCHES O � � VERTICAL SEPARATION BETWEEN IRRIGATION LINE AND ALL OTHER EXISTING UTILITIES. � � 5005 � � 5005 > W a o 6. ALL IRRIGATION LINES SHALL BE CONSTRUCTED TO THE SAME Q Q � W � STANDARDS AND SPECIFICAl10NS AS THE CITY OF FORT � u COLLINS WATERLINES. m Q � Z - - - — , 7. ALL IMPROVEMENTS SHALL CONFORM TO THE MOST CURRENT � W 5000 —4„ pVC 5000 CITY OF FORT COLLINS CONSTRUCTION SPECIFICATIONS. � � — Q W ' Q = J � � m 4995 4995 Q � � � Z 0 m c � � c a� O � � � a� a� a� a� 4990 o d- 0°—� °°—� °� 0° � ~ 4990 00 � � co �n ;�—�n rn ;�—o rn ;� °r° oo � o 0o A oao �x o � �. N `° `t "� C° d' `� °0 � °° °' " O r� o —r� ao �n oo � p �n oo A p � � Np �—Np�jd'—N � � + p � + � � Z � � N � � —� � —� � � t.() � � I�j � Q � �—Q Q.. �—Q � � ~ � 4985 � � = v~i � �'—� � �—N � � c~n � � N � = 4985 9+50 10+00 11+00 12+00 13+00 14+00 TST, INC. CONSULIING ENGINEERS 748 Whalers Way Suite 200 Fort Collins Colorado 80525 Phone: 970.226.0557 JOB N0. 1230.0009.00 SCALE H:1"=50' V:1"=5' DATE JULY 17, 2024 50 � 50 100 SHEET scale HORIZ: 1"=50' feet ��� O� ��� VERT: 1"=5' VA U L T VA U L T VA U L T VA U L T VA U L T VA U L T VA U L T VA U L T VA U L T VA U L T VA U L T VA U L T VA U L T VA U L T VA U L T VAULT VA U L T VA U L T VA U L T VA U L T VA U L T VA U L T VA U L T VAULT VAULT VA U L T VAU L T VA U L T VAULT VAULT VAU L T VAULT VAULT VAULT VAULT VAULT VAULT VA U L T VA U L T VA U L T VAULT VA U L T VAULT VAULT VAULT VAULT VAULT VAULT VAULT VA U L T VAULT VAULT VAULT VAULT VA U L T VA U L T VA U L T VAULT VAULT VAU L T VAULT VAULT VA U L T VAU L T VA U L T VAULT VAULT VA U L T VAULT VAULT VA U L T VA U L T VA U L T VAULT VAULT VAULT VA U L T VAULT VA U L T VA U L T VA U L T VA U L T VA U L T VAULT VAU L T VAU L T VAU L T VA U L T VAULT VA U L T VAULT VAU L T VAULT VAULT VAULT VAULTVAULT VAULT VAULT VAULTVAULT VAULT VA U L T VA U L T VAULT VAULT VAULT VA U L T VAULT VAULTVAULT VAULT VAULTVAULT VAU L T VAULT VAULT VA U L T VAULT VAULT VAULT VAULT VA U L T VAULT VA U L T VAULT VA U L T VA U L T VA U L T VA U L T VAULT VA U L T VAULT VAU L T VAULT VAULT VAU L T VAULT VAULT VAULT VA U L T VA U L T VAULT VA U L T VA U L T VA U L T VA U L T VA U L T VAULT VAULT VAULTVAULT VAULT VAULT VAULT VAULT VAULT VA U L T VAULT VAULT VAULT VAULT VAULT VAULT VAULT VA U L T VA U L T VAULTVAULTVAULT VAULT VA U L T VAULT VAULT VAULT VA U L T ESMT ESMT N 28' TRACT 25' TRACT 5' 5' ESMT �,0' L.S. 1.0' L.S. ESMT 2.5' L.S. 2.5' L.S. 26' CONCRETE 20' CONCRETE w w � SLOPE SLOPE � � SLOPE SLOPE Z � VARIES VARIES o � VARIES VARIES o Z � � � i � � � ; o � � z � ALLEY TYPICAL 3ECTION 1 ALLEY TYPICAL SECTION 2 � W Krs Kra j � w � ALLEY G W � Q 0 � m DRAWN \ � / s BRB EP � /� � �I �4�7.2� � � - ° CHECKED DAP 11+1 Q:85- ' '' 5003.� :�� � 5005.32 I � "- �� DESIGNED -- - - - - - r- - - -- - -, - - - - �_,- -- - - - +- -_; - -4 - - - Y`;��:.T��\ BRB , _; _ _,. , : • ;.. ,. ., ,: _. �: ; �. ��. T i �r, � :... . . ..' .�.:.:,'. '.� ':�': Y' �� '�' . . . , ,.�T ..y ;.:'��.. .. . . � v. A::. �'^. �. .. .�... .r.. .� . .� .. . .. . . , . . '�. .. � ' .R . r '..ny..� � . ,.. . v., _. , _.. . ... `.�; a FILENAME , . . , „ �-----�. . 6. � . . f� i .: :. . _. .. . . _.. �� ,.. � . .. -' � y .. . . _ . , . .. . ... ,: .. . .. . '•. ... . .. . . , • : : ,', ':� ,:�. ,. � ... . . . . . . . ... . . .. -� .� . . . . . . ,t�' �'.r�.• � i \ ... . . ... . . . r . . . ,. � .. , .. ;✓��". �'� Y � d .,�' � . ..,.. .� . ,�. . .. . .. : , .. . . . . . .... . � - .. .. � ... . . . ...: �:., .::.�.. .. . 1+� 'a� ��'+ / . . ..., .. �..�. a A�. . . �. . ,. _ ,�.� �-�:?: ��. � .� ;��,• ,. � 0009 STREET P&P t. _ `1 4+0 �� ,14+ s�: `r;: `; 1 3+00- � - � +00' •,,:. •, :12 z�� '. � �` ,: .1 ,��;.. T\• `.Tr•r .�� r/� �. ,���'�,����'�'.,..��'�.�,��':i_. � 1 , • ��' ' .r. .�.�� !' �.'��..i�'.�;: ::• '� .: ,. , . '.'.'. .. �a : �'.' . .. '�r �.' . ..v..�; . .. . . '��.�'' • 1 / •\.+, � � ��.��:.. ��� � � �� Q / �.� . . � :�'�.n•:�_,'�� ..i��'�• �• � i : : ` •V� -.. �,�.. ::�.: . , 5 t. , ,... '� '� .� \ ....\ P� ;:_ _;�. �` ::�: �� \ C . . .. . ,. . . ,.. ;. ; ,:: . ..., . _ ,.. . 0 �." � L � ��+�s.�o� � ��, ;.�,:..� � ;. ;j,-.• j � � � �P�. .� ;:;� ... 5005.35 �' ,,'. �%r.: :�', ;- . �✓ \ •'1`�\,:, ��• RE P�, •'��..', �ry•�' , \ � :� X�: � ._'' :: ` �', e � -F: ,�i ��;�'0 Q�o� ��o� ��,. ro'�� / � �1 5.58 � (�.,' :' ..+-;: : ,...,:'..� , � � t � �1 / ; P.Q ::��'�. �f`.. � �'��' � �,, �C G 5��� �r . � :. :, , � , KEY MAP � ;�, � ' .��. �:\ `.:'.:���;.�;`rc:;•:: � \ . ,� ��p� GO� o � \ s , , : .� .� ... -- - � ? h -� N . T. S. Q,�Fo� �:��, BP \ 4 :.r ., '•�-�Te � : �" � � • . `. ,,. � �O •....••! G � ��+�0.0� ..e�•° ..�.'i ... .,�,.. `.: . ,. / i .�< ��i y�_ �, �� `� 5005.os o ;�`� % -- -� r, �� ONAL �.. . ����`� ' r� � , - .., �r'-�' ''�; � W � .:��,- . •o, * . . � � ;: �` � ` � � ,.�.�: �. .. � �-.:� / W � �::.,. , ��-�� '�N� �:%,��'�: i , �.,r; ,; '.-�';;r�.;:::. .".,, , � � � - ..,��' /�j . ... . . .: .. . : ` ,.: .,:. ; - / - -- , ,... . `'y � � �„�/ , . .. ... .•. . . . �� � ;� �� ; : . � :�-.,,. �' � 'i �-, .: . .� � t": �� W � � LEGEND . � , � / }./. � , . . .�.� ....:: �" b-" , - �._ >�:�. �� � � �r�`..� � ,.. . .,. ... . . � , .. � , ,.. . '' PROPOSED CONCRETE :;. � � , .. ... � . ,. : , .. ..,: ,. ,.. ��:. / . +.•;.- '� �/ ':.:.::':.,.:,�::.:;. : SEE SHEET 155 PROPOSED PAVERS � - - - - - ���T NOTES: 1. SUBGRADE TO BE STABILIZED PER GEOTECHNICAL RECOMMENDATIONS PRIOR TO PAVING, AND COMPACTED TO A MINIMUM OF 95� MODIFIED PROCTOR DENSITY. � 2. CONTRACTOR SHALL COORDINATE WITH GEOTECHNICAL Z W ENGINEER DURING CONSTRUCTION. MINIMUM PAVEMENT O J 5020 5020 SECTION TO BE DETERMINED BY GEOTECHNICAL ENGINEER � ALLEY G AFTER SUBGRADE INVESTIGATION. MINIMUM PAVEMENT � LL - - - - - SECTION SHALL BE DESIGNED FOR HEAVY-DUTY TRUCK � O - HIGH POINT ELEV = 5005.4s TRAFFIC ON ALL SUBDIVISION ROADS. � � - HIGH POINT STA = 10+81.30 PVI STA = 10+83.23 � 5015 PVI ELEV = 5005.5� 5015 MINIMUM ALLOWABLE PAVEMENT SECTION PER Q Q � A.�. _ -�.22� PRELIMINARY GEOTECHNICAL REPORT BY EEC: K = 32.8s ASPHALT PAVEMENT AGGREGATE BASE � W O� M 40•F� 00� = THICKNESS(,IN) THICKNESS�IN� � � LOCAL CONNECTOR/COMMERCIAL 5.5 11.0 � Q Z "'� N M MINOR COLLECTOR 5.5 7.0 = a 5010 +o +0 5010 Q J �� �� � � � - �� �� - - - - 3. FINAL PAVEMENT DESIGN WILL NEED TO BE SUBMITTED a _ m�m w�w = _ - PROPosED - TO THE CITY OF FORT COLLINS PRIOR TO PAVING. � � GRADE � W 5005 0.55� 5005 4. AGGREGATE BASE COURSE SHALL BE PLACED IN LIFTS -o.s7� O o.00� -o.b89e NOT EXCEEDING SIX INCHES AND SHOULD BE COMPACTED � - - - sTA = �2+ss.4� TO A MINIMUM OF 95% PROCTOR DENSITY. � - ELEV = 5004.07 STA = 13+28.41 � - - - ELEV = 5004.07 � - - - ExisTiN� 5. FLY ASH TO BE ADDED PER FINAL PAVEMENT REPORT. rjQ�� o � GRADE _ - _ - - rj��� o � �� � _ - _ - - - _ _ _ _ _ - - � 6. FIRE LANES SHALL BE DESIGNED AS A FLAT, HARD, - o � J� -- _ N N ALL-WEATHER DRAINING SURFACE CAPABLE OF SUPPORTING 40 TONS. PRIVATE DRIVES INCORPORAl1NG ii u � � PAVER DESIGN CAN HANDLE FIRE TRUCK LOADING. > 4995 v��, W ii-_ n 4995 > � � cn w 4990 4990 9+50 10+00 11+00 12+00 13+00 14+00 15+00 15+50 TST, INC. CONSULTING ENGINEERS 748 Whalers Way Suite 200 Fort Collins Colorado 80525 Phone: 970.226.0557 JOB N0. 1230.0009.00 SCALE H:1"=50' V:1"=5' DATE JULY 17, 2024 5� � 5� ��� SHEET scale HORIZ: 1"=50' feet ��� O� ��� VERT: 1"=5' VA U L T VA U L T VA U L T VA U L T VA U L T VA U L T VA U L T VA U L T VA U L T VAU L T VAULT VAULT VAU L T VAULT VA U L T VAULT VA U L T VA U L T Z O � � Z � O � (n w > � W � 10+00 10+50 11 +00 11 +50 12+00 w � 5004 5004 5004 5004 5004 5004 5004 5004 5004 5004 0 s000. 5002 5002 5002 a 5002 5002 5002 5002 5002 5002 ,� 5002 — - - - � — - - - - - — 5000 _ _ _ _ _ _ _ 5000 5000 — —, — — — — — — — 5000 5000 — — 5000 5000 0z 5000 5000 5000 °° � � � �� 4998 4998 4998 � Fl- 4998 4998 +�•� �� 4998 4998 �•� �.ee 4998 4998 �eee.4� �.+� 4998 DRAWN 4996 4996 4996 4996 4996 4996 4996 � 4996 4996 � 4996 BRB —40 —20 0 20 40 —40 —20 0 20 40 —40 —20 0 20 40 —40 —20 0 20 40 —40 —20 0 20 40 CHECKED DAP DESIGNED BRB FILENAME 0009_CROSS SECTIONS 12+50 14+00 14+50 5004 5004 13+00 13+50 5004 5004 5004 5004 5002 � 5002 5002 5002 5002 5002 5002 � 5002 5002 5002 5000 - - - - - - - - 5000 5000 _ - - 5000 5000 5000 5000 5000 5000 Z 5000 4998 �.13 �.13 4998 4998 �� �,� 4998 4998 �s.� ,�,� 4998 4998 �a� — — — — �a� 4998 4998 +�.+� — — — — — — �e.�a 4998 � � � � � � � � � � 499640 —20 0 20 404996 499640 —20 0 20 404996 499640 —20 0 20 404996 499640 —20 0 20 404996 499640 —20 0 20 404996 16+00 16+50 15+00 15+50 5004 5004 5004 5004 � 7+�0 5004 �� 5004 5004 �� 5004 5002 5002 5002 .� 5002 5002 � 5002 5002 � 5002 5002 �� � 5002 5000 Z 20z 5000 5000 5000 5000 5000 5000 —2°� 5000 5000 5000 4998 �� _ �.as 4998 4998 +�� �,� 4998 4998 �,� �� 4998 4998 - - - _ _ �aa - - - - - - - - - — - - � _ �°� �.� 4998 4998 — _ _ _ — � 4998 4996 4996 4996 4996 4996 _ _ _ — — — � 4996 Z 4996 4996 4996 4996 4994 4994 4994 4994 4994 4994 O 4994 4994 4994 4994 4992 4992 4992 4992 4992 4992 � —40 —20 0 20 40 —40 —20 0 20 40 —40 —20 0 20 40 —40 —20 0 20 40 —40 —20 0 20 40 � Z U O W � � � � � 17+50 � � 5002 5002 NOTES: � � 0 5000 Z � 5000 18+00 18+22. �J6 1. SUBGRADE TO BE STABILIZED PER GEOTECHNICAL m W � RECOMMENDATIONS PRIOR TO PAVING, AND COMPACTED 4998 �73 4998 5002 5002 5002 5002 TO A MINIMUM OF 95� MODIFIED PROCTOR DENSITY. � � V �6�8.73 � 4996 � _ _ _ _ _ _ _ _ 4996 5000 5000 5000 — — — _ _ _ _ _ _ _ _ _ 5000 2. CONTRACTOR SHALL COORDINATE WITH GEOTECHNICAL Q = � 4994 4994 4998 4998 4998 4998 SECTI0NRT0 BE DETERMIN DC BYNGEO?ECHNICAL ENGN EER � � � 499240 —20 0 20 404992 499640 —20 0 20 404996 499640 —20 0 20 404996 AFTER SUBGRADE INVESIIGATION. MINIMUM PAVEMENT Q � SEC110N SHALL BE DESIGNED FOR HEAVY—DUTY TRUCK TRAFFIC ON ALL SUBDIVISION ROADS. ~ � z a MINIMUM ALLOWABLE PAVEMENT SECTION PER O W PRELIMINARY GEOTECHNICAL REPORT BY EEC: � _ ASPHALT PAVEMENT 0 THICKNESS(IN� O MINOR COLLECTOR 5.5 7.0 O � 3. FINAL PAVEMENT DESIGN WILL NEED TO BE SUBMITIED TO THE CITY OF FORT COLLINS PRIOR TO PAVING. 4. AGGREGATE BASE COURSE SHALL BE PLACED IN LIFTS NOT EXCEEDING SIX INCHES AND SHOULD BE COMPACTED TO A MINIMUM OF 95% PROCTOR DENSITY. 5. FLY ASH TO BE ADDED PER FINAL PAVEMENT REPORT. 6. FIRE LANES SHALL BE DESIGNED AS A FLAT, HARD, ALL—WEATHER DRAINING SURFACE CAPABLE OF SUPPORTING 40 TONS. PRIVATE DRIVES INCORPORATING PAVER DESIGN CAN HANDLE FIRE TRUCK LOADING. so' ROW (MIN.) TST, INC. CONSULIING ENGINEERS 748 Whalers Way Suite 200 Fort Collins 10' PKWY 38' ROADWAY 10' PKWY Colorado 80525 5. 6. �TYP.� (MIN.� 6• 5► Phone: 970.226.0557 WALK BIKE 8' 8' BIKE WALK JOB N0. (MIN.) (MIN.) PARKING ��, ��, PARKING (MIN.) (MIN.) �Q 1230.0009.00 TRAV0. 1RAVEL PROPOSED GRADE SCALE - - -DpSTiNG GRADE 30 � 30 60 H: 1"=30' V:1"=7.5' scale HORIZ: 1"=30' feet �a� vERT: �"=7.5' JULY 17, 2024 MINOR COLLECTOR SHEET N.T� 177 of 216 Z O � � Z � O � (n w > � 10+50 11 +50 12+00 12+50 � 5008 5008 11 +0 0 5008 � 5008 5008 5008 5008 5008 � �+�� 5006 �s I �,� 15 5006 5006 5006 5006 5006 5006 500k� 5006 5006 Z Z 5006 � cx � 5004 .� �'� � ,4� 5004 5004 — 5004 5004 5004 5004 Z 20z 5004 5004 5004 5004 �47 5004 5002 — 5002 5002 5002 5002 �� 5002 5002 ��� ��� �47 b0°�'� � �— 5002 5002 � � 5002 5002 Fl- F1' 5002 � 5000 5000 5000 5000 5000 � � 5000 5000 5000 5000 5000 5000 5000 � 4998 4998 4998 4998 4998 4998 4998 4998 4998 4998 4998 4998 � 4996 4996 4996 4996 4996 4996 4996 4996 4996 4996 4996 4996 0° —40 —20 0 20 —40 —20 0 20 —40 —20 0 20 —40 —20 0 20 —40 —20 0 20 —40 —20 0 20 DRAWN BRB CHECKED DAP DESIGNED 14+50 15+00 15+50 BRB 13+5 0 14+0 0 5010 5010 5010 5010 5010 5010 FILENAME 0009_CROSS SECTIONS 13+00 5010 5010 5010 5010 5008 5008 5008 5008 5008 •62 5008 5008 5008 5008 �a ��� 5008 5008 �� 5008 5006 Z 20z 5006 5006 5006 5006 5006 5006 Z � 5006 5006 5006 5006 ' S006 5004 soos.a� a�oos.a� 5004 5004 � �� 5004 5004 — � �'�� 5004 5004 ��s 75 5004 5004 � 5004 5004 aoos.� �,47 5004 5002 5002 5002 5002 5002 5002 5002 � � 5002 5002 � 5002 5002 5002 5000 5000 5000 5000 5000 5000 5000 _ — 5000 5000 — _ _ _ — — — — — 5000 5000 _ _ _ _ _ 5000 4998 _ _ — — — — — — — — 4998 4998 _ _ — — — — — — 4998 4998 — — — 4998 4998 4998 4998 4998 4998 4998 4996 4996 4996 4996 4996 4996 499640 —20 0 2p 4996 499640 —20 0 2p 4996 499640 —20 0 2p 4996 499440 —20 0 2p 4994 499440 —20 0 2p 4994 499440 —20 0 2p 4994 17+50 18+00 18+50 16+00 16+50 � 7+�� 5012 �.� 5012 5012 5012 5012 5012 5010 5010 5010 �.��— 5010 5010 �� 5010 5010 � 5010 5010 5010 5010 5010 5008 b0° '� 5008 5008 � �� 5008 5008 5008 5008 °x 5008 5008 5008 5008 5008 � 5006 �� �� 5006 5006 �� 5006 5006 �� 5006 5006 �,� ,,� 5006 5006 '� �� 5006 5006 � ��� 5006 Z .ea O 5004 � � 5004 5004 � � 5004 5004 �� F1' 5004 5004 � � 5004 5004 5004 5004 5004 � 5002 5002 5002 5002 5002 5002 5002 5002 5002 5002 5002 5002 � 5000 5000 5000 5000 5000 _ _ _ _ _ _ 5000 5000 _ _ _ _ _ _ _ _ _ _ _ _ 5000 5000 — — — — — — _ _ _ _ _ _ 5000 5000 — — 5000 Z � 4998 - - - - - - - - 4998 4998 4998 4998 - - - - - - 4998 4998 4998 4998 4998 4998 4998 W - - - - - - - - O � 499640 —20 0 2p 4996 499640 —20 0 2p 4996 499640 —20 0 2p 4996 499640 —20 0 2p 4996 499640 —20 0 2p 4996 499640 —20 0 2p 4996 � � � � � NOTEs: o o O 19+00 1. SUBGRADE TO BE STABILIZED PER GEOTECHNICAL m W � RECOMMENDATIONS PRIOR TO PAVING, AND COMPACTED 5012 5012 19+5 0 TO A MINIMUM OF 95� MODIFIED PROCTOR DENSITY. � � � Q � 5010 � 5010 5010 ��+ 5010 2. CONTRACTOR SHALL COORDINATE WITH GEOTECHNICAL 5008 5008 5008 5008 � � ENGINEER DURING CONSTRUCTION. MINIMUM PAVEMENT SECTION TO BE DETERMINED BY GEO?ECHNICAL ENGINEER � � W 5006 � �13 5006 5006 5006 AFTER SUBGRADE INVESIIGATION. MINIMUM PAVEMENT Q 5004 5004 5004 5004 SEC110N SHALL BE DESIGNED FOR HEAVY—DUTY TRUCK � Z TRAFFIC ON ALL SUBDIVISION ROADS. � 5002 5002 5002 5002 Z � - - - - MINIMUM ALLOWABLE PAVEMENT SECTION PER O � 5000 — — — — — — — — — — — — 5000 5000 5000 PRELIMINARY GEOTECHNICAL REPORT BY EEC: 4998 4998 4998 4998 � W —40 —20 0 20 —40 —20 0 20 m ASPHALT PAVEMENT THICKNESS(IN� � MINOR COLLECTOR 5.5 7.0 � � 3. FINAL PAVEMENT DESIGN WILL NEED TO BE SUBMITIED Z TO THE CITY OF FORT COLLINS PRIOR TO PAVING. 4. AGGREGATE BASE COURSE SHALL BE PLACED IN LIFTS NOT EXCEEDING SIX INCHES AND SHOULD BE COMPACTED TO A MINIMUM OF 95% PROCTOR DENSITY. 5. FLY ASH TO BE ADDED PER FINAL PAVEMENT REPORT. 6. FIRE LANES SHALL BE DESIGNED AS A FLAT, HARD, ALL—WEATHER DRAINING SURFACE CAPABLE OF SUPPORTING 40 TONS. PRIVATE DRIVES INCORPORATING PAVER DESIGN CAN HANDLE FIRE TRUCK LOADING. so' ROW (MIN.) TST, INC. CONSULIING ENGINEERS 748 Whalers Way Suite 200 Fort Collins 10' PKWY 38' ROADWAY 10' PKWY Colorado 80525 5. 6. �TYP.� (MIN.� 6► 5► Phone: 970.226.0557 WALK BIKE 8' 8' BIKE WALK JOB N0. (MIN.) (MIN.) PARKING ��, ��, PARKING (MIN.) (MIN.) �Q 1230.0009.00 TRAVEL TRAVEL PROPOSED GRADE SCALE - - -DpSTiNG GRADE 30 � 30 60 H: 1"=30' V:1"=7.5' scale HORIZ: 1"=30' feet �a� vERT: �"=7.5' JULY 17, 2024 MINOR COLLECTOR SHEET N.T� 178 of 216 N � � APPROX. 2 FEET OF ADDITIONAL ASPHALT ' WILL BE ADDED TO EACH SIDE OF THE EX. ROADWAY. CONTRACTOR TO SAWCUT BACK TO CENTER OF PROP. BIKE LANE, PLACE 4' OF NEW PAVEMENT • r e THEN MILL & OVERLAY ENTIRE BIKE LANE FOR BOTH � SIDES OF ROAD FOR EXTENTS OF IMPROVEMENTS. � .:� o CONTRACTOR TO MATH EX. SLOPE OF ROAD, AND TIE BACK TO EX. GROUND AT NO GREATER THAN 4:1. � � � � z � O p U :e� � � w SAWCUT AND REMOVE � APPROXIMATELY 2306 �? � MILL & OVERLAY APPROXIMATELY 4128 ��g � � S.F. PROP. ASPHALT. � APPROXIMATELY ' 6403 S.F. EX. _ _ _ _ _ _ _ S.F. EX. ASPHALT. _ _ e ° - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ASPHALT p: � g. . � 485.00' • ° 249.61' e.p :. �. o N - � - - _ ___ _ - � - „  _- ..._ � � - . �.. _ � � - - - __ _.. __ _ _ ._ � - - r _.�_. � m -- _ - - g_ -�- _ - r , � � . . , - _ __ _ , __ 1 - - - -_- - - _� __ - - - - - _ - - - - - - _ . _ _ _ ._ _ __ . _ _ � _ _ ,. � � -- - - -_ - - — RAWN - - — - _- - --- - -- -- - - - - - - -- ---_- - ' -__ � � � � . � --- :__- �—_ - -- �� � _-_ -- — --- - - ,,, - — \ - - _ - - - ,, � f �. � — _-- - "—� �-� _, I CHECKED - - - � 1 � _ --� - � � - = -- - =e-� - - _- -_= _ --- _ — — N GIDDINGS RD 1 � DAP — ,v,__ � _ _.T. ,��_�.� _�_ _ — — — - - - - ��_ � _ .r,; _ _._� .. _, . _. . _ _ .. �<. .._ ._ ___ .-- - - _ - -_.� -._ . - -_ --- _ . _- DESIGNED � �/ // , , ---- - — - - � __ -- --_ � BRB FILENAME KEY MAP 0009_MILL & OVERLAY � N.T.S. - - - - - - - - - - - - - - - - - - - - ��P��•L�c c�� '��R Q�4����� � \�G P�S,��1 . , �� G� �� QF' FO� ��•��c, .• �O� .....•• �,� S�ONAL E� i � � .:�: � .e . �. � � � �i � I I �'�:� ' � °` I ' e ,�. e I NOTES■ I u�.. . I `.�1,. I :�`.. ;.;` :..i.. � y , I E � O " ! � 1. THE LIMIT OF ALL MILLING SHOWN HEREON I '�° ' APPROX. 2 FEET OF ADDITIONAL ASPHALT e�, � I IS APPROXIMATE, FINAL LAYOUT TO BE WILL BE ADDED TO EACH SIDE OF THE EX. I �� :° � ° '' I APPROVED IN THE FIELD BY THE CITY ROADWAY. CONTRACTOR TO SAWCUT BACK TO CENTER I �;� � � � � � I INSPECTOR. OF PROP. BIKE LANE, PLACE 4' OF NEW PAVEMENT I ° � � ��` � ` ��` I THEN MILL & OVERLAY ENTIRE BIKE LANE FOR BOTH � ''d: � ° �,. � � �� ;' I SIDES OF ROAD FOR EXTENTS OF IMPROVEMENTS. � �� . `. . . o �. . I CONTRACTOR TO MATH EX. SLOPE OF ROAD, AND TIE � ,=� ;: � . . l;i � BACK TO EX. GROUND AT NO GREATER THAN 4:1. � :a� 6 ;.. I � ' k ° ��� � PAVING LEGEND MILL & OVERLAY SAWCUT AND REMOVE I ' .,�;.� .. ,, �. ry` I APPROXIMATELY 2767 A P P R O X I M A T E L Y APPROXIMATELY 3972 I � •� '<. ` ; m>�; . I S.F. PROP. ASPHALT. Z 6010 S.F. EX. S.F. EX. ASPHALT. _ _ � �.• '; ... . .1. �. - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - EXISTING ASPHALT O - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -ASPHALT - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - a�� I � u• . � ,. p� a s � PROPOSED MILL & OVERLAY � � _�.. . , � � Q : .�. - � � J �: : .: �, ` 2so.00' REMOVE & REUSE EX. ASPHALT Q Q � 485.00' ' a ° ' °: . , � W > � - - � - - - - PROPOSED ASPHALT � W _ _ - __- _ � - _ _ � �� w,.. � � � .� - - - _ �. � � � - -» - _ _ i �-- � - _ - _ - - = - - _. -- - �- - - � EXISTING STRIPING Q - - \ --=I---- = - - -_ - _ - � � � N = - _ - — (TO BE MILLED) Q - _ �-_ ---- _- - - - _- - - - - - - - - - _ - -_- -_ _ -- --- -- --- -_-� --- _�-� -=- __ - -- -- - _- -- - - - - � , � �� � � - � �- - � � �- 1 J ` - � N GIDDINGS RD 1 EXISTING STRIPING Q J _� _ � -- _- _ __ _- _ _.�.--- --. � � - __ __ � e_ .-.— _ . _ _ _ _ _ - — - - - � - , - - - -- - - - - - - - _ (TO BE REMOVED VIA GRINDING � � �_ _� _ � � _� __ ,,,,. _. � _�% /// ' _ . � . _ _ . � METHODS) Z � -- - � � � � � PROPOSED STRIPING � REFER TO TOWN STREET STANDARDS FOR ADDITIONAL REQUIREMENTS. MILL AND OVERLAY EXISTING TST, INC. ASPHALT MINIMUM 2" DEPTH. VARIES REFER TO PLAN CONSULTING ENGINEERS 748 Whalers Way Suite 200 Fort Collins � Z Colorado 80525 Phone: 970.226.0557 EXISTING ASPHALT JOB N0. 1230.0009.00 PROPOSED ASPHALT THICKNESS = EXISTING SAWCUT AND REMOVE EXISTING THICKNESS PLUS ONE (1") INCH. SCALE 1" = 30' ASPHALT AS NEEDED WHERE 30 0 3o so EDGE INTEGRITY IS DAMAGED DATE A3PHALT PATCHINC� DETAIL sca�e �"=30' feet JULY 17, 2024 N.T� SHEET 179 of 216 N � I I Z I o � � z � I � U � � I � I � I � SAWCUT AND REMOVE � APPROXIMATELY 2799 � S.F. EX. ASPHALT. � I � � Q MILL & OVERLAY � � APPROXIMATELY � 5860 S.F. EX. � m ASPHALT I DRAWN BRB CHECKED 235.��� DAP DESIGNED BRB - � � -_ � - - r _ � �._ - - -�- FILENAME l O KEY MAP 0009_MILL & OVERLAY - -- ---- -- -- - - - - - ---- _ - _ - - - _ = =- - -� _- -- _ - - - .�" � m N.T.S. _ _ W Pp0 L/c - - - - — � - - - — - - - - - - _ �ii �o`�•�oRE.�� � �' � • QQ�O�G�O — - - - — —, � P .� . - - - - - - - - �So:�� p�� �0 - - - - Q�FO� �. � �O ' •....••'�G� S�ONAL E NOTES: 1. THE LIMIT OF ALL MILLING SHOWN HEREON IS APPROXIMATE, FINAL LAYOUT TO BE � � � APPROVED IN THE FIELD BY THE CITY I INSPECTOR. I � � � SAWCUT AND REMOVE PAVING LEGEND I APPROXIMATELY 3698 Z I i S.F. EX. ASPHALT. EXISTING ASPHALT O � � I � � PROPOSED MILL & OVERLAY � I i i � J REMOVE & REUSE EX. ASPHALT � � � i � 0 � - � - - - - - - - - - - - - - - - - - - - - - - - - - - L L - - - W PROPOSED ASPHALT m W > � 550.06' (n � � - - EXISTING STRIPING Q - _ _ - -- - - - - — — — (TO BE MILLED) Q � � � J o -- � _-- - - mQ - -- - - MOVED VIA GRINDING � -- - - -- - _- -__ �__ _ _____.__ _ __ EXISTING STRIPING � - - � . - - _ _ _ _ -- -�__- TO BE RE - - --- �� W - METHODS) Z � � - - - — - - - - - — - -- -- - - -- -- - _ - - - - — —-- � � � PROPOSED STRIPING � — � . � _ — — — — — — — — � / � — — — — i — i— — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — I I I I � � REFER TO TOWN STREET STANDARDS FOR ADDITIONAL REQUIREMENTS. MILL AND OVERLAY EXISTING TST, INC. ASPHALT MINIMUM 2" DEPTH. VARIES REFER TO PLAN CONSULTING ENGINEERS 748 Whalers Way Suite 200 Fort Collins � Z Colorado 80525 Phone: 970.226.0557 EXISTING ASPHALT JOB N0. 1230.0009.00 PROPOSED ASPHALT THICKNESS = EXISTING SAWCUT AND REMOVE EXISTING THICKNESS PLUS ONE (1") INCH. SCALE 1" = 30' ASPHALT AS NEEDED WHERE 30 0 3o so EDGE INTEGRITY IS DAMAGED DATE A3PHALT PATCHINC� DETAIL sca�e �"=30' feet JULY 17, 2024 N.T� SHEET 180 of 216 N � Z 0 END OF ROADWAY � � � OM4-3 OBJECT MARKERS o � � e , . -- : _ . — . — -- �— - — — —- — — _ . . o . , ..e . - . - -- - - -A . ._.-— .�—�._, e . . . . . . . . w . . — — —— — —-s. . �—. — .�-- .. . . e - o � ._ —�..._ —�—, —�. , .,— . - � --, — . = ,��� : .a . .. e . . . . . . .o .=��` . -- ----- --.— — --- o— --- — —�— �---��-- — e . . . o .. . . : e. . . . . . '�—.- . . . . . . . . . � e , e, . . . ,_;_o� .� � � . . . , . . . a . . . : o : . _ . � - - .. T� -� � G � w .�• � / . 5 5 5 /`` '% cJ FLINT HILL DR � I /��- G �� -= — =`--- -- �- . o . . e . . . / . . e . , o — — -- . -- - -- . -- '� � _�_o ,. �.__ . , — . =o — — � . — — — — ��` -- - . . . �— .. . �. . o . _ . ; . . , .a . - . - - e, - ., 4 \ / / — — w � .:/°- e�� � � � � � � � � .- � � � � � � � � � . . � E I � � � -1 a FUTURE ROADWAY 0 ,�. /� A INFRASTRUCTURE �� �'� f f: -�/ A� SHOWN FOR � �`�y , /'��' f°j' � � \ REFERENCE ONLY 0° ��. .�, , f r / \ � 'I � 'I DRAWN : ��.::.. . /. :l/ \ �- ::�� �. ���' � � BRB � � / \ \ A . I CHECKED � � ~�;, . ���.G .��. � q '` q A A ;. q � � � .�o. � . FUTU ;:.. /� � _ _ _ _ _ RE ROADWAY � '�� j� � � 5 e.'/� \ q .— ;�.—� , '� ,- -. —� �— — - - � � — �- - � � - - - - - � � - - � � INFRASTRUCIURE �. ../� � : — — - - - - - — � , -- — — q — A ��" �Y � DESIGNED � . . _ S .. '�� HOWN F . OR / � / . . . . . . -j� . . . . . . . � � . . �. . . BRB ALLEY�N�, . I . , , :< , . .• \ . . . 'ALLEY P� . REF . �I ERE � NCE 0 / N L Y . . � .. ._ o . �: o . � � . � .o ,� .. � . . e . . �o : � /� \ : - o � . e�. .. � . .. � .-. � o . :�� -: � : . . �i . � o ,: . .e . , . o . . . . a _ , . w . .. . �; . o/ \ �✓ �. . . .. . , . a . _ . . . . . , : . - . . I I >: Y, . . . \ \ � I ILENA , • � .�: . .�.� �. . :-_ ..o. - - - - - - — - - .: -. - - - - - - ,- - - - - - - -�_� - - - - - - , ;. a:� KEY MAP M0009_SIGNAGE � �� < � . � a . i � . /��.y \ � ��� A A A� � �� " \ � � A � ��� A A -l�•' I N.T.S. y� 5 ��� \ \ � i - �i � � �, � �J 1�, . � � � A �I r� � � �I DO L/ -�� G // // � � ��i� �� �I �� �p�P'F'tE''c �, � ' � �� A � ./.o � � � � I� I' , � � � �f —I �' vc�•�0 �pJP,�p� � • /% �` '� �, = � 1 . A � I � y. � � E. ; QQ vG ��j" � � � \ / . % / � � �, � f. � � � � � "� � �1 `' \�C' O��'� ' � �f- , �� / /� \ \ �� . �:o / A � - q I; : A� Z — A 'I I � '.I �; Q������' �p:��v � � � \ � � � � � � o I � � I A � _' �0� •....••'G� � /�' �,� \ � ���. � . � �. o . I 3 ` : .� LL, /pNAL E� , . a .. �� � // ! - . � �� " � 1� �" � � Q � � � � a� �,'` .I d /'� /� � � y✓� l — �� � A = � _� � � _/q .`.�j � \ \ ,� °. � zT.� — �.o a� � � I� �1 I— = 'f � I � o, w� �,� .� A �; ky � � . �I a� -ai —;� W-: r i STRIPING LEGEND '�, :�: � � �/� .// .'� ::� � . , ' � � �� . � �l � A I a� �l �- —I �:a ,�� ._� � � �� � '.�; � � �� �� _ � _ '�� � � ..� 0 6" SOLID WHITSHOULDER LINE � � � � ��� �/i \ � � 1� �=5� � A I 1 � � � � f » � � � � � . - � A � , � I-. " I I '. e� I 2 4 SOLID DOUBLE YELLOW � � � �/. � � .�` � t ,` �' � — � �.' A _I I� I �— � _ �J � .� 0 CENTER LINE ��a: :�� � /� .. '• A � -��� \� � � �:� � I _� ,�, I �: o ���'I -v�.. � \ �� �� a — �� I I � '� I � .� 8" SOLID WHITE TURN q %o. '. : � I � � 3 � �' o � �� I I � �� �� �� � 19_ .a � I a ' o-:l A I �. � LANE/CHANNELIZING LINE A m �C � I �= I � � �- � _ � 9 q � `I � :� � � Q �.4 ' � -,:�_' �:s a � � .. ' , 6 '� A . a � 6" DOTTED WHITE TURN LANE :�I.: � =N : � e�Z "I:` � '' \� ` � `�: A � A — — —I � .�� � ;� . 4�— - - - - - — DELINEATION/EXTENSION LINE ;� .� � } .�� . A � _ � I 1 � � .�� � — � �I (3' SOLID, 9' GAP) �� '�. � � �. I , 4� >. �III� 'ALLEY..U. " e� � I �I t .Q �` ._ ��5'� �. . � —I-� I � .I � � I I � v — \.. � � � ••�� . � " � of � O� h �� � � � � PRE—FORMED THERMO— . �.' _ 4 �� -� — — — — — — —� .� .� PLASIIC MARKINGS � .� � � , �J� �� ` �., ;9� � , � q � � , � ooa Z �" �� i � �t � i .� i o� Z . � O . — - - -'�� ,.� — - - A �� �— - - - - - - - � ' — � � - - - - E � END OF ROADWAY � � . . o '-. � .� A — —I ' ` ' ' — :: - - - - - - - — � - - - - A ."��I- - - - - 0 TRAFFIC SIGN :1'. � — — — �. ..' C�o — — — — - - - — CT MARKERS �, E . , _ . . : . .o --.—. . ._ -- o— . �-� . �_ . . ` � ,,.. .: - �- � � - � . . . . v . - _ — . — - — — — . . < . . . e . . . . o. . . • . — � -- — . , . . a . . .. ' . . . • ----��--. . : . .a . . . o . � - ; � OM4 3 OBJE . . . . . A � . -- ---.--e,,.—,--,�— � � a. . , . : . . . . . q . . . . .� a . . . - =. �. ' _ � . . . . > . . o. . . : . . . . o . — -- �---.—.--T----�..�:,--- • -- .—�— — � � ' . " .. ' • — — — — . e �, . , —�. <-- —�� o . t' . o _ . . . : . o . . p . . . . a .. -. o . < .e . . . e ._ . ' — — . — . — — � � . , • . o . . ., . Q: . , : _ :, d . . i > a� . . . . . , a .—e �T. ° — — — . . �� — o. e. v . '. � �.. .�. . . .. a� '' . ... .. ' �a:. ��� e. ' .v . .. ..._ y . . ._ ..�a�e av: . ' v.��4. . .. . � ...� _ . . ... . \ � PRE FORMED � �I / � _ , � M � M � M � M THERMO—PLASTIC � �i !'�, /�I �5 CONIINENTAL BARS Q Q � ' OM4-3 OBJECT MARKERS 2 2 / �� 2 2 2 i\�- � . �� � � N 11MBERLINE RD —�I,j i � � ' SIGNING LEGEND � W Q / r�r� �\ i I a \\� `� f ''�// �' � � ;�. • _ .' . o � . , . " �:' , e . < : . '..t �� ,' . . . o- : o ., . : : . 9. . . .. . . . o . . ,� ' " \� R7-1 NO PARKING "FIRE LANE" SIGN AND R7A "FIRE CI� Z : g� . . a . ` " ' � ' . . , . L__ ._.:. , �—_,���.� . . . o . a. � . . . .� .. . _� . . ., � 9 eo , � —.�— , �._f . , . , • , : �— --�•,._ T--.—.� --.—�—�— o �.�.T��.—..--� ._-•-�� � ., - . :• o � °, • . - . : e . �-- a . . .. o . . .. —�—:—� . . , . , . , , o: . . . . - . —,—'— :� o . .� , o ., < . . < . . - , . , , � � � � � � � � � � � • � . . : : . � ol�---- -- — --- — LANE NO PARKING BY ORDER OF FIRE MARSHAL SIGN , . . o� . . . — — � , �_ . . . o� . . ._ � . d . . e :: -. . e - — _ __ _ . . -�._. .— — . o : ., _� . _ - �. - ',�,�� ' ', r . . -- — � — / . . � , .. : - - — E - - - - = A — �'-� ' — A - - - - - - - - - - - - - � � — i � - - - - - - - - — . E - - - - - - q� � — - - - - - - � (SIGNS SHALL BE LOCATED AT THE RIGHT SIDE OF Q = - - - - - - - - - - vA i :�I-� � � E � � �.� T � THE FIRE LANE ENTRANCE AND AT THE END OF THE > � uJ ` _f�- � • '� -� � � � � o.. � � FUTURE ROADWAY :� FIRE LANE. THE INTERMEIDATE SIGNS SHALL HAVE I'� a�_ � I . P��.o �' _ _ � � '' � � —� I' ��I � a, 'I I INFRASTRUCTURE DOUBLE ARROWS POINTING IN BOTH DIRECTIONS). Q � I .-�'I — � � � � - � SHOWN FOR �I � '. �,'l � �� �: o•I . � -� .I � . � � � � _ A_ �; - � � � " .� � � REFERENCE ONLY . �`—' B R2-1 SPEED LIMIT SIGN 24"X30" Z � � � � � �. / / � : I ] � A I L � — q� � Z o � j A O � �,�': I ���4 �"�I . � A �� , � � \ � �;. __ A — ,e::.� � � W11-2 PEDESTRIAN CROSSING SIGN 36"X36" AND I :� •� � f . � � � � � '�'� �,� � � I '1 � W16-7P DIAGONAL ARROW PLAQUE 12"X24". � � � A � �/ �/ I ] I . `1 I (� �-. +•.�� � I : o � � — — — — — — °— � `= �/ /.� . � \ /� : ' �:��• d-'`� I q �.I QD D1-1 STREET NAME SIGN 60"X12� (1 SIGN PER EXIT) � � A � . . � . , � / / \ A �" � � - " � I � _ � . a "�� � � : '�:.$ �' ''• a,��EY.c�� ' . � .¢q� � � �� / ��- �.. ,.^`� ��:e � � � I,� �, � A --1 � R1-1 "STOP" SIGN & D3 STREET NAME SIGN �o � �. . � \ � � � /.. ��. �,. .1 � —1 I - - — � . — . . e7� � — � � . — �o A � � � . � .�7 . � A � � � � � _� �1 . -� . Z , }, .I I �F R3-17 BIKE LANE SIGN ..I' I '..�, .{ . � � � � � / / � I. � ] � I - � ��I I Y �;I : � _,_I .e '�I % : � � ; � � �� � � \ �f�. ;'' �� '�% W ...� 3 a�' � � � v l O R1-5 PEDESTRIAN CROSSWALK SIGN �� `' o � " � '.. � � • ��� � � � : � f� . :. � � . ..J . I = ,, e I. W17 1 SPEED HUMP SIGN +. � '��:� � � e�� j o � � � A ��/,� .�o� a o � � �� '� C A '�'� � Q ..�;� I �.� � '.� � � / � � � � �. / �.l � � � � � . a ./• � � � /� �� � � � y . � �• � A A — :I I I., � A � .t /-'�. . A � � � � /' � �/ A� � � � ' L - - - s � I I .oj � " I ;r . '� l � � / l � � � � � �l �l . : L - - - .d — -�- o :� A � '.'J .i L � � . e. . , ;- -� � �� � � .. �. �� •I`..I � I . ,� �- � o� \ \ . /� /I o / \ ,/:v . p �.ALLEY J; - ALLEY J .� 'I � A� :�� I 'e I �< '� I r:d� a � �J• / � \ �/ / /\ � A � / . - - - — — " I .� G 5 � (.� � ' J •.� /'. Q� � � �� /� � � � �'� ;� — — — — — F ��1. I I � � -�� : � —I a'-J �� � � � \ ��_ l 3 / � \ � � . l A A A � � � � ' I . o�. I �; � � �/ / z� � � � � z. A ��: �. , . �4� � .. � \ � ' Q/ A , \ � � � o� . / / �.� � 1 _- - ' 1 I "� � � ' . �� j � � /S 2/ � � �° �� I� el [ _ A -1 � I ,� _ — � � � � 5 � 'I I '� �a G / / � A / . � / -- - �v -� � , — � 1 I� � — , — , �.� I -� /. / � � � � � �� /.� � - � � � :I , - � � � , = � 1� TST, INC. 'I � A � � � ''/ / E � —A I , I A � S � � � � CONSULIING ENGINEERS � . � , �� � � . � o � / . . / . END OF ROADWAY . � � . — — , ° ,. � :' '. � . 74 Whalers W .' .. .' � . ;. ���� A " � ' ' / � � � � � "' " � OM4-3 OBJECT MARKERS � � � � \ 8 ° . .� > I • ' :� � :. ' . . \ • . (; � .� : �: '' / '` o . . •' "' � � Suite 200 Fort Co lins a -. \ - � � � � � Colorado 80525 . �.` � �� = •_ �� •a, .. \ � o � 5 � e ,� � , e � � � ,. S � �:. �I.: � ' . .� � \ :" / / :� • A \ � ,J '�� MIDDLE FARM WY � 1 � Phone: 970.226.0557 ,� I = � � � � � \ ,�� � JOB N0. , J ,e , f e �I � ' s � � �/ : : � � . � ,, � „ ROADWAY 1230.0009.00 . •�. : . j I � � . . �/:�. , � . / / � � � J_'' �� ° ' _ _ . n . � � � INF ASTRUCTURE ` �\ SCALE :o � - . . .� a � ; A ;� \ I. _ . .o / A \ � \ f q /: o: '' � .d -�' i A — o. ! q SHOWN FOR 1» = 50' i'. e .: e � : W . e . .a . J � � � � � � . ' . ` ' '� �. � ° � � / � ��� FERENCE ONLY � '1 � ' � �' A' I ( . A � � RE � �� . � � / .� � Q . � s A � � � � � \ 1 � � � � / � � � � �� / � I �' �'` I � � � � •.1 \ \ 50 0 50 �oo �a� JULY 17, 2024 I �, . o / � � � J / / � � � � / /= � .�a I — � � 1 \ I � A 1 � I — » � SHEET A . - . � . a — '�- 1 50 . � . , scale .'I . A feet / G . . . 1 . / h . ,"�' � _ q � • a A � \ � � � i � \ � � / / '/ � � l � I � ' � � � �� ` � \\ 181 of 216 SEE SHEET 182 SEE SHEET 181 N � � , � \ ° 6 � .� i i = � �:, � � ..� � � � s A i � � � I � ` � � I � � � � / 1 � � \ � � �/ . �� � " ` I �.- �W�w. � , � � ' � � � � � �. .�o �. -. . . . I- I w � � �/ � � � � � %' � A �. �" � f .J I , 1 \ .Ia,' � A J � \ � , / � A \ � \ � /� � l,. G A I . a I .� � � �l 1 \ I q � � � / / � �/ • / � � • � � � � � � \ •�o . . / � � / / � � .. S I I o �� � 1 \ \ J , , o e I' � � , / � � / / :/ � \ � A �� / I � .: A . . � � � \ o .�� I o l / 7 � � l . �� � I . A � \ \ \ cn � el � I . /' � / / / � •� A f . / � � � ,_ — � � -_ . � � � � � � 1 � o � � A I . /.. A \ / / / �j � � � % A I .� � , .. �;� � :1 \ \ v� o . � : .. . . . . . . . . 1� , \ \ � � , ,�� . � � � . . � � p . :t � � � � w I .. . .. � . o . � � � , � A � � � '� . . \ � � � � . . , . . - - - - - - � . , i � � . .o � a� � -� � . :�/ � � ; . � � � �. — — — p� �: . � — — � .o - / '%. , "�o. ( � q , � — � � I I � � �r A� � '� .I" . vALLEY F'. � v� / / / . A :a I o � ,� � � \U . .P. -:� q �; � � � I 1 � -�, 1 . \ � � II — - - - - — - - \ ! � - - — �'� � � Z � j � �a :� \ � � ,` -,� A I�'= �' I A ~ ' A A ` �.W� '��\� � � / � .� . I" A • Z , :I. � � ��� �" �� .� I�. o .o� I � A 1 � �X � '� w f , a . � , . � \ � : o . . � � . . a . . . �� � G . o . . . � ,� \ � ,- / / � . I a.., � I _ ' �\ ' t i � . � . : . . : , . . . : � / � . 4 ._ � e,, . ' . �. .- , � I_ > ,S o e ♦ . . . .o � . . � � � o .� . .� I. � . .: \ A � : � _o � � / , ' � : . .e • . . E' . I � � �' E . � A �°► � :a ` ;`� I q ` ..- =A '� ; � �'°` '� '� G � � � � � - . . � l I . . 9 . _ :. �. —. , : :�. — . � ; o . � � . . - . �_— % .-— — °° e --P-. . . . . . . . ,o e . . , . e o ,. . _ . , o. �. � e. . : , . . o . ` � :� — — . . — -- — �-- _ E , . . \ QO � ,--: o �-' � . . . . o : , � o . . a . . . . o � � z . • . � _ — .a � : . a ; _ . , . o� : � .. . :- • , • . . . , - �. . . , > :. . -o . e . . . . � : _ : . � � . ,e . . .. � .. . . . . .+ P� . . ^ , " , , .. ,o . o' .' . . - .. a- . ., . ,- . .e . . � . . G o ;. . . . ., . . �— S / > . - W DRAWN • . s y_ ._ . o. . . , : v . . . . • . , o . . OM4-3 OBJECT MARKERS � _ '� W BRB / . . : - S � �� �� ; / /� LONGWOOD DR '�� � .� � CHECKED / � S `' �. � � � W DAP . . . . . � s a �" . . . , . ,.o : � ' • ' �- � � " ESIGNED E . .: : :� .. °� ; , e •' e; , �: : o . . . . o . . ' _ - .. • . G " v • . . . � \�� A � � \ �j o - - - . . . w . . . . . o . . . . _ . , . . . e , o . _.—� _ _ . . . . . > 9 _ Q . . e . a ___�_ . . . e . . . . . . e ,. . .� . . .- .e - b .p ,: : o •• n ---'_— — -�_ — . . ,i . a., . • •. � �_• I ' I.- � / / , : v; � . , _ o. . •: . •�: _- e. . .� _ A � .S / � ' �\ � o . d a. < ., BRB . . . � � • pl � � � E � ` � =�� / � �.p FILENAME � , �-� . � � � nnnnn � - . � e : � � . . .. � .. o. . o .. . . e . , .. . -e . . . . . :� �, : :�:.� ' � . . : .. o . . . _ a : .o . : . .. a : � � �� W,� � - '\ � 0009 SIGNAGE � — - i _ — -- �=�� � ��-��i � �:� .� ..a , , �� N.T.S. :r:� � � � � � �: o � \ ` 1� �o_ a �%_t� \ � i � � .��� �PpO L/C �. � �\ : e• \.fi ` � �,.;�FtE�' p�P�' pC� ..' . ! . / e. / _ 1 ,o. � .���.� I � � � �: :o:� � � � � �: Q�� Q� �� �: � •�� / q A q o: Z ., A A A • v ':' �� � / � � , ' G PQ 5,�� \ �� '�` : � A — — � A — A ` � I - - A A A A _ ,� �. ; :'o. � � •\ O\� GO� ; � — — — - - � � ► .� / - — — — - - — _ — — -- - — — — — -- � . -- — �_ — - - — _ — — — � — �,,.- : . o � J e�� o� ��• �,�' — — — �� — — — �� F / . . — — — . — . — � . . . . — � . . . . . � . . . . . . re . . . . � •4. . . . . • • . � � 0 . � . ♦ ♦ . . •• . . . G . o �s - . • C� 1 ai . a � / . . . . . i . . o. . - . . . 9 0 0 . . , . . . , . .. : . a . . . , o . -. �' . ;o o . . . . 1� . � . . . � A Y 4D . ` . , . . . • o : , ALLEY4 E" 'ALLE / . i � . . . . � �G ;(' o . / I f . . �� . . . 0 � a . . . i L . N A e/ / 9 . ! / , . . �\ / . . / \ � � • • •� 9 v � •\ . . . . . . o .. . .a . • �• — — — . .4. . .. .. . e . .. o . . .. • � .a�. . .� v '.o .��. v. . . . . .. �a ' . ..^� : � v �` . ..' .� ._ .' . / , �- - - - - - � - - — - - — - - - - — - - - - — - - - - - — — — � — — L�o — ':� � \ .e� � ek� A ,� — . �-- �� . e .` ;. �" / '` 6 .�I/ .�.'a/ � A A A A � A A q A A A A A 1 ` : .•:\ \ � � . \ \ � � � .�.o:. .�e _ , — � � STRIPING LEGEND .�� `i . . / /,e.'�• ,� '/�// ' • S . \ \1 v .Y,.� -� . /, . •o- . �.. ;� \ �: a`� � -\ � �/ A �� /: � o � \ ` w � f . .� q \ '���.` � A � � 0 6" SOLID WHITSHOULDER LINE \ \ 1 / , f ��. .v ', A � a. G ! 5 ��/I"� —,.�L,. . e� �� �// — — — - ` � �'� :.� \ 4" SOLID DOUBLE YELLOW � � .4:>�4irM`�`�S.°-���,� � ,, . I � � `' � � � � :� 0 CENTER LINE I. I• ``��}s�M1 �- t.*.+ ( . . � L� � � � 1 ��� p/1 ' .,1.`"�:' � �'' � � �1 � . :• : ; � \ I•' / .�.vi ~ t � ,�:Y,},INy ` . � I . �..� _ � � , 8" SOLID WHITE TURN �' -�. ;;`���::�.:;jt :�,,,;'�` � f�e S oj .� � � LANE/CHANNELIZING LINE � ,+ �� �V�`;s, �s�> ` � , I �� S i� ° \`� � � �\ i + ;,s':������� ,.;? ;,�;` ,,:�A;:,. � � '� A .\ � � � � 6" DOTTED WHITE TURN LANE � ��, II � � � � � � 4� DELINEATION/EXTENSION LINE � ,� ;< <�V���,.•,: ,i 4 '.S:�L . , . / A — — — — — — — .17h`; ,T,r"iy7'^",� 5 ;�J`�, I � �I`.� •I :�;- ^,'�.:�.,.s-:,`i,�; µ`r-LJ�,^,'i,:�';����.:r,. �� � �� �� �� � `, � ' :� :•F�',; � .z-�•.•�:, � (3' SOLID, 9' GAP) / '�j ; ���:�,,��....,,; �,���:, . \ �6�' '• .i'�;.".y���^^ 1 ` '� / I '`!�'.�.' '...i['%�'�; y �.1+nK,'1'k�`\;�,, / :Iw �: i S } �h '�^�"�`e�`;' I — — — — \ . ��. 1 � ,` o � ;:w':��" �� ;.,�;. 4 wM: ; \ � h � PRE—FORMED THERMO— k.. .. , : ..... — — - — - \p � —� � ���' Y 5 lo�� ;� r��;s:i�:-�t'�`•,'•�. `;;;:''�':<:``;'::;':_.'.�_ �.;:� '' 1 ��� i OO 't �� � �I � PLASTIC MARKINGS / � �.ti= t "�4 y S LY•r}:`" � � � � � � � ,�� � � � � \ ` � �, � � / Q a �•1.'. ...�:4'1�::`�"_i'`'� ��' � � ` � � !4` `w}��'i�^'2'`�,'x�� ���9:G � - - �;';,,. G ` m :;: �':y„ :^?• '_«;T ''{i;.;e-.� :`i;' \ Q I� ^S 1 �•�a`�''.4,i`Y�":..^�'� \ �P � \ � y -\• 1 � e �- O � .' \ — � ,I •4t: �. ::a i a S",..:`'G^"�' ,•. � 'e.�:�� �y.+,, ..�, .: ,��,,,,S^yv� � / O ,..,, :,SS;ti+t,;;s: q A q � 6 � TRAFFIC SIGN � , �1� 1 � +� =���: `h:.., .Q�,Y�.,..... y � A A A q A A A A A � • � � ;_<• �.t:• , .�:...,.� `� ef � � J .,,,;. � a .. , � • :-:, . .,. , � �,�- � . : ;UE : . . .. :.,- s,. : �. :q� , �� ....,:.�,.--� � - - - - — - - � - - - - __ — - - - -_ — —_- - - - - - _ - - — — — — — —� — — — � ` ` ` ` � . . . . o. . ,.a . o. — :, 0 � . . . . . . , . _ . � - . . . . e . . _ . . q . . o . o . . . o , o . . .. . , . . , . a , . - . . -o• e . . . . � 1 � 1 � 1 � 1 ,, . _ ,. e, , a , . . a . . . . o , : . � o .. .o . . .. e . . . � . � , . . .. . . . . . _ a . : e . . . . .o . . _ .o . � . o.. . . . o . . _- . o — . . . o: . . . ; .. . . a. , . o . . . . . 0 o. . . THERMO PLASIIC ., � .q , _: : : • w a . .. . .. . a: . . ._ . .e . . . •. • s . .. �� . . . • . � � CONIINENTAL BARS I . . b . o �d� . Q ?� i �� H , _ � . .o . . . a � � .ALLEY C ° . . > . . , o . . . .e . . . . , , . , . . ;. - ' �ALLEY D< - , , , a , . .o . . . 4 . • o e o.' ° . . °� \ d • _ : _ •a •• , � . o' " ' . . . , . . . o , . � : . . ,. . . . . . .. . . � � c. o .� :, � �... � . .. . ..o -• : as , s� e., '' . ..o_ ., . < .. . .� . - �. .. . . . .. � .. . . . e . ..o . . .. .. . . , �. ..� . o , o �a• ..�. , . , ... �o�:.. . . � .� � �. .. . .:.,. .� .i, . � .. .. .� .,.. - .. . . e '�' • • . . . �a I. .� � .: � .e .' r . �.. . . � . .�v .. . .r y. .•.. . . . � �� .. ... e.� �-.. .. ..e...� . �� . • , . . . . � �`.I _ — — — — _ � ..— �— . _�. . ... . � s�� �._ . . - �.`o.�- _ is��_ —�—•. �S. . �. . . .� '� - - - — — — — - -�. — - - - — � - - v��- - — — - - — — — — — :�° � .� � (� — - - � — — — � - - — `�_- — - - - t — = — _— — I=- - - — -- - - - - - - - -- - -�, .�,� SIGNING LEGEND m W p . �= A A A . A q A A A A A A I ` �: '1 � I � ..,lo. q q � : .. �a.C. I I � � � » ,, �. R7-1 NO PARKING FIRE LANE SIGN AND R7A FIRE CI� � Z I�_. , �o' � .'j � �'� LANE NO PARKING BY ORDER OF FIRE MARSHAL" SIGN Q � .. • �°:I I � (SIGNS SHALL BE LOCATED AT THE RIGHT SIDE OF Q = 'I � �" '� a ., � I '1 THE FIRE LANE ENTRANCE AND AT THE END OF THE > � uJ �� � FUlURE R0� FIRE LANE. THE INTERMEIDATE SIGNS SHALL HAVE � � �. ;�j�.l I . � '�1 � � ��� q INFRASTRUC DOUBLE ARROWS POINT1NG IN BOTH DIRECT10NS). ' E � I I� �I � �l � E . �� � — — --J � _ � I— — A I J ; ` �� ]' I �.I SHOWN FOR � Q ���; — __ T � _r _ , _ _ _ _ _ REFERENCE � R2-1 SPEED LIMIT SIGN 24 X30 Z . o . e . � . o . . . . . — ., e , _ . o . . � — � : o - . : . . . . . o. . . .. o . : . — . .o . - a . . . o . o . . . a . . , . . . . ,o .. . . o . . , , — :_ . .q ; . . . . . . . o . . , a . : e . . . . . :, o e .�- . _ . , . . �, � .o : a .♦ � : e . . _T I� .. . . _ . . . . w . a � • �v• . .... . e - .� . .� . .... . ..: �� .��-o �.: '� . .. : ' .e . . . . ' .... �� 'e '..e ' . . q�. • •"1 �i . : ; . . . . . � . a . . . o � � .. � : . . o o ,. � � . .•o � : .. . . 4 I . . . . , • .o , ,x , , � o : - � �. ;d •� . . . a , , . .: ,a . . . ,.. ,. : ; , o : � � . .:,•.�� �:�.. .o . . . . . , o o. . : : • : : . : . ;. . G - • . e : .: � 4� ,k..:. ,;;,...,•:.: t:.,,, � » • � — � ., �: •>•, , . :,,, O , a. 5 . ,�� -� � � � �. �: .a ' � . ��` ,����,�.:,�,� O W11 2 PEDESTRIAN CROSSING SIGN 36 X36 AND � 4 _ t�'�� � � X W16-7P DIAGONAL ARROW PLAQUE 12"X24" � � END OF ROADW 5 {{�����'';'` k�� ;Y`, [ � .�' `_. ' CI� AY ,;,,.w ; k,K, ;� 5'fi ��`.� �fi 9'N1 A�,Z:� `,j�:'v�•_.i:� `•'l��,rhi ��1:�',5��'"n..�:'i,(';�`'^ii+, 1 _ �;?i:; �'i: ' .;`i.: _ u ff OM4 3 OBJECT �"�`�°`�`"�'`�" - D D1 1 STREET NAME SIGN 60 X12 1 SIGN PER EXIT MARKERS ,.,, r.:=�; :;-. — O C ) - >':'� .:,7�;`< ���;�,:�:::=.'�: � ���i°e`;'S1`: - �,'',;-;1�`.. ,..1',0:' '•,..'y'::• MONTAVA AVE �-`.•;°;,.: :.t: \ �RA.� ~.� - ``yi. ;�t�'�5`t C't'�':�yR,,�,�.5:;'�':��F:. _ l;`.T*,� �..;y�.i.': �:.;.j'ri:; h�5:�1 �\ — A 17 :�_ ::���, R1 1 STOP SIGN & D3 STREET NAME SIGN `r.�: �"�;.� � 0 :•..�?tr,`,• ;,:�70:r:.. r• �.�Sy' .�,� _sz�� ;��� `�: ',i".':�:'i:.�y`�c.;w ��:�3.".^.�:;:,.�'+`` \ ,� f,'.4::,a ..,h..rt•R_ ����� , — — ,'.S�:'.j:,�^� .',:5".i?''r."r."_/— � :���::n: 3-17 BI E LANE SIGN 5 �'�'< F R K .;,,;�����=:y � 5 ;�-„� :1.'�=:�:-';:;,:: �`,,,..,.��/ � ,:.K,�aK.� `;y:.::.-... , ;'i.. ,:l . `Y' ti;2`:�'`�0.:::t<..tiy.'t`�S�e"�°M1 \ o� . .� . o. .. . . e • , � . , . . . ' ;;'.�}:.'�;';�.�,`r�Z�'i����, � D1 � DCI'1CCTDIAAI I�D/1CC\A/A1 I! Cl/�AI . G . r. ;'�`_ ��,, \ . . � . . . -E.. n o . , � . . . . . �a ..• - < , o ., . �e . . • •' ' o ' v v _ ..- a. _ . , • �. . . .. . .. : . .. a . . . . � ' . ' . � .v � v �' . . a �e� o , . o � � . �. .. . o' : .. �.�. ., . o .�. .� . �. : �•o . o � . . o �. .. .. ... . �. . �. . .:. .. a.. . : . o . . . ... .' .� '.a�.. � '. . . o' • . - , � , ` . a : o . . . o . .. e : . . , . o . . � . o : . . ..o' . . � G a .,.,.:•_,::�:,•:�., . o. , . : . e . . . : o .. . . . , , . o . . . . . . . �. �' . � :: . o _ . : . _ . . .: o . . _ . e . ; . a . e . : : o: . : . . . o :� . — — -- — -- — _ ,. o . . . . . . :. . e . o _ . : . -. . , za ,_.,.--:-�- _ . . .: . .� ,� •�' . a - . .�'. - — — . e . . . o . . °• 9 ■ - -- �,.�--- ._ .' ; •:. .— _ . o . . . . . . • � . :_.. .__ �._ _. . .���� _.' `�I� :..II• � .9. . . ��,VI \ �. :..� _ . . . — .. .. 9• ��. \ / . �.... .. \ _ � s I . / E � � � � � � E - - -� -- - � nni� n �innn ��� �.���� A , � ( � A :�• .. � .I / i � I � .:� .i ',.':. i ,e // � II I � . .'I � � I' .: � / � I � I I I � � t;`: ::'f=t�,;::;,...: � I a� / I .-:_,�,.,,.,'�';�::=:,�,;r:��.: / ,.t:.. .�; .: , .,... �:t: _,:.��;_;,�, ;��;: i� I � / ( ., �„``;;,..,::�;;_. A A A q q A A A A A q A t' . . .� // � � � '' :';r''�,�s�;. ' : S ' '��<:��. � � — � — — — — - - - — - - - - — � � � � � — ' / �/ �s� ,,� ,' , � � I .,;ti� �;e �¢'�. .�t.� 1 2 ��„tir.1�:i.. � — — _— I� � � � � Y �� �yY.� .'4 t ; l.:,h. . .. .. . . . . . . t i, .. .:•4... . _ _ _ _ _ _ e.��.,..,. .Y•'•• ,.� .... .. .� .. �:. ��.w�w"i:"�'.�`.,.�, a _ �:. : II . � :�.� �.: n •; II . .� ,�.��,Y�1.�:,..:' . u � �.n :7.....r1��„�:...0 �''"`• 'v.Iy .�n:� , r ..aa �. �� q .. . r a � .,v ;S�h. .: . .a:+�' e `uSRi,..�,,y..�.�, �i, lro . . . . . . . I � ;. �.. :.- . . .. . . . � ° ' � '� ' >� .� • . _ o . a . / , _ o ., ... , :,.�a.... .. . . , i. . + _. -, . . ,y : .' . . II � / � .o, .. , . . . II .a .�n ,,�.t....�>..>. , ,;A.,..� ., ,,. .. ......4 . .. �� . " . .' .�' .;a '' •: . {. . . . . . . _ ,. ...• , . ...�.. . . , . ... . ..1...1.. _.i .{. . . . . o . . . o � v t.. � . � .t.... . .- < �..� .. :���� . �-: '. ". .. .. �.. .. e. ..' I.. .. ; e . . ... . • < , . •o . • . .- / . . � .� o. . . . . . . . . .. r i, .t. . . . .. . . '.{.: . I .,i.` v '-a` �y•• , ..z�` .`r> . � , , , �.,..-...., , ..r. :'it II S, , �,it: I `.'�:' . . . . . . -a I. . .. � ;� , ,,. .c;, • w:�;: I �4' .�."?�: . . . . �� } n. .��.�i.ro. . . i�l.5 ".1�( . . .. .. . . . �i ,. � n . _ • . �� .:�'v.'r.. . a.r.+�� . . [ ' .:<.< .1 v y • . ..v..�. � •t... ie��� . v +�.n •v . « . . Y... + ' � . • v' o ^ Q :- . e .�� - .' . .. v . • . . • • v . r . ti � ' v . . . . .�i.;-Y.., s ..,��,��( ;. . . .. v: .o � e .� .. .. e. . • ... . . . . ' . _ _ . I/ . . . . . . ,� � . . o �' . ..n �, . .� V ' � •'�: .-. . .i r . .. .... . �� . .. • . . o' . . . . . . , ..o e ' 'AL EY�B . , ALLEY A � . �. . •, ,., ., ,. ,,, ...._,;. ,... �, ,.,.. �, .. ,,..: _' e . . . . a . �, z . . � .,. � / e / �. . c,s� . . . . . . . . I i'R'" il." . . . . . .. . . . . '�.'.. . . . . {.: . i. '�'s: . . . . . . / .1 . a . p+' . . o ... . . . . . . .., �'•t` . . v . ��I 'l,': .�C•' +� . ,?t" . . ,.* 2 .���.i:�S�u+ev' + � , .�;+:• : �.., . . . -. :.. ,.'��. `,. u ,�• �• ,. ,,..i�.r.,... .. ..rr� .`. . . : r e . . •, Iy� o.� _ : .. o-. ,o , " �.- . o�.�. .,�. .. . . a e .a . . . IIf/ . .�.:-. . . -�' . o.�, ' . • . . . e . o. ., o.��,: 0 o.. . • ( f 1 . I °l II I S. 'n1 / °d.," — ,� — — — — — — — . — _ . — — — , — ,:..:� ....i� :;.��ao�� ��t ��., '... . , ^: _ — _ .� • �.a.�.�. , ...���i;.�v�� _ n4 4 • �_ � . . . . _ — — J I ' ;'„f;:.4' _ — — — _ _ — — — — — - — _ — 't^ _ _ — .. .......>.,, . . .. e.-.- . — _ — .}, _ — — — — _ — _ — ,Z. ��{` f 1 I ��. r;�*�e � �/ Y ��`.� I / / I �•y' '�5' / ..tn'r�',.} �:'4�' e.Y� ';i�. •,f:: �:h,,� n.��" r ,�'S.. �,:����1� L J °w�ti``�'����.'�:._: ��'.t,'::C,`"�f•i'+ I I ��i:�.:,,:.,'•+'"., �.�E.. I - 'v'�H. ..1. .,k:•' v.l..� ,'•ti:� / •'��1., �f'��� I :,i,,, A �R'• I `.;'�.:;�.a;9• I ':�i.;.. M;*.l�;,i�Vri, 1 '•F 1 I ��:.1�'�`:�i I I A :�;::--;�: .�°:� J �.'�a'n .l :1:i,:i. �Y`ia� .Y1.:�'�•',.1�ti+��?;�` / L J h� I / / .}��i�^s a"�� - '',k'i:",5. �'.�'.':`. ;t:��':�'^':;. '.L'���:�`>:�:�'�.;,�`.' i:y`.= :.:;i.._ :.,.�,..a�. ;.•.�,. �,�,.��,i�.' _ ``,`: "�.y.��;:� 4�� .�I ��`^:.y. � � "' �` ' / i .ri4, :-� . .,:'�', m,ti.,ti�,�.�'�^..:. i,.).�:.:, �Y1.::7^`Y.' :,•.. �..��.::�. . . � ::'c::,�,, a I� :5;:`s•,;::'?`z,• :,5,,,�.;,r .:•�:'., i TST� INC. � I I t�. - , ;...:, ��;,.. ::�:'r;�.:�.°° i � i � ��'��"'''>"' �:`�� '� ' � CONSULIING ENGINEERS I� ��;<:';,�_':_.;;. ::���..,x;,... 4;�'=.:�:.,-,•,;. :;<:� � � � �:-�;�•i;.; `�'.,�.;_.• / / 748 Whalers Way I I.v `';°;''- ,,s;��:':'�>�`� `''ii'� � / / I � �: -��;,:; -<��=�:`:': Suite 200 Fort Collins � / � `.:�� �"� °`�• �`-'� � / i .'.�.;.�;, :���;,;r�' •_ Colorado 80525 � � �����:�:.. ._:�:���;����:��Y..:, � / � / -<:i;>';;:,;;..: .F�ti;;°,:.-;`':_.''_:•t'.;` / Phone• 970.226.0557 I I �� "��1'�= -:?�+ ;� *7 '� � JOB N0. / i .� .. �,:� :.:��.: ry..��, , / / 4:f-:,.q�:. .,.,'.}:;:,.�..:�,�,��.� 1230.0009.00 I :_,;;:�.•_ ;: F�,,:;,:.:,,;=;W�;,�;� / � ;�^;•;;yr;e.,=;" , ',.::'",':k'�. / � / � / ' . • •�. :<;c•,.V..., ... / I. I .,^.�,a;r i:i_s`,, y.}_:�.;��:`.;•.:;•:'` SCALE 1 i •,Y•- � i — 4��, ;.<��..�'1:'•:Y' f� _ f + i .�-;a �:; tt,:,� ,, ::;�:><„ / 1 50 . ��':'-`:;4'ii.i''};' '` ;-..a�.',°�`?;"sS?.�" � � � � / I � .. }��� - '�:;1�.�,"'�:,,;:,���: ;. / / / I i.,.Ll:, z".:,: .,.7:.F;:�;.;�•ti���+.;. L' � I �;`�•� :,, ... : ,:. . � � ,,a:��..,�.,:�.;.::,...,.. � � ;:.'s:;�:i;;..,.:;��,, � DATE I / x'1`d�ti'4nd:TJd;;Y�in, " y`1:� _'���� / � 50 0 50 �oo JULY 17, 2024 I n.4`± :L'�;��r :':i`„5�'�•:�:` / � '.,(�'* �a'�1�" ��I 1�,1::"��.:;;�� / �:N:`1':' ..,.a.. .� I : .... . . . . ^^/ / � u� 4•�f�Y�i�v.i��Y, / I _:<,.; :`,:;:. ,. » � SHEET ( ";::���: .�:,-;.;;_;�',`;��.;.t�'; - / / / scale 1 =50 feet � � I I I ' � � j� x i��,"�" �/ / 182 of 216 SEE SHEET 183 SEE SHEET 182 N � � *.•1:! ��'.y:5:1. {'.il�.:�,e�^:.:�ik�� � • ", �. •.�a(>:.�..�..�.�`:�_:�.n.. / / / / II I/ ` .�.`?�'". :.^y".'.,��r.t:�;'.;:ai4��.. / u % I II i, ' � I _ 1`�,:`��,'.x.. t.Ft.�`lr.. =� � / / / / :;�L4 t4'„'.i.:`C:. ,i::.i= / IIy I �::35: ;n��?> �':.y:.' / / �IIII / ` `'�4i�;T'F:.t •`�y^���: tiih:� I II I I •'4 � ...r e, �iy''jNV1,�.^ty'�Xk,.��� / I ~��i'� �'ro�~ / / / �<�, `;°���y�:ti'.S�.Y.:.�'1.•``. :�`:�' / I `:'.` �y.4.„� �':�e�a::,t.� I ... .;�:S,�i� •+.'i: : .`:'i::�..'•.+'', / / . . 4,5. s.�{"•'�5�4�',_t���ai���,�,.y'. ' / ,a°� ;:c.< '�''' / �;.<.,.:�,.,t,.. �I' � - :`;':;,.:;;���, � I � � `�,:;� - � / � � � / / / Z �' � � ��:- , � , � W i � � � - � / Z � I / / � N I � _ . . � � � o � N' / ? I d / � � � �' w � / � � � .�-'� I � // � � � � o ( � / / / / � m �I I ':0 3 - .� — � �/ � �o � / � � a I � I: �` � �: i � / c�`' � � � h � 4. . : � . � G\oo� � � I Z ol i � � � I , I � o Z . i� � � � / � . � _ .�� �� � � Q � / � � � � ' � ���� � / / � � �. � / � m � � �::: .., , � � / i I I — — — — — — — — — — — — — — — — — -- _ / / / � DRAWN E I � -- — -- —� - - - _ _ _ _ _� � BRB —-- — -- — -----------------------� �. � � � � " : � / CHECKED � DAP �---- _ � � \ I ��� � �� � _!!- ___.��..\ \ � � � � " � v,I // ,R, � / 7 — — � i�``� � � * � / DESIGNED -- 7 = �� � ���\\ � � ' � / � ��°�?3. � / T1E TO EXISTING BRB � � � � � � � � � STRIPING � \ _� 7 GOODHEART DR (FUTURE) � � � � � \ � �� \�� E � � v,l / � FILENAM 0009 SIGN G � O � _ _ _ _ � � \ ::\ ,� ,\ / � KEY MAP _ AE � ��� Z �� - _ _ � � N.T.S. � �, _�___ � � - �—_/��� � ./ o � � � � � \ OL/ -- � I — — — — —_--_---___--- ---_—_ �:--_ � � � � � ��` � � // / �°o• j� �� ;� � � �p�P�.....� — - - — — — — — - - — — - - - - - - - - _ _ _ — _ —�, L � .� � � � � �'o \ �'�, � :�p RE P�, I � — — — -`\���\ � �.e� � � / 1 Fpq� � g � � �� V�;.�` Q�p� ,�p� � — _ — �� . ,`� \\ / � F i \ � / ; Q vG � � • �- - � \ � � ��� . � � � � / °q � / p\��'��5� : � \ \ . . �\ B � � / � Q���� �o���v OM4-3 OBJECT MARKERS, \ �e� �o'. `•� .� � / � / � / % �0 ......••� � ��� _ �,� � � / � G � ` ' ° � / �.`� / ` ��NA�E � � � \�. '�'�� �� / �` � � \ , � , �' � /� , . `,.o: :,. � , , � �`.�� 2 . .�� :;� � � , 2 � � / � � STRIPING LEGEND � ,� . .�. , , � � � � �, ����� �. �:v .�•�: , \� / F 4 � � � � ' � �� ' ` .. o :� � � / �. 1 � 0 � \ . �, .. : a ..� �, / ^ I 6 SOLID WHITSHOULDER LINE / � �� ��� �� �" �`�� �'',�, � � A � � � 4" SOLID DOUBLE YELLOW � �. ' ''��• � F I � � � CENTER LINE � � ' , 'r / � �. . ".. � , �, j �\ ���._ ,� I 8" SOLID WHITE TURN \ ���'��� � ' � .��o � � � / \ j 3 LANE/CHANNELIZING LINE � . � :: :o � � ��`� �� � / � � 6" DOTTED WHITE TURN LANE E � � � � 4�— — — — — — — DELINEATION/EXTENSION LINE � � � (3' SOLID, 9' GAP) / � / / / � 5 � h � PRE—FORMED THERMO— / °. � � � O �� � � � pLAS11C MARKINGS Z � / / � � _ / O / � � / " Z F �� / / 5 60 � TRAFFIC SIGN � � � � PRE—FORMED � �/ / / � M � M � M � M THERMO—PLASIIC � � / � � � CONIINENTAL BARS Q Q � // � � � / m � ,' � SIGNING LEGEND W p / � / _ n � » � � � / ,� � � R7 1 NO PARKING FIRE LANE SIGN AND R7A �FIRE CI� � �/ � / ,, � LANE NO PARKING BY ORDER OF FIRE MARSHAL SIGN Q � �$ 'a � � (SIGNS SHALL BE LOCATED AT THE RIGHT SIDE OF Q = � � '' THE FIRE LANE ENTRANCE AND AT THE END OF THE > � uJ � � FIRE LANE. THE INTERMEIDATE SIGNS SHALL HAVE / � � DOUBLE ARROWS POINTING IN BOTH DIRECTIONS). Q � ,� �. � ' ~ Q � � 5 / QB R2-1 SPEED LIMIT SIGN 24"X30" Z Z \ �� � � O W11-2 PEDESTRIAN CROSSING SIGN 36"X36" AND O � / � � 3 W16-7P DIAGONAL ARROW PLAQUE 12�X24". � � � � / B / � / � QD D1-1 STREET NAME SIGN 60"X12� (1 SIGN PER EXIT) / /� / / Q R1-1 �STOP" SIGN & D3 STREET NAME SIGN � � �/ �`��'�j / / �F R3-17 BIKE LANE SIGN � R1-5 PEDESTRIAN CROSSWALK SIGN �� / � � � W17-1 SPEED HUMP SIGN �� � / � / � / / / / � � / /�/ / � // / / / � / ' 2 / / � / / / 11E TO EXISIING � � STRIPING � F4 � / / / ��`�' / CONS TSNG E'NGG'INEERS // / / 748 Whalers Way Suite 200 Fort Collins / / / Colorado 80525 / / / Phone: 970.226.0557 /� / / JOB N0. 1230.0009.00 �/ / / SCALE 1" = 50� // � � / / � 50 0 50 �oo �A� JULY 17, 2024 / � � /� / / SCal2 1"=50' SHEET feet � � 183of216 N � I I Z 11E TO EXISIING � STRIPING g z � O � — � (n w > � W � � � 1 � o � � Q 0 � � F Z ^ o I � � �, m � Z �y DRAWN � 2 BRB i� CHECKED ci � DAP I I DESIGNED i BRB � FILENAME KEY MAP 0009_SIGNAGE N.T.S. � � 4 , p,00 L/c � �� ....... �� � JP�' C� ,: � V�•� �O �O . QQ �G . — F N � �O��G G��S � . . �� � e� F�� ��?�"� .• � �0 •....•• �,� �` I �ONA�E� � I B !: � ' � STRIPING LEGEND . 3 y �_" E . •a� a . - . � a .�° / � � 5 � 0 6" SOLID WHITSHOULDER LINE � . � � � 2 4" SOLID DOUBLE YELLOW :� � 0 CENTER LINE � � I ,j � O 8" SOLID WHITE TURN � LANE/CHANNELIZING LINE � I � � 6" DOTTED WHITE TURN LANE �°. � � � �— - - - - - — DELINEATION/EXTENSION LINE I � F (3' SOLID, 9' GAP) '� � � 5 � � PRE—FORMED THERMO— ,�°' . :°� I � O h � � � � � pLAS11C MARKINGS Z � �� � � I Q Z � � �r �a �r a� � 60 � TRAFFIC SIGN � � r i i � � PRE—FORMED � �; � �� � � M � M � M � M THERMO—PLASIIC � � /.� a�- I CONIINENTAL BARS Q Q � I � �,�'0 9 I 5 � m o� � :.; � � SIGNING LEGEND W � ; i 3i � � � �` ` I 2 R7-1 NO PARKING "FIRE LANE" SIGN AND R7A "FIRE CI� � Z /`° I LANE NO PARKING BY ORDER OF FIRE MARSHAL" SIGN Q � � (SIGNS SHALL BE LOCATED AT THE RIGHT SIDE OF Q = ° �l I I RE LIANELATHE ENTERMEIDATE S GN SHALL� AVE E � � W �.' ' :/' � � � DOUBLE ARROWS POINTING IN BOTH DIRECTIONS). Q � � a � � � I QB R2-1 SPEED LIMIT SIGN 24"X30" Z Z \ /pa B \� 'Q � W11-2 PEDESTRIAN CROSSING SIGN 36"X36" AND O � � °�� '� � � � � W16-7P DIAGONAL ARROW PLAQUE 12"X24". � � � J � � Q,O��� ^ � � � � i \ j ��JC,� �-� �I � I QD D1-1 STREET NAME SIGN 60"X12� (1 SIGN PER EXIT) � �� � ���� p� � '�'7 FJ�P� ��,� � � __ Q R1-1 "STOP" SIGN & D3 STREET NAME SIGN oNo �-,.�� . � `5�F��� I � — � � �t� � � / �F R3-17 BIKE LANE SIGN W �� �� � � O R1-5 PEDESTRIAN CROSSWALK SIGN W �� �,. '� � I _ W17-1 SPEED HUMP SIGN � I i I I W � � :% 5 .� MqA��y/ I. < . i c �R�,��� I� . RF� I II I � 2 I Y I � � •� � - ' I � ' \ I I a/� \ I � =,..� T1E TO EXISTING % � : STRIPING � � I // � ��� I I TST, INC. / / � � � � CONSULIING ENGINEERS I I 748 Whalers Way Suite 200 Fort Collins Colorado 80525 Phone: 970.226.0557 JOB N0. 1230.0009.00 SCALE 1" = 50� DATE 50 0 50 �oo JULY 17, 2024 scale 1"=50' feet SHEET 184 of 216 N � Z 0 � � � z � O � � (n w > � W � � Q 0 � m DRAWN BRB CHECKED DAP DESIGNED BRB FILENAME KEY MAP 0009_SIGNAGE N.T.S. P�� ��C � ....... :' �:.�o QQ�o���o�' : Q���O�G��S�'�� 0,�F .�:�,<v •....• �G � � ' � � � ��NA�E � �� � I � � I � � I � � � � I � � I \� \� EXISIING SPEED I Z � � LIMIT SIGN TO EXISTING BIKE I � � � �� �� BE REPLACED SIGN AND � � I I � � STENCIL TO BE � `� I �� ��� EDGE OF g F REPLACED � o - - � I � �� PAVEMENT 1 2 � I I 4 1 � � � — — — — — — — — — — — — — - sso� �ni�cr(sai) � �r�ur� uwE <,� � , sso� r��cr (so:>> 2 � � ��\ 500' BAY TAPER � ` � - - - - - - - � � � b � MOUNTAIN VISTA DR � io � � - — — — — — — — — — — — — — — — — — , � � ?\ � \\ f O Z � 5 3 � 5 � � � 1 � T1E TO EXISTING � STRIPING � \ I - - � i- - - - - - - - - - - - � - - — - - - � � EDGE OF I I I F B � � PAVEMENT � J 11E TO STRIPING Q � ~ I EXIST1NG BIKE SIGN � IAND STENCIL TO BE EXISTING SPEED I REPLACED LIMIT SIGN TO � W Q I BE REPLACED � (� Z I Q a I a = � I > � w a c� � � a � z z o c� � — � STRIPING LEGEND SIGNING LEGEND 0 6" SOLID WHITSHOULDER LINE R7-1 NO PARKING "FIRE LANE" SIGN AND R7A "FIRE LANE NO PARKING BY ORDER OF FIRE MARSHAL" SIGN 4� SOLID DOUBLE YELLOW � (SIGNS SHALL BE LOCATED AT THE RIGHT SIDE OF 0 CENTER LINE THE FIRE LANE ENTRANCE AND AT THE END OF THE FIRE LANE. THE INTERMEIDATE SIGNS SHALL HAVE O 8� SOLID WHITE TURN DOUBLE ARROWS POINTING IN BOTH DIRECTIONS). 3 LANE/CHANNELIZING LINE Q R2-1 SPEED LIMIT SIGN 24"X30" 6" DOTTED WHITE TURN LANE W�1-2 PEDESTRIAN CROSSING SIGN 36"X36" AND 40— — — — — — — DELINEATION/EXTENSION LINE � �6-7P DIAGONAL ARROW PLAQUE 12"X24". (3 SOLID, 9 GAP) PRE—FORMED THERMO— �D D1-1 STREET NAME SIGN 60"X12" (1 SIGN PER EXIT) 0� � �� � � � � PLASIIC MARKINGS Q R1-1 "STOP" SIGN & D3 STREET NAME SIGN 6� � TRAFFIC SIGN QF R3-17 BIKE LANE SIGN PRE—FORMED O R1-5 PEDESTRIAN CROSSWALK SIGN TST, INC. 0 � � � � � � � THERMO—PLASIIC W17-1 SPEED HUMP SIGN CONSULIING ENGINEERS CONTINENTAL BARS 748 whalers way Suite 200 Fort Collins Colorado 80525 Phone: 970.226.0557 JOB N0. 1230.0009.00 SCALE 1" = 50� DATE 50 0 50 �oo JULY 17, 2024 scale 1"=50' feet SHEET 185 of 216 � z 0 � � � z � O � (n w > � W � � Q 0 � m KEY MAP DRAWN N.T.S. BRB \ CHECKED T � � — \ � \ V I \ / I I � � I I I I I � / DESIGNED DAP '� � �- � � � � � / / � o BRB � ��, � � \ \ \ I = � I I I / / FILENAME �` , �� �, T � \ � \ � � I m ! � / � I I � � 0009_INTERSECTIONS � �-r-. � � , I I � / � �� �-, �, � � � � � � � � I '� / � o � � � � � , � � _ � � � � I I �p�P°•...% '� \ � I m� � I � I I I I � � ��;.'�p RE p�P�' pC� � � � � I I / : �'` QQ� �G'� � \ � /� . G P S'� � �, � � � ' I � � II � � f • , � � � � � � / I / Q���o�°`��o:�� \s, �� � � � � � �� I � ►,I � 1 �o�� ..•G� , S � � .....• � ,�- � '� � �— ��NA�E m �� � � � � 1 \ � ' � � � � �� � � � / l �� , � , , � � � �� ss, , � � � ,_' � � � � � � � � o �� � � � � � �� � � � , i I � , � � �� / �� sS ,� � � � ,� � _ � i / � � � � � � � , I II , � ,,� �. �, � \ , � � � � �� � � �� Ss� '� � � � � � \ �� � �\ ,\ ,� '� � R�, , � � 1 � I � � I � � SS� � POWER POLES AND DRY UTILITY � ��' � � � I ROADSIDE I �� �� �� � � PEDESTALS TO BE RELOCATED R99g � �I � � I�� I DITCH � \� �� �-, `R990 � �c � C� - I � � I �, SS�, � � � , � o l � I � �� � � � � POWER POLES AND DRY UTILITY � o I I �, 1 � S� '�-7 T--, � �,� T1E TO EX. 4995 �EDESTALS TO BE RELOCATED � 1 �o � I � TIE TO EX. � s'�\ �� ` PAVEMENT �� �4sss I � � 4gg�, PAVEMENT I GRADES � � GRADES ���- 11E TO EX. �� � � H 0 h#� �f�����d�� _ - _�_ — �k�€-�99��31�- — H�Ez�-4H E Z � � � � PAVEMENT — 550' REDIRECT (50:1) _ , T_ ,� ,235 LEFT TURN LANE STORAGE FO �4993�, T �— — — _ =550' REDIRECT (50:1)_ _ _ _ — — — = O J � GRADES - � _ � _ _ _ 500' BAY TAPER = _ �— - o ' ,—�- � -� r--+-- �—r _ — — — — -4995— — — — - � � �W� � � � _ -- X oa W� _ _ _ _ _ _ _ - � — a � — '"�o= W , , \ -- w-o� w w w v�r w � W _ � � � _ � o� � X � � �, w — — — _ _ _ � o _ — � � i .-MOUNTAIN VISTA/DR � �� � � � � i - — - - - SS � — �- �r i oo W �w� _ — — — —4992- — o — — 4992 _ � c� p4993- � ��99 � -4995� � � 49y6 � o � o Q Q Q =W � '� �l1L — — _ � a W A � W`� oo, � — - - � - - � _� j-�I T I T I T I� T�_ _ _ _ _ I -_ __- _ i� � _- ��I - ���� ������-� _ �� // -- � = � _ _ _ .- � � 1 � - \ - - - �L � T� T I T I T I-r' I-T �i- i 7� T I T 1 T I T I-r �r T1�S-Ti'� T T'�-1-� T� TI T�\\\� \ - � �_ _� � \ \ // � � � � � � � \ \ / T I I � / � -1 /� —�+T���-�`�� �0 � � —� �� � O / \ ELEC \ J � � - `� ��� E-�i � � � �� �� Y` _ �-I�-�1 � ' ��\ 1\ ���- - ` -O I� /� - � - � - - � - - - � -1�-/ p �_ � - - - �� �'4988' -�-�-�- � EX. EOP TO REMAIN AS IS ON ' ' ' — — — — _ 1 � � �E` � �`� �' � SOUTH SIDE OF ROADWAY ��� ��m�� �� '� I � �, //� , -� � I m � �,N � EX. EOP TO REMAIN AS IS ON �4993- � -' Q � \ / � � '�4,�, �I , � I � �� � � / SOUTH SIDE OF ROADWAY- � _ � � / � -4996� � ` � _ � A�9 � ,� / 986-'- � r II / 1� � �\ L I �`J � � \" / � � -� \ \ I � � � \ — - � ° � �s � ��� � �� � � �� _ � � ,-- � � � > w � � � S E � I I / � ��� � � \ � .� — � � — � � � _ � � � Q c� � � � \ � �� I� V� � � � � �� �,- � � � � \ / �� l � SS � I �- I � � �, � ) � � � � � � _ � — � � ~ � � � T � ' � � `:-�- � � � � � � � %� T, �. �� � //- � � � \ Z W � ' T' � � I I � I � � I � � i �,�� �, � � I � I _ _ O � � ,� SS �, � � � � � � ,� � �, � � � I � � �/ / � � _ � � � I� � � � � � � � � � �, � II � � ? �S ,� � I � I � � � ,T , , � � / -� I � � � ` � S � �-� � 1 � I �. . / � �` � � � � � � , � �� � i � I I � � �- � \ � I I I ,� � � � l .� �` .-� � � � �� � �� � 1 � 1 � � � �-�, � , � � SS � � � � � f � ,� � �, � \ � ..� � I I I � � � � � 1� � I � � �� � '` � I � i � � I � � _ � � I � � �S � I � -�r f � �- - f �--� , � �. ,� �, � / � � S � 1_ _f . � , �� �, �� � � � / I�� � � I � , , � �_ � I / � � � \S �� .� � I t � � �F � � .� '` -� �` �- �-�. , � � � �' � � / � � � I � S � � ��- I - � ' �, �, ' -� � I � �i � � � I � �,� � \If�,� � �� _ � � � �'� � - � � � � , � �- s - � �, � I - � � �� � 1.,'� 1 � � � � \ � � � � � �- t �, � � �� � - � f �.� � - �. � � � � � �S , � � �� � � � `-- —, � � , �, �- S � —' � -�� � ��, � � � � � � '�, � \ � � � � �� � � � � � � - � � � - �` `� '� - � \ � � '� � - � �1 �� 1 � , SS � � � � , � � 1 � � � � � , �, , � � - � � I � � � � � � � �� � � ��� � � � �,� �� � � � � �, � � � � , PAVING LEGEND TST, INC. EXISTING ASPHALT CONSULIING ENGINEERS 748 Whalers Way Suite 200 Fort Collins Colorado 80525 PROPOSED ASPHALT Phone: 970.226.0557 JOB N0. 1230.0009.00 SCALE 1" = 50� DATE 30 0 3o so JULY 17, 2024 scale 1"=30' feet SHEET 186 of 216 VAULT VAULT VAU L T VAU L T VAU L T VAU L T VAU L T VA U L T VAU L T VAU L T VAU L T VAU L T VAU L T VAU L T VAU L T VAU L T VAU L T VAU L T VAU L T VAULTVAULT VAU L T VAU L T VAULT VAULT VAULT VAULT VAULT VAULT VAULT VAULT VAULT VAULT VAUL T VAULT VAULT VAULT VAULT VAULT VAULT VAULT VAUL T VAULT VAULT VAUL T VAULT VAULT VAULT VAULT VAULT VAULT VAULT VAULT VAULT VAUL T VAULT VAULT VAULT VAULT VAULT VAULT VAULT VAULT VAULT VAULT VAULT VAUL T VAULT VAULT VAULT VA U L T VAU L T VAULT VAULT VAULT VAULT VA U L T VAU L T VA U L T VAULT VAULT VA U L T VA U L T VA U L T VA U L T VA U L T VAULT VAULT VAULT VA U L T VAULT VAULT VAULT VAU L T VAULTVAULTVAULT VAULT VA U L T VA U L T VAULT VAULT VAULT VAULT VAULT VAULT VAULT VAULT VAULT VAULT VA U L T VAULT VAULT VAULTVAULT VAU L T VAULT VAULT VAU L T VAULT VAULT VAUL T SEE SHEET 198 N � � � � � � � \ I � � � � \ * � � � � � / � � � � � 1 � � � � / � ��/ � � I � I \ � \ � .� 1 � � , 1 � I , �� ,�r o �- � � s � � I \ 1 � \� � � � . / � � � �, T � I '� 1 � �� �� zo � � '� � � I ' � I I � � // ; Q �� - � � s 1 0 �, \ � �9� � I ,� � '�� � //� � � � � � � � � � \ \ , � , �' / i � ���` �; � � � �� � � � I � 1 � ,� � / .�� � � � \ , � � � � //� � � �� � � � 1 � � � ,y � - � � � � � � � � � � //.y i � � � � � � � 1 I I � i �i�;,� , ,� w � N � � � � / �� / � Q � � 1_ �� \ � \ � � � , � I � � !�'/ i � � � 9� , � � \ � � � /� /�� � � � � 1 \ � 1 � � " � ,�� � �i % m _ � �� � �� � l I � � \ � C ,' ' f /� � �i � � 1 \ \ � /// / / DRAWN d'� � 75.61 � I � // / � � BRB OFFSITE- � / / / CHECKED � � 20.00 � \ �95 � � / ���� / �, DAP � � ��y / / /� // / / � DESIGNED � � � � I 1 � �o � �� � / BRB � � � ��� / / / / \� FILENAME ��� �, � I , 1 � s��s I e`� ��h 1.39— / / / /// / � 0009_Drainage \ � 1 � GIDDING , /� � � � �\� 1 '� '� \ / `� � � � 1 � 44.40 / / / / � � � � � � i P 0 L/� \\ � ;� � � 1 � � / / / � i �p�•��'' �, \ ��?' � � � I ` �� / / \ � V�;.�4 �p`�P,�p� . � � �� , I � 1 � / � �� � � / : PQQ ,��G � � , � � � � � - � ` � � � � i � �i i � KEY MA o��G GO�c' : � �� �� �,� , , � � I I , � ��� Q��o� �o. �,�, � � , � � � ` � / / / / � � � N . T.S. o� .. .. •• � \�� \ \ � �— � y � \ 1 � � � I ,� /�/ �� � �ONA�E�G 1 , / \ \\ � \ ��\ � �oI �a°' � � � i o.23 1 1 �°�°'° � �� / / �// // J \� \\ �`� ��� � \ POND 427 � ,/ // / � / � �\ �� � � � � i �/� / � �� � �, '� � �--� - � 1 3.,o � �o ,� � /� ��/� ��� � LEQEN D ��� �� �"' � � � I � o \ � °� �h �/ �� � �/ ��/ � / X X = AREA ACRES I �� � � �' � � \ � I °`� �� � �// � � AB—C AB—C = BASIN N MBER � �, '� _ �� � � � / // �/ , Y = �\� � ,� - I �/ �y � � Y IMPERVIOUSNESS �,\ � , � � � � i � �� ��/ i �; �\ \ ` \, �� , 1 � � � / / EXISIING STORM SEWER � \\ \ � � � � � � � I � � � / //�j�/ � \ � � � � PROPOSED STORM SEWER �, '�� � , �� � - � � � � � � � � ���/ % � '�,\ \ �� � � \ � // / / /�� � � _/ PROPOSED BASIN BOUNDARY �, �\ � ♦ � , � \ \ � / �� �, ��� � � � \ // / ///��� � �/ \ INTERIM POND 427 PROPOSED CONTOURS � 1 � � __�i �� , ��\ \ � '� � \ I i �/ ��/� / � � � ` � T � � � � `�, � � � \ I /� �� / ��j / y,,00�� EXISIING CONTOURS Z � � �, �, \ \ � '�,�`, \ I �� �/ /// ; � _ , � � ��� � � � , \ / //�j/� � � FLOW DIREC110N Q �`� � � '� ��� � � � � � \ \ � / / ��� � � POSSIBLE LID LOCAl10N � Z `�, � ��\ � � � � ' /�, / � /// / � � � � � INTERIM POND ` � � /� ��� � � \ � — ,�\ \427 SPIL�AY � ` � / � � �j// / Q Q � �- C � \\ � ;� INTERIM POND �� ) �/ / / � � m � � \ �\ 427 OUTLET ��j /�� W W �� � �, \\ �� � �`�,� '� STRUCTURE � / / � �j/ � � (� � � � ���� � � � � //�� � � Q Q � �`� �� \ � ��� '�. �� � ,' ) � � �// i� / Q = Z -�, � , � � � , �� � ��/ � � — � � �� � � � � , � � /� � � , > Q � � \� � � � i / // /// / � Q _ � � �' � � /// � T ���� � � � ' �� ��� � � � ~ � f � � \ � � � �� / / , //��� / � � — Z ��/// � f � � � � ���� ��� '� // i � - �. °� '� ,�, ���� �, , � �/�/ /� � � � E J' � � �� ����� � � ,`� `_ � �� // // �/� � �- � � � � // i � � � � �,��� �� � , �� // �/ �--�- ,� � � ,� � �'�,,���� � -�� // ,�'�//� f� �-- — — — — — � � � �- � ���,���� \ � ` �� , .�`�// i ,� � �--. � ' '��\ � � / , � �-- ✓ � � � �f � ���` �'��\ r i '��� � , �`�. � � � � � �� ���� � � � � ( �, � � �,� � � � �� � � � �� ,� � �� �. , �� � , � � � � , . ��- �� � � 1 � � � �� 1 �, � � '�� �'� � r �_ ,� � ,�� 1� � , � 1 � ��,�,� f��� \ � ,� ��� ��� � L � y �y �/ � ` // � � � ` ` ' \ \ �/ � ,/ / � � � � ♦ \\� � � ,�' � � / � � �,��\ � ,, � /� / � , -,��� � �� � ,� �� // %` � i � � �� � �`�� �` � \ / % //-l� � � ����� \ �� �\\ F / / / ,� � � \ � �� \� � I E //��1� i/ � _ , � \ � '`,�� � r � � ��/ �'� � 1 I � ,��� � � \ �` \� TST INC. � ���j � � <� �� \� \` � � �, \ _ CONSULTING ENGINEERS � �j��' �` r �� � a I � y � \ — — �, � .�-_ ✓\ � / v � \ \ \ \ 748 Whalers Way � � / �, / � / � � � � \ � \� � � Suite 200 Fort Collins � � � ,( 7 � � / � \ � � Colorado 80525 �<;�� `/ � � � \ \ �� � Phone: 970.226.0557 � � �, � _�� � ' � ,�' .�" / / � � � � ��'�� � � \ �, � \ / � '�, � � ,�� �� , ,y �' � � � � � — � � �� �� �� �oB r,o. 1230.0009.00 � � � - - ,I '�� � . �' �` y l-� ,, — — — — � � � � ��\ � / � SCALE �» = 50° � � � — � / �� � ` /� �r �� �� �i� -� � --i- ��\ � � \ � \\ � \\\ \ / � � � C --r�� i � � \ DATE � � � � _ �/ � � '� -�' � �. � � �� \� \ � \ � � 50 0 50 �oo JULY 17, 2024 � � � T � -�' `�' � � � � \� �� �� � � � - / - � � �� �. � � � � �� \ �� / scale 1"=50' feet SHEET I / , � , - \ � � � � ��, � y 1 �-/ � � � � � , �`' � \ � � \ � �\ .� � � �\� , 19 9 of 216 PLAN �WATER LINE -EASEMENT- ��RIGHT OF WAY 1'-0" PRECAST CONCRETE 3'(MIN.) � HYDRANT:AWWA C502 W/1" �=:r `i M.H. SECTION SQUARE OPEN RIGHT OPERATING NUT � ,� ;,,_, PAVEMENT IF REQUIRED �(� z � � �� _ } Z U ��'�= - � o � � � 3"�IN i�., . " � � O TRACER WIRE TERMINAL BOX �j `�i � 2'GALVANIZED STEEL a OFFSET TO SIDE � -� � . \� � - I PIPE AIR VENT LINE I SEE PLAN VIEW VALVE BOX � ��� POLYETHYLENE� �� � POLYETHYLENE � � 3"MIN / � ' �/ , // // f ROAD SURFACE BOND BREAKER BOND BREAKER , �� \j'�. \/\;/.. - �- " / / 1/ / / i � \ \ - � 1.2"-2.4'� _ , _ 4'-0" _ %��i���i��� i i i �ii��i� �i�i�i��� �yv � ��y�� ._ � �\ � \ ,�i��i�i�,� �i i� . ; �. : - , / '�� ' ' A / A ��%�����,T�� ����� , �\T�\�� � � �UNDISTURBED SOIL - � � \\ � \ / ���j\\/��y�/\ \/\ /v/�� `-UNDISTURBED SOIL ��,\\� ��,\/\\,�� ' - � TRENCH ZONE \ . \ � � TYPICAL BEND TEE � /� //� (BACKFILL) \ �\/, Q , / \//\ \//\\/j 4'-0"x1'-0"x0'-6,� o �/\\\ \\/\\/ CONCRETE COMPACTED GRANULAR Po�verHv�eNe FOOTI NGS MATERIAL m i:�. .� BOND BREAKER \/� ��/�/\/ COMPACTED Po�vErHv�eNe � �� / �� �� NOTE: � VALVE LOCATION FILL BORROW DITCH 54"MIN. BOND BREAKER - .�� / / � GROUTALL PIPE 66"MAX. DRAWN BRB .f . \j �j\\/ �2���TYP� \/\\j PENETRATIONS / \//\/, \/ 3 DIA + / T R A C E R W I R E CHECKED 4.5'MIN.COVER , ,��� -�l _ _J ' '�_� ; \/\\/' (4x8�R I BLU BOARD) SWIVEL TEE DAP 1I THRUST ' \ � ����J(; ;��� \�J�)���JU���Ju� \//\/ S E CT I O N A-A �� 1 BLOCK DESIGNED a � BEDDING � MIN. \ \\ � � BRB BEARING SURFACE / � � ��. MATERIAL BEARING � NOTE3 - - � �%V� ' � � J� ����� FROST-PROOF M.H.COVER � �,,� ,, suRFAce � 2"GALVANIZED AIR t SCREEN HYDRANT DRAIN OPE INGS �� `UNDISTURBEDSOIL UNDISTURBEDSOIL � .�\��, ,,� 0:�. J Q Q \\ \\/, (NOTE 2) � � FILENAME '�/ � �\, O D //\/� VENT LINE(NOTE 1) f X- MESH MUST REMAIN CLEAR o Q ' a a OF OBSTRUCTIONS o 0009_Details PLUG TYPICAL CROSS-SECTION ' � ` � �� � PRE-CAST CONCRETE � THRUST 6"C900 DR18 PVC PIPE o�o �' •: '• BEDDING ZONE \\" � j I� � � �=�--UNDISTURBED SOIL GRADE RINGS GROUT B�oCK a • � BEARING AREAS FOR VARIOUS FITTINGS FT2 \/�\ � (�i / �N o r E s� ° � P�N ��C \, . / ` ' / O O DI \ O �\� M.H. STEPS -RESTRAIN ALL JOINTS �� P•••• l / � \ �. r� __ �, \ I O `� �P' � /\\/\ - ���� ' �$„ RESILIENT SEAT GATE VALVE V�•� �O �\O SIZE TEE&PLUG 90°BEND 45°BEND 22�°BEND 11 4 BEND /� / / 'l� p /� COMPACTED $'-F"MIN. BOND BREAK � PQQ ,`��G s° a.o s.5 3.o i.5 i.o \�/\��. 4 O.D. OR 4" MIN. D V� GRANULAR MATERIAL AIR RELEASE& �NOTE 4--- G S VACUUM VALVE '� FLEXIBLE PLAN VIEW ��\� G�� �� g^ 6.5 9.0 5.0 2.5 1.5 \//\//: ;� BRASS NIPPLE ,-,. COUPLING CONCRETE BLOCK TRACER WIRE TERMINAL BOX INSTALLATION e� `�� ; �V 12" 14.0 20.0 11.0 5.5 3.0 � � ` �•� \� ••�•�• � �s" 25.0 35.0 �s.o io.o s.o �����__ /���� �� ��'��_ ������ SADDLE, FLANGE, ,< _ _ 6�� HYDw>NT GwaVEL o �O � �� OR BOSS NOTE 3 � � ��NAL PIPE SUBGRADE; STABILIZATION FITTING BRASS � 20" 38.0 54.5 29.5 15.0 7.5 �� �� ��� ��� � �� � � � G.V. 2a^ 55.5 �a.s 42.5 22.0 ��.o \ \ \ \ \/ MATERIAL IF REQUIRED ;i f o o O \\�\\ \\ \\ \\ / \ \ \. i i NOTES: 30" 86.5 122.0 66.0 34.0 17.0 '._� ���///�//��//��j ,, ',�//i�//�, GROUT SCREEN-q"x4' MESH 1. NO LANDSCAPING(TREES,SHRUBS, 36" 124.0 175.5 95.0 48.5 24.5 ��' �` � `" ' ` �� / ' CONCRETE FOOTINGS NOTVENTTOBESURFACEDATFENCELINE, OWED WITHIN 10 OF FIRE R FIRE HYDRANT BOULDERS,ETC.),RETAINING WALLS O q2" 168.0 237.5 128.5 65.5 33.0 W/2-�BARS IRRIGATION DITCH OR AS ELSEWHERE HY RANT LL SPECIFIEDBYDISTRICT. 2,�„ 2. IF COVER SITUATED WITHIN GRAVEL 2. FIRE HYDRANT PIPING,VALES,ETC.SHALL COMPACTED 1 ROADWAYLEAVECOVER4"BE�ow BE DOUBLE WRAPPED IN POLYETHYLENE. NOTES: SURFACE 3. IF REQUIRED BY DESIGN ENGINEER OR TRACER WIRE TERMINAL BOX INSTALLED EITHER RIGHT 1. ALL CONCRETE SHALL BE POURED AGAINST UNDISTURBED EARTH GRANULAR MATERIAL 3. GATEVALVESIZED PERAIRVALVE ELCO OR LEFT OF EACH FIRE HYDRANT ASSEMBLY 2. ALL FITTINGS&PLUGS MUST BE WRAPPED WITH POLYETHYLENE TO PREVENT CONCRETE FROM ADHERING TO THE 4. LOCATE PER FIELD CONDITIONS BOLTS OR PIPE. 4�-O�� I.D Date File No. Date File No. Date File No. Date File No. ��`pRIMERCOGy Designed N A N�A esd020_typico%thnrst ��`pR�MER�oGy Designed N A N�A esd006 bedding_c%ss ��`pR�MER��Gy Designed N A N�A esd001_oirwc ��`pR�MER�oGy Designed N A N�A esd017�re h}x�ionf W ` EAST LARIMER COUNTY WATER DISTRICT Drawn E�v Bizo Drawing No. � ` EAST LARIMER COUNTY WATER DISTRICT Drawn E�v oBizo Drawing No. W - `, EAST LARIMER COUNTY WATER DISTRICT Drawn RKB oB�9� Drawing No. � ` EAST LARIMER COUNTY WATER DISTRICT Drawn E�v Bizo Drawing No. �L��.�✓�l E✓v a/2o o2a �/:��1 E✓v �o/z� oos L�/:��1 E✓V a/2� aa� �/:��1 E✓v e/z� on TYPICAL THRUST BLOCK Revised NOT TO SCALE � TRENCH AND BEDDING DETAIL Revised NOT TO SCALE � AIR RELIEF /VACUUM VALVE WITH VAULT Revised NOT TO SCALE � 1YPICAL FIRE HYDRANT INSTALLATION Revised NOT TO SCALE ArER01SSQ� Approved RS B�10 Sheet Ol of Ol ��A��St�`� Approved RS 8�2� Sheet Ol of Ol ArfR01St�� Approved RS 8��� Sheet Ol of Ol ��A��St�`� Approved RS 8�2� Sheet Ol of 02 � � TRENCH J CENTERLINE SECTION 2� (MIN) ' ' 2� (MIN) O a � � CARRIER PIPE CASING \ / > � - � �j� � � � . � �/��� � � Z i Z ���/� � � � � ��` � TRENCH WIDTH TABLE M � � O � � � \ / PVC OR DUCTILE IRON PIPE Q � ,/i,., Q = C) CASING SPACERS - MIN. 3 PER MAXIMUM � � PIPE SECTION ON 6' CENTERS O-RING OR WATERSTOP SEE TRENCH W I DTH TABLE PIP(IN�CHES)ER TR�NCH SIj TH > SEAL ENDS WITH HIGH DENSITY GASKET REQUIRED IF Q � RUBBER SEAL & STAINLESS FLOWFILL IS USED 12" MIN. � STEEL BANDS CLAY EARTH MATERIAL 4 28 � �'/� (NOTE 3) Z �+/ WATER LINE PIPE 6 30 O Z �� � � 8 32 � O �//�� ���/� 10 34 U END SECTION %\� �\� 12 36 MIN. 2 FT. OR AS �� �� DETERMINED BY \%\\/ %\\� 14 38 I 1 " MIN ENG NEER ICAL LIMITS OF TRENCH '��\ �\/ 16 40 i / / , � ». CASING /��� �� �. �.�� �. �. �. ���� 18 42 /� � - � � �� \��j��\��\�� ���\��\��\�/ � 2-0 \\�\/�\� �/�\\�\/ 24 46 ,, /�` ' 1 (MIN.) WATER LINE i \ CARRIER PIPE ' I LIMITS OF CLAY I : �--� CUT-OFF WALL PIPE BELL � � \ �f \ Date File No. � y��p�1�opy� Designed N A N�A esd02T_trench_detoil �.�� W� ' �� EAST LARIMER COUNTY WATER DISTRICT Drawn RKB �0,9, Drowing No. NOTES: � �j a �„ J �� T R E N C H D ETA I L Revised E✓v Bi2° NOT TO SCALE 1. CLAY SHALL BE COMPACTED TO 95% arERpoS���` n r Sheet Ol or o� CASING�ACER ASSEMBLY pp oved RS a/2o MAXIMUM DENSITY. NOTE: 2. CLAY MATERIAL TO BE CLASSIFIED AS SC, SEE SPECIFICATIONS FOR ACCEPTED CASING SPACER AND END CL OR ML-CL. SEAL MANUFACTURERS AND MODELS. 3. FLOWFILL MAY BE USED INSTEAD OF CLAY MATERIAL IF APPROVED BY DISTRICT. TST, INC. CONSULTING ENGINEERS 748 Whalers Way Suite 200 Fort Collins Date �ie No. Date �;ie No. Colorado 80525 y�`aR1MER��Gy Designed N A N/A esd004_bu�ied_cosing y�`pR�MER��Gy Designed N A N/A esd007_cut_of!_wall Phone: 970.226.0557 "'J �.-� ^` EAST LARIMER COUNTY WATER DISTRICT Drawn RKB 12/93 Drawing No. w�J���., EAST LARIMER COUNTY WATER DISTRICT Drawn RKB 10/Ol/91 Drawing No. �oB No. 1230.000s.00 �._..-, � E✓� e/2o 004 .���� E✓� a/2� oo� �--- BURIED CASING DETAIL Revised Revised �����srF'f;,,R;i NOT TO SCALE !y� CUT-OFF WALL NOT TO SCALE r°���'���' Approved RS 8�20 Sheet O7 of O7 �R��SS� Approved RS 8�21 Sheet O7 of O7 SCALE NTS DATE JULY 17, 2024 SHEET 200 of 216 SINGLE METER LAYOUT I NSTALLATION DETAI L BUTTERFLYVALVEDETAIL Z 0 ���� � � I PROPERTY LINE p � , BOX INSTALLED TO GRADE � w 4�� INDIVIDUAL ' TO EITHER RIGHT OR LEFT SECTION A-A � o SERVICE LINE OF ALL NEW FIRE HYDRANT w ,�,. .X>, � ; ASSEMBLIES VALVE BOX WATER LINE SINGLE METER , UTILITY BUTT(WwAcSoaj PIT ' EASEMENT � � � � - - - - - - - - - - � - - - � 11=� I -=1 I-=1 = � a 0 I � =�I I= I== MECHANICALJOINT WATER LINE (RESTRAINED) I I —I I — — — — — — N TE: � VARIES I — — — o m � � � I I—I I I � ALL VALVES OPEN LEFT W I I I (NOTE 1) + '"� + DRAWN — — 1 1 BRB � � �A� �`� �A� CHECKED � NOTE 1 VALVE OPERATOR DAP � NOTES: _W W W W W 1: See Meter Pit Detail DESIGNED 2: Distance may need to LOOP TRACER gRg be modified if drainage WIRE INTO BOX GATE VALVE DETAIL FILENAME or other site specific D UAL M ETE R LAYO U T conditions dictate °WATER"CAST IN TOP OF TOP OF VALVE BOX SHALL 0009_Details L � VALVE BOX COVER BE SET g'-�"BELOW CF18f1geS t0 tF1eS@ _ ?� � �SURROUNDING ASPHALT dimensions. � � TRACER WIRE J�� ������ s,. �PDO�L/� PROPERTY LINE >��- ����C��U� O .• I 12-GUAGE VALVE BOX SHALL BE SCREWED DOWN 6" ��a PN `,P� OR AS DIRETED PER ELCO INSPECTOR V��'`` n��C]O�`\G��O� 4�� INDIVIDUAL ' INSULATED �✓^ < &BURIED BELOW GRADE IF INSTALLED � � � SERVICETYPE SOLID `_ �k INANON-PAVEDROADWAY • � � O ��`v � � � i � ` NOTES: `�O� � •� , COPPER ' ;3v��i� �H11 1. VALVE BOXES SHALL BE Q�. ���i G ' �v • � CENTERED AND PLUMB OVER � OPERATINGNUT. \Q� �������'`\G�� DUAL METER , UTILITY o � ��v��� 2. BACKFILL AROUND VAWE 3-PIECE VAWE BOX �' !� PIT � EASEMENT � BOXES SHALL BE HAND PLACED S��NAL ` AND COMPACTED FOR A o MINIMUM 4'RADIUS AROUND � � VALVE BOX 2"OPERATING NUT � t OPEN LEFT — — — — — — — — — � — — � �� i I VARIES CLEAN 4" ROCK COMPACTED SOIL � 2W I TRACER WIRE TAPED (NOTE 1) 1 NOTES: TO TOP OF PIPE — — 1. BOX& LID ASSEMBLY SHALL BE CAST IRON � J WATER UNE i i TYLER SLIP-TYPE MODEL 6865 (TOP ONLY) � / -� OR APPROVED EQUAL. 2. TRACER WIRE SHALL NOT BE INSTALLED —W W W W W (BROUGHT TO SURFACE) IN VALVE BOXES. MECHANICAL JOINTS(RESTRAINED) GATE VALVE(AWWA C500) Date File No. Date Flle No. Date File No. ���`aRIMEq�OGy Designed RS 07/29/20 esd013 meterpif/o}rout ��1�a�,MERC�Gy Designed N A ��A esd012_trocer_wire�ox ����,pR�MERCOGyf Designed RKB 08/91 esd016 �o/ue detoi/ "��` EAST LARIMER COUNTY WATER DISTRICT Drawn E�v o��z9��o Drawing No. W T��. � EAST LARIMER COUNTY WATER DISTRICT Drawn E�v 8�2o Drawing No. W��; EAST LARIMER COUNN WATER DISTRICT Drawn E�� ���o Drawing No. � +��.4�'i�� � A E✓V 8/21 016 � ' �'' a Rs o�/zs/2a o�� "'��'r'��° ' TRACER WIRE BOX DETAIL E✓v 'o/z' o�' '�"'�`'r`�'� VALVE DETAIL Z J Revised Revised Revised � fR� WATE R M ETE R LAYO UT D ETA I LS NOT TO SCALE � �,� NOT TO SCALE �J � � q � 9 ` NOT TO SCALE O � J Approved RS 07�29�20 Sheet O1 of O1 rfROISt� Approved RS 8�2� Sheet O1 of O1 TfA�ISt�` Approved RS 8�2� Sheet O1 of O1 � � � � � � Q � � � � � � � O � � � SURFACE � � � i � � � WATER MAIN CONSTRUCTION: � � CROSSING UTILITY INSTALL MEGALUG � IF WATER MAIN IS BEING CONSTRUCTED OVER STORM SEWER EXISTING WATER LINE FLOW FILL EXTEND 3' EACH RETAINER GLANDS (TYP.) � � CULVERT WITH LESS THAN MINIMUM COVER, BLUE-BOARD COVER 45° BENDS (TYP.) WAY FROM CENTER LESS THAN MIN. TOP OF WATER MAIN FULL WIDTH OF TRENCH EACH WAY UNTIL 4.5' OF WATER LINE BELOW O Z (4.5' NORMAL MIN. COVER) MINIMUM COVER IS AGAIN OBTAINED O , REALIGNED WATER LINE � � 1 MIN. BLUE-BOARD WATER MAIN ;. � .;.. . .> . � � H (NOTE 4) � � a.. •`4.� � � � � � ` 'P'�� . GRAVITY � , ANCHOR (TYP.) <. ,f a. .. :.� �n,. •. r o. (NOTE 5) 1 I �4�-- �—4�� — -I THRUST BLOCK 1" MIN. BLUE-BOARD ' .� '•' es I� $ I I $' I �� •�. a` • (TYP.) (NOTE 5) 1.5' MIN. (FULL TRENCH WIDTH) STEEL CASING (NOTE 4) GENERAL NOTES: 1. SEE THRUST BLOCK DETAIL FOR SIZING. 2. ALL FITTINGS&JOINTS IN LOWERING AREA TO BE RESTRAINED WITH MECHANICAL JOINT RESTRAINTS. STORM SEWER CULVERT CONSTRUCTION: 3. ALL D.I.P PIPE & FITTINGS SHALL BE DOUBLE WRAPPED WITH POLYETHYLENE ENCASEMENT. IF STORM SEWER CULVERT IS BEING CONSTRUCTED 4. IF CLEARANCE "H" IS LESS THAN 18", INSTALL STEEL CASING WHEN CROSSING UTILITY IS 24" DIAMETER OR UNDER EXISTING WATER MAIN. BLUE-BOARD TOP OF GREATER, OR AS REQUIRED BY ELCO BASED ON SITE SPECIFIC CONDITIONS. FOR CROSSING UTILITY OF CULVERT THE FULL WIDTH OF TRENCH TO 4' EACH DIAMETER LESS THAN 24", CASING IS NOT REQUIRED UNLESS SPECIFIED BY ELCO PER SITE SPECIFIC WAY FROM CROSSING. CONDITIONS. 5. ANCHOR AND THRUST BLOCKS TO BE INSTALLED ONLY IF ADEQUATE MECHANICAL THRUST RESTRAINT CANNOT BE PROVIDED OR AS REQUIRED BY DESIGN ENGINEER OR ELCO. ENGINEER TO DETERMINE DISTANCES TO BE RESTRAINED. STORM SEWER CULVERT TST, INC. CONSULTING ENGINEERS 748 Whalers Way Suite 200 Fort Collins �aR1ME//CO N A N�A File No. `p�1MEAC Date File No. Colorado 80525 Phone: 970.226.0557 �y` - °y� EAST LA R I M E R C 0 U NTY WATE R D I STR I CT Designed esd00B_crossing_��,�,� y� °°y� EAST LA R I M E R C 0 U NTY WATE R D I STR I CT Designed N A N,A esd019_moin_/owering JOB N0. Drawn RKB 05�0,� Drawing No. '� � Drawn E✓V 8�20 Drawing r,a. 1230.00�9.�� ����� E✓V e/2� aoa �� ' '�� E✓V a/2� 019 � I N S U LAT E D WAT E R M A I N AT STO R M S E W E R 0 R C U LV E RT C R 0 S S I N G Revised NOT TO SCALE � W ATE R M A I N L 0 W E R I N G D ETA I L Revised NOT TO SCALE SCALE 9 lEA��st��� Approved RS 8�2� Sheet Ol of 02 -- Approved RS 8�2� Sheet Ol of Ol N T S DATE JULY 17, 2024 SHEET 201 of 216 o ° a c a o A a ;` ; A � ��. o � 0 ° � � - - o COMPACTED � MANHOLE SIZE TABLE � STREAMBED z ��' o �-- � MATERIAL � PIPE SIZE MH DIA. BENCH, ;', ,"o°" MANHOLE SIZE TABLE °e B C � � (IN.) (MIN.)QN.) SLOPE=2"/FT. �^ a = e -° ' PIPE SIZE MH DIA. BENCH, � ° ;°.° � Z v 15 OR LESS 48 (TYP) (IN) (MIN)(FT) SLOPE=2"/FT. op � O � �m a p . � o 18 TO 30 60 PLAN 15 OR LESS 48 (TYP) /�. j OVER 30 72 18 TO 30 60 PLAN DOWN PIPE m o ° g : ' ep: ° , °� � ° �, o . � MH FRAME AND COVER HS20 2' RING&COVER-SET OVER 30 72 DIAMETER � _� `� ° - ° LOADING RATED OR EQUAL PARALLEL TO FINISHED - - - - - - SURFACE DROP BOWL TOP VIEW DROP BOWL FRONT VIEW � - - v z MH FRAME AND COVER g � � - - - - � GROUT ~I DROP BOWL MOUNTS TO WALL � � � � HS20 LOADING RATED 2, � PRE-CAST GRADE RINGS OR EQUAL RING&COVER-SET TO WITH RELINER STAINLESS STEEL PRE-CAST ECCENTRIC CONE PARALLEL FINISHED SURFACE HOOD ANCHOR BOLT ASSEMBLIES A � <ag�� GROUT HOOD BOLTS TO DROP 1 � g � PRECAST GRADE RINGS C DROP BOWL BOWL WITH INCLUDED o o ic> STAINLESS STEEL BOLTS C° M PRE-CAST REINFORCED SECTION VIEW N INSIDE LIP TO BE HIGHER CONCRETE MANHOLE BARREL PRE-FORMED PLASTIC GASKETS INCOMING PIPE AND EXTERIOR JOINT WRAP. -- -- m 5"MIN THAN OUTSIDE LIP PER ASTM-C478 WITH STEPS DOWN PIPE RELINER AVAILABLE FOR ALL SIZE DROP BOWL DRAWN O � PRE-CAST REINFORCED DIAMETER DROP BOWLS PRE-FORMED PLASTIC GASKETS TOP OF BENCH FLEXIBLE PIPE BRB Z � � CONCRETE MANHOLE BARREL A PIPE PENETRATION DROP BOWL SIDE VIEW OPTIONAL FORCE LINE HOOD � � = AND EXTERIOR JOINT WRAP. COUPLER � - � PER ASTM-C478 WITH STEPS 2'MIN. � GASKET PLACED IN CORE CHECKED Z `_�'-� TO ACCEPT PIPE DROP BOWL SELECTION CHART RELINER STAINLESS DAP N z TOP OF BENCH , A PIPE PENETRATION Q 4000 PSI � � J 2'MIN. DOWN PIPE DIAMETER BRACKET @ 4USPAOCING 3" 12"CENTERS DESIGNED O 1 GASKET PLACED IN CORE � MANHOLE DIAMETER � CONCRETE #5 BARS ON FLAT WALL 4'DIA 5'DIA 6'DIA 7-8'DIA 9-12'DIA (MIN.OF 2 PER DROP) TO ACCEPT PIPE " � NOTES: BRB < 4" A4FD6 A4D6 A4D6 A4R96 A4R96 A4R96 DOWN PIPE a � ` �a � � a , ` 6" A6FD6 A6D6 A6D6 A6R96 A6R96 A6R96 �, / m FILENAME � � ` a � 1. SEE PLAN&PROFILE FOR CASING LENGTH N Z °° ° ' 6 ° a° ° 8 ��; e PRE-CAST MANHOLE BASE 8" B8FDB 68D6 B8DB B8DBR84 B8DBR84 68R144 RELINER STAINLESS � � Q 10" B10FDB 610DB 610D6 B10R96 B10R96 B10R144 STEEL PIPE SUPPORT ° &DEPTH. 0009_D@tdIIS � MIN. 12"COMPACTED 3/4" AND FIRST BARREL SECTION o . �a; , Q a �' CAST MONOLITHIC ASTM-C478 12" 24/12FDB 24/12R60 24/12R60 24/12R60 24/12R96 24/12R144 BRACKET � 6„ < a SCREENED ROCK ` 15" 24/15FD6 24/15R60 24/15R60 24/15R60 24/15R96 24/15R144 w 2. SEE DRAWING FOR DIA.AND SLOPE. , 8"aM4N. PRE-CAST MANHOLE BASE � BEND AT OUTLET � z � � � VARIES 18" 30/18FDB 30/18R60 30/18R60 30/18R96 30/18R144 � Q AND FIRST BARREL SECTION � � p.� ��C � MIN. 12"COMPACTED 3/4" a 2�" 36/21FD6 36/21R60 36/21R144 W � + � o � ..••.� PN P� o CAST MONOLITHIC ASTM-C478 � � 8 a a SANITARY SEWER LINE V�O'`� O� O� o SCREENED ROCK � • 24" 48/24FDB 48/24R72 48/24R96 48/24R144 w � • � VARIES J SECTION VIEW a ���� a o � ° • � PQQ� ���� � � DROP BOWL DIMENSIONS MADE IN U.S.A. i � � a, �: #3 STIRRUPS ON � � � DOWN PIPE DIAMETER U.S.PAT.#6074130 Q ° a / 18"CENTERS O��G G��S�� : � ; SECTION VIEW ; , ` ANCHORBOLT CANADIANPAT.#2269565 � d � � � o a °� a , SERIES WIDTH"A" DEPTH"B" HEIGHT"C" QUANTITY&TYPE g PIPE SIZE W A B Q� Q � � � GENERAL NOTES: „ a � GENERAL NOTES: ' ` e qa 4^ �2" 9 5' s 9" 4-�"TAMP-IN = F : � i � � � $�� 4�� 4�� 4�� O� � G� o ,< , aa , 0 1. ALL CONCRETE WORK SHALL COMPLY WITH LATEST ACI-318 SPECIFICATIONS. a °` a = a . , � - 0 1. ALL CONCRETE WORK SHALL COMPLY WITH LATEST ACI-318 SPECIFICATIONS. A6 6" 12" 11.1" 8.8" 4-1"TAMP-IN � , � '••••'� \ `-' °° ` � ° " SECTION A B8 8" 18" 13.0" 11.5" 4-1"TAMP-IN � � SECTION A 10" 4' 4" 4" S�ONAL�� = 2. SLOPE THROUGH MANHOLE SHALL HAVE A MINIMUM OF 0.2FT DROP FROM = 2. SLOPE THROUGH MANHOLE SHALL HAVE A MINIMUM OF 0.2FT DROP FROM B10 10" 18" 13.5" 11.5" 4-1"TAMP-IN 1 12" 4" 4" 4" � ENTRANCE THROUGH EXIT. -' , - ` " ENTRANCE THROUGH EXIT. 1 TYPICAL INSTALLATION U � 3. JOINT SEALANT SHALL BE TWO(2)ROWS OF PRE-FORMED PLASTIC ROPES ON INNER � � < • ' ` � ) 24/12 12" 24" 16.5" 15.0" 6-1"TAMP-IN � 3. JOINT SEALANT SHALL BE TWO 2 ROWS OF PRE-FORMED PLASTIC ROPES ON INNER AND OUTER RINGS AND ONE(1)EXTERNAL RUBBER SLEEVE. � AND OUTER RINGS AND ONE(1)�XTERNAL RUBBER SLEEVE. 24/15 15" 24" 19.3" 15.8" 6-1"TAMP-IN - - 30/18 18" 30" 23.5" 18.5" 6-1"TAMP-IN a m HAND SHAPE FLOW CHANNEL AS NECESSARY AROUND PIPE TO PROVIDE DRAINAGE SECTION q m 4. HAND SHAPE FLOW CHANNEL AS NECESSARY AROUND PIPE TO PROVIDE DRAINAGE 36/21 21" 36" 31.6" 23.0" 8-3"WEDGE m , 4• , WITH NO STANDING WATER(SEE SECTION A). 48/24 24" 48" 30.5" 30.0" 10-3"WEDGE ' WITH NO STANDING WATER(SEE SECTION A). � o � 5. FOR DEEP MANHOLES SEE SPECIFICATIONS. � 0 5. FOR DEEP MANHOLES SEE SPECIFICATIONS. o z z > > > � < < s PREPARED BY: RRL `oEp SA�,� � PREPARED BY: RRL `oEp Se�,� ��oea sa�,t g PREPARED BY: RRL CO N C RETE E N CAS E M E N T ��OEA sq��t a �,� 9t� � �� 9F� INSIDE DROP �' 9- " "� � APPROVED BY: BZ STANDARD MANHOLE ° ° % APPROVED BY: BZ FLAT TOP MANHOLE °m ° m � � APPROVED BY: BZ m � Q ORIGINATION DATE: 10/24/2014 a ORIGINATION DATE: 10/24/2014 ORIGINATION DATE: 10/24/2014 MANHOLE DETAIL Q ORIGINATION DATE: 10/24/2014 DETAIL = PHONE:(970)498-0604 Z PHONE:(970)498-0604 PHONE:(970)498-0604 w PHONE:(970)498-0604 � REVISION DATE: 01/05/2017 WWW.BOXELDERSANITATION.ORG � REVISION DATE: 01/05/2017 WWW.BOXELDERSANITATION.ORG REVISION DATE: WWW.BOXELDERSANITATION.ORG � REVISION DATE: WWW.BOXELDERSANITATION.ORG 45°ELBOW j ; TRENCH 2 � ASPHALT OR % � � HARD SURFACE j 6"PERFORATED ` � SEWER UNDERDRAIN 1 � � I a ��"���,�to°���`rE MANHOLE Cn � FINISH GRADE \ � W % � Q\ � � / AIRTIGHT PLUG WITH Z Q Q � � I \ = ` 41N.X 41N. MARKER M M VALVE BOX WITH LID z % / W MARKED"SEWER" � SERVICE WYE � • UNYIELDING PIPE BEDDING OF � W O / ` . � COMPACTED ROCK OR LEAN � � � `� � CONCRETE UPSTREAM SIDE CLAY EARTH MATERIAL � � WATER TIGHT � ' % O-RING OR WATERSTOP SCREW CAP % SEWER OF MANHOLE GASKET REQUIRED WITH T 4"PVC SDR 35 PIPE& \ MAIN LINE PVC PIPE PIPELINE a i � w FInINGS(TYP)FROM / / COMPACTED GRANULAR � I BOTTOM OF j `,. / MATERIAL > � � � BEDDING ZONE TO ` � � � TOP OF ELBOW 8 IN. PVC SEWER PIPE PLAN VIEW � � - � � �� ,� Z \ PLAN VIEW MIN.2FT. ORAS � � 4"WYE % � MAIN LINE GEOFABR C WRAP GEO ECHNICAL O ; � � -.. 24"MAX. ENGINEER LIMITS OF TRENCH ' 4"x45°ELBOW / � � � � ��/��/� 3/4"MINUS WASHED ROCK � COMPACTED % �/\�j\�� / �/\ GRANULAR MATERIAL / � 4 IN.x 4 IN. MARKER �����\����� ������������ + TREN C H i >////////, ////////� �,_ , ! � j\�%\�%� i\\�\\j�\�� Z PI PELI N E TO COLLECTOR FROM HOUSE / / �/�\�/�\�/� _ �\/��\/���/� N LIMITS OF CLAY � SERVICE CLEAN-OUT \/\/\/ ,/\/\/\/, CUT-OFF WALL LINE OR BUILDING � 45°BEND ONLY \ PVC SEWER P�PE \//\//\//� �. /\/\/\� _ .. ' REQUIREMENTS: A CLEAN- � ' / OUT SHALL BE INSTALLED AS � � � � %� � � � �\�\�\� O \/\/\� a � � NEAR AS PRACTICAL TO ���\���\���\-, _ ��\��\��� � CONTINUATION OF / CONNECTION WITH �j�/��/��/' ,. �/��/ ~` \ � � % Ft�c O� BUILDING. � ��/��/��/�� � ` � . �`'\��\��\�/ � � SEWER LINE � � Q � � ��/%�/%�/%�//��//`'// �/'�/'�/'�j �/'�j �/ � '/%' ��/ �/ �/ �/� Q S ECTIO N VI EW � � . ;: � ��,��i��i���i��i��i���i��i��i��i��i��i��i i��i����i��i��i��SODISTURBED o � � i :: � ° � � \//��/���/\��i,\�\/\��/\��i\��i\��i\���\��i\/\��/\��/\�\\��/\�\/\��// � NOTES: s S . / /�,.//� N N j ' "• � � UNDERDRAIN: PERFORATED, CORRUGATED MAINTAIN 6"MIN. � » N � ; / AIR TIGHT PLUG ^ HDPE BY ADVANCED DRAINAGE SYSTEMS _ 1. CLAY WALL EXTENDS A MINIMUM OF 1'-0" � SERVICE CLEAN-OUT REQUIREMENTS � / - ' � � OR APPROVED EQUAL GRAVEL FILTER SURROUND � INTO UNDISTURBED SOIL ON EACH SIDE ; ; � � ; ; AND ON BOTTOM OF TRENCH. % 1. SEWER SERVICE CLEAN-OUTS SHALL BE INSTALLED AS NEAR AS � � ; � UNYIELDING PIPE BEDDING OF � P PRACTICAL TO CONNECTION WITH THE BUILDING, AND AT A MAXIMUM � COMPACTED ROCK OR LEAN SECTION VIEW � 2. CLAY MATERIAL TO BE CLASSIFIED AS SC, SPACING OF 100'. NO SINGLE BEND GREATER THAN 45°SHALL BE j�/�/\/�/�/�/\/�/�/�j CONCRETE � NOTES: � CL OR ML-CL. � ALLOWED. � � 1. UNDERDRAIN INVERT TO BE LOWER THAN SEWER INVERT AT ALL PLACES. � � � � 2. MAINTAIN POSITIVE SLOPE OF UNDERDRAIN TO DAYLIGHT. � 3. 3000 PS)CONCRETE MAY BE USED INSTEAD 2. CLEAN-OUTS SHALL MEET ALL REQUIREMENTS OF THE UNIFORM PLUMBING CROSS SECTION OF CLAY MATERIAL, IF APPROVED BY - CODE. - � 3. MAINTAIN 6"MINIMUM OF SQUEEGEE AROUND UNDERDRAIN. - BOXELDER SANITATION DISTRICT m m m 4. SEE TYPICAL TRENCH DETAIL. m ENGINEER. � � NOTE: WYE CONNECTION NOT e 5. BSD SHALL NOT ASSUME OWNERSHIP OF UNDERORAINS AND WILL NOT BE � o ALLOWED ON VCP. o RESPONSIBLE FOR MAINTENANCE OF SAME. z z z z > > > > � � � � g PREPARED BY: RRL `pER sq�� s PREPARED BY: RRL `pER sq�� � PREPARED BY: RRL `pEA sq,�� � PREPARED BY: RRL `pER SA°� TST INC. SERVICE CLEAN-OUT h� �"� f h� �"- � �� �9- � CLAY CUT-OFF �� �"- CONSULTING ENGINEERS N O O N O O N O O N O O � APPROVED BY: BZ m � � APPROVED BY: BZ SERVICE WYE DETAIL m � � APPROVED BY: BZ m � � APPROVED BY: BZ m � � � � UNDERDRAIN DETAIL �48 Whalers way Q ORIGINATION DATE: 10/24/2014 DETAIL Q ORIGINATION DATE: 10/24/2014 � ORIGINATION DATE: 10/24/2014 Q ORIGINATION DATE: 10/24/2014 WALL DETAIL Suite 200 Fort Collins w PHONE:(970)498-0604 PHONE:(970)498-0604 w PHONE:(970)498-0604 w PHONE:(970)498-0604 � REVISION DATE: WWW.BOXELDERSANITATION.ORG � REVISION DATE: 01/05/2017 WWW.BOXELDERSANITATION.ORG c REVISION DATE: WWW.BOXELDERSANITATION.ORG � REVISION DATE: WWW.BOXELDERSANITATION.ORG COIOI'4CI0 80525 Phone: 970.226.0557 JOB N0. 1230.0009.00 SCALE N TS DATE JULY 17, 2024 SHEET 202 of 216 � 6 4 11�-4�� 16�-4�� NL ALL INLETS INLETS:H <_5 Fr. iN�ETs:H >s FT. GENERAL NOTES e° �=s�-o�� * GENERAL NOTES: anR # TT 7�,� B '�'� 5�/2" L=10'-0" � L=15'-0" $" MA NTENANCE(ACCESS AT BOTHE�ENDSVWITH C RBI FACE � � SEE SHEET 2. MARK OR SPACING TYPE L = 5 FT. L =10 FT. L =IS FT. L =10 FT. L = IS FT. � vr lvl �I/�l SEE NOTE 11 1. CONCRETE SHALL BE CLASS B.INLET MAY BE CAST-IN-PLACE OR PRECAST. 409 409 ,q�l ppD]TIONAL MANHOLE RING AND COVER. 5'TRANSITION SIZE N0.REQ'D. LENGTH N0.REQ'D. LENGTH N0.REQ'D. LENGTH N0.REQ'D. LENGTH N0.REQ'D. LENGTH �SO I �" /� 2. CONCRETE WALLS SHALL BE F�RMED ON BOTH SIDES AND SHALL BE 8 INCHES THICK. 409 J � V 3. INLET STEPS SHALL BE IN CONFORMANCE WITH AASHTD M 199. - - - - - - - - - - - CUT REINFORCEMENT BAR ACCORDINGLY. � A 403 { � � WHEN A TYPE R 401 4 11" II 15 21 26 11 11 � 4. CURB FACE ASSEMBLY SHALL BE GALVANIZED AFTER WELDING. � ' 601 503 601 i 601 , � INLET IS USED WITH 402 4 11" II 7 13 18 7 7 ' ��� � �� � 5. EXPOSED CONCRETE CORNERS SHALL BE CHAMFERED �q OF A INCH.CURB AND GUTTER � � ♦STATION POINT AT MIDPOINT MOUNTABLE CURB AND , „ , , , , i ' i i � � 36" ' i 403 i i OF INLET ALONG FLOWLINE GUTTER,S FT.TRANSITION 403 4 9' II 4'-0 4'-0' 4'-0' 4'-0' 4'-0' � � i i � � CORNERS SHALL BE FINISHED TO MATCH THE EXISTING CURB AND GUTTER BEYOND i 3 RODS 5 RODS ENDS OF 8 C BEAM SHALL BE CONSTRUCTED. MOUNTABLE i THE TRANSITION GUTTER. Z FACE OF g��p,C. i IN 10' � IN 15' TRANSITION SHALL BE PAID CURB FACE 405 4 6" VI Il 6'-10" 21 6'-10" 31 6'-10" 11 6'-10" 11 6'-10" �J - - � - - � � i i 3° CLR. FACE OF o � 6. REINFORCING BARS SHALL BE DEFORMED AND SHALL HAVE A 2 INCH MINIMUM CURB INLET INLET FOR AS CURB AND GUTTER. MOUNTABLE 406 4 6" VIII 7 8'-10" 7 13'-10" 7 18'-10" 7 8'-10" 7 8'-10" � � - - � J CLEARANCE.ALL REINF�RCING BARS SHALL BE GRADE 60 AND EPDXY COATED. � _ _ _ _ _+ _ _ _ � _ _ _ _ _ _ � � _ _ _ ____ CURB CURB AND GUTTER + ` + + 407 4 9" II 5'-10" 10'-10" 15'-10" 5'-10" 5'-10" � 7. DIMENSIONS AND WEIGHTS OF TYPICAL MANHOLE RING AND COVER ARE NOMINAL. � � -- - - - - - - - - - - - - - TRANSITION CURB � � ' , , z � - - - - - - - - -- -- - - - - - - - - 408 4 12" II 3 6'-10" 3 11'-10" 3 16'-0" 3 11'-10" 3 16'-0" � � i i , � � 8. MATERIAL FOR MANHOLE RINGS AND COVERS SHALL BE GRAY OR DUCTILE CAST O MEET SHAPE OF NORMAL BARRIER � � , IR�N IN ACCORDANCE WITH SUBSECTION 712.06. - �30" 30" 30" 30" 30" 3",EACH END CURB AND GUTTER HERE. �- FOR A I'-0" PAN SLOPE 2" PER FT. 409 4 8" II 6 5'-10" 6 10'-10" 6 15'-10" 6 10'-10" 6 15'-10" � �\�� ��' (n wQ ONE 1�/y DIA.ROD DIRECTION 410 4 11" VII 3 3 � Q+ 9. SINCE PIPE ENTRIES INTO THE INLET ARE VARIABLE,THE DIMENSIONS SHOWN ARE � � I N 5'I N L E T O F F L O W � 4 1 1 4 1 1" I I 3 5'-2" 3 ]0-2" '� �� � TYPICAL.ACTUAL DIMENSIONS AND QUANTITIES FOR CONCRETE AND REINFORCEMENT w * , , f � SHALL BE AS REQUIRED IN THE WORK.QUANTITIES INCLUDE VOLUMES OCCUPIED BY � SEE CHANNEL LAYOUT ON SHEET 2. 2�_p�� 4�_4�� 412 4 11" II 3 2'-9' 3 2'-9' `�,� � �1��� PIPES. �3' INLET PAY LENGTH i 3'-►{ 8" a 413 4 9" II 7 10'-10" 7 15'-10" �S TlO S " 1 �' 10. STRUCTURAL STEEL SHALL BE GALVANIZED AND SHALL BE IN ACCORDANCE WITH TRANSITION TRANSITION � , $�8•5 1�/4" SLOPE 2/, TO GUTTER B 1i�2„ 4, SUBSECTION 712.06. GUTTER PLAN VIEW GUTTER � � #•4 BAR i „ I 501 5 5�/z" IV 11 3'-4" 22 3'-4" 33 3'-4" 22 3'-4" 33 3'-4" PLAN VIEW il. ALL MANHOLE COVERS SHALL BE CAST WITH A "NO DUMPING DRAINS TO STREAM" I ♦ 18" LONG 1�, R 409,8 O.C. i + 601 502 5 5/Z" III 11 11'-5" 17 11'-5" MESSAGE AND A FISH SYMBOL THE SURFACE OF THE MANHDLE CDVER SHALL THD. 4�� �SLOPE-1"/FT. i HAVE A NON-SLIP PATTERN. FLUSH WITH i 1°LEG ' e Z„ R 503 5 5/Z" II 5 3'-6" i6 3'-6" 27 3'-6" 6 3'-6" 6 3'-6° T ����� CUT OFF OR BEND BARS TO CLEAR MANHOLE L=5'-0" � L=10'-0" �L=15'-0" 3" CURB FACE . 3�/2 ,° 409 601 503 409 (TYPE 2-SEC.IIB) � 504 5 5�/2" IX 5 8'-4" 23�8�� I I MANH�LE I♦ 409 4O9 • D ' • D $�� 6�� INLET STEPS „ ,- - , . 403 403 I ' 2�� ��R REQ'D.FOR ALL g 403 . 403 �i/4) I 4�l �• . �„ H >3'-6" 601 6 2�/2" V 2 8'-10" 2 8'-10" 2 8'-10" 2 8'-10" 4 8'-10" � w 601 2" CLR. ° 601 601 � 601 601 6" 501 5 0 3 - H 401 ' 0 3" CLR. 401 0 ; 401 0 401 ���4� I p;i 5�/p" 0 C 5��z�� �� _ g[g 5 1 5'-10" 1 10'-10" 1 15'-10" 1 10'-10° 1 15'-10" ELEVATION VIEW 1 � , 11� O.C. e � , 2 BARS�IRO�S - 4 BMS�3 RODS - 8 BPRS�S RODS - 4 BPRS�3 R�DS - B BMS�5 RODS - 23�� 24�� 23�� , " 3" CLR. � � � HS5' • HS5' e I 2:1 i �� 12'�O.C. � #4 �=5, aiH . � i/Z PIPE SPACER MANHOLE COVER (TYP.) �a . 2 #4 BARS L=10'OR 15'^�HS5' , o. o. AND 1�/y" LOCK NUT 16�� MAX � VARIABLE REFER TO 7ABLE TWO. � 1l 1 12�� 12�� 8„ �9" O.C. TYP � 9" O.C. o o • • • 3" CLR. 3" CLR. ■ REGULAR INLETS DROP BOX INLETS FOR 5 FT.INLET � ��^ �� D, , D. • o INCLUDE #4,18 IN.BARS (SEE CHANNEL LAYOUT). � � m - �- � `-407 ` �407 - : : . , a � ' � � °. � � 8� '�. '�. ;'� -°: � s�� WALL (TYP.) - � TABLE ONE� BAR LIST FOR CURB INLETS, TYPE "R" 5-lo NE iyz IN.HOLE 18" 1 1 DRAWN 35" 35" 0 e, n i ii • � 407 8 WING � 4 #4 BARS l�z' 407 e 403 403 • 403 ° .° ;o � 9" O.C. 29" 24" 24" 24" 29" HOLE BRB 403 ', 401 _ _ __ _ _ _ �� D,' . D, . D. � D . � . � . D. - . D, � . -. . � ' -• - P � . p' n�� l��q" DIA..x 24" A N D E ER T POR 4 401 407 N0.REQ'D. N0.REQ'D. 6° IQ"12" 6" �4" g�� • e � • I E LENGTH L = 5 FT. L = 10 FT. L = 15 FT. 12" ; , , . . ; � . ,. , 2�� q�� GALV.STEEL ROD 11" �.C. � I � HECKED 2 AM T M ARY � , , �� ,'o �� HOLE FOR DRAINAGE SHALL 11" O.C. 401 9" O.C. ��H" REGULAR DROP BOX o 0 o F�R 10 FT.INLET 33 �� ' ' ' ' ' � AROUND 10" EMBEDMENT '�• ' � 2'-6 O.C. BE PLACED AT SUBGRADE 11" O.C. - � CONC. STEEL CONC. STEEL CONC. STEEL �e DAP o. °'� 401 402 410 403 407 403 407 CU.YDS. LBS. CU.YDS. LBS. CU.YDS. LBS. 35"-►�30"-►�-30"�-35" � � 3" CLR. 405 406 405 406 405 406 �TYP.) ELEVATION OR A MINIMUM � �THREE 1/p IN.HOLES 6" O.C. 6" O.C. 6" O.C. 6" O.C. 6"O.C. 6" �.C. i�q THREE INCHES BELOW $�8�5 DESIGNED ROAD BASE.THE HOLE � � � - � 3'-0" 2'-S" 1'-S" 10 7 3.2 285 5.3 497 7.4 706 10'-10" 6,_$�� 1��_8�� 16�_8�� 3"x3"x3/B" PLATE SHALL BE PLUGGED WITH 403 ' �\ 3'_6" 3'_2" 2'_2�' 10 7 3.4 305 5J 528 7.9 747 SECTION AT H�LE (TYP.) BRB CONCRETE BEFORE 9�� �•�•�� PLAN VIEW SECTION A-A REGULAR INLET ACCEPTANCE OF THE i � q'_p" 3'_8" 2'_8" 12 9 3J 326 6.0 559 8.4 786 17�� 22° 22�� 22�� 24�� 22�� 22�� 22�� 17�� CURB FACE ASSEMBLY - s #a eARs FILENAME � C �� INLET. � � 4'-6" 4'-2" 3'-2" 12 9 3.9 334 6.4 571 8.8 803 30" 601 C � L=10'-0"� � �-15�-�" I 502 �PLACE ENTIRE ASSEMBLY BEF�RE POURING CONCRETE. i I 5'-0" 4'-8" 3'-8" 14 11 4.1 354 6.7 602 9.3 844 Z�s�6�� 24��g�� 1" 41I_I 4" � 12���2�� � q�� , `��� 0009_Details 503 502 502 504 � � 2" ALL AROUND 5'-6" 5'-2" 4'-2" 3'-5" 16 13 15 6 4.4 375 6.0 607 7.4 850 1" � � j� � ♦ 4pg 501 409 409 6'-0" 5'-8" 4'-8" 3'-I1" I6 13 I6 6 4.6 382 6.2 616 7.6 860 0 0 0 0 o FOR 15 FT.INLET g�i o 0 502 � � 6'_6" 6'_2° 5'-2" 4'-5" 18 15 18 8 4.8 402 6.4 637 7.8 880 � 4" 35"-►�-30"-►�«30"�30"-►�-30"-+�-35" FIVE l�p ]N.HOLES n , ��-o�� s�-s�� s-s�� a�-ii�� 2o n is io s.o a2s s.s ssa s.o ss� _� is�-lo�� �p,p0 L/� 32" 413 � 403 �� �� ' - - 7'-6" 7'-2" 6-2" 5'-5" 20 17 20 10 5.3 430 6.9 664 8.3 907 •PN••• P� coNSTr�r aos ao3 413 403 �� �� s�_o�� ��_s�� s�-s�� s�-ir� zz is zz iz s.s 451 �.i ssa a.s sz� CHANNEL LAYOUT DETAILS �.�•' MIN.0.5% SLOPE � � � � � � ELEVATION VIEW WE[GHTS:COVER = 125 LBS. O � � � � 403 � 5-�� 3" CIR. �� � i i 412 8'_6" 8'_2" 7'_2" 6'-5" 24 21 23 14 5J 471 7.3 702 8.7 944 +RING= 135 LBS. SEE CURB FACE ASSEMBLY ON SHEET 1. V�� ��0 G'`�� CONSTANT 408 i� �� 9'_0" 8'_8" 7'_8" 6'-11" 24 21 24 14 6.0 479 7.6 711 9.0 954 • 9" ���� MANHOLE RING (TYP.) TOTAL= 260 LBS. . P.e ,�� g�� � n ii ii 3'-4" 406 405 g�_g�� g�_p�� g�_p�� 7�_5" 26 23 26 16 6.2 499 7.8 732 9.2 974 401 40� ~ �� �f� � �r � 3" CLR. �G �S 413 6"O.C. 6" O.C. 10'-0" 9'_8" S'_8" 7'_Il° 28 25 27 18 6.4 520 8.0 749 9.4 992 TYPE II TYPE III TYPE IV TYPE V TYPE VI TYPE VII TYPE VIII TYPE X `\Q� G� • � H >5' 411 412 � �� �� �� \'' � ; �c/ t0'-6" 10'-2" 9'-2" 8'-5" 28 25 28 18 6.7 527 8.3 759 9.7 1001 ` 403 4l1 412 413 �� �� �� SECTION B-B , 44�� - - - - 12��-I'--� Q !Q ���V VARIABLE 410 ii ii ii 11'-0" 10'_8" 9'_8" g'_ll" 30 27 30 20 6.9 547 8.5 779 9.9 1022 31' �41" g�� '` � • � � � � - �r -�r - - ,- - END VIEW � � �o� � �� � r � �O •....••'_\C�� C � C � ii ii i� NOTES:F�R L=5 FT.,L=10 FT.,AND L=15 FT. 2g�� f , � .� Zp�� 405 2p�� 4�6 I 34�� \ i , , REGULAR INLETS:TOTAL QUANTITIES NEEDED ARE OUTSIDE THE HEAVY BLACK LINE. LENGTH 3�� 12��\ � VARIES 410 � 22" 504 � S/O � 6 6 6 NOTE: MANHOLE RING AND COVER STATION POINT � Spp 11�� NAL 2" CLR. ' DROP BOX INLETS:TOTAL QUANTITIES NEEDED ARE INSIDE THE HEAVY BLACK LINE. pl" 501 � �J� 405 AND OUTFLOW PIPE SHALL BE LOCATED � T � L SECTION A-A INLET 3-411 AT THE SAME END OF THE INLET. STEEL WEIGHTS DO NOT INCLUDE STRUCTURAL STEEL CHANNEL. i I�az��� �I VARIES�I I�aa���I 12" aos i'" °�C TABLE TWO � BARS AND QUANTITIES VARIABLE WITH "H" WITH DROP BOX N H>5 FT. SECTIONS C-C & D-D (DOTTED BARS ARE IN SECTION D-D) BAR BENDING DIAGRAMS � (DIMENSIONS ARE OUT-TO-OUT OF BAR) Com uter File Information Sheet Revisions Colorado Department of Transportation CURB INLET STANDARD PLAN NO. Com uter File Information Sheet Revisions Colorado Department of Transportation CURB INLET STANDARD PLAN NO. Creation Date: 07/31/19 Date: Comments Creation Date: 07/31/19 Date: Comments 2829 West Howard Place 2829 West Howard Place � M-604-12 � M-604-12 Designer Initials: JBK R-X CDOT HQ,3rd Floor Designer Initials: JBK R-X CDOT HQ,3rd Floor Last Modificotion Date: 07/31/19 R-X � Denver,CO 80204 Last Modificotion Date: 07/31/19 R-X � Denver,CO 80204 Phone:303-757-9021 FAX: 303-757-9868 TYP R Standard Sheet No. 1 Of 2 Phone:303-757-9021 FAX: 303-757-9868 TYPE Standard Sheet No. 2 �f 2 Detailer Initials: LTA R-X Detailer Initials: LTA R-X CAD Ver.: MicroStation V8 Scale: Not to Scale Units: English R-X Project Development Branch JBK Issued by the Project Development Branch:July 31,2019 Project Sheet Number: CAD Ver.: MicroStation VB Scale: Not to Scale Units: English R-X Project Development Branch JBK Issued by the Project Development Branch:July 31,2019 Project Sheet Number: WIRE SCREEN CONCRETE BLOCK (APPROX. 1/2 IN. MESH) �� � � � „ � ____ . 1 „ FILTER FABRIC $^ , F ;� STEEL OR WOOD POST� � � �. � Z J '����,� 0 - a ' f;Y��J, .�. ; ' � 4 � W , . . w ,, �-s... ',� ^- � 3 � � o ` z" �-,.� > Q Q , , , �� . , ., " � GRAVEL FILTER BACK FILLED TRENCH C9 M Z A (APPROX. 3/4 IN. DIA.) w 2 l `! = GROUND LEVEL �� W O r�;.�z,��;.�� w�n�cRn� ,�'� � ,, � � CONCREfE � � � �;;�';, �l � ' L,�'�-:, � � ��+ ' j ,I. � � � � ��:�' '� . � � � ("'r� _ V i rii� I �jT' FILTER FABRIC i i``, AjTACH SECURELY TO � i � a � � � PUST ' I i �'��i%� ,�� STEEL OR � �--- - � � 4'�I,� WOOD POST i � i � � 5 x " J {�;\\� COMPACTED BACK FILL :-' ____y' �� � � 14" O � _,}, ,� � RUNOFF 16,� ;� � ' 0 �GRAVEL FlLTER � A - - - - I- -I 1= 1=:i l I= I-I I I-I I I-I I I-I_I. I -' APPROXIMA�LY PLAN VIEW 4 IN. X 4 IN. TRENCH NOTE: -I I I=I I I-I I I-I I I- =1I I-I II-I I I-I I I- THE GAUGE SHALL BE CONSTRUCTED OF PRESSURE TREATED WIRE SCREEN I I-I I I-I I I-I I I-I I '-I I I-I I I-I I I- SQUARE POSTS MEASURING 6"x8" WITH BOTH 8" SIDES ROUTED OVERFLOW� ��I-I I I-I I I-I I I- ��I-I I I-I I I-I WITH 6" NUMBERS AND GAUGING MARKS. THE ROUTED MARKINGS 10 IN. I �� I I I-I I I-I I " -I I I-I I I=� � I AND NUMBERS SHALL BE PAINTED WITH WHITE WATERPROOF ❑ ❑ ❑ �, /' MIN. I-�I I-I I I- f I I-I I I-I I I-I I I-I I I-�� PAINT. THE POST SHALL BE ONE FOOT TALLER THAN THE t`;:., GRAVEL FILTER -� i � MAXIMUM DEPTH OF THE POND. THE POST SHALL BE EMBEDDED I I-I I I I I-I I I-I I I-I I I�I I IN CONCRETE WITH A DIMENSION OF 16"x14"x3' IN DEPTH. THE f ��'� I=III= III=III=III�II GAUGE SHALL BE PLACED NEAR THE DEEPEST AREA OF THE POND, R U N OFF ❑ ❑ ❑ I-I I I I I-I I I-II I I-I I AND SHALL BE POSITIONED SO THAT IT CAN BE READ FROM THE �� ���= I I I-!I I-1��- NEAREST POINT OF PUBLIC ACCESS. THE PONDING DEPTH SHALL ���-I I�- BE REFERENCED TO THE DEEPEST POINT OF THE POND. � f ����-,,�=���'„ �i�'=���-;�.-�� SECTION VIEW DETENTION POND DEPTH GAUGE N.T.S. CONCRETE BLOCK FILTERED WATER SECTION A-A GENERAL NOTES: GENERAL NOTES: � ACRESAP RUM00 FEETAOF ENCEIS LIMITED TO 0.25 2. INSPECT AND REPAIR FENCE AFTER EACH STORM 1. INSPECT AND REPAIR FIL7ER AF7ER EACH STORM 2. SEDIMENT AND GRAVEL SHALL BE IMMEDIATELY EVENT. REMOVE SEDIMENT WHEN ONE HALF THE HEIGHT EVEN7. REMOVE SEDIMEN7 WHEN oNE HALF oF THE REMOVED FROM TRAVELED wnY OF ROnDS. OF THE FENCE HAS BEEN FILLED. REMOVED SEDIMENT SHALL FILTER DEPTH HAS BEEN FILLED. REMOVED SEDIMENT SHALL 8E DEPOSITED IN AN AREA TRIBUTARY TO A BE DEPOSITED IN AN AREA TRIBUTARY TO A SEDIMENT SEDIMENT BASIN OR OTHER FILTERING MEASURES. BASIN OR OTHER FILTERING MEASURE. AREA INLET FILTER GRAVEL SILT FENCE DETENTION POND DEPTH GAUGE CITY OF APPROVED: CITY OF APPROVED: CITY OF APPROVED: �Y� . FORT COLLINS DETAIL �Y� ■ FORT COLLINS DETAIL �Y� FORT COLLINS DETAIL STORMWATER t STORMWATER �.} ^' STORMWATER ��C�l�ns UTILITIES DATE: 01/03/01 ��C�`�ns UTILITIES DATE: 12/27/00 1 `�V���nS UTILITIES DATE: 2/18/05 /"y�, FOKr cor.�.u�rs, co. CONSTRUCTION DETAILS D - 2 4 /"`�, FOKr co�.�.nvs, co. CONSTRUCTION DETAILS D - 2 8 FOKr co�.�.u�rs, co. CONSTRUCTION DETAILS D - 31 (e�o) zzi-e�oo DRAWN BY: NBJ (970) 221-8700 : N � 970 221-8700 TST, INC. CONSULTING ENGINEERS 748 Whalers Way Suite 200 Fort Collins Colorado 80525 Phone: 970.226.0557 JOB N0. 1230.0009.00 SCALE N TS DATE JULY 17, 2024 SHEET 203 of 216 — � r1 ' �r' '—I CLASS A BEDDING CLASS B BEDDING PiPE DIMENSIONS �/a�N "cn��oF�v" T��PF �oo wc. oa PLAN — g � D E ��������� -����� TRENCH WIDTH AS SPECIFIEDI` TRENCH WIDTH AS SPECIFIEDI` ' I.D. ' � I � I � � IN. IN_ IN. IN. 1N. IN_ - . . � � 12 5 1/2 z3 49 7'[ 24 ' ' � 15 7 26 47 73 29 18 11 1/2 �6 48 7a 36 `� I'v '1 F— Z I i. 5 ii'J. 24� 12 43 54 97 48 E so n _�s a3 96 so � ---� 5 IN. � T LOWER LIMIT OF� LOWER LIMIT OF ' 1 12 IN. MIN. 12 IN. MIN. � F TRENCH WALL TRENCH WALL O 36 18 60 37 97 71 F Z az 2w 5'� 35 9� �a � 3 I[�I. 3 IN. 1 �' � � as zs �0 28 es aa T -� SLOPE SLOPE � � � � sa v es 3s �o0 90 se ao �a 9s 3/�+ iN. �n�vaNizEo nNCHOR ao�rs, Nurs nNo wnsi-itrs, DENSELY / Z � 60 36 MILfi STEEL. ASTM A 307. ROD LUG SHALL BE COATEC � �2 3a � 2 �s 2� ae ioa wirH ron�-Ta� EPoxv�niNT oR aaaRovEo eoua�. COMPACTED DENSELY � � (n W MATERIAL PIPE O.D. COMPACTED PIPE O.D. � > r�C�B E 60'Max 30'Min. MATERIAL w j � DIAMETER F ��, � � � 18 iGl. - 30 IN. � IN. 1�4 PIPE O.D. � � DIA. � �6 IIV. - 42 iN. 6 IN. <� iN. - 60 iN. � i��.l. I 3000 P.S.I. I� COMPACTED L A t ; 72 IN. - 84 IN. � hu. PIPE O.D. + 8 IN:— CONCRETE GRANULAR ��g pIPE O.D. - �acanoN oF i iN � MATERIAL I D�IT oin Ho�_s t/8 PIPE O.D. OR 4 IN. MIN. �--E�--� CONCRETE JOINT OR 6 IN. MIN. E FASTENER. SECTION X—X END VIEW END SECTION FOR REINFORCED CONCRETE CLASS C BEDDING ROCK EXCAVATION VARIES (2' MIN.) w CIRCULAR PIPE TRENCH WIDTH AS SPECIFIED TRENCH WIDTH AS SPECIFIED 1 1 /2�� Q _ _ - — F � 1 F � � � � 6„ 1 ' (MIN.) 1 ' (MIN.) � � I m F � _— F �SEE F���RE , �F AAs��T� i PLAN E �u� zos r-oR acru�a� srzes LOWER LIMIT OF � LOWER LIMIT OF �� ' � � � i PLAN E � TRENCH WALL 12 IN. MIN. 7}ZENCH WALL 12 IN. MIN. . _ . .,� a , � � SLOPE SLOPE �' !��' �` , ° DRAWN ----- -____ _ — DENSELY � + ' � y a+ ° .. . , n . �, BRB n COMPACTED I UNIFORMLY � i P PE O.D. ���—'t�B + RISE MATERIAL + t PIPE O.D. GRADED ROCK OR � A � 1/4 PIPE O.D. � COMPACTED � DAP � SELECTED GRADED 1 Rlsl E �~I —SPA � GRANULAR MATERIAL DESIGNED A L SECTION F—F END VIEW COMPACTED � � BRB D �� SPAN� GRANULAR 1/8 PIPE O.D.J fi IN. MIN. J FILENAME EQUIVALENT NOMINAL (IN.) DIMENSIONS (INCh't�; MATERIAL OR 4 IN. MIN. SECTION F—F END VIEW CIRCULAR � DIAM. (IN.) SPAN RISE A 8 C D E _ e QI S �. �� ��s � ,,� 39 3� » 48 UNSTABLE SUBGRADE SUBDRAIN DETAIL EOUIVALENT NOMINAL QN.) DIMENSIONS iNC�ES 30 36 22 9 1 2 50 q 96 CIRCULAR 43 27 11 1/8 60 35 96 •••••• � DIAM. (IN.) SPAN RISE A B c o e �i6 �" TRENCH WIDTH AS SPECIFIED TRENCH WIDTH AS SPECIFIED PN P 42 50 37 15 3 4 60 36 96 7&+ �P� ��� i 8 1 39 33 48 � O O 30 38 24 9 1/2 54 i8 �Z 60 48 58 36 21 60 36 96 ��� 36 45 29 11 1/8 60 24 8d 72 O • � � � 42 53 34 15 3/4 60 36 96 �g 54 65 40 25 1/2 60 36 Q6 9�' 00 72 qq 30 60 36 96 56 � � �• 48 60 38 21 60 36 96 84 2 86 Sq 31 6C 3° 99 120 LOWER LIMIT OF ��•� �� (`�� 54 68 43 Z5 , Z so 3h °F Q� END SECTION FOR REINFORCED �owER uMiT oF � TRESLOPEAL—f ' ��G P�S���`, END SECTtON FOR REINFORCED u TRENCH WALL 12 IN. MIN. O G� � CONCRETE ARCH PIPE + DENSELY Q � ��i :�� CONCRETE ELLIPTICAL PIPE �' SLOPE COMPACTED .`F �� •.....•' G\� GENERAL NOTES: COMPACTED I BACKFILL �O � GRANULAR OR + > � S��NAL� L RE`✓iSED CDOH M-603-10 UNIFORM GRADED � GRAVEL 2. CONCRETE END SECTIONS ARE TO f'E MATERIAL FILTER FURNISHED WITH TOUGE OR GROOVL AS 4 IN. MIN. �'': REQUIRED. PERFORATED OR ��G: 6 IN. MIN. SLOTTED PIPE 3. INSIDE CONFIGURATION AND JOINT OF CONCREIE FILTER END SECTION AND PIPE SHALL MATCH. 1 1/2 IN. �'a '`,,"` } MATERIAL 4. CONCRETE PIPE JOINT FASTENERS, WHERE SHOVd�J ROCK I ON PLANS, SHALL BE WSTALLED SO THAT A MINIf�1UM NOTES: 01= 15 LINEAR FEET OF THE OUTLET END OF THE LARGE STONES, 1, TRENCH WIDTHS SHALL BE AS SPECIFIED ON PLANS. ARE MECHANICALLY LOCKED TOGETHER. END SECTION BROKEN CONCRETE, ETC. LENGHTS, WHEN USED, WI�_L DE INCLUDED IN THE QF REQUIRED) 2. REFER TO THE STORM SRAINAGE CONSTRUCTION STANDARDS, 15 L.F. REQUIRED. SECTION 6, "BEDDING MATERIALS" FOR GRADATIONS. CONCRETE END SECTIONS STORMWATER BEDDING REQUIREMENTS CONCRETE TRICKLE PAN � CITY OF APPROVED: CITY OF APPROVED: CITY OF � FORT COLLINS DETAIL �Y� FORT COLLINS DETAIL p� APPROVED: DETAIL �►w, � STORMWATER �� • STORMWATER �Y . FORT COLLINS STORMWATER �,�',,�0 '� �.V��II1S Fa�o�an�ssco. CONSTRUCTION DETAILS DATE: 01/31/01 D - 15 /""��,� ���ns Fox�c�nissco. CONSTRUCTION DETAILS DATE: 1/12/00 D _ 1 �� �;���ns ��TIES DATE: 12-25-00 (970) zzi-svoo DRAWN BY: NBJ (970) 221-8700 DRAWN BY: SKC �'�� Fox�r co[.r.uvs. �o. CONSTRUCTION DETAILS D-20B (970) 221-8700 DRAWN BY: NBJ � � O J _ a � � A — W --� � � „� 3" (TYP.) 6 � � BACK OF CURB VARIES VARIES m 3/8" BRASS SCREW 18" O.C. EDGE OF STREET SLOPE � W O WITH COUNTERSINK VARIES 0.5% SLOPE (MIN.) � � � � N HEAD FLUSH WITH PLATE �� - - - Q � � 3' (TYP.) EXPANSION �� . , . " � � 1 a Q = V MATERIAL � > � � � ._. � is�� GALV. S ECTI O N A-A Q STEEL � � PLATE cn B 6 � � t � , p Z Q EXPANSION SIDEWALK 5/$" GALV. STEEL PLATE 2 3"x2"x3 " GALV. ANGLE � O � MATERIAL . �Np � SEE DETAIL 1 � VARIES � ° 1' � = 1 z � . z 3� I EX END WALK 6" ON cn BO H SIDES O WALK � BADF tC w C� SECTION B—B � CURB O > 12" R � 12" R A � 5/$" GALV. STEEL PLATE %$" BRASS SCREW EDGE OF 3'-3" 2' OPENING 3'-3" 18 O.C. WITH STREET COUNTERSUNK HEAD $,_6„ 2' DEPRESSED GUTTER FLUSH WITH PLATE � � #4@ 2" P�N w o.c. ~ �� 3 x2 x/$ #3 REBAR Q #4@ 12 �� �� 3 �� O.C. GALV. ANGLE � � ANCHOR >� %'_i. 11 18 O.C. #4@ 12 TST, INC. O.C. CONSULTING ENGINEERS D ETAI L 1 748 Whalers Way S ECTIO N C—� Suite 200 Fort Collins Colorado 80525 Phone: 970.226.0557 JOB N0. 1230.0009.00 METAL SIDEWALK CULVERT FOR VERT. CURB �C GUTTER AND DETACHED SIDEWALK — OUTFALL TO CURB SCALE NTS �.;�,� CITY OF APPROVED: DETAIL °A'� JULY 17, 2024 ����� . FORT COLLINS STORMWATER SHEET �� ����ns UTILITIES CONSTRUCTION DETAILS DATE: 7/30/2013 _ FORT COLLINS, �o. D 10 B (970) 221-6700 DRAWN BY: D. MOGEN 2 4 of 21 SCALE: N.T.S. STANDARD CONSTRUCTION DETAILS PLAN VIEW CROSS SECTION GRATING (WITH HINGED SECTIONS, EACH SECTION NOT TO EXCEED 5 FEET IN LENGTH) 100-YEAR WATER SURFACE ELEVATION OUTLET PIPE SIZE = FINISHED GRADE WQCV ORIFICE PLATE AND TRASH RACK (SEE DETAIL THIS SHEET) WQCV WATER SURFACE ELEVATION SHEET 1 OF 2 100-YEAR RESTRICTOR PLATE OPENING B D E 8" WALL TYP. C F #4 BARS @ 12" CTRS. EA. WAY TYP. FOR WALLS AND FLOOR DETENTION POND OUTLET (INTERIM POND 427 AND INTERIM SWALE POND) A 8" PREFABRICATED BAR GRATING, CROSS BARS @ 4" O.C., BEARING BARS 1 1/2" BY 3/16" @ 1 3/16" O.C. G H 8" A 8" ( TYP.) WQCV ORIFICE PLATE AND TRASH RACK (SEE DETAIL THIS SHEET) B A B 8" #4 BARS @ 12" CTRS. EA. WAY TYP. FOR WALLS AND FLOOR SECURE ORIFICE PLATE TO WALL WITH 3/8" BOLTS GRATE (TOP FLUSH W/ TOP OF STRUCTURE) 1 1/2" DEEP BY 2 1/2" WIDE GRATE SUPPORT LEDGE FORMED IN CONCRETE WALLS BASE SLAB (6" MIN.) (24" MIN.) SECTION "A - A" 8" GRATE SUPPORT LEDGE FORMED INTO STRUCTURE WALL 1/4" STEEL HINGE PLATE SECURE HINGE PLATE TO WALL WITH 3/8" BOLTS 7" 3" SIDE VIEW HINGE DETAIL NOTES: 1. ALL METAL PARTS SHALL BE STAINLESS STEEL, ALUMINUM, OR STEEL. STEEL SHALL BE HOT DIP GALVANIZED AND MAY BE PAINTED AFTER GALVANIZING. 2. MINIMUM CONCRETE MIX SHALL BE 5 1/2 SACK, 3000 PSI. CONCRETE TO BE REINFORCED WITH #4 BARS 12" O.C. EACH DIRECTION. 1" CHAMFER ON ALL EXPOSED CORNERS OF WALLS. 1" BAR WELDED TO GRATING NOTCH GRATING TO CLEAR HINGE PROJECTION PLAN VIEW SHEET 2 OF 2 SCALE: N.T.S. STANDARD CONSTRUCTION DETAILS PLAN VIEW CROSS SECTION GRATING (WITH HINGED SECTIONS, EACH SECTION NOT TO EXCEED 5 FEET IN LENGTH) 100-YEAR WATER SURFACE ELEVATION OUTLET PIPE SIZE = FINISHED GRADE WQCV WATER SURFACE ELEVATION SHEET 1 OF 2 100-YEAR RESTRICTOR PLATE OPENING B D E 8" WALL TYP. C F #4 BARS @ 12" CTRS. EA. WAY TYP. FOR WALLS AND FLOOR DETENTION POND OUTLET (POND D) A 8" PREFABRICATED BAR GRATING, CROSS BARS @ 4" O.C., BEARING BARS 1 1/2" BY 3/16" @ 1 3/16" O.C. G H 8" 8" ( TYP.) B B 8" Z O � � Z � O � (n w > � W � � Q 0 � m PROPOSED LAYOUT CONCEPTUAL ELEVATIONS: 'INVERT ABOVE BASE OF CHAMOER 18 STORMTECH MC3500 CHAMBEftS MAXIMUM ALL WABLE RADE( P F PAVEMENT/UN AVED): 12.50 PART TYPE T y0U DESCRIPTION NVERT MN(FLOW `.- � s sTORMTE�„M�-,SooENo�APS �N� MALL WA L UN A � H 650 � � ACCEPTABLE FILL MATERIALS: STORMTECH MC-3500 CHAMBER SYSTEMS � = DRAWN 24'BOTTOM CORED END CAP.PART#:MC35001EPP248C/NP OF ALL 24"BOTTOM p Q PR JE T INF RMATI N 12 N A (in) I LL WA L A ( N I ) 6.00PREFABRICATEOENDCAP A CONNECTIONSANDISOLATORPLUSROWS Z'06 J a J ¢ ��� //� � � g N � in L ( ): 6.00 PREFABRICATED END CAP B 12'TOP CORED END CAP,PART#'.MC35001EPP12T/TVP OF ALL 12"TOP CONNECTIONS 26.36" a � Z � AASHTO MATERIAL a � z '" ENGWEEREDPRODUCT � ao sTONevo�o INIMUMALL wn �e RAD en �xi � av soo � �' m � = MATERIAI LOCATION DESCRIPTION COMPACTION/DENSITY REQUIREMENT � � °' � � MANAGER �N L TOP OF STONE: 5.50 PREFABRICATED END CAP C 12"BOTTOM COftEO END CAP.PARTN'MC35001EPP128/1YP OF ALL 12'BOTTOM CONNECTIONS 1.35' � z w o z x o x � CLASSIFICATIONS w w FLAMP D INSTALL FLAMP ON 24"ACCE55 PIPE/PART#:MCFLAMP O O SItBA551Sf� 3820 (PERIMETER STONE INCLUDED) 70P OF MC-3500 CHAMBER�. 450 � p 3 w '� (A V � w p CHECKED FOR S7oRmrECn � (COVER STONE INCLUDED) 72"x 12^TOP MANIPO�D INVERT. p g5 MAMFOLD E 72":i2"TOP MANIFOLD,ADS N-12 26.36" aS = N FINAL FILL:FlLL MATERIAL FOR LAYER'D'STARTS FROM THE TOP OF THE'C 4� _ � PIPE CONNECTION F 72'BOTTOM CONNECTION 1.35' a N a U z LAVER TO THE BOTfOM OF FLEXIBLE PAVEMENT OR UNPAVED FINISHED ANY SOIUROCK MATERIALS,NATIVE SOILS,OR PER ENGINEER'S PLANS. PREPARE PER SITE DESIGN ENGINEER'S PLANS.PAVED Q y o � � ADS SALES REP � iNSrn�unoN wSTRUCnon�:; � (BASE STONE INCLUDED 24"ISOLA70R ROW PLUS INVERT�. 0.92 = 3 g D NIA INSTALLATIONS MAY HAVE STRINGENT MATERIAL AND = _- DAP visrr oua nPa � � „� 1772 Y TEM A EA 12"BOTTOM CONNECTION INVERT: 0.86 NVLOPLAST(INLET W/ISO GR4DE ABOVE.NOTE THAT PAVEMENT SUBBASE MAY BE PART Of THE'D' CHECK PLANS FOR PAVEMENT SUBGRADE REQUIREMENTS. G 30'DIAMETER(24.00"SUMP MIN) 5A CFS IN a J ° PREPARATION REQUIREMENTS. 0- aRo�ecTNo. Advanced Drainage Systems��f1C. 149.9 T P BOTTOMOFMC-3500CHAMBER: 075PLUSROW) Q O � LAVER a OI BOTTOM OF STONE'. 0.00 NYLOPLAST(O T H 30 IAMET R DESI N BY ENGI ER p.p CFS OUT x Q � ff AASHTOM145' Q � a DESIGNED Z � � � INITIAL FILL:FILL MATERIAL FOR LAYER'C STARTS FROM THE TOP OF THE GRANULAR WELL-GRADED SOIUAGGREGATE MIXTURES,<35%FINES OR A-1,A-2-0,A3 BEGIN COMPACTIONS AFTER 24'(600 mm)OF MATERIAL OVER f- � - p R B EMBEDMENT STONE('B'LAYER)TO 24"(600 mm)ABOVE THE TOP OF THE PROCESSED AGGREGATE. THE CHAMBERS IS REACHED.COMPACT ADDITIONAL LAYERS IN Z LL # � M 0 N TAVA P H AS E D LI D 1 O � „ C OR 12"(300 mm)MAX LIFTS TO A MIN 95%PROCTOR DENSITY FOR O � � w Y CHAMBER.NOTE THAT PAVEMENT SUBBASE MAY BE A PART OF THE'C' MOST PAVEMENT SUBBASE MATERIALS CAN BE USED IN LIEU OF THIS WEL�GRADED MATERIAL ANO 95No REL4TIVE DENSITY FOR � w � LAVER. F o � FILENAME "' 'p w LAYER. AASHTO M43' PROCESSED AGGREGATE MATERIALS. o a a 3.357.4,467,5.56.57.6,67,68.7.78,8,89.9.10 o a w (� y FO RT C O L L I N S� C O� U SA EMBEDMENT STONE:FILL SURROUNDINCa THE CHAMBERS FROM THE CLEAN.CRUSHED.ANGULAR STONE AASHTO M43' _ 000.7_D Pr ld I I S MC-3500 STORMTECH CHAMBER SPECIFICATIONS IMPORTANT-NOTES FOR THE BIDDING AND INSTALLATION OF MC-3500 CHAMBER SYSTEM sz.se� B FOUNDATION STONE('A'LAYER)TO THE'C LAYER ABOVE. OR RECYCLED CONCRETEs 3,357,4,467,5,56,57 NO COMPACTION REQUIRED. z - _ � 1. STORMTECH MC-3500 CHAMBERS SHALL NOT BE INSTALLED UNTIL THE MANUFACTURER'S REPRESENTATIVE HAS COMPLETED A ���5' O ?- FOUNDATION STONE:FILL BELOW CHAMBERS FROM THE SUBGRA�E UP TO CLEAN,CRUSHED,ANGULAR STONE AASHTO M43' O w f 1. CHAMBERS SHALL BE STORMTECH MC-3500. F � A s PLATE COMPACT OR ROLL TO ACHIEVE A FLAT SURFACE" F �w PRE-CONSTRUCTION MEETING WITH THE INSTALLERS. a __ THE FOOT(BOTTOM)OF THE CHAMBER. OR RECVCLED CONCRE7E 3,357,4,467,5,56,57 a W� � � � p,DO L/� 2. CHAMBERS SHALL BE ARCH-SHAPED AND SHALL BE MANUFACTURED FROM VIRGIN,IMPACT-MODIFIED POLVPROPVLENE 2, STORMTECH MC-3500 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE'STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE"- � � PLEASE NOTE.- N��', � COPOLVMERS. - - - - - - - - - - - - - - - - - - - - - - - - - - - w � w y O ������� O W 1. THE LISTED AASHTO�ESIGNATIONS ARE FOR GRADATIONS ONLV.THE STONE MUST ALSO BE CLEAN,CRUSHED.ANGUTAR.FOR EXAMP�E,A SPECIFICATION FOR#4 STONE WOUID STATE:"CIEAN,CRUSHED,ANGULAR NO.4(AASHTO M43)STONE". � a • 3. CHAMBERS ARE NOT TO BE BACKFILLED WITH A DOZER OR AN EXCAVATOR SITUATED OVER THE CHAMBERS. . _ i�x €a 2. STORMTECH COMPACTION RE�UIREMENTS ARE MET FOR'A'LOCATION MATERIALS WHEN PLACED ANO COMPACTED IN 9"(230 mm)(MAX)LIFTS USING TWO FULL COVERAGES WITH A VIBRATORV COMPACTOR. �g �� p•N P� 3. CHAMBERS SHALL MEET THE RE�UIREMENTS OF ASTM F2418,"STANDARD SPECIFICATION FOR POLYPROPYLENE(PP)CORRUGATED STORM7ECH RECOMMENDS 3 BACKFILL METHODS: � 3. WHERE INFILTRATION SURFACES MAV BE COMPROMISED BY COMPACTION,FOR STANDARD DESIGN LOAD CONDITIONS,A FLAT SURFACE MAV BE ACHIEVED BV R4KING OR DR4GGING WITHOUT COMPACTION EQUIPMENT.FOR SPECIAL LOAD DESIGNS,CONTACT STORMTECH FOR �a �O` ��� O� O� WALL STORMWATER COLLECTION CHAMBERS'CHAMBER CLASSIFICATION 45x76 DESIGNATION SS. . STONESHOOTER LOCATED OFF THE CHAMBER BED. I i' `� � v� � Q� G�\ • BACKFILL AS ROWS ARE BUILT USING AN EXCAVATOR ON THE FOUNDATION STONE OR SUBGRADE. ,� COMPACTION REQUIREMENTS. � . I --- _ 4. ONCE LAYER'C'IS PLACED,ANV SOIL/MATERIAL CAN BE PLACED IN LAYER'D'UP TO THE FINISHED GRADE.MOST PAVEMENT SUBBASE SOILS CAN BE USED TO REPLACE THE MATERIAL REQUIREMENTS OF LAVER'C'OR'D'AT THE SITE DESIGN ENGINEER'S DISCRETION. �� • Q� 4. CHAMBER ROWS SHALL PROVIDE CONTINUOUS,UNOBSTRUCTED INTERNAL SPACE WITH NO INTERNAL SUPPORTS THAT WOULD BACKFlLL PROM OUTSIDE THE EXCAVA710N USING A LONG BOOM HOE OR EXCAVA70R. I � � I i W 5. WHERE RECYCLED CONCRETE AGGREGATE IS USED IN LAYERS'A'OR'B'THE MATERIAI SHOULD ALSO MEET THE ACCEPTABILITY CRITERIA OUTLMED M TECHNICAL NOTE 620"RECYCLED CONCRETE STRUCTURAL BACKFILL". _ �� • P� �` IMPEOE FLOW OR LIMIT ACCESS FOR INSPECTION. � - � -�- � '` 4. THE FOUNDATION STONE SHALL BE LEVEIED AND COMPACTED PRIOR TO PLACING CHAMBERS. / �'I I I I U a p U a¢ O\\G NS � 5. THE STRUCTURAL DESIGN OF THE CHAM6ERS.THE STRUCTURAL BACKFILL,AND THE INS7ALLATION RE�UIREMENTS SHALL ENSURE 1 �3 o a 3 w; \ � GO`' • ,�.I THAT THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS,SECTION 12.12,ARE MET FOR:1) 5. JOINTS BETNEEN CHAMBERS SHALL BE PROPERLV SEATED PRIOR TO PL4CING STONE. I ,o a o a 3 ��� � `V LONG-DURATION DEAD LOADS AND 2)SHORT-DURA710N LIVE LOADS,BASED ON THE AASHTO DESIGN TRUCK WITH CONSIDERATION 'I I "' "' � CO� •�G(� FOR IMPAC7 AND MULTIPLE VEHICLE PRESENCES. 6. MAINTAIN MINIMUM-6'(750 mm)SPACING BETWEEN THE CHAMBER ROWS. I � F o� � o S � Q � ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ALL PAVEMENT LAVER(DESIGNED Q '( � \ 6. CHAMBERS SHALL BE DESIGNED,TESTED AND AILOWABLE LOAD CONFIGURATIONS DETERMINED IN ACCOR�ANCE WITH ASTM F2787, �� INLET AND OUTLET MANIFOLDS MUST BE INSERTED A MINIMUM OF 12"(300 mm)INTO CHAMBER END CAPS. I I � g� AROUND CLEAN,CRUSHED,ANGULAR STONE IN A 8 B LAVERS BY SITE DESIGN ENGINEER) o S� \O� ���������G, w� w� �(� ! �� "STANOARD PR4CTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS'. 8. EMBEDMENT STONE SURROUN�ING CHAMBERS MUST BE A CLEAN,CRUSHED,ANGULAR STONE MEETING 7HE AASHTO M43 DESIGNATION OF#3 H J � � u� ,•+.....,. � � I �� �+�0 /� ` ...�......._....,....� .............................. wa LOAD CONFIGURATIONS SHALL INCLUDE:1)INSTANTANEOUS(<t MIN)AASHTO DESIGN TRUCK LNE LOAD ON MINIMUM COVER 2) �R� � f w� _.__ ___..._ ____� "" "'I � /1 MAXIMUMPERMANENTpS-VR)COVERLOADAND3)ALLOWABLECOVERWITHPARKED(7-WEEK)AASHTODESIGNTRUCK. F I I . I N = �� � D '� �roeonwnora�aai.evnvsMervr.voauHvnveo g• � �w �.( ws.uun umr�creanvewaesMerocwre. 18" i w 9. STONE MUST BE PLACED ON THE TOP CENTER OF THE CHAMBER TO ANCHOR THE CHAMBER5 IN PLACE AND PRESERVE ROW SPACiNG. � � o o PERIMETER STONE �� � � a v z.�ieaomm�. (2.4 m) ` 7. REQUIREMENTS FOR HANDLING AND INSTALLATION: I E N C � (450 mm)MIN' M� � �� • TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING.CHAMBERS SHALL HAVE INTEGRAL,INTERLOCKING � �= r (SEE NOTE 4) � N o 10. THE CONTRACTOR MUST REPORT ANY DISCREPANCIES WITH CHAMBER FOUNDATION MATERIALS BEARING CAPACITIES TO THE SITE DESIGN I I g � = 12^(300 mm)MIN � w a STACKING IUGS. ENGINEER. I . p O o LL c O O O LL� • TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKfILL,THE HEIGHT OP THE CHAMBER JOINT SHALL NOT BE LESS = y „ � y THAN 3". i i. ADS RECOMMENDS THE USE OF"FLEXSTORM CATCH IT'INSERTS DUR WG CONSTRUCTION FOR ALL W LETS TO PROTECT THE SUBSURFACE I �A � � $` � 1;� b� � EXCAVATION WALL ��� '���� ` •'THIS CROSS SECTION DETAIL REPRESENTS V E • TO ENSURE THE INTEGRIN OF THE ARCH SHAPE DURING INSTALLATION,a)THE ARCH STIFFNESS CONSTANT SHALL 8E STORMWATER MANAGEMENT SYSTEM FROM CONSTRUCTION SITE RUNOFF. I G � 1� ,y !����;, '�^�,� 45" � GREATER THAN OR WUAL TO 450 L85/PT/%.THE ASC IS DEFWED IN SECTION 6.2.8 OF ASTM F2418.AND b)TO RESIST CHAMBER / `d N � Q� (CAN BE SLOPED OR VERTICAL) � � � I� (1140 mmJ MINIMUM RE�UIREMENTS FOR INSTALLA710N. Q) y � Q� DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES(ABOVE 73`F/23°C,CHAMBER5 SHALL 8E PRODUCED r T - '`�'� i "I� ' E�.��` �y � Ii PLEASE SEE THE LAVOUT SHEET(5)FOR � >. II' ) NOTES FOR CONSTRUCTION EQUIPMENT I I � v� m =� I1�� �� I; �' ? I PROJECTSPECIFICREQUIREMENTS. � q �� FROM REFLECTNE GOLD OR YELLOW COLORS � � � , A � �� i. I.. ./`' ��.J i I � � _ 1. STORMTECH MC3500 CHAMBERS SHALL BE INSTALLED IN ACCOROANCE WITH THE"STOftMTECH MC3500lMC-0500 CONSTRUCTION GUIDE"- � L � � � �� 8. ONLY CHAMBERS THAT ARE APPROVEO BY THE SITE DESIGN ENC�INEER WILL BE ALLOWED.UPON RE�UEST BV THE SITE DESIGN Q � - A Q E "= ENGINEER OR OWNER,THE CHAMBER MANUFACTURER SHALL SUBMIT A STRUCTUR4L EVALUATION FOR APPROVAL BEFORE 2. THE USE OF EQUIPMENT OVER MC-3500 CHAMBERS IS LIMITED: I � �I i� t i� t m Q� DELIVERING CHAMBERS TO THE PROJECT SITE AS FOLLOWS: . NO E�UIPMENT IS ALLOWED ON BARE CHAMBERS. y U -�DEPTH OF STONE TO BE DETERMINED y U m <� m oo m o0 • THE STRUCTURAL EVAWATION SHALL eE SEALED BY A REGISTERED PROFESSIONAL ENGINEER. • NO RUBBER TIRED LOADER,DUMP TRUCK,OR EXCAVATORS ARE ALLOWED UNTIL PROPER FILL DEPTHS ARE REACHED IN ACCORDANCE I ' ' �I � BY SITE DESIGN ENGINEER 9"(230 mm)MIN oa aa 6" 150 mm MIN - • THE STRUCTURAL EVALUATION SHALL OEMONSTR4TE THAT THE SAPETV FACTORS ARE GREATER THAN OR E�UAL TO 1.95 FOR WITH THE"STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE". , ( � 6" - WEIGHT LIMI75 FOR CONSTRUCTION EDUIPMENT CAN BE FOUND IN THE'STORM7ECH MC-3500/MC-4500 CONSTRUCTION GUIDE". MC3500 / �7"�1950 mmj �-12"(300 mm)MIN DEAD LOAD AND 1]5 FOR LIVE LOAD.THE MINIMUM RE�UIRED BV ASTM F2787 AND BY SECTIONS 3 AND 12.12 OF THE AASHTO • . , � , , /� , , , , , , , j� , . , , , _ , j' o� - - END CAP SUBGRADE SOiLS J 1150 mm)MIN O� LRFD BRIOGE DESIGN SPEGFICATIONS FOR THERMOPLASTIC PIPE. >N (SEE NOTE 3) >N °� • THE TEST DERIVED CREEP MODULUS AS SPECIFIED IN ASTM F2418 SHALL BE USED FOR PERMANENT DEAD LOAO DESIGN 3. Fl1LL 36"(900 mm)OF STABILIZED COVER MATERIALS OVER THE CHAMBERS IS RE�UIRED FOR Ol1MP TRUCK TRAVEL OR DUMPING. L _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ m a �y m� EXCEPT THAT IT SHALL BE THE 75�YEAR MODULUS USED FOR DESIGN. z z USE OF A DOZER TO PUSH EMBEDMENT STONE BETWEEN THE ROWS OF CHAMBERS MAY CAUSE DAMAGE TO CHAMBERS AND IS NOT AN ACCEPTABLE �_^ - N OTES: ��� - 9- CHAMBERS AND END CAPS SHALL BE PRODUCED AT AN ISO 9007 CERTIFIED MANUFACTURING FAGLITV. BACKFILL METHOD.ANY CHAMBERS DAMAGED BY USING THE"DUMP AND PUSH'METHOD ARE NOT COVERED UNDER THE STORMTECH STANDARD w O w O WARRANTV. �p�h �: �pd+ �: �¢"'' 1. CHAMBERS SHALL MEET THE RE�UIREMENTS OF ASTM F2418,"STANDARD SPECIFICATION FOR POLVPROPYLENE(PP)CORRUGATED WALL STORMWATER COLLEC710N CHAMBERS"CHAMBER CLASSIFICATION 45x16 �C� ~7 d �f DESIGNATION SS. ~a� �W CONTACT STORMTECH AT 1-888-892-2694 WITH ANY QUESTIONS ON INSTALLATION RE�UIREMENTS OR WEIGHT LIMITS FOR CONSTRUCTION E�UIPMENT. °c� �m °� e s� g w 2. MC-3500 CHAMBERS SHALI BE DESIGNED IN ACCORDANCE WITH ASTM F2787'STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". >s� g w _ 3. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR ASSESSING THE BEARING RESISTANCE(ALLOWABLE BEARING CAPACITV)OF 7HE SUBGRA�E SOILS AND 7HE DEPTH OF FOUNDATION STONE WITH CONSIDERATION a� ISOLATOR ROW PLUS FOR THE RANGE OF EXPECTED SOIL MOISTURE CONDITIONS. �'" ,��� (SEE DEfAIL) ' �' �" 4. PERIMETER STONE MUST BE EXTENDED HORIZONTALLV TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED E%CAVATION WALLS. �$ � %PLACE MINIMUM 17.50'OF ADSPWS125 WOVEN GEOTEXTILE OVER BEDDING NOTMS IFOLD SIZE TO BE DETERMWED BY SITE DESIGN ENGWEER.SEE TECH NOTE#6.32 FOR MANIFOLD SIZING GUIDANCE. °� 5. REQUIREMENTS FOR HANDLING AND WSTALLATION: �'Z "STONE AND UNDERNEATH CHAMBER FEET FOR SCOUR PROTECTION AT ALL ' DUE TO 7HE ADAP7ATION OF THIS CHAMBER SYSTEM TO SPECIFIC SITE AND DESIGN CONSTRAINTS.IT MAV BE NECESSARY TO CUT AND COUPLE ADDITIONAL PIPE TO STANDARD MAMFOLD �� . 70 MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING,CHAMBERS SHALL HAVE INTEGRAL.INTERLOCKING STACKING LUGS. g;" r . �' COMPONENTS IN THE FIELD. H� HAM R IN T R W � � ���:C BE LE O S . THE SITE DESIGN ENGINEER MUST REVIEW ELEVATIONS AND IF NECESSARY ADJUST GRADING TO ENSURE THE CHAMBER COVER RE UIREMENTS ARE MET. �^� • 70 ENSURE A SECURE JOINT DURING INSTALLATION AND BACKPILL THE HEIGHT OF 7HE CHAMBER JOINT SHALI NOT BE LESS THAN 3". �� �;'�.'}:�'-'���. Q . --- THIS CHAMBER SYSTEM WAS DESIGNED WITHOUT SITE-SPECIFIC INFORMATION ON SOIL CONDITIONS OR BEARWG CAPACITV.THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR TO ENSURE THE WTEGRITV OF THE ARCH SHAPE DURING INSTALLATION,a)THE ARCH STIFFNESS CONSTANT SHALL BE GREATER THAN OR EQUAL TO 450 LBS/FT/�.THE ASC IS DEFWED IN SECTION 62.8 OF DETERMINING � ' BED LIMITS THE SUITABILITV OF THE SOIL AND PROVIDING THE BEARING CAPACIN OF THE INSITU SOILS.THE BASE STONE DEPTH MAY BE INCREASED OR DECREASED ONCE THIS INFORMATION IS SHEET ASTM F2418.AND D)TO RESIST CHAMBER DEFORMATION DUR W G INSTALLATION AT ELEVATED TEMPERATURES(A80VE 73°F/23°C),CHAMBERS SHALL BE PRODUCED FROM REfLECTNE GOLD OR vELLOW SHEET PROVIDED. C • NOT FOR CONSTRUCTION:THIS LAYOUT IS FOR DIMENSIONAL PURPOSES ONLY TO PROVE CONCEPT&THE RE�UIRED STORAGE VOLUME CAN BE ACHIEVED ON SITE. 2 OF E7 COLORS. 3 O F V � � INSTALL FIAMP ON 24'(600 mm)ACCESS PIPE � MC-3500 TECHNICAL SPECIFICATION � - � ' O � COVER PIPE CONNECTION TO END pqRT#:MCFLAMP Q Q � NTS p Q � NYLOPLAST DRAIN BASIN � Q ' CAP WI7H ADS GEOSVNTHETICS 601T J VALLEY 86.0"(2184 mm) J J � a XTILE a �9 0 " STIFFENING RIB CREST INSTALLED � � m Z v NTS Q N m z " MG3500CHAMBER OPTIONALINSPECTIONPORT p rn m �" p /^ W p 3 Y G CREST WEB w O � � NTEGRATED DUCTILEIRON w O 3 . . . . . . , . . . ,.... , .,. '�� fn U w STIFFENINGRIB � U ¢ - � U U �r � '�� j,'. =� '- ., _ . , ,. _=- ' t �' '��L Q �j qa x � LOWER JOWT Q � � i � �FRAME 8 GRATE/SOLID TO � --- � Q � i � � '"' "TF' � = Z � V o CORRUGATION = z a U_o MATCH BASIN O.D. .� = Z � U o '._..__-_.. STORMTECH HIGHLV RECOMMENDS I LL �_ 0- � ° d U \ FLEXSTORM INSERTS IN ANY UPSTREAM ,�� Q �U g Q � `a ��0� 18"(457 mm) a �I U � S T ft U C T U R E S W I T H O P E N G R A T E S ` Q � � Q � MIN WIDTH Q � - � ELEVATED BYPASS MANIFOLD Z O tt � I Z O � � �� Z O � � � F FOOT � r N AASHTO H-20 CONCRETE SLAB Q r „ � � � MC-3500 END CAP � W � � � w � \ B"(203 mm)MIN THICKNESS � w � 3 I i < ¢ w a � w 12"(670 mm)MIN a � W O � O a a o a a TRAFFIC LOADS�CONCRETE DIMENSIONS � a � ^ � 3. �I I II I I I I I = UPPER JOINT CORRUGA710N � (FOR AASHTO H-20) ARE FOR GUIDELINE PUPOSES ONLV. � W 1�� BUILD ROW IN THIS DIRECTION b ACTUAL CONCRE7E SLAB MUST BE I �I'�, _ INVERTACCORDINGTO / DESICaNEDGIVINGCONSIDERATIONFOR � � LOCAL SOIL CONDITIONS,TRAFFIC LOADING ,, , ` 90.0"2286 mm u�Z 2 2 u Z � ( ) i ii I � PLANS/TAKE OFF ��/ �II �''��.iI ':' O � O � \ 8 OTHER APPLICABLE DESIGN FACTORS O �z . �A A N TH� w� CTU LLE G � �� - � - - C/) �� � _ � �� � �:�� - li�l�' � i���l i � i �� a '�- a " a - � I i i I - - A APT R AN E VARIA - ., I D E GL 5 BLE 0"-360° � J, .p �..� ¢ w tt w � ¢ w � w w SUrMP DEPTH T80 BY ------ .' � ' �� I �..� w €g (1143 mm) (1143 mm) � I INSTALLED W W `��"vy i \\ ACCORDING TO PLANS N�G � � V�'� SITE�ESIGN ENGINEER NYLOPLAST� � (584 mm) ❑ i �YJy�\i��. O ia � (24"[600 m� IN RECOMMENDED) VARIABLE SUMP DEPTH 'o �� � � I - - ACCORDING TO PLANS .'� r� 24'(600 mm)HDPE ACCESS PIPE REQUIRED ONE LAVER OF AOSPLU5125 WOVEN GWTEXTILE BEN/EEN I- �N 1 I I I I I � [ ( ) ( ) � � � >o � USE FACTORY PARTIAL CUT END CAP PART#: FOUNDATION STONE AND CHAMBERS �'� 6'152 mm M)N ON&24"(0-600"m, w o MC35001EPP24BC OR MC35001EPP24BW 825'(2.51 m)MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMS I Y "� � �'� ' �'y^-O ��' 10"254 mm MIN ON 30'750 mm �_ = a'g � 77.0" I 75.0" = W� I = �5 � � o rc'u (1956mm)^I ���gOSmm)� I � ¢ V�w G�- V A R I O U S T V P E S O F I N L E T A N D � 4"(102 mm)MIN ON&24'(200.600 mm) ' � M C-3 5 0 0 I S O L A T O R R O W P L U S D E T A I L 3 "'� NOMINAL CHAMBER SPECIFICATIONS 3 W" � 6"(152 mm)MIN ON 30'p50 mm) 3 W� K ' K a i OUTLET ADAPTERS AVAILABIE: ¢ a i N75 O a g SIZE(W X H X INSTALLED LENGTH) 77.0"X 45.0"X 86.0' (1956 mm X 1143 mm X 2184 mm) � � Q g 4-3 0"(1 0 0-7 5 0 m m)F O R � p g � F o� CHAMBER S70RAGE 109.9 CUBIC FEET (3.11 m') F o� CORRUGATED HDPE � F o� a M I N I M U M I N S T A L L E D S T O R A G E' 1 7 5.0 C U B I C F E E T (4.9 8 m') Q Q �� �d �d � 0 o i o 0 o a WEIGHT 341bs. 60.8 k p g ( 9) p� WATERTIGHT JOINT �' BACKFILL MATERIAL BELOW AND TO SIDES p�` � � �� NOMINAL END CAP SPECIFICATIONS � 25�7 � - (CORRUGATED HDPE SHOWN) A OF STRUCTURE SHALL BE ASTM D2321 "'j O INSPECTION 8�MAINTENANCE � w F MC-SERIES END CAP INSERTION DETAIL SIZE(W X H X INSTALLED LENGTH) 75.0"X 45.0"X 222' (1905 mm X 1143 mm X 564 mm) (ess mm1 � z� CL4SS 1 OR II CRUSHED STONE OR GRAVEL o �� � �� NTS END CAP STORAGE 14.9 CUBIC FEET (0.42 m') � ;_ l AND BE PLACED UNIFORMLY IN 12"(305 mm) y � O STEP 1� INSPECT ISOLATOR ROW PLUS FOR SEDIMENT � "` MINIMUM INSTALLED STORAGE' 45.1 CUBIC FEET (128 m') � o '� LIFfS AND COMPACTED 70 MIN OF 90% ? w? � A. INSPECTION PORTS QF PRESENT) F �o WEIGHT 491bs. (22.2 kg) F ; � in �o A.t. REMOVE/OPEN LID ON NVLOPLAST INLINE DRAIN � . STORMTECH END CAP � H g �: � A2. R E M O V E A N D C L E A N F L E X S T O R M F I L T E R I F I N S T A L L E D O O O €� 'ASSUMES 12"(305 mm)STONE ABOVE,9"(229 mm)STONE FOUNDATION,6'SPACING BETWEEN � o � O LL`� A.3. USING A FL45HLIGHT AND STADIA ROD,MEASURE DEPTH OF SEDIMENT AND RECORD ON MAINTENANCE LO� j $� CHAMBERS,6"(752 mm)STONE PERIMETER IN FRONT OF END CAPS AND 40%STONE POROSITY � _ �n o � i � A.4. I O W E R A CAMERA IN TO I S O L AT O R R OW PLUS FOR VISUAL IN S P E C TI ON OF S EDIM ENT L EV EL S(O P TI ONAL) � 1 2"(3 0 0 mm) '�� A.S. IF SEDIMENT IS AT,OR ABOVE,3"(80 mm)PROCEED 70 STEP 2.IF NOT,PROCEED TO STEP 3. � y � �` MIN SEPARATION Q) � � a NOTES y � o° B. ALL ISOLATOR PLUS ROWS ` N � o'� STUBS AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH'B" ` in - � 8.1. REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ROW PLUS r �' � �V B r �^ 7. 8-30"(200-750 mm)GRATES/SOLID COVERS SHALL 8E DUCTILE IRON PER ASTM A536 - 8.2. USING A FLASHLIGHT.INSPECT DOWN THE ISOLA70R ROW PLUS THROUGH OUTLET PIPE (n 12'(300 mm)MIN INSERTION STUBS AT TOP OF END CAP FOR PART NUMBERS ENDING WITH'T" � � �i� � END CAPS WITH A WELDED CROWN PLATE END WITH"C' £. GRADE 70-50-OS Q I) MIRRORS ON POLES OR CAMERAS MAV BE USED TO AVOID A CONFINED SPACE ENTRY ` � ,-/ � END CAPS WITH A PREFABRICATED WELDED STUB END WITH"W" � L � 2. 1230"(300-750 mm)FRAMES SHALL BE DUCTILE IRON PER ASTM A536 GR4DE 70-50-05 O ii)FOLLOW OSHA REGULATIONS FOR CONFINED SPACE ENTRV IF ENTERING MANHOLE E °' - /�� I�� � '� 3. DRAIN BASIN TO BE CUSTOM MANUFACTURED ACCORDING TO PLAN DETAILS _ 8.3. IF SEDIMENT IS AT,OR ABOVE.3"(80 mm)PROCEED TO STEP 2.IF NOT,PROCEED TO STEP 3. � � $ ° / �, PART�F STUB B C � m m q� 4. DRAINAGE CONNECTION STUB JOINT TIGHTNESS SHALL CONFORM TO ASTM D3212 � t 'o MANIFOLD STUB � � 1'�,� t y U 1 ' 1 MC35001EPPO6T 33.21'(844 mm) - N U FOR CORRUGATED HDPE(ADS 8 HANCOR DUAL WALL)8 SDR 35 PVC Z STEP 2) CLEAN OUT ISOLATOR ROW PLUS USING THE JENAC PROCESS a / I I I; I�� 1\��1� MC35001EPP06B 6'(150 mm) _ 0.66"(17 mm) 5. FOR COMPLETE DESIGN AND PRODUCT iNFORMATIOM W W W.NYLOPLAST-US.COM °a o€ MANIFOLD HEADER ��� � �� �� 6. TO ORDER CALL:500-821�6710 A. A FIXED CULVER7 CLEANING NOZZLE WITH REAR FACING SPREAD OP 4S(1.1 m)OR MORE IS PREFERRED � I � \` / MC35001EPP08T 31.18'(791 mm) - o: �' B. APPLV MULTIPLE PASSES OF JENAC UNTIL BACKFLUSH WATER IS CIEAN s� �,� J��� �{�, � 8'(200 mm) a� a� C. VACUUMSTRUC7URESUMPASREQUIRED o ow MC35001EPP08B - 0.81"(21mm) o ow� �,o ow 3� �� rtncswoieaPioT 29.04'(738mm) 3� � A PART# GRATE/SOLIDCOVEROPTIONS 3� mm �'�' �� ` 10'(250mm) � mm �� m,�.� $�'^ STEP 3) REPLACE ALL COVERS.GR4TES,FILTERS,AND LIDS;RECORD OBSERVATIONS AND ACTIONS. Z v m . ; \�. MC35001EPP10H -- 0.93"(24 mm) � z v m 8" PEDESTRIAN LIGHT STANDARD LIGHT z`*„� ¢ 2808AG SOLID LIGHT DUTV ¢ MC35001EPP12T 26.36"(670 mm) - _� _ (200 mm) DUTY DUTV =^ �2r _ O� _ � � �' 12'(300mm) � �p� w0� =o STEP 4) INSPECT AND CLEAN BASINS AND MANHOLES UPSTREAM OF THE STORMTECH SYSTEM. w o � ;I ' 1 MC35001EPP12B - 1.35"34 mm w �w �tt r w a ' �� MANIFOLD HEADER � � �o�m _ 70' PEDESTRIAN LIGHT STANDARD LIGHT : Q o �w ,1 I��I MC35001EPP157 �5'(375 mm) 23.39"(594 mm) CUSTOM PRECORED INVERTS AF2E F.Q� (250 mm) 2810ACa OUTY DUTV SOLID LIGHT DUTV ��m NOTES �m �„ MANIFOLD STUB M C 3 5 0 0 1 E P P 1 5 B -- 1.5 0'(3 8 mm) AVAILABLE UPON REQUEST. J$ 1 2" P E�E S T R I A N S T A N�A R D A A S H T O S O L I D ��� �W'S INVENTORIED MANIFOLDS INCLUDE ZB��G v x� �w I� � M C 3 5 0 0 1 E P P 1 8 T C _ o x� (3 0 0 m m) A A S H T O H-1 0 H-2 0 A A S H T O H-2 0 0=� �w ��� , 20.03"(509 mm) 12-24"(300-600 mm)SIZE ON SIZE 6� 1. INSPECT EVERV 6 MONTHS DURING THE FIRST VEAR OF OPERATION.ADJUST THE INSPECTION INTERVAL BASED ON PREVIOUS - MC35001EPP18TW _ 15' PEDESTRIAN STANDARD AASHTO SOLID 18'(450 mm) AND 15-48"(375-1200 mm) 2815AG OBSERVATIONS OF SEDIMENT ACCUMULATION AND HIGH WATER ELEVATIONS. MC35001EPP188C (375 mm) AASHTO H-10 H-20 AASHTO H-20 ECCENTRIC MANIFOLDS.CUSTOM 1.77'45 mm �a "_� 72"300 mm � � INVERT IOCATIONS ON THE MG3500 �0 18" PEOESTRIAN STANDARD AASHTO SOLID 2. CONDUCT JETTING AND VACTORING ANNUALLV OR WHEN INSPECTION SHOWS THAT MAINTENANCE IS NECESSARY. ( � 12"(300 mm) 2818AG �i° �� MIN SEPARATION � MC35001EPP24TC ENO CAP CUT IN THE FIELD ARE NOT (450 mm) AASHTO H-10 H-20 AASHTO H-20 C MIN INSERTION 14.48'(368 mm) RECOMMENDED FOR PIPE SRES ~ �' �y MC35001EPP24TYV aN 24' PEOESTRIAN STANDARD AASHTO SOLID im \ o g 24"(600 mm) GREATER THAN 70'(250 mm).THE 4 0 2824AG S MC35001EPP248C 2.06"(52 mm) INVERT LOCATION IN COLUMN'B' � (600 mm) AASHTO H-10 H-20 AASHTO H-20 I � S 8 - MC35001EPP24BW - 30" PEOESTRIAN STANDARDAASHTO SOLID �w �"' ARE THE HIGHEST POSSIBLE FOR �W 2830AG SHEET NOTE:MANIFOLD STUB MUST BE LAID HORIZONTAL MC35001EPP308C 30'(750 mm) --- 2.75"(70 mm) THE PIPE SIZE. SHEET 1750 mm) AASHTO H-20 H-20 AASHTO H-20 SHEET FOR A PROPER FIT IN END CAP OPENING. NOTE:ALI.DIMENSIONS ARE NOMINAL 40F6 50F6 60F6 TST, INC. CONSULTING ENGINEERS 748 Whalers Way Suite 200 Fort Collins Colorado 80525 Phone: 970.226.0557 JOB N0. 1230.0009.00 SCALE N TS DATE JULY 17, 2024 SHEET 206 of 216 Z O � � Z � O � (n w > � W � � Q 0 � m PROPOSED LAYOUT CONCEPTUAL ELEVATIONS: 'INVERT ABOVE BASE OF CHAMOER 31 STORMTECH MC3500 CHAMBEftS MAXIMUM ALL WABLE RADE( P F PAVEMENT/UN AVED): 12.50 PART TYPE TEM O DESCRIPTION NVERT MN(FLOW `- � s sTORMTE�„M�-,SooENo�APS �N� MALL WA L UN A � H 650 1OU N � ACCEPTABLE FILL MATERIALS: STORMTECH MC-3500 CHAMBER SYSTEMS N w DRAWN 24"BOTTOM CORED END CAP.PART#:MC35001EPP248C/NP OF ALL 24"BOTTOM PR JE T INF RMATI N 12 N A (in) I LL WA L A ( N I ) 6.00PREFABRICATEOENDCAP A CONNECTIONSANDISOLATORPLUSROWS 2.06" O Q ? O Q ? ��� //� � � g N � in L ( ): 6.00 PREFABRICATED END CAP B 24"TOP CORED END CAP.PART#'.MC35001EPP24TC/TVP OF ALL 24'TOP CONNECTIONS 14.48' J a � Z � AASHTO MATERIAL J a � z � ENGINEEREDPRODUCT � 40 STONEVOID INIMUMALL WA LE RAD BA L XI L AV 6.00 �g'BOTTOMCOREOENDCAP,PART#:MC35001EPP188C/NPOFALLIB'BOTTOM � � m � o MATERIAILOCATION DESCRIPTION COMPACTION/DENSITYREQUIREMENT � � z w o MANAGER �N L TOPOFSTONE: S.SOpREFABRICATEDENDCAP C 7.77" � Y � CLASSIFICATIONS SItBA551Sf� (PERIMETER STONE INCLUDED) 70P OF MC-3500 CHAMBER�. 45o CONNECTIONS W O 3 � � W O 3 � � sZ4� (COVER STONE INCLUDED) 24"z 24"TOP MANIFOLD INVERT: �g�FLAMP D INSTALL FLAMP ON 24"ACCESS PIPE/PART#:MCFLAMP � U aS w �' FINAL FILL:FlLL MATERIAL FOR LAYER'D'STARTS FROM THE TOP OF THE'C � U ¢ w p CHECKED FOR S7oRmrECn Q vi = � PREPARE PER SITE DESIGN ENGINEER'S PLANS.PAVED Q ui � _ � ADS SALES REP (BASE STONE INCLUDED 24"ISOLATOR ROW PLUS INVERT: p.op hqANIfOLD E 24"a 24"TOP MANIFOLD,ADS N-12 74.4H' z o U LAVER TO THE BOTfOM OF FLEXIBLE PAVEMENT OR UNPAVED FINISHED ANY SOIUROCK MATERIALS,NATIVE SOILS,OR PER ENGINEER'S PLANS. z o.� _ � in5rn�unoN wSTRUCnon�:; � 2 J g D NIA INSTALLATIONS MAY HAVE STRINGENT MATERIAL AND = J ,. DAP viSiT OUR nPP � „� 7883 Y TEM A EA 18"BOTTOM CONNECTION INVERT: 0.50 PIPE CONNECTION F 18"BOTTOM CONNECTION 1.7T d GR4DE ABOVE.NOTE THAT PAVEMENT SUBBASE MAY BE PART Of THE'D' CHECK PLANS FOR PAVEMENT SUBGRADE REQUIREMENTS. PREPARATION REQUIREMENTS. a aRo�ecT No. Advanced Drainage Systems��f1C. 222.6 T P BOTTOM OF MC-3500 CHAMBER: 0/5(:ONCRETE STRUCTURE G (OESIGN 8Y ENGINEER/PROVIDED BV THERS) 17.0 CFS IN Q O � LAVER Q O' BOTTOM OF STONE'. 0.00 NYLOPLAST(OUTL T H 30"DIAMETER(DESIGN 8Y ENGI ER) 4,p CFS OUT x DESIGNED Q � ff AASHTOM145' Q � � F 0 � GRANULAR WELL-GRADED SOIUAGGREGATE MIXTURES,<35%FINES OR A-1,A-2�,A3 BEGIN COMPACTIONS AFTER 24'(600 mm)OF MA7ERIAL OVER F � � B R B � INITIAL FILL:FILL MATERIAL FOR LAYER'C STARTS FROM THE TOP OF THE Z LL � o PROCESSED AGGREGATE. THE CHAMBERS IS REACHED.COMPACT ADDITIONAL LAYERS IN Z # �'a� M 0 N TAVA P H AS E D LI D 2 � � N � EMBEDMENT STONE('B'LAYER)TO 24"(600 mm)ABOVE THE TOP OF THE OR 12"(300 mm)MAX LIFTS TO A MIN 95%PROCTOR DENSITY FOR O � � w Y CHAMBER.NOTE THAT PAVEMENT SUBBASE MAY BE A PART OF THE'C' MOST PAVEMENT SUBBASE MATERIALS CAN BE USED IN LIEU OF THIS WEL�GRADED MATERIAL ANO 95No REL4TIVE DENSITY FOR � w � LAVER. F o � FILENAME "' 'p w LAYER. AASHTO M43' PROCESSED AGGREGATE MATERIALS. o a a 3.357.4,467,5.56.57.6,67,68.7.78,8,89.9.10 o a w (� y FO RT C O L L I N S� C O� U SA EMBEDMENT STONE:FILL SURROUNDINCa THE CHAMBERS FROM THE CLEAN.CRUSHED.ANGULAR STONE AASHTO M43' _ 000.7_D Pr ld I I S B FOUNDATION STONE('A'LAYER)TO THE'C LAYER ABOVE. OR RECYCLED CONCRETEs 3,357,4,467,5,56,57 NO COMPACTION REQUIRED. MC-3500 STORMTECH CHAMBER SPECIFICATIONS IMPORTANT-NOTES FOR THE BIDDING AND INSTALLATION OF MC-3500 CHAMBER SYSTEM z - _ � 1. STORMTECH MC-3500 CHAMBERS SHALL NOT BE INSTALLED UNTIL THE MANUFACTURER'S REPRESENTATIVE HAS COMPLETED A O ?- FOUNDATION STONE:FILL BELOW CHAMBERS FROM THE SUBGRA�E UP TO CLEAN,CRUSHED,ANGULAR STONE AASHTO M43' O w f 1. CHAMBERS SHALL BE STORMTECH MC-3500. F � A s PLATE COMPACT OR ROLL TO ACHIEVE A FLAT SURFACE" F �w PRE-CONSTRUCTION MEETING WITH THE INSTALLERS. a __ THE FOOT(BOTTOM)OF THE CHAMBER. OR RECVCLED CONCRE7E 3,357,4,467,5,56,57 a W� � � � p,DO L/� 2. CHAMBERS SHALL BE ARCH-SHAPED AND SHALL BE MANUFACTURED FROM VIRGIN IMPACT-MODIFIED POLVPROPVLENE Q U U� 2. STORMTECH MC-3500 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE'STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE"- � � PLEASE NOTE.- N��', ���• COPOLVMERS. w �w w N O`` �• • O w 1. THE LISTED AASHTO�ESIGNATIONS ARE FOR GRADATIONS ONLV.THE STONE MUST ALSO BE CLEAN CRUSHED ANGUTAR.FOR EXAMP�E A SPECIFICATION FOR#4 STONE WOUID STATE:"CIEAN CRUSHED ANGULAR NO.4 AASHTO M43 STONE". � w 3. CHAMBERS ARE NOT TO BE BACKFILLED WITH A DOZER OR AN EXCAVATOR SITUATED OVER THE CHAMBERS. €a 2. STORMTECH COMPACTION RE�UIREMENTS ARE MET FOR'A'LOCATION MATERIALS WHEN PLACED ANO COMPACTED IN 9"(230 mm)(MAX)LIFTS USING TWO FULL COVERAGES WITH A VIBRATORV COMPACTOR ( ' �g ��' p•N P� 3. CHAMBERS SHALL MEET THE RE�UIREMENTS OF ASTM F2418,"STANDARD SPECIFICATION FOR POLYPROPYLENE(PP)CORRUGATED STORM7ECH RECOMMENDS 3 BACKFILL METHODS: �a O ��� O� O� WALL STORMWATER COLLECTION CHAMBERS'CHAMBER CLASSIFICATION 45x76 DESIGNATION SS. . 89-OT a� 3. WHERE WFILTRATION SURFACES MAV BE COMPROMISED BY COMPACTION,FOR STANDARD DESIGN LOAD CONDITIONS,A FLAT SURFACE MAV BE ACHIEVED BV R4KING OR DR4GGING WITHOUT COMPACTION EQUIPMENT.FOR SPECIAL LOAD DESIGNS,CONTACT STORMTECH FOR � n �(\ STONESHOOTER LOCATED OFF THE CHAMBER BED. V • BACKFILL AS ROWS ARE BUILT USING AN EXCAVATOR ON THE FOUNDATION STONE OR SUBGRADE. COMPACTION REQUIREMENTS. `ri N � Q` f��(� (�,\ . 82.58' --- - 4. ONCE LAYER'C'IS PLACED,ANV SOIL/MATERIAL CAN BE PLACED IN LAYER'D'UP TO THE FINISHED GRADE.MOST PAVEMENT SUBBASE SOILS CAN BE USED TO REPLACE THE MATERIAL REQUIREMENTS OF LAVER'C'OR'D'AT THE SITE DESIGN ENGINEER'S DISCRETION. �� • � Q�� 4. CHAMBER ROWS SHALL PROVIDE CONTINUOUS,UNOBSTRUCTED INTERNAL SPACE WITH NO INTERNAL SUPPORTS THAT WOULD BACKFlLL PROM OUTSIDE THE EXCAVA710N USING A LONG BOOM HOE OR EXCAVA70R. i w 5. WHERE RECYCLED CONCRETE AGGREGATE IS USED IN LAYERS'A'OR'B'THE MATERIAI SHOULD ALSO MEET THE ACCEPTABILITY CRITERIA OUTLMED M TECHNICAL NOTE 620"RECYCLED CONCRETE STRUCTURAL BACKFILL". _ �� • (�_ P� 5�` IMPEOE FLOW OR LIMIT ACCESS FOR INSPECTION. � U z U a l7 4. THE FOUNDATION STONE SHALL BE LEVEIED AND COMPACTED PRIOR TO PLACING CHAMBERS. • 5. THE STRUCTURAL DESIGN OF THE CHAM6ERS.THE STRUCTURAL BACKFILL,AND THE INS7ALLATION RE�UIREMENTS SHALL ENSURE � �3 o Q 3 w; \O\� GO� • � THAT THE LOAD FACTORS SPEGFlED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS,SECTION 12.12,ARE MET FOR:1) 5. JOINTS BETNEEN CHAMBERS SHALL BE PROPERLV SEATED PRIOR TO PLACING STONE - - - - - - - - - - - - - - - - - - - o : o a g �C�v � • (v LONG-DURATION DEAD LOADS AND 2)SHORT-DURA710N LNE LOADS,BASED ON THE AASHTO DESIGN TRUCK WITH CONSIDERATION � ' ' 1 ' "' "' ` (O i�G(� FOR IMPAC7 AND MULTIPLE VEHICLE PRESENCES. 6. MAINTAIN MINIMUM-6'(750 mm)SPACING BETWEEN THE CHAMBER ROWS. F o� � o S � ' j� I � Q - ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ALL PAVEMENT LAVER(DESIGNED Q '( �• 7. INLET AND OUTLET MANIFOLDS MUST BE INSERTED A MINIMUM OF 12"(300 mm)INTO CHAMBER END CAPS. � g� AROUND CLEAN,CRUSHED,ANGULAR STONE IN A 8 B LAVERS BY SITE DESIGN ENGINEER) o S� \O� ������• /��_ 6. CHAMBERS SHALL BE DESIGNED,TESTED AND AILOWABLE LOAD CONFIGURATIONS DETERMINED IN ACCOR�ANCE WITH ASTM F2787, � „'� I z� 2� �♦ ^ G�\v "STANOARD PR4CTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS'. 8. EMBEDMENT STONE SURROUN�ING CHAMBERS MUST BE A CLEAN,CRUSHED,ANGULAR STONE MEETING THE AASHTO M43 DESIGNATION OF#3 H� � �� u� � „ � � ' J/O V\ e.,.....,. ...�....._._....,....� .............................. u LOAD CONFIGURATIONS SHALL INCLUDE:1 INSTANTANEOUS<t MIN AASHTO DESIGN TRUCK LNE LOAD ON MINIMUM COVER 2 = f �w .__� " � =w L MAXIMUM PERMANENT p5-VR)COVER LOAD AND 3)ALLOWABLE COVER WITH PARKED(7-WEEK)AASHTO DESIGN TRUCK �R�' I ' �� I I I � �� � D � 8' o W F � � � , �- � '� ..o�n��F«�EP.�EME�.F���P.,�o o =w NA �.( Ns.uun umr�craanveHaesrnarocwre. 18" i w 7. REQUIREMENTS FOR HANDLING AND INSTALLATION: 9. STONE MUST BE PLACED ON THE TOP CENTER OF THE CHAMBER TO ANCHOR THE CHAMBER5 IN PLACE AND PRESERVE ROW SPACING. F � � _ � o o PERIMETER STONE �� � � a v z.�ieaomm�. (2.4 m) ` -E N N C � (450 mm)MIN' MAX U �� • TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING.CHAMBERS SHALL HAVE INTEGRAL,INTERLOCKING I �= r (SEE NOTE 4) � N o 10. THE CONTRACTOR MUST REPORT ANY DISCREPANCIES WITH CHAMBER FOUNDATION MATERIALS BEARING CAPACITIES TO THE SITE DESIGN � I g I � " 12"(300 mm)MIN E a STACKING IUGS. ENGINEER. -� � O o � O O O � • TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKfILL,THE HEIGHT OP THE CHAMBER JOINT SHALL NOT BE LESS � _---� LL° THAN 3". i i. ADS RECOMMENDS THE USE OF"FLEXSTORM CATCH IT'INSERTS DUR WG CONSTRUCTION FOR ALL W LETS TO PROTECT THE SUBSURFACE :�!// A = N � N �/ � �� EXCAVATION WALL '��� 1�� •'THIS CROSS SECTION DETAIL REPRESENTS V E �� • TO ENSURE THE INTEGRIN OF THE ARCH SHAPE DURING INSTALLATION,a)THE ARCH STIFFNESS CONSTANT SHALL 8E STORMWATER MANAGEMENT SYSTEM FROM CONSTRUCTION SITE RUNOFF. '��� �"j/ �- G � N /'� ��r ;;� �(�';, ^^��t 45" � Q) � (CAN BE SLOPED OR VERTICAL) MINIMUM RE�UIREMENTS FOR INSTALLA710N. Q) � GREATER THAN OR WUAL TO 450 L85/PT/%.THE ASC IS DEFWED IN SECTION 6.2.8 OF ASTM F2418.AND b)TO RESIST CHAMBER I �"/���, � /I �� / I �-/=- ` in o 3 � � �I� (1140 mmJ ` w _ a'� `�; ;' .��-�-� >. - �! "f �. � � I PLEASE SEE THE LAVOUT SHEET(5)FOR >. DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES ABOVE 73`F/23°C,CHAMBER5 SHALL 8E PRODUCED �':� / ' �-. /�. r A � �.��), _ � r c ) NOTESFORCONSTRUCTIONEQUIPMENT 'i- , , -:„/; -._l - i ;'�" _,_. _,_, . - - ''l ,---,�_. I_ v� m =e� I,,d �� I, � -> q, i �n q =� FROM REFLECTNE GOLD OR YELLOW COLORS � � _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ � � � � _ ':,,/p � q`. .�"' „� I I,'. PROJECT SPECIFIC REQUIREMENTS. � � _ 1. STORMTECH MC3500 CHAMBERS SHALL BE INSTALLED IN ACCOROANCE WITH THE"STOftMTECH MC3500lMC-0500 CONSTRUCTION GUIDE"- L p V i �\ � _ �� V � i° 8. ONLY CHAMBERS THAT ARE APPROVEO BY THE SITE DESIGN ENC�INEER WILL BE ALLOWED.UPON RE�UEST BV THE SITE DESIGN Q � - � A Q E '� ENGINEER OR OWNER,THE CHAMBER MANUFACTURER SHALL SUBMIT A STRUCTUR4L EVALUATION FOR APPROVAL BEFORE 2. THE USE OF EQUIPMENT OVER MC-3500 CHAMBERS IS LIMITED: i� t i� t m Q� DELIVERING CHAMBERS TO THE PROJECT SITE AS FOLLOWS: . NO E�UIPMENT IS ALLOWED ON BARE CHAMBERS. y U -�DEPTH OF STONE TO BE DETERMINED y U • THE STRUCTURAL EVAWATION SHALL eE SEALED BY A REGISTERED PROFESSIONAL ENGINEER. • NO RUBBER TIRED LOADER,DUMP TRUCK,OR EXCAVATORS ARE ALLOWED UNTIL PROPER FILL DEPTHS ARE REACHED IN ACCORDANCE � BY SITE DESIGN ENGINEER 9"(230 mm)MIN 6"(150 mm)MIN � • THE STRUCTURAL EVALUATION SHALL OEMONSTR4TE THAT THE SAPETV FACTORS ARE GREATER THAN OR E�UAL TO 1.95 FOR WITH THE"STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE". -- � 6" - WEIGHT LIMI75 FOR CONSTRUCTION EDUIPMENT CAN BE FOUND IN THE'STORM7ECH MC-3500/MC-4500 CONSTRUCTION GUIDE". MC3500 �7"�1950 mmj �-12"(300 mm)MIN DEAD LOAD AND 1]5 FOR LIVE LOAD.THE MINIMUM RE�UIRED BV ASTM F2787 AND BY SECTIONS 3 AND 12.12 OF THE AASHTO • o - END CAP SUBGRADE SOiLS 1150 mm)MIN O LRFD BRIOGE DESIGN SPEGFICATIONS FOR THERMOPLASTIC PIPE. SEE NOTE 3 >�O - >`O °� .� ( ) • THE TEST DERIVED CREEP MODULUS AS SPECIFIED IN ASTM F2418 SHALL BE USED FOR PERMANENT DEAD LOAO DESIGN 3. Fl1LL 36(900 mm)OF STABILIZED COVER MATERIALS OVER THE CHAMBERS IS RE�UIRED FOR Ol1MP TRUCK TRAVEL OR DUMPING. `" "' EXCEPT THAT IT SHALL BE THE 75�YEAR MODULUS USED FOR DESIGN. Z a o� Z`a USE OF A DOZER TO PUSH EMBEDMENT STONE BETWEEN THE ROWS OF CHAMBERS MAY CAUSE DAMAGE TO CHAMBERS AND IS NOT AN ACCEPTABLE �_^ - N OTES: ��� - 9- CHAMBERS AND END CAPS SHALL BE PRODUCED AT AN ISO 9007 CERTIFIED MANUFACTURING FAGLITV. BACKFILL METHOD.ANY CHAMBERS DAMAGED BY USING THE"DUMP AND PUSH'METHOD ARE NOT COVERED UNDER THE STORMTECH STANDARD w O w O WARRANTV. �p�h �: �pd+ �: �¢"'' 1. CHAMBERS SHALL MEET THE RE�UIREMENTS OF ASTM F2418,"STANDARD SPECIFICATION FOR POLVPROPYLENE(PP)CORRUGATED WALL STORMWATER COLLEC710N CHAMBERS"CHAMBER CLASSIFICATION 45x16 �C� ~7 d �f DESIGNATION SS. ~a� �W CONTACT STORMTECH AT 1-888-892-2694 WITH ANY QUESTIONS ON INSTALLATION RE�UIREMENTS OR WEIGHT LIMITS FOR CONSTRUCTION E�UIPMENT. a °c� �m °� e s� g w 2. MC-3500 CHAMBERS SHALI BE DESIGNED IN ACCORDANCE WITH ASTM F2787'STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". >s� g w _ 3. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR ASSESSING THE BEARING RESISTANCE(ALLOWABLE BEARING CAPACITV)OF 7HE SUBGRA�E SOILS AND 7HE DEPTH OF FOUNDATION STONE WITH CONSIDERATION a� ISOLATOR ROW PLUS FOR THE RANGE OF EXPECTED SOIL MOISTURE CONDITIONS. �'" ,��� (SEE DEfAIL) ' �' �" 4. PERIMETER STONE MUST BE EXTENDED HORIZONTALLV TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED E%CAVATION WALLS. �$ � %PLACE MINIMUM 17.50'OF ADSPWS125 WOVEN GEOTEXTILE OVER BEDDING NOTMS IFOLD SIZE TO BE DETERMWED BY SITE DESIGN ENGWEER.SEE TECH NOTE#6.32 FOR MANIFOLD SIZING GUIDANCE. °� 5. REQUIREMENTS FOR HANDLING AND WSTALLATION: �'Z "STONE AND UNDERNEATH CHAMBER FEET FOR SCOUR PROTECTION AT ALL ' DUE TO 7HE ADAP7ATION OF THIS CHAMBER SYSTEM TO SPECIFIC SITE AND DESIGN CONSTRAINTS.IT MAV BE NECESSARY TO CUT AND COUPLE ADDITIONAL PIPE TO STANDARD MAMFOLD �� . 70 MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING,CHAMBERS SHALL HAVE INTEGRAL.INTERLOCKING STACKING LUGS. g;" r . �' COMPONENTS IN THE FIELD. H� HAM R IN T R W � � ���:C BE LE O S . THE SITE DESIGN ENGINEER MUST REVIEW ELEVATIONS AND IF NECESSARY ADJUST GRADING TO ENSURE THE CHAMBER COVER RE UIREMENTS ARE MET. �^� • 70 ENSURE A SECURE JOINT DURING INSTALLATION AND BACKPILL THE HEIGHT OF 7HE CHAMBER JOINT SHALI NOT BE LESS THAN 3". �� �;'�.'}:�'-'���. Q . --- THIS CHAMBER SYSTEM WAS DESIGNED WITHOUT SITE-SPECIFIC INFORMATION ON SOIL CONDITIONS OR BEARWG CAPACITV.THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR TO ENSURE THE WTEGRITV OF THE ARCH SHAPE DURING INSTALLATION,a)THE ARCH STIFFNESS CONSTANT SHALL BE GREATER THAN OR EQUAL TO 450 LBS/FT/�.THE ASC IS DEFWED IN SECTION 62.8 OF DETERMINING � ' BED LIMITS THE SUITABILITV OF THE SOIL AND PROVIDING THE BEARING CAPACIN OF THE INSITU SOILS.THE BASE STONE DEPTH MAY BE INCREASED OR DECREASED ONCE THIS INFORMATION IS SHEET ASTM F2418.AND D)TO RESIST CHAMBER DEFORMATION DUR W G INSTALLATION AT ELEVATED TEMPERATURES(A80VE 73°F/23°C),CHAMBERS SHALL BE PRODUCED FROM REfLECTNE GOLD OR vELLOW SHEET PROVIDED. C • NOT FOR CONSTRUCTION:THIS LAYOUT IS FOR DIMENSIONAL PURPOSES ONLY TO PROVE CONCEPT&THE RE�UIRED STORAGE VOLUME CAN BE ACHIEVED ON SITE. 2 OF E7 COLORS. 3 O F V � � INSTALL FL4MP ON 24"(600 mm)ACCESS PIPE = MC-3500 TECHNICAL SPECIFICATION - ' O � PART#:MCFLAMP N 5 N - N � COVER PIPE CONNECTION TO END CAP WITH ADS Q Q � NTS p NYLOPLAST DRAIN BASIN � VALLEY 86.0"(2184 mm) ? ^ ? ^ � GEO7EXTILE MC-3500 CHAMBER OPTIONAL INSPECTION PORT J z " J z " NTS J z " VEN Q N m W = STIFFENING RIB CREST INSTALLED Q � m � = Q N m W 2 111 ? Z Y G CREST WEB w � � � NTEGRATED DUCTILE IRON W = STORMTECHHIGHLVRECOMMENDS ,,, . : , , . .. , , �,.� ,� , ��--�-��-�,�� � V 3 w LOWERJOWT � O ¢ w _ ____ � � 3 w � FLEXSTOftM INSERTS IN ANY UPSTREAM � `"-'---�- � ���� �� �� �-I N""��`.��� Q �j � s � STIFFENING RIB Q N � i p 'FRAME 8 GRATE/SOLID TO � -- _ \ Q N � i = � � STRUCTURES WITH OPEN GRATES '`. -------'�- a ? � U o C O RRUGA TI ON a z a U_o MATCH B A SIN O.D. ,� � a z �.�.0 o � a � � Q � � ���� 1 18"(457 mm) a �I Q Q � � Q � � � �i MIN WIDTH Q � � � F O ; � O ; � F O 3 Z u � i Z u a� Z I u � � O r ° V F O O T Q r N '�.� -'�A A S H T O H-2 0 C O N C R E T E S L A B O r ° � MC-3500 END CAP � � w � 'N � w � e"(203 mm)MIN THICKNESS � w � 3 II i Q ¢ w a � w 12"(67 0 mm)MIN a � W O O a a o a a TRAFFIC LOADS�CONCRETE DIMENSIONS � a � O �� �� I I I IU P P E R J O I N T C O R R U G A 7 1 0 N � (F O R A A S H T O H-2 0) ARE FOR GUIDELINE PUPOSES ONLV. � W 7 � BUILD ROW IN THIS DIRECTION b ACTUAL CONCRE7E SLAB MUST BE � �I'�� INVERTACCORDINGTO / DESICaNEDGIVINGCONSIDERATIONFOR ,, , . u� 90.0"2286 mm LOCAL SOIL CONDITIONS,TRAFFIC LOADING z z � z � , I ( 1 I p � PLANS/TAKE OFF �II �`��.iI ';' O � O � \ 8 OTHER APPLICABLE DESIGN FACTORS O �z i II i I I � � w� . , ACTUALLENGTH � II _ _ - � � � = I � � �� �:.�I'� � „�II i � i�.�'� a '�- a " a - � , li i I - - A APT R AN E VARIA - . D E GL 5 BLE 0"-360° I }�� J, .p �..� ¢ w tt w � ¢ w � � .���. 1143mm 1143mm � W� �v . SUMP DEPTH TBD BV � ����� ��� �� � �� � ..� o �� l 1 ( J (584 mm) o �� �� , , ,. \� ACCORDING TO PLANS ��� � SITEDESIGNENGINEER i����' � i3 = . . � INSTALLED � VARIAB E MP PTH �ff 24 600 mm MIN RECOMMENDED � I :!.i L SU DE ( I 1 ) - �� i � �� i - ACCORDING TO PLANS .'� �-� 24'(600 mm)HDPE ACCESS PIPE REQUIRED USE ONE LAVER OF A�SPLU5125 WOVEN GEOTEXTILE BETYVEEN �� 1 I I I I I [6'(152 mm)MIN ON&24"(200-600 mm), > � � a 77.0" >o .-� I FACTORV PRE-CORED END CAP FOUNDATION STONE AND CHAMBERS -I- Y w�°-, � � � �� �'� ' ��y c 5 �' I 10"(254 mm)MIN ON 30'(750 mm)� Y "'s � " PART#:MC35001EPP248C OR MC35001EPP24BW 8.25'(2.51 m)MIN WIDE CON7INUOUS FABRIC WITHOUT SEAMS = 75.p^ _ � _ �� c� � (1956mm) � � c� �u U�w a (�905 mm) � G� � 4" 102 mm MIN ON&24'200.600 mm ' � MC-35001SOLATOR ROW PLUS DETAIL 3 w� 3 w„ VARIOUSTVPESOFINLETAND I ( � � � 3 w,e, � 'i NOMINAL CHAMBER SPECIFICATIONS � a i OUTLET ADAPTERS AVAILABIE: 6"(152 mm)MIN ON 30'p50 mm) � d i N75 O a g SIZE(W X H X INSTALLED LENGTH) 77.0"X 45.0"X 86.0' (1956 mm X 1143 mm X 2184 mm) � � Q g 4-30"(100-750 mm)FOR J � p g � F o� CHAMBER S70RAGE 109.9 CUBIC FEET (3.11 m') F o� CORRUGATED HDPE � / F o� a M I N I M U M I N S T A L L E D S T O R A G E' 1 7 5.0 C U B I C F E E T (4.9 8 m') Q Q �� �d �d � 0 o i o 0 o a WEIGHT 341bs. 60.8 k p g ( 9) p� WATERTIGHT JOINT �' BACKFILL MATERIAL BELOW AND TO SIDES p�` � � �� NOMINAL END CAP SPECIFICATIONS � 25�7 � - (CORRUGATED HDPE SHOWN) A OF STRUCTURE SHALL BE ASTM D2321 "'j O INSPECTION 8�MAINTENANCE � w F MC-SERIES END CAP INSERTION DETAIL SIZE(W X H X INSTALLED LENGTH) 75.0"X 45.0"X 222' (1905 mm X 1143 mm X 564 mm) (ess mm1 � z� CL4SS 1 OR II CRUSHED STONE OR GRAVEL o �� � �� NTS END CAP STORAGE 14.9 CUBIC FEET (0.42 m') � ;_ l AND BE PLACED UNIFORMLY IN 12"(305 mm) y � O STEP 1� INSPECT ISOLATOR ROW PLUS FOR SEDIMENT � "` MINIMUM INSTALLED STORAGE' 45.1 CUBIC FEET (128 m') � o '� LIFfS AND COMPACTED 70 MIN OF 90% ? w? � A. INSPECTION PORTS(IF PRESENT) F �o WEIGHT 491bs. (22.2 kg) F ; e000.�-% in �o A.t. REMOVE/OPEN LID ON NVLOPLAST INLINE DRAIN � . STORMTECH END CAP � H g �: � A2. R E M O V E A N D C L E A N F L E X S T O R M F I L T E R I F I N S T A L L E D O O O €� 'ASSUMES 12"(305 mm)STONE ABOVE,9"(229 mm)STONE FOUNDATION,6'SPACING BETWEEN � o � O LL`� A.3. USING A FL45HLIGHT AND STADIA ROD,MEASURE DEPTH OF SEDIMENT AND RECORD ON MAINTENANCE LO� j $� CHAMBERS,6"(752 mm)STONE PERIMETER IN FRONT OF END CAPS AND 40%STONE POROSITY � _ �n o � i � A.4. I O W E R A CAMERA IN TO I S O L AT O R R OW PLUS FOR VISUAL IN S P E C TI ON OF S EDIM ENT L EV EL S(O P TI ONAL) � 1 2"(3 0 0 mm) '�� A.S. IF SEDIMENT IS AT,OR ABOVE,3"(80 mm)PROCEED TO STEP 2.IF NOT,PROCEED TO STEP 3. � � � �` MIN SEPARATION Q) � � a NOTES y � o° B. ALL ISOLATOR PLUS ROWS ` N � o'� STUBS AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH'B" ` in - � 8.1. REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ROW PLUS r �' � �V B r �^ 7. 8-30"(200-750 mm)GRATES/SOLID COVERS SHALL 8E DUCTILE IRON PER ASTM A536 - 8.2. USING A FLASHLIGHT.INSPECT DOWN THE ISOLA70R ROW PLUS THROUGH OUTLET PIPE (n 12'(300 mm)MIN INSERTION STUBS AT TOP OF END CAP FOR PART NUMBERS ENDING WITH'T" � � �i� � END CAPS WITH A WELDED CROWN PLATE END WITH"C' £. GRADE 70-50-OS Q I) MIRRORS ON POLES OR CAMERAS MAV BE USED TO AVOID A CONFINED SPACE ENTRY ` � ,-/ � END CAPS WITH A PREFABRICATED WELDED STUB END WITH"W" � L � 2. 1230"(300-750 mm)FRAMES SHALL BE DUCTILE IRON PER ASTM A536 GR4DE 70-50-05 O ii)FOLLOW OSHA REGULATIONS FOR CONFINED SPACE ENTRV IF ENTERING MANHOLE E °' '"- /�� I�� � '� 3. DRAIN BASIN TO BE CUSTOM MANUFACTURED ACCORDING TO PLAN DETAILS _ 8.3. IF SEDIMENT IS AT,OR ABOVE.3"(80 mm)PROCEED TO STEP 2.IF NOT,PROCEED TO STEP 3. � � $ °�' / �, PART�F STUB B C � m m q� 4. DRAINAGE CONNECTION STUB JOINT TIGHTNESS SHALL CONFORM TO ASTM D3212 � t o MANIFOLD STUB � � 1'�,� t y U 1 ' 1 MC35001EPPO6T 33.21'(844 mm) - N U FOR CORRUGATED HDPE(ADS 8 HANCOR DUAL WALL)8 SDR 35 PVC Z STEP 2) CLEAN OUT ISOLATOR ROW PLUS USING THE JENAC PROCESS a / I I I; I�� 1\��1� MC35001EPP06B 6'(150 mm) _ 0.66"(17 mm) 5. FOR COMPLETE DESIGN AND PRODUCT iNFORMATIOM W W W.NYLOPLAST-US.COM °a o€ MANIFOLD HEADER ��� � �� �� 6. TO ORDER CALL:500-821�6710 A. A FIXED CULVER7 CLEANING NOZZLE WITH REAR FACING SPREAD OP 4S(1.1 m)OR MORE IS PREFERRED � I � \` / MC35001EPP08T 31.18'(791 mm) - o: �' B. APPLV MULTIPLE PASSES OF JENAC UNTIL BACKFLUSH WATER IS CIEAN s� �,� J��� �{�, � 8'(200 mm) a� a� C. VACUUMSTRUC7URESUMPASREQUIRED o ow MC35001EPP08B - 0.81"(21mm) o ow� �,o ow 3� �� rtncswoieaPioT 29.04'(738mm) 3� � A PART# GRATE/SOLIDCOVEROPTIONS 3� mm �'�' �� ` 10'(250mm) � mm �� m,�.� $�'^ STEP 3) REPLACE ALL COVERS.GR4TES,FILTERS,AND LIDS;RECORD OBSERVATIONS AND ACTIONS. Z e m . ; \�. MC35001EPP10H -- 0.93"(24 mm) � z v m 8" PEDESTRIAN LIGHT STANDARD LIGHT z`*„� ¢ 2808AG SOLID LIGHT DUTV ¢ MC35001EPP12T 26.36"(670 mm) - _� _ (200 mm) DUTY DUTV =^ �2r _ O� _ � � �' 12'(300mm) � �p� w0� =o STEP 4) INSPECT AND CLEAN BASINS AND MANHOLES UPSTREAM OF THE STORMTECH SYSTEM. w o � ;I ' 1 MC35001EPP12B - 1.35"34 mm w �w �tt r w a ' �� MANIFOLD HEADER � � �o�m _ 70' PEDESTRIAN LIGHT STANDARD LIGHT : Q o �w ,1 I��I MC35001EPP157 �5'(375 mm) 23.39"(594 mm) CUSTOM PRECORED INVERTS AF2E F.Q� (250 mm) 2810ACa OUTY DUTV SOLID LIGHT DUTV ��m NOTES �m �„ MANIFOLD STUB M C 3 5 0 0 1 E P P 1 5 B -- 1.5 0'(3 8 mm) AVAILABLE UPON REQUEST. J$ 1 2" P E�E S T R I A N S T A N�A R D A A S H T O S O L I D ��� �W'S INVENTORIED MANIFOLDS INCLUDE ZB��G v x� �w I� � M C 3 5 0 0 1 E P P 1 8 T C _ o x� (3 0 0 m m) A A S H T O H-1 0 H-2 0 A A S H T O H-2 0 0=� �w ��� , 20.03"(509 mm) 12-24"(300-600 mm)SIZE ON SIZE 6� 1. INSPECT EVERV 6 MONTHS DURING THE FIRST VEAR OF OPERATION.ADJUST THE INSPECTION INTERVAL BASED ON PREVIOUS - MC35001EPP18TW _ 15' PEDESTRIAN STANDARD AASHTO SOLID 18'(450 mm) AND 15-48"(375-1200 mm) 2815AG OBSERVATIONS OF SEDIMENT ACCUMULATION AND HIGH WATER ELEVATIONS. MC35001EPP188C (375 mm) AASHTO H-10 H-20 AASHTO H-20 ECCENTRIC MANIFOLDS.CUSTOM 1.77'45 mm �a "_� 72"300 mm � � INVERT IOCATIONS ON THE MG3500 �0 18" PEOESTRIAN STANDARD AASHTO SOLID 2. CONDUCT JETTING AND VACTORING ANNUALLV OR WHEN INSPECTION SHOWS THAT MAINTENANCE IS NECESSARY. ( � 12"(300 mm) 2818AG �i° �� MIN SEPARATION � MC35001EPP24TC ENO CAP CUT IN THE FIELD ARE NOT (450 mm) AASHTO H-10 H-20 AASHTO H-20 C MIN INSERTION 14.48'(368 mm) RECOMMENDED FOR PIPE SRES ~ �' �y MC35001EPP24TYV aN 24' PEOESTRIAN STANDARD AASHTO SOLID im \ o g 24"(600 mm) GREATER THAN 70'(250 mm).THE 4 0 2824AG S MC35001EPP248C 2.06"(52 mm) INVERT LOCATION IN COLUMN'B' � (600 mm) AASHTO H-10 H-20 AASHTO H-20 I � S 8 - MC35001EPP24BW - 30" PEOESTRIAN STANDARDAASHTO SOLID �w �"' ARE THE HIGHEST POSSIBLE FOR �W 2830AG SHEET NOTE:MANIFOLD STUB MUST BE LAID HORIZONTAL MC35001EPP308C 30'(750 mm) --- 2.75"(70 mm) THE PIPE SIZE. SHEET 1750 mm) AASHTO H-20 H-20 AASHTO H-20 SHEET FOR A PROPER FIT IN END CAP OPENING. NOTE:ALI.DIMENSIONS ARE NOMINAL 40F6 50F6 60F6 TST, INC. CONSULTING ENGINEERS 748 Whalers Way Suite 200 Fort Collins Colorado 80525 Phone: 970.226.0557 JOB N0. 1230.0009.00 SCALE N TS DATE JULY 17, 2024 SHEET 207 of 216 Z O � � Z � O � (n w > � W � � Q 0 � m PROPOSED LAYOUT CONCEPTUAL ELEVATIONS: 'INVERT ABOVE BASE OF CHAMOER 37 STORMTECHMC3500CHAMBEftS MAXIMUMALL WABLE RADE( P FPAVEMENT/UN AVED): 12.50 PARTTYPE TyOU DESCRIPTION NVERT MN(FLOW � a ACCEPTABLE FILL MATERIALS: STORMTECH MC-3500 CHAMBER SYSTEMS � � 4 STORMTECH MC-3500 END CAPS INI M ALL WA L UN A 1 H 6.50 24'BOTTOM CORED END CAP.PART#:MC35001EPP248C/NP OF ALL 24"BOTTOM DRAWN PROJECT INFORMATION 12 N A (in) I LL WA L A ( N I ) 6.00PREFABRICATEOENDCAP A CONNECTIONSANDISOLATORPLUSROWS 2.06" O Q ? O Q ? ��� //� � � g N � in L ( ): 6.00 PREFABRICATED END CAP B 12'TOP CORED END CAP,PART#'.MC35001EPP12T/TYP OF ALL 12"TOP CONNECTIONS 26.36" J a � Z � AASHTO MATERIAL J a � z � ENGINEEREDPRODUCT � 40 STONEVOID INIMUMALL WA LE RAD BA L XI L AV 6.00 �g'BOTTOMCOREOENDCAP,PART#:MC35001EPP18BC/NPOFALLIB'BOTTOM � � m � o MATERIAILOCATION DESCRIPTION COMPACTION/DENSITYREQUIREMENT � � z w o MANAGER �N L TOPOFSTONE: 5.SOpREFABRICATEDENDCAP C 7.77" � Y � CLASSIFICATIONS SItBA551Sf� (PERIMETER STONE INCLUDED) 70P OF MC-3500 CHAMBER�. 450 CONNECTIONS W O 3 � � W O � � � �471 FLAMP D INSTALL FLAMP ON 24"ACCESS PIPE/PART#:MCFLAMP � U w �' FINAL FILL:FlLL MATERIAL FOR LAYER'D'STARTS FROM THE TOP OF THE'C N U w p CHECKED FOR S7oRmrECn � (COVER STONE INCLUDED) 72"x 12^TOP MANIPO�D INVERT. 2.95 Q N a4 x „ PREPARE PER SITE DESIGN ENGINEER'S PLANS.PAVED Q oj � _ � ADS SALES REP (BASE STONE INCLUDED 24"ISOLA70R ROW PLUS INVERT�. 0.92 MANIFOLD E 12"a 12"TOP MANIFOLD,ADS N-12 26.36' z a U LAVER TO THE BOTfOM OF FLEXIBLE PAVEMENT OR UNPAVED FINISHED ANY SOIUROCK MATERIALS,NATIVE SOILS,OR PER ENGINEER'S PLANS. Z o o = � in5rn�urioN wSTRUCTion�:; � 2 J g D NIA INSTALLATIONS MAY HAVE STRINGENT MATERIAL AND = � DAP visrr oua nPa � „� 2270 V TEM A EA 18"BOTTOM CONNECTION INVERT: 0.90 PIPE CONNEC710N F 18"BO770M CONNECTION 1.7T a GR4DE ABOVE.NOTE THAT PAVEMENT SUBBASE MAY BE PART Of THE'D' CHECK PLANS FOR PAVEMENT SUBGRADE REQUIREMENTS. PREPARATION REQUIREMENTS. a � aRo�ecT No. Advanced Drainage Systems��f1C. 323.6 SYSTE PERI BOTTOM OF MC-3500 CHAMBER: 0 75 NYLOPLAST(INIET W!I G 30"DIAMETER(24.00"SUMP MIN) 2.5 CFS IN Q O � LAVER a OI UNDERDRAIN INVEftT: 0.00 PLUS ROW) � r ff AASHTO M145' � � DESIGNED BOTTOM OF STONE: 0.00 NVLOPLAS7(OUTLET) H 30"DIAMETER(DESIGN BY ENGINEER) 4.0 CFS OUT Q � � Q � o UNOERDRAIN I 6'ADS Nd2 DUAL WALL PERFORATED HDPE UNDERDRAIN � � i INI7IAL FILL:FILL MATERIAL FOR LAYER'C STARTS FROM THE TOP OF 7HE GRANULAR WELL-GRADED SOIUAGGREGATE MIXTURES,<35%FINES OR A-1,A-2�,A3 BEGIN COMPACTIONS AFTER 24'(600 mm)OF MA7ERIAL OVER F- � � B R B Z LL � o PROCESSED AGGREGATE. THE CHAMBERS IS REACHED.COMPACT ADDITIONAL LAYERS IN 2 # �'a� M 0 N TAVA P H AS E D LI D 4 � � N � EMBEDMENT STONE('B'LAYER)TO 24"(600 mm)ABOVE THE TOP OF THE OR 12"(300 mm)MAX LIFTS TO A MIN 95%PROCTOR DENSITY FOR O � � w Y CHAMBER.NOTE THAT PAVEMENT SUBBASE MAY BE A PART OF THE'C' MOST PAVEMENT SUBBASE MATERIALS CAN BE USED IN LIEU OF THIS WEL�GRADED MATERIAL ANO 95No REL4TIVE DENSITY FOR � w � LAVER. F o � FILENAME "' 'p w LAYER. AASHTO M43' PROCESSED AGGREGATE MATERIALS. o a a 3.357.4,467,5.56.57.6,67,68.7.78,8,89.9.10 o a w (� y FO RT C O L L I N S� C O� U SA EMBEDMENT STONE:FILL SURROUNDINCa THE CHAMBERS FROM THE CLEAN.CRUSHED.ANGULAR STONE AASHTO M43' _ 000.7_D Pr ld I I S B FOUNDATION STONE('A'LAYER)TO THE'C LAYER ABOVE. OR RECYCLED CONCRETEs 3,357,4,467,5,56,57 NO COMPACTION REQUIRED. MC-3500 STORMTECH CHAMBER SPECIFICATIONS IMPORTANT-NOTES FOR THE BIDDING AND INSTALLATION OF MC-3500 CHAMBER SYSTEM z - _ � 1. STORMTECH MC-3500 CHAMBERS SHALL NOT BE INSTALLED UNTIL THE MANUFACTURER'S REPRESENTATIVE HAS COMPLETED A O ?- FOUNDATION STONE:FILL BELOW CHAMBERS FROM THE SUBGRA�E UP TO CLEAN,CRUSHED,ANGULAR STONE AASHTO M43' O w f 1. CHAMBERS SHALL BE STORMTECH MC-3500. F � A s PLATE COMPACT OR ROLL TO ACHIEVE A FLAT SURFACE" F �w PRE-CONSTRUCTION MEETING WITH THE INSTALLERS. a __ THE FOOT(BOTTOM)OF THE CHAMBER. OR RECVCLED CONCRE7E 3,357,4,467,5,56,57 a W� � � � p,DO L/� 2. CHAMBERS SHALL BE ARCH-SHAPED AND SHALL BE MANUFACTURED FROM VIRGIN IMPACT-MODIFIED POLVPROPVLENE Q U U� 2. STORMTECH MC-3500 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE'STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE"- � � PLEASE NOTE.- N��', ���• COPOLVMERS. w �w w N O`` �• • O w 1. THE LISTED AASHTO�ESIGNATIONS ARE FOR GRADATIONS ONLV.THE STONE MUST ALSO BE CLEAN CRUSHED ANGUTAR.FOR EXAMP�E A SPECIFICATION FOR#4 STONE WOUID STATE:"CIEAN CRUSHED ANGULAR NO.4 AASHTO M43 STONE". � w 3. CHAMBERS ARE NOT TO BE BACKFILLED WITH A DOZER OR AN EXCAVATOR SITUATED OVER THE CHAMBERS. €a 2. STORMTECH COMPACTION RE�UIREMENTS ARE MET FOR'A'LOCATION MATERIALS WHEN PLACED ANO COMPACTED IN 9"(230 mm)(MAX)LIFTS USING TWO FULL COVERAGES WITH A VIBRATORV COMPACTOR ( ' �g ��' p•N P� 3. CHAMBERS SHALL MEET THE RE�UIREMENTS OF ASTM F2418,"STANDARD SPECIFICATION FOR POLYPROPYLENE(PP)CORRUGATED STORM7ECH RECOMMENDS 3 BACKFILL METHODS: ,'-� �a O ��� O� O� 3. WHERE WFILTRATION SURFACES MAV BE COMPROMISED BY COMPACTION,FOR STANDARD DESIGN LOAD CONDITIONS,A FLAT SURFACE MAV BE ACHIEVED BV R4KING OR DR4GGING WITHOUT COMPACTION EQUIPMENT.FOR SPECIAL LOAD DESIGNS,CONTACT STORMTECH FOR n �(\ WALL STORMWATER COLLECTION CHAMBERS'CHAMBER CLASSIFICATION 45x76 DESIGNATION SS. . STONESHOOTER LOCATED OFF THE CHAMBER BED. V • : BACKFILL AS ROWS ARE BUILT USING AN EXCAVATOR ON THE FOUNDATION STONE OR SUBGRADE. COMPACTION REQUIREMENTS. `ri � � Q` f��(� `(�,\ - `\v -- € C 4. ONCE LAYER'C'IS PLACED,ANV SOIL/MATERIAL CAN BE PLACED IN LAYER'D'UP TO THE FINISHED GRADE.MOST PAVEMENT SUBBASE SOILS CAN BE USED TO REPLACE THE MATERIAL REQUIREMENTS OF LAVER'C'OR'D'AT THE SITE DESIGN ENGINEER'S DISCRETION. • Q 4. CHAMBER ROWS SHALL PROVIDE CONTINUOUS,UNOBSTRUCTED INTERNAL SPACE WITH NO INTERNAL SUPPORTS THAT WOULD BACKFlLL PROM OUTSIDE THE EXCAVA710N USING A LONG BOOM HOE OR EXCAVA70R. i w 5. WHERE RECYCLED CONCRETE AGGREGATE IS USED IN LAYERS'A'OR'B'THE MATERIAI SHOULD ALSO MEET THE ACCEPTABILITY CRITERIA OUTLMED M TECHNICAL NOTE 620"RECYCLED CONCRETE STRUCTURAL BACKFILL". _ �� • (�_ P� 5�`v IMPEOE FLOW OR LIMIT ACCESS FOR INSPECTION. � U z U a l7 4. THE FOUNDATION STONE SHALL BE LEVEIED AND COMPACTED PRIOR TO PLACING CHAMBERS. • 5. THE STRUCTURAL DESIGN OF THE CHAM6ERS.THE STRUCTURAL BACKFILL,AND THE INS7ALLATION RE�UIREMENTS SHALL ENSURE � �3 o Q 3 w; \O\� GO� • � 5. JOINTS BETWEEN CHAMBERS SHALL BE PROPERLV SEATED PRIOR TO PLACING STONE. 145.85' ¢ p rc v • THAT THE LOAD FACTORS SPEGFlED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS,SECTION 12.12,ARE MET FOR:1) ,❑ a� a g S �� � � LONG-DURATION DEAD LOADS AND 2)SHORT-DURA710N LNE LOADS,BASED ON THE AASHTO DESIGN TRUCK WITH CONSIDERATION "' "' � CO� • G(� FOR IMPAC7 AND MULTIPLE VEHICLE PRESENCES. 6. MAINTAIN MINIMUM-6'(750 mm)SPACING BETWEEN THE CHAMBER ROWS. 139'92 F o� � o S � ' � ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ALL PAVEMENT LAVER(DESIGNED '( • 6. CHAMBERS SHALL BE DESIGNED,TESTED AND AILOWABLE LOAD CONFIGURATIONS DETERMINED IN ACCOR�ANCE WITH ASTM F2787, �� INLET AND OUTLET MANIFOLDS MUST BE INSERTED A MINIMUM OF 12"(300 mm)INTO CHAMBER END CAPS. H � g� AROUND CLEAN,CRUSHED,ANGULAR STONE IN A 8 B LAVERS BY SITE DESIGN ENGINEER) o S� \O� ���������G,� w� G "STANOARD PR4CTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS'. 8. EMBEDMENT STONE SURROUN�ING CHAMBERS MUST BE A CLEAN,CRUSHED,ANGULAR STONE MEETING THE AASHTO M43 DESIGNATION OF#3 C--\ - - - - - - - - - - - - - - - - - - - - - - - u� e ,.,,.,,,,,,.,,.,,,, ,,,.., .,.,., � - �/ V .,.....,. :,........ W� . . _ _- .._. O _' L LOAD CONFIGURATIONS SHALL INCLUDE:1 INSTANTANEOUS<t MIN AASHTO DESIGN TRUCK LNE LOAD ON MINIMUM COVER 2 f �w _ _ .� "� "" "" � =w � � � , . �.�. _ � � -- NA MAXIMUM PERMANENT p5-VR)COVER LOAD AND 3)ALLOWABLE COVER WITH PARKED(7-WEEK)AASHTO DESIGN TRUCK �R�' F� -�- � � " � �� � D '� 'roeonwn or v«eai.evnvEMervr.voa uHvnveo g• � �w �� . '. �.( Ns.uunor+swneaenumr�creanveHaeswarocwre. ig" x 9. STONE MUST BE PLACED ON THE TOP CENTER OF THE CHAMBER TO ANCHOR THE CHAMBER5 IN PLACE AND PRESERVE ROW SPACiNG. � � � o o PERIMETER STONE �� � HCAense covcR ro z.�ieaomm�. (2.4 m) � w� 7. REQUIREMENTS FOR HANDLING AND INSTALLATION: � � .� i I I . E - in w � (450 mm)MIN' M� �� • TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING.CHAMBERS SHALL HAVE INTEGRAL,INTERLOCKING . _ : V ! i, .. .µ }„a,,,,. .. .r.;_ m �+ �- y w (SEE NOTE 4) � N o 1 1 � 1 . -.. _. - _ _ .. 10. THE CONTRACTOR MUST REPORT ANY DISCREPANCIES WITH CHAMBER FOUNDATION MATERIALS BEARING CAPACITIES TO THE SITE DESIGN � - - - - �/ . . B m � � = 12^(300 mm)MIN � w a STACKINGIUGS. ENGINEER. - � �� � /, �i����!%!�. �// . . .. p OO p _ . //�/" � - D f O O TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKfILL,THE HEIGHT OP THE CHAMBER JOINT SHALL NOT BE LESS i � � J _ = y o � ;, a� �� ��; ;�/:.. .,'//l/. A . � � < THAN 3". i i. ADS RECOMMENDS THE USE OF"FLEXSTORM CATCH IT'INSERTS DUR WG CONSTRUCTION FOR ALL W LETS TO PROTECT THE SUBSURFACE ;. .�- . �'-�r '.% _'��. ,'i_'G�_ .:,� '<� ... ,. ., , �-. :'- ' . .'i- ''- -/�:� � . .... , .. . . 1 $� '6.. ., ^�. • TO ENSURE THE INTEGRIN OF THE ARCH SHAPE DURING INSTALLATION,a THE ARCH STIFFNESS CONSTANT SHALL 8E STORMWATER MANAGEMENT SYSTEM FROM CONSTRUCTION SITE RUNOFF. � - - - - - - - - - - - - - - - - - - - - - - �- -��1 V E �� EXCAVATION WALL ��� 1� ��' '��� 1��;�>„ , , ��". �� ���+�� 4� V E �7 "THIS CROSS SECTION DETAIL REPRESENTS � Q) � � (CAN BE SLOPED OR VERTICAL) 1 ' '��'��, ��n'� 5 MINIMUM RE�UIREMENTS FOR INSTALLA710N. Q) «� � GREATER THAN OR WUAL TO 450 L85/PT/%.THE ASC IS DEFWED IN SECTION 6.2.8 OF ASTM F2418.AND b)TO RESIST CHAMBER m o'� � � DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES(ABOVE 73`F/23°C,CHAMBER5 SHALL 8E PRODUCED � T - I�� � �1'� ;, ,i�; _s.'�, � (1140 mmJ pLEASE SEE THE LAVOUT SHEET(5)FOR � i. °� ) NOTES FOR CONSTRUCTION EQUIPMENT > PROJECTSPECIFICREQUIREMENTS. � � ��' FROMREFLECTNEGOLDORYELLOWCOLORS � � `� � d ���' � q (`�, ;!� �+I _ 1. STORMTECH MC3500 CHAMBERS SHALL BE INSTALLED IN ACCOROANCE WITH THE"STOftMTECH MC3500lMC-0500 CONSTRUCTION GUIDE"- L � _ � � � i �:� �� I I ` � 8. ONLY CHAMBERS THAT ARE APPROVEO BY THE SITE DESIGN ENC�INEER WILL BE ALLOWED.UPON RE�UEST BV THE SITE DESIGN Q � - � A Q E "�"- ENGINEER OR OWNER,THE CHAMBER MANUFACTURER SHALL SUBMIT A STRUCTUR4L EVALUATION FOR APPROVAL BEFORE 2. THE USE OF EQUIPMENT OVER MC-3500 CHAMBERS IS LIMITED: i� t i� t m Q� DELIVERING CHAMBERS TO THE PROJECT SITE AS FOLLOWS: . NO E�UIPMENT IS ALLOWED ON BARE CHAMBERS. y U -�DEPTH OF STONE TO BE DETERMINED y U • THE STRUCTURAL EVAWATION SHALL eE SEALED BY A REGISTERED PROFESSIONAL ENGINEER. • NO RUBBER TIRED LOADER,DUMP TRUCK,OR EXCAVATORS ARE ALLOWED UNTIL PROPER FILL DEPTHS ARE REACHED IN ACCORDANCE � BY SITE DESIGN ENGINEER 9"(230 mm)MIN m <� m oo m o0 oa aa �w 6"(150 mm)MIN �� • THE STRUCTURAL EVALUATION SHALL OEMONSTR4TE THAT THE SAPETV FACTORS ARE GREATER THAN OR E�UAL TO 1.95 FOR WITH THE"STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE". -- � 6" � WEIGHT LIMI75 FOR CONSTRUCTION EDUIPMENT CAN BE FOUND IN THE'STORM7ECH MC-3500/MC-4500 CONSTRUCTION GUIDE". MC3500 �7"�1950 mmj 12"(300 mm)MIN DEAD LOAD AND 1]5 FOR LIVE LOAD.THE MINIMUM RE�UIRED BV ASTM F2787 AND BY SECTIONS 3 AND 12.12 OF THE AASHTO • - ¢ END CAP SUBGRADE SOiLS 1150 mm)MIN i LRFD BRIOGE DESIGN SPEGFICATIONS FOR THERMOPLASTIC PIPE. �j N ° (SEE NOTE 3) �j N °� • THE TEST DERIVED CREEP MODULUS AS SPECIFIED IN ASTM F2418 SHALL BE USED FOR PERMANENT DEAD LOAO DESIGN 3. Fl1LL 36"(900 mm)OF STABILIZED COVER MATERIALS OVER THE CHAMBERS IS RE�UIRED FOR Ol1MP TRUCK TRAVEL OR DUMPING. EXCEPT THAT IT SHALL BE THE 75�YEAR MODULUS USED FOR DESIGN. Z a o� Z`a USE OF A DOZER TO PUSH EMBEDMENT STONE BETWEEN THE ROWS OF CHAMBERS MAY CAUSE DAMAGE TO CHAMBERS AND IS NOT AN ACCEPTABLE �_^ - N OTES: ��� - 9- CHAMBERS AND END CAPS SHALL BE PRODUCED AT AN ISO 9007 CERTIFIED MANUFACTURING FAGLITV. BACKFILL METHOD.ANY CHAMBERS DAMAGED BY USING THE"DUMP AND PUSH'METHOD ARE NOT COVERED UNDER THE STORMTECH STANDARD w O w O WARRANTV. �p�h �: �pd+ �: �¢"'' 1. CHAMBERS SHALL MEET THE RE�UIREMENTS OF ASTM F2418,"STANDARD SPECIFICATION FOR POLVPROPYLENE(PP)CORRUGATED WALL STORMWATER COLLEC710N CHAMBERS"CHAMBER CLASSIFICATION 45x16 �C� ~7 d �f DESIGNATION SS. ~a� �W CONTACT STORMTECH AT 1-888-892-2694 WITH ANY QUESTIONS ON INSTALLATION RE�UIREMENTS OR WEIGHT LIMITS FOR CONSTRUCTION E�UIPMENT. °c� �m °� e s� g w 2. MC-3500 CHAMBERS SHALI BE DESIGNED IN ACCORDANCE WITH ASTM F2787'STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". >s� g w _ 3. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR ASSESSING THE BEARING RESISTANCE(ALLOWABLE BEARING CAPACITV)OF 7HE SUBGRA�E SOILS AND 7HE DEPTH OF FOUNDATION STONE WITH CONSIDERATION a� ISOLATOR ROW PLUS FOR THE RANGE OF EXPECTED SOIL MOISTURE CONDITIONS. �'" ,��� (SEE DEfAIL) ' �' �" 4. PERIMETER STONE MUST BE EXTENDED HORIZONTALLV TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED E%CAVATION WALLS. �$ � %PLACE MINIMUM 17.50'OF ADSPWS125 WOVEN GEOTEXTILE OVER BEDDING NOTMS IFOLD SIZE TO BE DETERMWED BY SITE DESIGN ENGWEER.SEE TECH NOTE#6.32 FOR MANIFOLD SIZING GUIDANCE. °� 5. REQUIREMENTS FOR HANDLING AND WSTALLATION: �'Z "STONE AND UNDERNEATH CHAMBER FEET FOR SCOUR PROTECTION AT ALL ' DUE TO 7HE ADAP7ATION OF THIS CHAMBER SYSTEM TO SPECIFIC SITE AND DESIGN CONSTRAINTS.IT MAV BE NECESSARY TO CUT AND COUPLE ADDITIONAL PIPE TO STANDARD MAMFOLD �� . 70 MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING,CHAMBERS SHALL HAVE INTEGRAL.INTERLOCKING STACKING LUGS. g;" r . �' COMPONENTS IN THE FIELD. H� HAM R IN T R W � � ���:C BE LE O S . THE SITE DESIGN ENGINEER MUST REVIEW ELEVATIONS AND IF NECESSARY ADJUST GRADING TO ENSURE THE CHAMBER COVER RE UIREMENTS ARE MET. �^� • 70 ENSURE A SECURE JOINT DURING INSTALLATION AND BACKPILL THE HEIGHT OF 7HE CHAMBER JOINT SHALI NOT BE LESS THAN 3". �� �;'�.'}:�'-'���. Q . --- THIS CHAMBER SYSTEM WAS DESIGNED WITHOUT SITE-SPECIFIC INFORMATION ON SOIL CONDITIONS OR BEARWG CAPACITV.THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR TO ENSURE THE WTEGRITV OF THE ARCH SHAPE DURING INSTALLATION,a)THE ARCH STIFFNESS CONSTANT SHALL BE GREATER THAN OR EQUAL TO 450 LBS/FT/�.THE ASC IS DEFWED IN SECTION 62.8 OF DETERMINING � ' BED LIMITS THE SUITABILITV OF THE SOIL AND PROVIDING THE BEARING CAPACIN OF THE INSITU SOILS.THE BASE STONE DEPTH MAY BE INCREASED OR DECREASED ONCE THIS INFORMATION IS SHEET ASTM F2418.AND D)TO RESIST CHAMBER DEFORMATION DUR W G INSTALLATION AT ELEVATED TEMPERATURES(A80VE 73°F/23°C),CHAMBERS SHALL BE PRODUCED FROM REfLECTNE GOLD OR vELLOW SHEET PROVIDED. C • NOT FOR CONSTRUCTION:THIS LAYOUT IS FOR DIMENSIONAL PURPOSES ONLY TO PROVE CONCEPT&THE RE�UIRED STORAGE VOLUME CAN BE ACHIEVED ON SITE. 2 OF E7 COLORS. 3 O F V � � ` UNDERDRAIN DETAIL MC-3500 TECHNICAL SPECIFICATION - ' O � COVER PIPE CONNECTION TO END INSTALL FIAMP ON 24'(600 mm)ACCESS PIPE _ � CAP WI7H ADS GEOSVNTHETICS 601T PART#:MCFLAMP Q 5 N75 NTS p NYLOPLAST DRAIN BASIN p NON-WOVEN GEOTEXTILE J Z � STORMTECH STORMTECH J i " NTS J 2 "-' a � r CHAMBERS STORMTECH CHAMBER STIFFEN NG RIB CREST 861NSTALLEDm) a c7 a c9 MG3500 CHAMBER OPTIONAL INSPECTION PORT � �n m w � p � m w � p � m o � /A W O 3 Y G OUTLETMANIFOLD CREST WEB w O � � NTEGRATEDDUCTILEIRON W O 3 r �r • � � � � � - - - � ����� � -�- np�,-.-�L � U w '� STIFFENING RIB � U ¢ 'FRAME 8 GRATE/SOLID TO ------ � U U � END AP .�:- �' ;. ,_ ., _ , ,. _-_ - �, . �' . . . Q �j qa x LOWERJOWT Q � � i � � � � i � �'�--�-----;t' � 2 Z � V o CORRUGATION = z a U_o MATCH BASIN O.D. � _ � U o STORMTECH HIGHLV RECOMMENDS I LL � d J u ` � � o n. � o I\_ � a ��� � FLEXSTORM INSERTS IN ANY UPSTREAM a �U g � Q � `a ���O 18"(457 mm) a � Q STftUCTURES WITH OPEN GRATES ` � � � � � o � � � ? � a ¢ � FOUNDATION STONE Q � � � � MIN WIDTH Q � ELEVATED BYPASS MANIFOLD ~ � � BENEA7H CHAMBERS H � ; �� F O 3 � F � � � FOOT � � � �'�.� AASHTO H-20 CONCRETE SLAB O r ° � � MC-3500 END CAP � W � � � w � B"(203 mm)MIN THICKNESS � w � � � 3 � < ¢ w ADS GEOSYNTHETICS 601T a � �', 12"(670 mm)MIN a � W O I I O a a - o a a TRAFFIC LOADS:CONCRETE DIMENSIONS � a � ^ � 3� .�I I II I I I I I = NON-WOVEN GWTEXTILE SECTION A-A �UAL WALL UPPER JOINT CORRUGA710N � (FOR AASHTO H-20) ARE FOR GUIDELINE PUPOSES ONLV. � W y�� I PERFORATED BUILD ROW IN THIS DIRECTION b ACTUAL CONCRE7E SLAB MUST BE HDPE / DESICaNED GIVING CONSIDERATION FOR � I I'�, STORMTECH UNDERDRAIN INVERT ACCORDING TO LOCAL SOIL CONDITIONS,TRAFFIC LOADING ,, ` (� 90.0"2286 mm u�Z 2 / 2 u Z � .. . . , END CAP ( ) I � PLANS/TAKE OFF I ��/ �II II ��''��.iI ':' O � O � \ 8 OTHER APPLICABLE DESIGN FACTORS O �z . �A A N TH� w� CTU LLE G I � �' I11� F � I F �� � ~ , ��' I I � I il � II� � ' a � °' � ADAPTER ANGLES VARIABLE 0"-360° a w � �I, .l i � �, � wK w \ � � w � �. � .��. w (1143mm) (1143mm) � �c � �`v;, \,\ SUMP DEPTH T80 BY � �� I �..� w €0 8 B � ( 222' ) w F p \ I Jy . SITE�ESIGN ENGINEER � 6 Y �� ACCORDING TO PLANS N�,G � V�'� ____ NYLOPLAST� � � o � 584 mm ❑ � �'A� p � � (24"[600 mm�MIN RECOMMENDED) . INSTALLED ;i'y' � VARIABLE SUMP DEPTH ff � �o FOUNDATIONSTONE i li � - �'o I - ACCORDING TO PLANS .'a ' i �.I �� ��. .�� ' i , �'a USE FO CTORY PART AL CUT EIND CAP P'ART�#: FOOUNDATION STONE AND CHAMBERS EOTEXTILE BE7YVEEN I W Q I�,I'I 4 A�'II,;,i ,._ BENEATH CHAMBERS 1 � �o ' � � � g� ' ' � � � , � � �m [6'(162 mm)MIN ON&24"(200-600 mm), �i � ����� .'' . �� ��� �� � -- -.. . - .y� ` 10"(254 mm)MIN ON 30'(750 mm)1 MC35001EPP24BC OR MC35001EPP24BW 825'(2.51 m)MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMS I Y n� � ���° ' Y r 5 ��-��� y ff s c=i�� ApSGEOSVNTHETICS601T �(1956mm)� � 75'0 � u �u I u a � U�' A NON-WOVEN GEOTEXTILE (905 mm) � G�_ VARIOUS TVPES OF INLET AND � 4"(102 mm)MIN ON&24'(200.600 mm) W � MC-3500 ISOLATOR ROW PLUS DETAIL o p g NOMINAL CHAMBER SPECIFICATIONS � a i OUTLET ADAPTERS AVAILABIE: I 6"(152 mm)MIN ON 30'p50 mm) � di _, NUMBER AND S¢E OF UNDERDRAINS PER SITE DESIGN ENGINEER SIZE(W X H X INSTALLED LENGTH) 77.0"X 45.0"X 86.0' (1956 mm X 1143 mm X 2184 mm) � � Q g 4-30"(100-750 mm)FOR � � p g � F o� 4"(100 mm)TYP FOR SC-310 8 SC-i60LP SYSTEMS SECTION e-B CHAMBER S70RAGE 109.9 CUBIC FEET (3.11 m') F o� CORRUGATED HDPE � � F o� a 6"(150 mm)TVP FOR SC-740,SC-800,DCd80.MG3500,MC-0500&MC-7200 SYSTEMS MINIMUM WSTALLED STORAGE' 175.0 CUBIC FEET (4.98 m') Q Q �� �d �d � 0 o i o 0 o a WEIGHT 341bs. 60.8 k p g ( 9) p� WATERTIGHT JOINT �' BACKFILL MATERIAL BELOW AND TO SIDES p�` � � �� NOMINAL END CAP SPECIFICATIONS � 25�7 � - (CORRUGATED HDPE SHOWN) A OF STRUCTURE SHALL BE ASTM D2321 "'j O INSPECTION 8�MAINTENANCE � w F MC-SERIES END CAP INSERTION DETAIL SIZE(W X H X INSTALLED LENGTH) 75.0"X 45.0"X 222' (1905 mm X 1143 mm X 564 mm) (ess mm1 � z� CL4SS 1 OR II CRUSHED STONE OR GRAVEL o �� � �� NTS END CAP STORAGE 14.9 CUBIC FEET (0.42 m') � ;_ l AND BE PLACED UNIFORMLY IN 12"(305 mm) y � O STEP 1� INSPECT ISOLATOR ROW PLUS FOR SEDIMENT � "` MINIMUM INSTALLED STORAGE' 45.1 CUBIC FEET (128 m') � o '� LIFfS AND COMPACTED 70 MIN OF 90% ? w? � A. INSPECTION PORTS QF PRESENT) F �o WEIGHT 491bs. (22.2 kg) F ; � in �o A.t. REMOVE/OPEN LID ON NVLOPLAST INLINE DRAIN � . STORMTECH END CAP � H g �: � A2. R E M O V E A N D C L E A N F L E X S T O R M F I L T E R I F I N S T A L L E D O O O €� 'ASSUMES 12"(305 mm)STONE ABOVE,9"(229 mm)STONE FOUNDATION,6'SPACING BETWEEN � o � O LL`� A.3. USING A FL45HLIGHT AND STADIA ROD,MEASURE DEPTH OF SEDIMENT AND RECORD ON MAINTENANCE LO� j $� CHAMBERS,6"(752 mm)STONE PERIMETER IN FRONT OF END CAPS AND 40%STONE POROSITY � _ �n o � i � A.4. I O W E R A CAMERA IN TO I S O L AT O R R OW PLUS FOR VISUAL IN S P E C TI ON OF S EDIM ENT L EV EL S(O P TI ONAL) � 1 2"(3 0 0 mm) '�� A.S. IF SEDIMENT IS AT,OR ABOVE,3"(80 mm)PROCEED 70 STEP 2.IF NOT,PROCEED TO STEP 3. � y � �` MIN SEPARATION Q) � � a NOTES y � o° B. ALL ISOLATOR PLUS ROWS ` N � o'� STUBS AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH'B" ` in - � 8.1. REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ROW PLUS r �' � �V B r �^ 7. 8-30"(200-750 mm)GRATES/SOLID COVERS SHALL 8E DUCTILE IRON PER ASTM A536 - 8.2. USING A FLASHLIGHT.INSPECT DOWN THE ISOLA70R ROW PLUS THROUGH OUTLET PIPE (n 12'(300 mm)MIN INSERTION STUBS AT TOP OF END CAP FOR PART NUMBERS ENDING WITH'T" � � �i� � END CAPS WITH A WELDED CROWN PLATE END WITH"C' £. GRADE 70-50-OS Q I) MIRRORS ON POLES OR CAMERAS MAV BE USED TO AVOID A CONFINED SPACE ENTRY ` � ,-/ � END CAPS WITH A PREFABRICATED WELDED STUB END WITH"W" � L � 2. 1230"(300-750 mm)FRAMES SHALL BE DUCTILE IRON PER ASTM A536 GR4DE 70-50-05 O ii)FOLLOW OSHA REGULATIONS FOR CONFINED SPACE ENTRV IF ENTERING MANHOLE E °' - /�� I�� � '� 3. DRAIN BASIN TO BE CUSTOM MANUFACTURED ACCORDING TO PLAN DETAILS _ 8.3. IF SEDIMENT IS AT,OR ABOVE.3"(80 mm)PROCEED TO STEP 2.IF NOT,PROCEED TO STEP 3. � � $ ° / �, PART�F STUB B C � m m q� 4. DRAINAGE CONNECTION STUB JOINT TIGHTNESS SHALL CONFORM TO ASTM D3212 � t 'o MANIFOLD STUB � � 1'�,� t y U 1 ' 1 MC35001EPPO6T 33.21'(844 mm) - N U FOR CORRUGATED HDPE(ADS 8 HANCOR DUAL WALL)8 SDR 35 PVC Z STEP 2) CLEAN OUT ISOLATOR ROW PLUS USING THE JENAC PROCESS a / I I I; I�� 1\��1� MC35001EPP06B 6'(150 mm) _ 0.66"(17 mm) 5. FOR COMPLETE DESIGN AND PRODUCT iNFORMATIOM W W W.NYLOPLAST-US.COM °a o€ MANIFOLD HEADER ��� � �� �� 6. TO ORDER CALL:500-821�6710 A. A FIXED CULVER7 CLEANING NOZZLE WITH REAR FACING SPREAD OP 4S(1.1 m)OR MORE IS PREFERRED � I � \` / MC35001EPP08T 31.18'(791 mm) - o: �' B. APPLV MULTIPLE PASSES OF JENAC UNTIL BACKFLUSH WATER IS CIEAN s� �,� J��� �{�, � 8'(200 mm) a� a� C. VACUUMSTRUC7URESUMPASREQUIRED o ow MC35001EPP08B - 0.81"(21mm) o ow� �,o ow 3� �� rtncswoieaPioT 29.04'(738mm) 3� � A PART# GRATE/SOLIDCOVEROPTIONS 3� mm �'�' �� ` 10'(250mm) � mm �� m,�.� $�'^ STEP 3) REPLACE ALL COVERS.GR4TES,FILTERS,AND LIDS;RECORD OBSERVATIONS AND ACTIONS. Z v m . ; \�. MC35001EPP10H -- 0.93"(24 mm) � z v m 8" PEDESTRIAN LIGHT STANDARD LIGHT z`*„� ¢ 2808AG SOLID LIGHT DUTV ¢ MC35001EPP12T 26.36"(670 mm) - _� _ (200 mm) DUTY DUTV =^ �2r _ O� _ � � �' 12'(300mm) � �p� w0� =o STEP 4) INSPECT AND CLEAN BASINS AND MANHOLES UPSTREAM OF THE STORMTECH SYSTEM. w o � ;I ' 1 MC35001EPP12B - 1.35"34 mm w �w �tt r w a ' �� MANIFOLD HEADER � � �o�m _ 70' PEDESTRIAN LIGHT STANDARD LIGHT : Q o �w ,1 I��I MC35001EPP157 �5'(375 mm) 23.39"(594 mm) CUSTOM PRECORED INVERTS AF2E F.Q� (250 mm) 2810ACa OUTY DUTV SOLID LIGHT DUTV ��m NOTES �m �„ MANIFOLD STUB M C 3 5 0 0 1 E P P 1 5 B -- 1.5 0'(3 8 mm) AVAILABLE UPON REQUEST. J$ 1 2" P E�E S T R I A N S T A N�A R D A A S H T O S O L I D ��� �W'S INVENTORIED MANIFOLDS INCLUDE ZB��G v x� �w I� � M C 3 5 0 0 1 E P P 1 8 T C _ o x� (3 0 0 m m) A A S H T O H-1 0 H-2 0 A A S H T O H-2 0 0=� �w ��� , 20.03"(509 mm) 12-24"(300-600 mm)SIZE ON SIZE 6� 1. INSPECT EVERV 6 MONTHS DURING THE FIRST VEAR OF OPERATION.ADJUST THE INSPECTION INTERVAL BASED ON PREVIOUS - MC35001EPP18TW _ 15' PEDESTRIAN STANDARD AASHTO SOLID 18'(450 mm) AND 15-48"(375-1200 mm) 2815AG OBSERVATIONS OF SEDIMENT ACCUMULATION AND HIGH WATER ELEVATIONS. MC35001EPP188C (375 mm) AASHTO H-10 H-20 AASHTO H-20 ECCENTRIC MANIFOLDS.CUSTOM 1.77'45 mm �a "_� 72"300 mm � � INVERT IOCATIONS ON THE MG3500 �0 18" PEOESTRIAN STANDARD AASHTO SOLID 2. CONDUCT JETTING AND VACTORING ANNUALLV OR WHEN INSPECTION SHOWS THAT MAINTENANCE IS NECESSARY. ( � 12"(300 mm) 2818AG �i° �� MIN SEPARATION � MC35001EPP24TC ENO CAP CUT IN THE FIELD ARE NOT (450 mm) AASHTO H-10 H-20 AASHTO H-20 C MIN INSERTION 14.48'(368 mm) RECOMMENDED FOR PIPE SRES ~ �' �y MC35001EPP24TYV aN 24' PEOESTRIAN STANDARD AASHTO SOLID im \ o g 24"(600 mm) GREATER THAN 70'(250 mm).THE 4 0 2824AG S MC35001EPP248C 2.06"(52 mm) INVERT LOCATION IN COLUMN'B' � (600 mm) AASHTO H-10 H-20 AASHTO H-20 I � S 8 - MC35001EPP24BW - 30" PEOESTRIAN STANDARDAASHTO SOLID �w �"' ARE THE HIGHEST POSSIBLE FOR �W 2830AG SHEET NOTE:MANIFOLD STUB MUST BE LAID HORIZONTAL MC35001EPP308C 30'(750 mm) --- 2.75"(70 mm) THE PIPE SIZE. SHEET 1750 mm) AASHTO H-20 H-20 AASHTO H-20 SHEET FOR A PROPER FIT IN END CAP OPENING. NOTE:ALI.DIMENSIONS ARE NOMINAL 40F6 50F6 60F6 TST, INC. CONSULTING ENGINEERS 748 Whalers Way Suite 200 Fort Collins Colorado 80525 Phone: 970.226.0557 JOB N0. 1230.0009.00 SCALE N TS DATE JULY 17, 2024 SHEET 208 of 216 Z O � � Z � O � (n w > � W � � Q 0 � m PROPOSED LAYOUT CONCEPTUAL ELEVATIONS: 'INVERT ABOVE BASE OF CHAMOER 41 STORMTECH MC3500 CHAMBEftS MAXIMUM ALL WABLE RADE( P F PAVEMENT/UN AVED): 12.50 PART TYPE TEM O DESCRIPTION NVERT MN(FLOW `- � s sTORMTE�„M�-,SooENo�APS �N� MALL WA L UN A � H 650 1OU � � ACCEPTABLE FILL MATERIALS: STORMTECH MC-3500 CHAMBER SYSTEMS � w DRAWN 24"BOTTOM CORED END CAP.PART#:MC35001EPP248C/NP OF ALL 24"BOTTOM PROJECT INFORMATION �2 N A (in) I LL WA L A ( N I ) 6.00PREFABRICATEOENDCAP A 2.06" O Q ? O Q ? ��� CONNECTIONS AND ISOLATOR PLUS ROWS //� � � g N � in L ( 1� b.00 18"BOTTOM CORED END CAP,PART#:MC35001EPP188C/TYP OF ALL 18'BOTTOM J a � Z " AASHTO MATERIAL J a � z � ENGINEEREDPRODUCT � 40 STONEVOID INIMUMALL WA LE RAD BA L XI L AV 6.00PREFABRICATEDENDCAP B CONNECTIONS �'�� � � m � o MATERIAI LOCATION DESCRIPTION COMPACTION/DENSITY REQUIREMENT � � m w o MANAGER �N L TOPOFSTONE: 5.50 z Y � CLASSIFICATIONS � s c SItBA551Sf� (PERIMETER STONE INCLUDED) TOP OF MC-3500 CHAMBER'. 4.50 FLAMP C INSTALL FLAMP ON 24"ACCESS PIPE/PART#:MCFLAMP W O 3 U � W � ?i U � 8181 MANIFOLD D 78":�8"BOT70M MANIFOLD.ADS N-12 1.77' � U w �' FINAL FILL:FILL MATERIAL FOR LAYER'D'STARTS FROM THE TOP OF THE'C' N U w p CHECKED FOR S7oRmrECn � (COVER STONE INCLUDED) 24"ISOLATOR ROW PLUS INVERT: 0.92 Q N a4 x „ PREPARE PER SITE DESIGN ENGINEER'S PLANS.PAVED Q oj � _ � ADS SALES REP iNSrn�unoN wSTRUCnon�:; (BASE STONE INCLUDED 78"x 18"eOT70M MANIFOLD INVERT� 0.90 PIPE CONNECTION E 78'BOTTOM CONNECTION 1.77' = z o U z p LAVER TO THE BOTfOM OF FLEXIBLE PAVEMENT OR UNPAVED FINISHED ANY SOIUROCK MATERIALS,NATIVE SOILS,OR PER ENGINEER'S PLANS. NIA INSTALLATIONS MAY HAVE STRINGENT MATERIAL AND = z o o = � visrr oua nPa � � „� 2465 Y TEM A EA 18"BOTTOM CONNECTION INVERT: 0.90 CONCRETE STRUC7URE F OCS(DESIGN BY ENGWEER/PROVIDED BY OTHERS) 4.0 CFS OUT a � o GR4DE ABOVE.NOTE THAT PAVEMENT SUBBASE MAY BE PART Of THE'D' CHECK PLANS FOR PAVEMENT SUBGRADE REQUIREMENTS. PREPARATION REQUIREMENTS. a � � DAP PRo�ecT No. Advanced Drainage Systems��f1C. 26fi.1 ST P BOTTOM OF MC-3500 CHAMBER: 0 75 CONCRETE STRUCTURE G (DESIGN BY ENGINEER/PROVIDEO BV OTHERS) 11.0 CFS IN Q O � LAVER a OI UNDERDRAIN INVEftT: 0.00 W/WEIR x BOTTOM OF STONE: 0.00 UNDERDRAIN H 6'ADS N-12 DUAL WALL PERFORATED HDPE UNDERDRAIN Q K � AASHTO M145' Q � � DESIGNED �- 0 � GRANULAR WELL-GRADED SOIUAGGREGATE MIXTURES,<35%FINES OR A-1,A-2�,A3 BEGIN COMPACTIONS AFTER 24'(600 mm)OF MA7ERIAL OVER F- � � B R B � INITIAL FILL:FILL MATERIAL FOR LAYER'C STARTS FROM THE TOP OF THE Z LL � o PROCESSED AGGREGATE. THE CHAMBERS IS REACHED.COMPACT ADDITIONAL LAYERS IN 2 # �'a� M 0 N TAVA P H AS E D LI D 5 � � N � EMBEDMENT STONE('B'LAYER)TO 24"(600 mm)ABOVE THE TOP OF THE OR 12"(300 mm)MAX LIFTS TO A MIN 95%PROCTOR DENSITY FOR O � � w Y CHAMBER.NOTE THAT PAVEMENT SUBBASE MAY BE A PART OF THE'C' MOST PAVEMENT SUBBASE MATERIALS CAN BE USED IN LIEU OF THIS WEL�GRADED MATERIAL ANO 95No REL4TIVE DENSITY FOR � w � LAVER. F o � FILENAME "' 'p w LAYER. AASHTO M43' PROCESSED AGGREGATE MATERIALS. o a a 3.357.4,467,5.56.57.6,67,68.7.78,8,89.9.10 o a w (� y FO RT C O L L I N S� C O� U SA EMBEDMENT STONE:FILL SURROUNDINCa THE CHAMBERS FROM THE CLEAN.CRUSHED.ANGULAR STONE AASHTO M43' _ 000.7_D Pr ld I I S B FOUNDATION STONE('A'LAYER)TO THE'C LAYER ABOVE. OR RECYCLED CONCRETEs 3,357,4,467,5,56,57 NO COMPACTION REQUIRED. MC-3500 STORMTECH CHAMBER SPECIFICATIONS IMPORTANT-NOTES FOR THE BIDDING AND INSTALLATION OF MC-3500 CHAMBER SYSTEM z - _ � 1. STORMTECH MC-3500 CHAMBERS SHALL NOT BE INSTALLED UNTIL THE MANUFACTURER'S REPRESENTATIVE HAS COMPLETED A O ?- FOUNDATION STONE:FILL BELOW CHAMBERS FROM THE SUBGRA�E UP TO CLEAN,CRUSHED,ANGULAR STONE AASHTO M43' O w f 1. CHAMBERS SHALL BE STORMTECH MC-3500. F � A s PLATE COMPACT OR ROLL TO ACHIEVE A FLAT SURFACE" F �w PRE-CONSTRUCTION MEETING WITH THE INSTALLERS. a __ THE FOOT(BOTTOM)OF THE CHAMBER. OR RECVCLED CONCRE7E 3,357,4,467,5,56,57 a W� � � � p,DO L/� 2. CHAMBERS SHALL BE ARCH-SHAPED AND SHALL BE MANUFACTURED FROM VIRGIN IMPACT-MODIFIED POLVPROPVLENE Q U U� 2. STORMTECH MC-3500 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE'STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE"- � � PLEASE NOTE.- N��', ���• COPOLVMERS. w �w w N O`` �• • O w 1. THE LISTED AASHTO�ESIGNATIONS ARE FOR GRADATIONS ONLV.THE STONE MUST ALSO BE CLEAN CRUSHED ANGUTAR.FOR EXAMP�E A SPECIFICATION FOR#4 STONE WOUID STATE:"CIEAN CRUSHED ANGULAR NO.4 AASHTO M43 STONE". � w 3. CHAMBERS ARE NOT TO BE BACKFILLED WITH A DOZER OR AN EXCAVATOR SITUATED OVER THE CHAMBERS. €a 2. STORMTECH COMPACTION RE�UIREMENTS ARE MET FOR'A'LOCATION MATERIALS WHEN PLACED ANO COMPACTED IN 9"(230 mm)(MAX)LIFTS USING TWO FULL COVERAGES WITH A VIBRATORV COMPACTOR ( ' �g ��' p•N P� 3. CHAMBERS SHALL MEET THE RE�UIREMENTS OF ASTM F2418,"STANDARD SPECIFICATION FOR POLYPROPYLENE(PP)CORRUGATED STORM7ECH RECOMMENDS 3 BACKFILL METHODS: ,'-� �a O ��� O� O� 3. WHERE WFILTRATION SURFACES MAV BE COMPROMISED BY COMPACTION,FOR STANDARD DESIGN LOAD CONDITIONS,A FLAT SURFACE MAV BE ACHIEVED BV R4KING OR DR4GGING WITHOUT COMPACTION EQUIPMENT.FOR SPECIAL LOAD DESIGNS,CONTACT STORMTECH FOR n �(\ WALL STORMWATER COLLECTION CHAMBERS'CHAMBER CLASSIFICATION 45x76 DESIGNATION SS. . STONESHOOTER LOCATED OFF THE CHAMBER BED. 170.22' V • • BACKFILL AS ROWS ARE BUILT USING AN EXCAVATOR ON THE FOUNDATION STONE OR SUBGRADE. COMPACTION REQUIREMENTS. `ri N � Q` f��(� (�,\ � --- - 4. ONCE LAYER'C'IS PLACED,ANV SOIL/MATERIAL CAN BE PLACED IN LAYER'D'UP TO THE FINISHED GRADE.MOST PAVEMENT SUBBASE SOILS CAN BE USED TO REPLACE THE MATERIAL REQUIREMENTS OF LAVER'C'OR'D'AT THE SITE DESIGN ENGINEER'S DISCRETION. �� • � Q�� 4. CHAMBER ROWS SHALL PROVIDE CONTINUOUS,UNOBSTRUCTED INTERNAL SPACE WITH NO INTERNAL SUPPORTS THAT WOULD BACKFlLL PROM OUTSIDE THE EXCAVA710N USING A LONG BOOM HOE OR EXCAVA70R. 164.08' i w 5. WHERE RECYCLED CONCRETE AGGREGATE IS USED IN LAYERS'A'OR'B'THE MATERIAI SHOULD ALSO MEET THE ACCEPTABILITY CRITERIA OUTLMED M TECHNICAL NOTE 620"RECYCLED CONCRETE STRUCTURAL BACKFILL". _ �� • P� �` IMPEOE FLOW OR LIMIT ACCESS FOR INSPECTION. � _` '` 4. THE FOUNDATION STONE SHALL BE LEVEIED AND COMPACTED PRIOR TO PLACING CHAMBERS. U p p U �� O\NG NS � 5. THE STRUCTURAL DESIGN OF THE CHAM6ERS.THE STRUCTURAL BACKFILL,AND THE INS7ALLATION RE�UIREMENTS SHALL ENSURE � �3 o Q 3 w; \ � G0�' . � THAT THE LOAD FACTORS SPEGFlED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS,SECTION 12.12,ARE MET FOR:1) 5. JOINTS BETWEEN CHAMBERS SHALL BE PROPERLV SEATED PRIOR TO PLACING STONE _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ o : a a g �\v � CV L O N G-D U R A T I O N D E A D L O A D S A N D 2)S H O R T-D U R A 7 1 0 N L N E L O A D S,B A S E D O N T H E A A S H T O D E S I G N T R U C K W I T H C O N S I D E R A T I O N � � _ � � � . _ � ' ' � � � "� �"' � C O� • G(� FOR IMPAC7 AND MULTIPLE VEHICLE PRESENCES. 6. MAINTAIN MINIMUM-6'(750 mm)SPACING BETWEEN THE CHAMBER ROWS. . F o� � o S � � ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ALL PAVEMENT LAVER(DESIGNED '( � 6. CHAMBERS SHALL BE DESIGNED,TESTED AND AILOWABLE LOAD CONFIGURATIONS DETERMINED IN ACCOR�ANCE WITH ASTM F2787, �� INLET AND OUTLET MANIFOLDS MUST BE INSERTED A MINIMUM OF 12"(300 mm)INTO CHAMBER END CAPS. ,.,� I � g� AROUND CLEAN,CRUSHED,ANGULAR STONE IN A 8 B LAVERS BY SITE DESIGN ENGINEER) o S� \O� ���������G,� "STANOARD PR4CTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS'. �� ����� � w G �� 8. EMBEDMENT STONE SURROUN�ING CHAMBERS MUST BE A CLEAN,CRUSHED,ANGULAR STONE MEETING 7HE AASHTO M43 DESIGNATION OF#3 ' ' �� � � �� ��O v e.,.....,. ...�....._._.:..,....� ..........:................... LOAD CONFIGURATIONS SHALL INCLUDE:1)INSTANTANEOUS(<t MIN)AASHTO DESIGN TRUCK LNE LOAD ON MINIMUM COVER 2) �R� F J� , I f w� _.__ ___..._ ___� "" "'I � w w NAL MAXIMUMPERMANENTpS-VR)COVERLOADAND3)ALLOWABLECOVERWITHPARKED(7-WEEK)AASHTODESIGNTRUCK. E � �� � p '� �roeonaenora�aai.evnvsMervr.voauHvnveo g• � �w x w �.( ws.uun umr�creanvewaesMerocwre. 18" i w 7. REQUIREMENTS FOR HANDLING AND INSTALLATION: 9. STONE MUST BE PLACED ON THE TOP CENTER OF THE CHAMBER TO ANCHOR THE CHAMBER5 IN PLACE AND PRESERVE ROW SPACiNG. H ' � o o PERIMETER STONE �� � � a v z.�ieaomm�. (2.4 m) ` m C � (450 mm)MIN' � �� p o F r (SEE NOTE 4) M� � �o • TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING.CHAMBERS SHALL HAVE INTEGRAL,INTERLOCKING �0. THE CONTRACTOR MUST REPORT ANY DISCREPANCIES WITH CHAMBER FOUNDATION MATERIALS BEARING CAPACITIES TO THE SITE DESIGN I �� N � � w w 12"(300 mm)MIN E "a STACKINGIUGS. ENGINEER. B O o � O O O o� • TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKfILL,THE HEIGHT OP THE CHAMBER JOINT SHALL NOT BE LESS I - ----���- C = y "„ � y THAN 3". i i. ADS RECOMMENDS THE USE OF"FLEXSTORM CATCH IT'INSERTS DUR WG CONSTRUCTION FOR ALL W LETS TO PROTECT THE SUBSURFACE 7 � q $` �);�, '6� �� EXCAVATION WALL ��� '��� � •'THIS CROSS SECTION DETAIL REPRESENTS V E �7 • TO ENSURE THE INTEGRIN OF THE ARCH SHAPE DURING INSTALLATION,a)THE ARCH STIFFNESS CONSTANT SHALL 8E STORMWATER MANAGEMENT SYSTEM FROM CONSTRUCTION SITE RUNOFF. /. - - � � 1'r ,y !;�';,, �^�,� 45" � G Q) � (CAN BE SLOPED OR VERTICAL) , � MINIMUM RE�UIREMENTS FOR INSTALLA710N. Q) � GREATER THAN OR WUAL TO 450 L85/PT/%.THE ASC IS DEFWED IN SECTION 6.2.8 OF ASTM F2418.AND b)TO RESIST CHAMBER /'. � � � in o'� DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES(ABOVE 73`F/23°C),CHAMBER5 SHALL 8E PRODUCED T I �/. /� l�� � � F >, - ��`�'�, ,,; �i�; ����I',�, s'.'�, �� � (1140 mmJ pLEASE SEE THE LAVOUT SHEET(5)FOR � i. °o NOTES FOR CONSTRUCTION EQUIPMEN % '� / ;/��, �� _ v� _�' I,;d �A I, � , '> !I� i PROJECTSPECIFICREQUIREMENTS. � ��' , , a / I % � � / , , /� /✓ ';' m .� i/� : /�;;/I � , �'�'" � � � - ' FROM REFLECTNE GOLD OR YELLOW COLORS. . � , i , , , , � , � - i ��/ : , / � i i , / ;� . _..-. '�' � 1. STORMTECH MC3500 CHAMBERS SHP.LL BE INSTALLED IN ACCOROANCE WITH THE"STOftMTECH MC35001MC-0500 CONSTRUCTION GUIDE"- L - - - -�- - - - - - - - - - - - - - - - - -/- - -/ - - - � � ���� � i � ��' �'�'� I I � ` � 8. ONLY CHAMBERS THAT ARE APPROVEO BY THE SITE DESIGN ENC�INEER WILL BE ALLOWED.UPON RE�UEST BV THE SITE DESIGN Q � - A Q E "�"- ENGINEER OR OWNER,THE CHAMBER MANUFACTURER SHALL SUBMIT A STRUCTUR4L EVALUATION FOR APPROVAL BEFORE 2. THE USE OF EQUIPMENT OVER MC-3500 CHAMBERS IS LIMITED: i� t i� t m Q� DELIVERING CHAMBERS TO THE PROJECT SITE AS FOLLOWS: . NO E�UIPMENT IS ALLOWED ON BARE CHAMBERS. y U -�DEPTH OF STONE TO BE DETERMINED y U • THE STRUCTURAL EVAWATION SHALL eE SEALED BY A REGISTERED PROFESSIONAL ENGINEER. • NO RUBBER TIRED LOADER,DUMP TRUCK,OR EXCAVATORS ARE ALLOWED UNTIL PROPER FILL DEPTHS ARE REACHED IN ACCORDANCE � BY SITE DESIGN ENGINEER 9"(230 mm)MIN 6"(150 mm)MIN � • THE STRUCTURAL EVALUATION SHALL OEMONSTR4TE THAT THE SAPETV FACTORS ARE GREATER THAN OR E�UAL TO 1.95 FOR WITH THE"STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE". -- � 6" - WEIGHT LIMI75 FOR CONSTRUCTION EDUIPMENT CAN BE FOUND IN THE'STORM7ECH MC-3500/MC-4500 CONSTRUCTION GUIDE". MC3500 �7"�1950 mmj �-12"(300 mm)MIN DEAD LOAD AND 1]5 FOR LIVE LOAD.THE MINIMUM RE�UIRED BV ASTM F2787 AND BY SECTIONS 3 AND 12.12 OF THE AASHTO • o - END CAP SUBGRADE SOiLS 1150 mm)MIN O LRFD BRIOGE DESIGN SPEGFICATIONS FOR THERMOPLASTIC PIPE. SEE NOTE 3 >�O - >`O °c� .� ( ) • THE TEST DERIVED CREEP MODULUS AS SPECIFIED IN ASTM F2418 SHALL BE USED FOR PERMANENT DEAD LOAO DESIGN 3. Fl1LL 36(900 mm)OF STABILIZED COVER MATERIALS OVER THE CHAMBERS IS RE�UIRED FOR Ol1MP TRUCK TRAVEL OR DUMPING. `" "' EXCEPT THAT IT SHALL BE THE 75�YEAR MODULUS USED FOR DESIGN. Z a o� Z`a USE OF A DOZER TO PUSH EMBEDMENT STONE BETWEEN THE ROWS OF CHAMBERS MAY CAUSE DAMAGE TO CHAMBERS AND IS NOT AN ACCEPTABLE �_^ - N OTES: ��� - 9- CHAMBERS AND END CAPS SHALL BE PRODUCED AT AN ISO 9007 CERTIFIED MANUFACTURING FAGLITV. BACKFILL METHOD.ANY CHAMBERS DAMAGED BY USING THE"DUMP AND PUSH'METHOD ARE NOT COVERED UNDER THE STORMTECH STANDARD w O w O WARRANTV. �p�h �: �pd+ �: �¢"'' 1. CHAMBERS SHALL MEET THE RE�UIREMENTS OF ASTM F2418,"STANDARD SPECIFICATION FOR POLVPROPYLENE(PP)CORRUGATED WALL STORMWATER COLLEC710N CHAMBERS"CHAMBER CLASSIFICATION 45x16 �C� ~7 d �f DESIGNATION SS. ~a� �W CONTACT STORMTECH AT 1-888-892-2694 WITH ANY QUESTIONS ON INSTALLATION RE�UIREMENTS OR WEIGHT LIMITS FOR CONSTRUCTION E�UIPMENT. a °c� �m °� e s� g w 2. MC-3500 CHAMBERS SHALI BE DESIGNED IN ACCORDANCE WITH ASTM F2787'STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". >s� g w _ 3. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR ASSESSING THE BEARING RESISTANCE(ALLOWABLE BEARING CAPACITV)OF 7HE SUBGRA�E SOILS AND 7HE DEPTH OF FOUNDATION STONE WITH CONSIDERATION a� ISOLATOR ROW PLUS FOR THE RANGE OF EXPECTED SOIL MOISTURE CONDITIONS. �'" ,��� (SEE DEfAIL) ' �' �" 4. PERIMETER STONE MUST BE EXTENDED HORIZONTALLV TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED E%CAVATION WALLS. �$ � %PLACE MINIMUM 17.50'OF ADSPWS125 WOVEN GEOTEXTILE OVER BEDDING NOTMS IFOLD SIZE TO BE DETERMWED BY SITE DESIGN ENGWEER.SEE TECH NOTE#6.32 FOR MANIFOLD SIZING GUIDANCE. °� 5. REQUIREMENTS FOR HANDLING AND WSTALLATION: �'Z "STONE AND UNDERNEATH CHAMBER FEET FOR SCOUR PROTECTION AT ALL ' DUE TO 7HE ADAP7ATION OF THIS CHAMBER SYSTEM TO SPECIFIC SITE AND DESIGN CONSTRAINTS.IT MAV BE NECESSARY TO CUT AND COUPLE ADDITIONAL PIPE TO STANDARD MAMFOLD �� . 70 MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING,CHAMBERS SHALL HAVE INTEGRAL.INTERLOCKING STACKING LUGS. g;" r . �' COMPONENTS IN THE FIELD. H� HAM R IN T R W � � ���:C BE LE O S . THE SITE DESIGN ENGINEER MUST REVIEW ELEVATIONS AND IF NECESSARY ADJUST GRADING TO ENSURE THE CHAMBER COVER RE UIREMENTS ARE MET. �^� • 70 ENSURE A SECURE JOINT DURING INSTALLATION AND BACKPILL THE HEIGHT OF 7HE CHAMBER JOINT SHALI NOT BE LESS THAN 3". �� �;'�.'}:�'-'���. Q . --- THIS CHAMBER SYSTEM WAS DESIGNED WITHOUT SITE-SPECIFIC INFORMATION ON SOIL CONDITIONS OR BEARWG CAPACITV.THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR TO ENSURE THE WTEGRITV OF THE ARCH SHAPE DURING INSTALLATION,a)THE ARCH STIFFNESS CONSTANT SHALL BE GREATER THAN OR EQUAL TO 450 LBS/FT/�.THE ASC IS DEFWED IN SECTION 62.8 OF DETERMINING � ' BED LIMITS THE SUITABILITV OF THE SOIL AND PROVIDING THE BEARING CAPACIN OF THE INSITU SOILS.THE BASE STONE DEPTH MAY BE INCREASED OR DECREASED ONCE THIS INFORMATION IS SHEET ASTM F2418.AND D)TO RESIST CHAMBER DEFORMATION DUR W G INSTALLATION AT ELEVATED TEMPERATURES(A80VE 73°F/23°C),CHAMBERS SHALL BE PRODUCED FROM REfLECTNE GOLD OR vELLOW SHEET PROVIDED. • NOT FOR CONSTRUCTION:THIS LAYOUT IS FOR DIMENSIONAL PURPOSES ONLY TO PROVE CONCEPT&THE RE�UIRED STORAGE VOLUME CAN BE ACHIEVED ON SITE. 2 OF 5 �o�oRs. 3 O F 5 � � INSTALL FLAMP ON 24"(600 mm)ACCESS PIPE = UNDERDRAIN DETAIL MC-3500 TECHNICAL SPECIFICATION - O � PART#:MCFLAMP � 5 N75 � ' � COVER PIPE CONNECTION TO END CAP WITH ADS � ¢ � STORMTECH STORMTECH NTS � Q � GEO7EXTILE MC-3500 CHAMBER OPTIONAL INSPECTION PORT J a � z " CHAMBERS STORMTECH CHAMBER VALLEY CREST 6 0"2184 mm J Z v � GEOSVNTHETICS601TNON WO VEN STIFFENING RIB INSTALLED � � Z w o � � z w � STORMTECHHIGHLVRECOMMENDS , . . , , , , „ ,,..,..�.. � O 3 W G OUTLETMANIFOLD CREST QyyERJOWT � O ¢ w � END AP o FLEXSTOftM INSERTS IN ANY UPSTREAM � - � -- --�- -I � �"��`.��� Q �i � s � Q r/i � s - STIFFENING RIB � � STRUCTURES WITH OPEN GRATES � -------'1�- a J � U o CORRUGATION a 3 � U-o _ _ _ Q o g � Q o � � Q a ¢ � FOUNDATION STONE Q � � - H � ; BENEATH CHAMBERS H � ; Q Q Z tt � � � FOOT � � � MC-3500 END CAP � w � ik � w � � ',J ,, O a � - ADS GEOSYNTHETICS 601T o a a � O I I II II � NON-WOVENGWTEXTILE SECTIONA-A �UALWALL UPPERJOINTCORRUGA710N � _ � W O PERFORATED � HDPE BUILD ROW IN THIS DIRECTION b �I'�� STORMTECH UNDERDRAIN � � ,, , . u� 90.0"2286 mm 2 / 2 u , I � END CAP ( ) I p ,�� ��.1� u O z O � ��' I I � � . , ACTUALLENGTH � II _ _ � � � � = I ��:.�I'� � „�II i � i�.�'� a '�- a " � i '}�� ��I!� �i� �'�� ¢ w � w � W ww � , � l I � ___________ __ ., o"�' SUMP DEPTH TBD BV w SITE DESIGN ENGINEER � vt,� 8 B 45.0" 45.0' zz z- U � U � (24'�600 mm]MIN RECOMMENDED) -. � €p � (1143 mm) (1143 mm) (564 mm o � � � az INSTALLED� �o FOUNDATIONSTONE I I - .'� I I " PART#RMC35001E P2 BC OR MC35 OIEPP2D4BWE 8.25'(2.51 m)MIN WIDE CON7 NOUOUS FABR C WITHOU SEAMS I = �? f�I 4���� A��'��I�I;����� BENEATH CHA� 77 O I I I I '� I � ., . .Y y o > � � FOUNDATION STONE AND CHAMBERS - � c� rcu ApSGEOSVNTHETICS601T �(1956mm)� 75'0 I u �u � MC-35001SOLATOR ROW PLUS DETAIL -' 3 w� ^ NON-WOVENGEOTEXTILE �t�sosmmi�I i 3 GN � � � 'i NOMINAL CHAMBER SPECIFICATIONS � 3 t NTS , O a g NUMBER AND SIZE OF UNDERDRAINS PER SITE DESIGN ENGINEER SIZE(W X H X INSTALLED LENGTH) 77.0"X 45.0"X 86.0' (1956 mm X 1143 mm X 2184 mm) � � Q WWWg � F o� 4"(100 mm)TYP FOR SC-310 8 SC-i60LP SYSTEMS SECTION e-B CHAMBER S70RAGE 109.9 CUBIC FEET (3.11 m') F o q � a � 6"(150 mm)TVP FOR SC-740,SC-800,DCd80.MG3500,MC-0500&MC-7200 SYSTEMS MINIMUM WSTALLED STORAGE' 175.0 CUBIC FEET (4.98 m') - Q ¢� � 0 og WEIGHT 1341bs. (60.Bkg) o °gO � �� NOMINAL END CAP SPECIFICATIONS �I (653 mm) I - INSPECTION 8�MAINTENANCE o wF MC-SERIES END CAP INSERTION DETAIL S I Z E(W X H X I N S T A L L E D L E N G T H) 7 5.0"X 4 5.0"X 2 22' (1 9 0 5 m m X 1 1 4 3 m m X 5 6 4 m m) a �N o �� NTS END CAP STORAGE 14.9 CUBIC FEET (0.42 m') � �_ O STEP 1) INSPECT ISOLATOR ROW PLUS FOR SEDIMENT � "` MINIMUM INSTALLED STORAGE' 45.1 CUBIC FEET (128 m') � o � A. INSPECTION PORTS(IF PRESENT) F �o WEIGHT 491bs. (22.2 kg) F ; A.t. REMOVE/OPEN LID ON NVLOPLAST INLINE DRAIN � . STORMTECH END CAP � H � A2. REMOVE AND CLEAN FLEXSTORM FILTER IF INSTALLED OO O €� 'ASSUMES 12"(305 mm)STONE ABOVE,9"(229 mm)STONE FOUNDATION,6'SPACING BETWEEN � o � A.3. USING A FL45HLIGHT AND STADIA ROD,MEASURE DEPTH OF SEDIMENT AND RECORD ON MAINTENANCE LO� j $� CH A M B E R S,6"(7 52 mm)S T O N E P E R I M E T E R I N F R O N T OF E N D C A P S A N D 4 0%S T O N E P O R O S I T Y � _ �n o A.4. IOWER A CAMERA INTO ISOLATOR ROW PLUS FOR VISUAL INSPECTION OF SEDIMENT LEVELS(OPTIONAL) � E Q 12"(300 mm) � � A.S. IF SEDIMENT IS AT,OR ABOVE,3"(80 mm)PROCEED TO STEP 2.IF NOT,PROCEED TO STEP 3. � M � � MIN SEPARATION � � � E B. ALL ISOLATOR PLUS ROWS N � o'� STUBS AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH'B" in � 8.1. REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ROW PLUS � � � �w 12'(300 mm)MIN INSERTION STUBS AT TOP OF END CAP FOR PART NUMBERS ENDING WITH'T" B � � 8.2. USING A FLASHLIGHT.INSPECT DOWN THE ISOLA70R ROW PLUS THROUGH OUTLET PIPE � �i' \ END CAPS WITH A WELDED CROWN PLATE END WITH"C' £ I) MIRRORS ON POLES OR CAMERAS MAV BE USED TO AVOID A CONFINED SPACE ENTRY ` � N o �-/ I . � END CAPS WITH A PREFABRICATED WELDED STUB END WITH"W" � L � i� ii)FOLLOW OSHA REGULATIONS FOR CONFINED SPACE ENTRV IF ENTERING MANHOLE O E � � / � PART# STUB B C � � , 8.3. IF SEDIMENT IS AT,OR ABOVE.3"(80 mm)PROCEED TO STEP 2.IF NOT,PROCEED TO STEP 3. i� � � °� i.r � m S= t MANIFOLD STUB �� t y U � 1 � 1 MC35001EPPO6T 33.21'(844 mm) - N U STEP 2) CLEAN OUT ISOLATOR ROW PLUS USING THE JENAC PROCESS a /. :� / I I I; I�� 1\��1�� MC35001EPP06B 6'(150 mm) _ 0.66"(17 mm) MANIFOLD HEADER A. A FIXED CULVER7 CLEANING NOZZLE WITH REAR FACING SPREAD OP 4S(1.1 m)OR MORE IS PREFERRED °€ � I � \` � MC35001EPP08T 31.18'(791 mm) - o B. APPLV MULTIPLE PASSES OF JENAC UNTIL BACKFLUSH WATER IS CIEAN s� �,_� J��� �,,�{�, � 8'(200 mm) a� C. VACUUM STRUC7URE SUMP AS REQUIRED o o w MC35001EPP08B - 0.81"(21 mm) o o W, �� �� � MC35001EPP10T 29.04'(738 mm) �� -� m m �'�' �� ` 10'(250 mm) � m m �� STEP 3) REPLACE ALL COVERS.GR4TES,FILTERS,AND LIDS;RECORD OBSERVATIONS AND ACTIONS. Z e m . ; , \�. MC35001EPP10H -- 0.93"(24 mm) � z�m MC35001EPP12T 26.36"(670 mm) - �_� �=r . O� _ � � �' 12'(300 mm) � O� STEP 4) INSPECT AND CLEAN BASINS AND MANHOLES UPSTREAM OF THE STORMTECH SYSTEM. �o� o � ;I 1 MC35001EPP12B - 1.35"(34 mm) �o� �tt� �^ ' �� MANIFOLD HEADER _ ��^' - Q o �w ,1 I��I MC35001EPP157 �5'(375 mm) 23.39"(594 mm) CUSTOM PRECORED INVERTS AF2E F.Q� N O T E S �m �`� MANIFOLD STUB MC35001EPP15B -- 1.50'(38 mm) AVAILABLE UPON REQUEST. J m - INVENTORIED MANIFOLDS INCLUDE v x� �w � MG35001EPP18TC o i� I� 'I " MC35001EPP18TW 20.03"(509 mm) - 12-24"(300-600 mm)SIZE ON SIZE 1. INSPECT EVERV 6 MONTHS DURING THE FIRST VEAR OF OPERATION.ADJUST THE INSPECTION INTERVAL BASED ON PREVIOUS - 18'(450 mm) AND 15-48"(375-1200 mm) - OBSERVATIONS OF SEDIMENT ACCUMULATION AND HIGH WATER ELEVATIONS. MC35001EPP188C ECCENTRIC MANIFOLDS.CUSTOM 1.77'45 mm �a "_� 72"300 mm � � INVERT IOCATIONS ON THE MG3500 �o 2. CONDUCT JETTING AND VACTORING ANNUALLV OR WHEN INSPECTION SHOWS THAT MAINTENANCE IS NECESSARY. �� ( � � 12"(300 mm) MC35001EPP24TC ENO CAP CUT IN THE FIELD ARE NOT MIN SEPARATION MIN INSERTION 14.48'(368 mm) ` �m MC35001EPP24TYV - RECOMMENDED FOR PIPE SRES 3 m � o g MC35001EPP248C 24"(600 mm) GREATER THAN 70'(250 mm).THE 4� - MC35001EPP24BW - z.06"(52 mm) INVERT LOCATION IN COLUMN'B' � _ ARE THE HIGHEST POSSIBLE FOR SHEET NOTE:MANIFOLD STUB MUST BE LAID HORIZONTAL MC35001EPP308C 30'(750 mm) --- 2.75"(70 mm) THE PIPE SIZE. SHEET 4 O F 5 FOR A PROPER FIT IN END CAP OPENING NOTE:ALI.DIMENSIONS ARE NOMINAL 5 OF 5 TST, INC. CONSULTING ENGINEERS 748 Whalers Way Suite 200 Fort Collins Colorado 80525 Phone: 970.226.0557 JOB N0. 1230.0009.00 SCALE N TS DATE JULY 17, 2024 SHEET 209 of 216 18" RCP OUTLET Q2=4.43 CFS DIVERSION STRUCTURE 1 (STMH-1 A) PLAN VIEW Z 0 � � Z � RIM ELEV= 5003.05 RIM ELEV= 5003.05 0 � 100-YR WSE = 5001.12 � o A TOP OF WEIR WALL = 4999.50 � B = 2-YR WSE = 4999.50 - - - - - - - - - - - - - - � _ -_ � ------------------------- ------------------------- � � �� �� 18" RCP INLET " " " " � 48"X NV. OUTC 4995 11 NVXIN"4995 1P INLET � � 48��X NV. OUTC 4995E 1 � � �� INV. IN=4995.11 _ _ _ 48 X76 HERCP OUTLET 48 X76 HERCP INLET - ��\ /, � � � Qioo= 105.56 CFS /� Qioo=105.56 CFS ---------------------------- - - - -- - - - - - - - - - - - - - - - - - - - - - a Q2 = 19.83 CFS /� ---------------------------- o Q2= 24.26 CFS �- - -� 18" RCP 48"X76" RCP INV. OUT=4995.11 INV. OUT=4995.11 � m SECTION A-A SECTION B-B DRAWN BRB DIVERSION STRUCTURE 1 DIVERSION STRUCTURE � CHECKED B DAP DESIGNED BRB FILENAME 18" RCP OUTLET 0009_Details DIVERSION STRUCTURE 2 Q2=8•87 cFs (STMH-2F) PLAN VIEW p�PpO•�i� c'�:��PN ���P'���� : Pee ���� �p���'GO�S : � Q � o���� :��� •• � � •....•• �G RIM ELEV= 5005.43 RIM ELEV= 5005.43 S��NAL� 100-YR WSE = 5002.58 TOP OF WEIR WALL = 5000.82 A _ 2-YR WSE = 5000.83 18" RCP INLET 30" RCP INLET 30" RCP INLET 30" RCP INLET INV. IN=4999.39 - - - - - - - � B � INV. OUT=4999.39 - INV. IN=4999.39 � INV. OUT=4999.39 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ` - - - - - - - - - - - 30" RCP INLET 18" RCP 30" RCP 30" RCP OUTLET A INV. OUT=4999.39 Qioo- 38.10 CFS Q�oo=38.10 CFS INV. OUT=4999.391 Q2= 8.87 CFS SECTION A-A SECTION B-B DIVERSION STRUCTURE 2 DIVERSION STRUCTURE 2 B Z � O - g _ a � � DIVERSION STRUCTURE 3 � W (STMH-3BD) PLAN VIEW - � � � Z „ 36" RCP INLET � W 48 RCP OUTLET � � O Q�ao= 45.54 CFS /� Q�oo= 45.54 CFS RIM ELEV= 5002.69 RIM ELEV= 5002.69 �-� Q2= 10.47 CFS �/� Q � 100-YR WSE - 5000.25 TOP OF WEIR WALL = 4996.57 Q = V B = 2-YR WSE = 4996.57 � � � - - - - - - - - - - - - - - - - - - - - - - Q � A - - - - - - - - - - 18" RCP INLET � ~ � 36" RCP INLET 48" RCP INLET � _ _ _INV_IN=4995_27 48" RCP INLET � Z � INV. IN-4995.27 INV. OUT=4995.27 � INV. OUT=4995.27 O Z - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ` � - - - - - - - - - - - - � 0 18" RCP 36" RCP V INV. OUT=4995.27 INV. OUT=4995.27 SECTION A-A SECTION B-B DIVERSION STRUCTURE 3 DIVERSION STRUCTURE 3 18" RCP OUTLET Q2= 10.47 CFS 18" RCP OUTLET DIVERSION STRUCTURE 4- Q2=11.28 CFS (STMH-3AB) PLAN VIEW RIM ELEV= 5003.05 RIM ELEV= 5003.05 100-YR WSE = 5000.64 A 2-YR WSE = 4996.63 B - - - - - - - - - - - - - - - - - - - - TOP OF WEIR WALL = 4996.63 TST, INC. 18" RCP INLET CONSULTING ENGINEERS � 54" RCP INLET _ 48" RCP INLET � 54" HERCP INLET 748 Whalers Way INV. OUT=4994.32 � INV. OUT=4994.34 INV. IN=4994.34 _ Suite 200 Fort Collins A 48" RCP INLET INV. IN=4994.34 � � � 54" RCP OUTLET �\ // Ph nelor970.226 0557 Qioo= 48.77 CFS Q�oo= 48.77 CFS - - - - - - - - - - - - - - - - - - - - - - - � / JOB N0. Q2= 11.28 CFS 18" RCP 48" RCP 1230.0009.00 INV. OUT=4994.34 INV. OUT=4994.34 SCALE 1" = 5' SECTION A-A SECTION B-B °A'� JULY 17, 2024 B DIVERSION STRUCTURE 4 DIVERSION STRUCTURE 4 5 0 5 ,o SHEET scale 1"=5' feet 210 �f 216 Check Dams (CD) EC-12 EC-12 Check Dams (CD) Check Dams (CD) EC-12 EC-12 Check Dams (CD) Z LENGTH, L �D CHECK DAM INSTALLATION N07ES R C D REINFORCED CHECK DAM MAINTENANCE NOTES � ALTERNA7IVE TO STEPS ON BANKS ABOVE CF2EST: � � DEFORM GABIONS AS NECESSARY TO ALIGN TOP OF GABIOfVS 1. SEE PLAN VIEW FOR: 1. WSPECT BMPs EACH WaRKDAY, AND MAINTAIN THEM W EFFECTIVE OPERATING CONDITION. Z � CRES� LENGTH, CL B -LOCATION �F CHECK DAMS. WITH GROUND SURFACE: AV010 GAPS BETWEEN GABIONS MAINTENANCE OF 6MPs SHOULD BE PROACTIVE, NOT REACTIVE. INSPECT BMPs AS SOON AS O U SECTION -CHECK DAM TYPE (CHECK DAM OR REINFORCED CHECK �AM). A POSSIBLE {AND ALWAYS WITHIN 24 HOURS) FOLLOWING A STQRM THAT CAUSES SURfACE (n o B {TYP.} p SECTION -LENGTH (L}, CREST LENGTH (CL), AND OEPTH (�). EROSION, AND PERFORM NECESSARY MAINTENANCE � q LENGTH L w �� s 2. CHECK DAMS INDVCATED ON INITIAL SWMP SHALL 8E INSTALLE� AFTER CONSTRUCTION 2. FREQUENT OBSERVATIONS AND MAINTENAfVCE ARE NECESSARY TO MAINTAIN BMPs IN � A.11N') �' 6" MAX. STEP CREST LENGTH CL FENCE, BUT PRIQR TO ANY UPSTREAM LAND DISTURBING ACTIVITIES. EFFECTIVE OPERATING CONDITION. INSPECTI4NS AND CORRECTIVE MEASURES SHOULD BE �e MIN 2 • HEIGHT 1'6" DOCUMENTED rHOROUGHLY. �-� �,; � � 1� r- i '�` COMPACTED `+ � ,� - 3. RIPRAP UTILIZED FOR CHECK DAMS SHOULD BE OF APPROPRIATE SIZE FdR THE BACKFILL, ""i ;. . _� -�,•{ '` ` � APPLICATION. TYPICAL TYPES OF RIPRAP USED FOR CHECK DAMS ARE TYPE M (D50 12") 1 �4 6' TYP (�'6" MIN) 3. WHERE BMPs HAVE FAILED, REPAIR OR REPLACEMENT SHOULD BE INITIATED UPON (TYP.) � ' "' OR TYPE L (D50 9"). - DISCOVERY OF THE FAILURE. CHANNEL GRADE / UPSTREAM AND -� TOP OF CHECK ORM COMPAC7ED � ROCK FILLED GABION 4. SEDIMENT ACCUMULATED UPSTREAM OF REdNFdRCED CHECK DAMS SHALL BE REMOVED AS 4. RIPRAR PAD SHALL BE TRENGHED INFO THE GROUND A MINIMUM �F 1'. DOWNSTREAM q BACKFILL HOG RINGS MIN. BURY SECllRED TO NEEDED TO MAINTAIN THE EFFECTIVENESS OF 6MP, NPICALLY wHEN THE UPSTREAM SEDIMENT 5. THE ENDS OF THE CHECK DAM SHALL BE A MINIMUM OF 1' 6° HIGHER THAN THE CENTER �rYP3 �EPTH I'6" ADJACENT GABION DEPTH IS WITHIN S'z THE HEIGHT OF THE CREST. OF THE CHECK DAM. 5. REPAIR OR REPLACE REINFORGE� CHECK QAMS WNEN THERE ARE SGGNS OF DAMAGE SUCH ~ CHECK DAM ELEVATION VIEW cHFr.K naM MAiNrErvArvcE NarFs REINFORCED CHE�K DAM ELEVATION VIEW As HOLES IN THE GABION oa UNDERCUTTING. p 2 6 1. INSPECT BMPs EACH WORKDAY, AND MAINTAIN THEM IN EFFECTIVE OPERATWG CONDITION. 6. REINFORCED CHECK DAMS ARE TO REMAIN IIV PLACE UNTIL THE UPSTREAM DISTURBEO CHANNEL IotAINTENANCE OF BMPs SHOULD BE PROACTIVE, NOT REACTNE. INSPECT 6MPs A5 500N AS AREA IS STABILIZED AGJD APPROVED BY THE LOCAL JURISDICTION. � GRADE DSa=b" RIPRAP m 1' 6" .� :- POSSIBLE (AND ALWAYS WITHW 24 HOl1R5) FOLLOWWG A STQRM �HAT CAUSES SURFACE 3 7. WHEN REINFORCED CHECK �AMS ARE REMOVE�, ALL DISTURBED AREAS SHALL BE FLOW � MIN. �'��'�' 'y Y� EROSIQN, AND PERFORM NECESSARY MAINTENANCE. � ENCLOSED IM GABION r r r r COVERED WITH TOP501L, SEEOED AND MULCHED, AN❑ COVERED WITH A GEOTEXTILE BLANKET, � '�''`�`"�`�``�"�' � �' � OR OTHERWISE STABILIZED AS APPROVE� BY LOCAL JURIS�ICTION. DRAWN ���'��• s r� r v s� w� s-�" � !-t �'�" 6�� MIN. 1' MIN. �� <--��`c�: EXCAVATION TO NEAT 2. FREQUENT OBSERVATIONS AND t�AINTENANCE ARE NECESSARY TO �AAINTAIN BMPs IN 1'6 �a f`-t �++ �'"' " Ya �'" FLOw=-- . M oPJ � �,>. ,_ � LINE, AVOIO OVER-EXCAVAr10N, EFFECTIVE OPERATWG CONDITION. INSPECTIONS AND CORRECTIVE MEASURES SHOULD BE � - - (OETAII AQAPTEO FROM ooucus COLINTY, WLORADO ANO CITY O£ Al1RORA, COLORADO, NOT AVAILABLE iN nuroc,�) BRB (TYP.) DOCUMENTED THOROUGHIY. 1'6' � � CHANNEL GRADE ��; MANY JURISDICTION5 HAVE BMP DETAILS THAT VARY FROM U�FCD STANOARD DETAILS. CHECKED 3. WHERE BMPs HAVE FAILED, REPAIR OR REPLACEMENT SHOULO BE INITIATED UPON CONSULT WITH LOCAL JURISDICTIONS AS TO WHICH DETAIL SHOULD BE USED WHEN DAP 050 = 12" RIPRAP, TYPE M OR DISCOVERY OF THE FAILURE. C�MPACTED BACKFILL �' `� GEOTEXTILE BLANKET DIfFEREI�CES ARE NOTE�. TYPE L D50= 9" (SEE TABLE DESIGNED MD-7, MAJOR DRAINAGE, VOL 1 4. SEDIMENT ACCUMULATED UPSTREAM OF THE CHECK DAMS SHALL BE REMOVED WHEN THE SECTION A FOR GRADATION) SECTION A SEDIMENT DEPTH IS WITHIN Y2 OF THE FVEIGHT OF THE CREST. BRB S. CHECK DAMS ARE TO REMAIN IN PLACE UNTIL THE UPSTREAM DISTURBED AREA IS REINFORCEO CHECK QAM INSTALLATION NOTES FILENAME STABILIZEO ANd APPROVED BY THE LOCA� JURI5DICTION. 1. SEE PLAN viEw Fo�: 0009_Details S' -LOCATIONS �F CHECK OAMS. 6. WHEN CHECK �AMS ARE REMQVED, EXCAVATIONS SHALL BE FILLEO WITH SUITABLE FLOW � CHANNEL GRADE COMPACTED BACKFILL. D15TURBED AREA SHALL 8E SEEDEO AND MULCHED AND COVERED WITH -CHECK DAM TYPE (CHEGK DAM OR REWFORCED CHECK DAM). - � GEQTEXTILE OR OTHERWISE STABILIZE� IN A MANNER APPROVED BY THE LOCAL JURISDICTION. -LENGTH {L}, CREST LENGTH (CL), AND DEPTH (D). DO L/C � t -( i - 1' MIN. � -� < -� : - EXCAVATfON TO NEAT P ���� (DETAILS ADAPTE� FR�M OOUGLAS COUNN, COLDRA00. NOT AVAILABLE IN aurc�ccn�) 2. CHECK DAMS INDICATED ON THE SWMP SHALL BE INSTALLED PRIOR TO AN UPSTREAM �� � ,, ; �`�- LWE, AVdI� OVER-EXCAVArION LAND-�I5TURB]NG ACTIVITIES. �;�•p•N • P•� \ 050 = 12" RIPRAP, TYPE M�.OR �NP�� N�TE: MANY JURISDICTIONS HAVf BMP DETAILS THAT VARY FROM uoFco STANDARO DETAILS. V�;�� �O� �\O\�' TYPE L D50-9" (SEE TABLE MD-7, CONSULT WITH LOCAL JURISDICTIONS AS TO WHICH DETAIL SH4ULD BE USED WHEN 3. REINFaRCED CHECK DAMS, GABIONS SHALL MAVE GALVANIZED PMISTED WIRE NETTING • PQQ ��G MAJOR DRAINAG�E. VOL. 1 FOR DIFfERENCES ARE NOTED. WIRE AHOGxRINGSOAT�4GSPACING10R OTN R' APPROVEONIMEANS ISHALLiBENUSEDOAT�AL�L \� ��G �S� GRADATION) SECTION B GABION SEAMS AN� TO SECURE THE GA810N TO THE A�JACENT SECTION. �\''� GO • �c/ 5PACWG !BETWEEN CHECK DAM5 SUCN THAT 4. THE CHECK DAM SHALL BE TRENCHED WTO THE GROUNO A MINIMUM �F 1' 6". e��O� •�� �� \ . .• _\G� '"' A AND B ARE E�UAL ELEVATION \" �"� ;�•�;:.-..._ q S` \ - .�„��;';�_:y�,�_. � � 5. GEOTEXTILE BLANKET SHA�LL BE PLACEO IN THE REWFORCED CHECK DAM TRENCH �NAL �`' Y '` � �`�`- � � 8 EXTENDING A MINIMUM OF 1' 6" ON BOTH THE UPSTREAM AND DOWNSTREAM SIDES OF THE �' �� ` `�` i I CHANNEL GRAOE � ". � � �;�,'g::.'.� - REINFORCED CHECK DAM. P R O FI LE ; `J;�:��;�j `� `. � CD-2. REINFORCED CHECK DAM CD- 1 . CHECK DAM November 2010 Urban Drainage and Flood Control District CD-3 CD-4 Urban Drainage and Flood Control District November 2010 November 2010 Urban Drainage and Flood Control District CD-5 CD-6 Urban Drainage and Flood Control District November 2010 Urban Storm Drainage Criteria Manual Volume 3 Urban Storm Drainage Criteria Manual Volume 3 Urban Storm Drainage Criteria Manual Volume 3 Urban Storm Drainage Criteria Manual Volume 3 Surface Roughening (SR) EC-1 EC-1 Surface Roughening (SR) SC-8 Sediment Trap (ST) � Z J O - _ a � �� SURFACE ROUGHENING INSTALLATION NOTES � � RIPRAP, TYPE M (D50=12") TYP.SMALLER ROCK ST 1. SEE PIAN VIEW FOR: � Q -L�CATION{5) QF Sl1RFACE RQUGHENING. SIZE MAY BE ALLOWABLE FOR SMALLER TRAPS � TRACKING OR IF APPROVED BY LOCAL J4IRISDICTION Q Q r�1I IMPRWTING 2. SURFACE RDUGHENING SHALL 8E PROVIDED PROMPTLY AF-iER COMPLETION OF FINISHED GRADING (FOR AREAS NOT RECEIVING TOPSOIL} OR PRIOR T� TOPSOIL PLACEMENT OR ANY TOP OF EARTHEN BERM � � � !!�. FaRECASTE� RAIN EVENT. � O l' A _ 3. AREAS WHERE BUILDING FOUNOATIONS, PAVEMENT, OR SQD WILL BE PLACED WITHflUT 2:1 MAX. � � � �r `� DELAY IN THE CONSTRUCTION SEOUENCE, SURFACE ROUGHENING IS NOT REQUIREd. � '���_'" ! . .- � � 4. DISTURBED SURFACES SHALL BE RQUGHENED USWG RIPPING OR TILLING EQUIPMENT ON � � 2:1 MAX. � '�,� - � � THE CONTOUR OR TRACKING UP AND DOWN A SLOPE USING EQUIPMENT TREADS. -r � d ;� -_- 1; � S. A FARMING dISK SHALL NOT BE USED FOR SURFACE ROUGHENING. '_-+ ` FLOW � � � TRANSfTION EXISTING g ; � SURFACE ROUGHENIMG MAINTENANCE NOTES FLOW -� CHANNEL INTO � ; _, SEDIMENT TRAP �'�����'�'� ��- �. � � �, y i �t..,'-t � � � ` 1_ INSPECT BMPs EACH WORKOAY, ANQ MAINTAIN THEM IN EFFECTIVE OPERATING CONDITION. � � �� ',-� .--' MAINTENANCE OF BMPs SHOULD �BE PROACTIVE, NOT REACTIVE. INSPECT BMPs AS 540N AS 2:i MAX. i , �i tia � 6" MAX POSSIBLE (ANO ALWAYS WITHIN 24 HOURS) FOLLOWING A STORM THAT CAUSES SURFACE � CI� - j •� y � EROSION, AND PERFORM NECESSARY MAfNTENANCE. O Z 2;1 MAX. �� FURROWS 2° TO 4" DEEP 2. FREQUENT OBSERVATIONS AND MAINTENANCE ARE NECESSARY TO �1AINTAIN BMPs IN O EFFECTIVE OPERATING CONDITION. INSPECTIONS AND CflRRECTIVE MEASURES SHOULD BE 2"' Tp f�r� WITH 6" MAXIMUM SPACING DOCUMENTED THOROUGHLY. � 4" DEEP PARALLEL TO CONTOURS 3. WHERE 6MPs HAVE FAILED, REPAIR QR REPLACE UPON o�sco�EaY oF THE Fa,�uaE. SEDIMENT TRAP PLAN S R- 1 . S U R FAC E R 0 U G H EN I N G 4. VEHICLES AND EQUIPMENT SHALL NOT 6E �RIVEN OVER AREAS THAT HAVE BEEN SURFACE ROUGHENED. FOR STEEP SLOPES (3:1 OR STEEPER) 6" {CENTER OF RIPRAP 6" 5. IN NON-TURF GRASS FINISHED AREAS, SEEDING AND �1ULCHING SHALL TAKE PLACE LQWER THAN ENDS DIRECTLY OVER SURFACE ROUGHENED AREAS WITHOUT FIRSf SMOOTHING OUT FHE SURFACE 6" MINIMUM 12" MIN. 30' 6. �N AREAS NOT SEEDED AND MULCHED AFTER SUR�ACE ROUGHENING, SURFACES SHALL BE FREE80ARD � � RE-ROUGHENED AS NECESSARY TO MAINTAIN GROOVE DEPTH AND SMOOTH OVER RIL� � T - - _ _ SCARIfYING EF�Q510N. f ' -' �' �� DR TILLING (DETaLS aDAPiEO FROM iOwN OF PnRKER, COLORai50, NOT AVAILABLE IN AUTOCAO) SECTION A NOTE: MANY ,lURISDICTI0N5 HAVE BMP DETAILS THAT VARY FROM UDFCD STANDARD DETAILS. CONSULT WITH LOCAL JURiSDICr10N5 AS TQ WHICH OETAIL SHOULD BE USEO WHEN DIFFERENCES ARE NOTED. CHANNEL GRADE � ��fi,� 2� 6� MIN. � � � -?�7-�<,r r FLOW - / :'�_�7'.-, �;�� � �..;'• a .a ri = -; {� � �'/ � 8 � RIPRAP, TYPE M (050=12") TYP. ROUGHENEO ROWS SHALL 9E 4" TO b" MIN. 4" Tfl 6" DEEP WITH 6" MAXIMUM SPpCWG PARALLEL SMALLER ROCK SdZE MAY BE ALLOWABLE FOR SMALLER TR,4PS IF OEEP TO CONTOURS APPROVED BY LOCAL JURI5DICTION SR-2. SURFACE ROUGHENING SECTION B FOR LOW SL�PES (LESS THAN 3:1) ST-1 . SEDIMENT TRAP TST, INC. CONSULTING ENGINEERS 748 Whalers Way November 2010 Urban Drainage and Flood Control District SR-3 SR-4 Urban Drainage and Flood Control District November 2010 ST-2 Urban Drainage and Flood Control District November 2010 Suite 200 Fort Collins Urban Storm Draina e Criteria Manual Volume 3 Urban Storm Draina e Criteria Manual Volume 3 Urban Storm Draina e Criteria Manual Volume 3 Colorado 80525 g g g Phone: 970.226.0557 JOB N0. 1230.0009.00 SCALE N TS DATE JULY 17, 2024 SHEET 211 of 216 EC-6 Rolled Erosion Control Products (RECP) Rolled Erosion Control Products (RECP) EC-6 EC-6 Rolled Erosion Control Products (RECP) E� � STAGGER OVERLAPS o DIVERSIDN DITCH EROSION CONTROL BLANKET INSTALLATION NOTES � � UNDISTURBED JOINT ANCHOR TYPICALLY AT TOP OF OVERLAPPING JOINT Z v TOP OF 1. SEE PLAN VIEW FOR: � PERIMETER SLOPE SOIL � ANCHOR TRENCH, TYP. CHANNEL BANK -LOCATION OF ECB. (n o TRENCH, TYP. ANCHOR DETAILS -7YPE OF ECB (STRAW, STRAW-CaCONUT, COCONUT, OR EXCELSIOR). w -AR£A, A, IN SQUARE YARQS OF EACH TYPE OF EC8_ � GEOTEXTI LE � FABRIC aR MAT, LY'P. 2. 100% NATURAL AND BIODEGRADABLE MATERIALS ARE PREFERRED FOR RECPs, ALTHOl7GH � SOME JURISQICTIONS MAY ALLOW OTHER MATERIALS IN SOME APPLICATIONS. I� 3" MIN, TYP. STAKING PATTERN PER I I MANUFACTURER SPEC. aR PATTERN 3. IN AREAS WHERE ECBs ARE SHOwN ON THE PLANS, THE PERMITTEE SHALL PLACE �' � � � � '= + &`MIN, BASED ON ECB AND/OR SLOPE TOPSOIL AND PERFORM FINAL GRADING, SURFACE PREPARATION, AN� SEELIING AND MULCHING. �-^� � '�, �% TYP. TYPE (SEE STAKING PA�ERN DETAIL) SlJBGRADE SHALL BE SMOOrH ANO MOIST PRIOR TO EC6 INSTALLATION AND THE EC6 SHALL ;-�.��.���-;._ �-� 8E IN FULL CONTRCT WITH SUBGRADE. NO GAPS OR VOIOS SHALL EXIST UNDER THE -_- SINGLE EDGE BLANKET. ��`' �' �Y �` -�` PERIMErER ANCHOR STAKE, TYP. � TRENCH 4. PERIMETER ANCHOR TRENCH SHALL BE USED ALONG THE OUTSIOE PERIMETER OF ALL � BA�CKFILLETYP. ECB-�l. OUTSIDE OF DRAINAGEWAY B�a,NKEr AREAS. o TYPE OF ECB AS INDICATED IN PLAN VIEW. INSTALL IN ALL pERVMETER ANCHOR TF2ENCH DISTURBED AREAS OF STREAMS AN❑ ORAINAGE CNANNELS TO DEPTH 5. JOINT ANCHOR TRENCH SHALL BE USED TO JOIN ROLLS OF ECBs TOGETHER � ABOVE CHANNEL INVERT. ECB SHALL GENERALLY BE ORIENTED ROLL LONGITUDINALLY AND TRANSVERSELY} FOR ALL ECBS EXCEPT STRAW WHICH MAY USE PERIMETER WIDTH � � PARALLEL TO FLOW DIRECTION {LE. LONG DIdv1EN510N5 OF BLAIVKET � AN OVERLAPPING J�INT. m PARALLEL TO FLOWLINES} STAKING PATTERfJ SHALL MATCH ECB TRENCHHOR �� �p AND/OR CHANNEL TYPE. JOINT, TYP. 6. INTERMEDIATE ANCHOR TRENCH SHALL 8E USEO AT SPACING OF ONE-HALF ROLL LENGTH � � I o I � � FOR COCONUT AND EXCEL510R ECBs. DRAWN TWO E�GES - 3� o o O p BRB ECB- 1 . PIPE OUTLET TO DRAINAGEWAY OF TWO � � W �� -- ,1� W 7. OVERLAPPING JOINT DETAIL SNRLL BE USEO TO JOIN ROLLS OF ECBs TOGETHER FOR ECBs ADJACENF 6 0 6' o o ON SLOPES. CHECKED ROLLS �I � w �3 4� � ° ° � 8. MATERIAL SPECIFICATIONS OF ECBs SHRLL CONFORM T4 TABLE ECB-t. DAP o v J4WT ANCHOR 7RENCH ° DESIGNED JOINT ANCHOR n'PE flF ECB, � �2, 9. ANY AREAS OF SEEDINC AND MULCHING DISTURBED IN THE PROCESS OF INSTALLING EC85 BRB TRENCH, TYP. INDICATED IN PLAN VIEW SHALL BE RESEEDEO AND MULCHED. STRAW STRAW-CdCONUT COCONUT OR EXCELSIOR FILENAME 10. DETAILS ON OESIGN PLANS F�R MAJOft D�2AINAGEWAY STA8ILIZATION WILL GOVEftN IF LOOP FROM DIFFERENT FROM THOSE SHOWN HERE. 0009_D@tdIIS 6" � Mioo�E oF STAKING PATTERNS BY ECB TYPE TOPSOIL • ECB SHALL � � M � EXTEND TO THE ROLL 3 � COANOELTHE � o f�--- Yz W o �p.���L�C / INT£RMEOIATE ANCHOR TRE�CH 3' o'o �- Y' 'N ������,PN �P�'�� 6' 4 � � W 6' o ,� 0 4 �� � y2 � TABLE ECB-1. ECB MATERIAL SPECIFICATIONS � � Q 0 G � p r PERIMETER A�ECHOR FLOW ,-� �` 6�� � �� � Y+ � � � �G Pe S�� � TRENCH, TYP. o 0 o COCONUT STRAW EXCELSIOR RECOIUMENDED \� GO� • � COMPACTED �PE CONTENT CONTENT CONTENT NETTING" ��O ;Cu SUBGRADE e �O� ; <c/ STAKING PATTERN PER MANUFACTUR£R SPEC. OR PATTERN 4:1-3:1 3:1-2:1 2:1 RND STEEPER STRAW* - 100% _ Ddl18LE/ O'` � ��• �� �ASE� aN EC8 AND/OR CHANNEL lYPE (S�E STAKING OVERL4PPING JOINT SLOPES 2 SL�PES ISLOPES NATURAL � ••••' G PATTERN DETAIL) i STRAW- DOUBLE/ S��NAL�� I -- Y2 4V COCONUT 30% MIN 70% MAX - NATURAL ECB-2. SMALL DITCH OR DRAINAGEWAY � � 3" MIN. 4' � o b o � � W a� a o o t 0 0 0 0 0 0� 2' C�CONUT 1(�0% - - N�ATURAL 20" � 20" I� �Z�� o 0 o EXCELSIOR �Qfl% DOUBLE/ MIN. NATURAL •STRAW ECBs MAY 4NLY BE USEO OVTSIOE OF STREAMS AND ORAINAGE CNANMEL. LOW FL�W CHANNEL HIGH FLOW CHANNEL "'A�TERNAfE NET�ING MAY 8E ACCEPiAOLE IN SOME JURIS01CT10N5 STAKIIJG PATTERNS BY SLOPE OR CHANNEL TYPE WOOD STAKE DETAIL RECP-6 Urban Drainage and Flood Control District November 2010 November 2010 Urban Drainage and Flood Control District RECP-7 RECP-8 Urban Drainage and Flood Control District November 2010 Urban Storm Drainage Criteria Manual Volume 3 Urban Storm Drainage Criteria Manual Volume 3 Urban Storm Drainage Criteria Manual Volume 3 Z � , O J Rolled Erosion Control Products (RECP) EC-6 Concrete Washout Area (CWA) MM-1 MM-1 Concrete Washout Area (CWA) _ Q � H - W CONCRETE wa5H0uT � � �+ �SIGN Q Q EROSION CONTROL BLANKET MAINTENANCE NOTES ,'y ,� t�� ��� CWA MAINTENANCE NOTES m Z � ,� �.�'����'��C3�� � O 1. INSPECT BMPs EACH WORKDAY, AND MAINTAIN THEM IN EFFECTIVE OPERATING CONDITlON. 3�fi 4^MIN�� ����%������W i. INSPECT BMPs EACH WORKDAY, AND MAINTAW THEM IN EFFECTIVE OPERATWG CONDITION. � I�AINTENANCE OF BMPs SHQULD BE PROACTIVE, NOT REACTIVE. WSPECT BMPs AS SOON AS '� ^r �•-��'.��^���• MAINTENANCE OF BMPs SHOULD BE PROACTIVE, NOT REACTIVE. INSPECT BMPs AS SOON AS � � POSSIBLE (AND ALWAYS WITHIN 24 HOURS) FOLLOWING A STORM THAT CAUSES SURFACE ' `�':"�����'.������"� PbSSIBLE (AND ALWAYS WITHIN 24 HOURS) FOLLO`NlING A STORM THAT CAUSES SURFACE � � ER�SION, AND PERfORM NECESSARY MAINTENANCE � 4'��, ��� ERaSION, AND PERFORM NECESSARY MAINTENANCE. � � � ��� VEHICLE TRACKING � 2. FREOUENT OBSEf�VAT10NS AND MAINTENANCE ARE NECESSARY TO MAINTAIN BMPs IN 3�� 8 X 8 MIN. 3:1 r{ ,�"�1.$�. � ��.y CONTROL {SEE 2 FREQUENT OBSERVATI�NS AND MA6NTENANCE ARE NEC£SSARY TO MAINTAIN BMPs 1�1 Q EFFECTIVE OPERATING CONDITION. INSPECTIQNS ANO CORRECTIVE MEASURES SHOULD 8E ��-+%+�+Y'%°;��-,��`'�-%-� -" -�%� � EFFECTIVE OPERATWG CONDITION INSPECTIONS AND CORRECTIVE MEASURES SHOUL� BE � � � r ViC OETAIL OR DOCUMENTE� THOROUGHLY. �.��={��;'�;1��?` r�� OTHER STABLE OOCUMENTED THOROUGHLY. � ��.�.c'��;w� �� � -, .-���i Su R FAC E � 3. IA+HERE BMPs HAVE FAILED, REPAIR OR REPLACEMENT SHOULD BE INITiIATED UPON " � tn -� " 3. WHERE BMPs HAVE FAILE�, REPAIR OR REPLACEMENT SHOULD BE INITIATED UPON � �=�:��.��'�� `3.�.� � DISCOVERY dF rHE FAILURE. ;� Y,,°����,.� �� � DISCOVERY OF THE FAILURE. 3:, � �-����.�������; Z � 4. ECBs SHALL BE LEFT W PLACE TO EVENTUALLY BIODEGRADE, UNLESS REQUESTED TO BE _A �a-�1.�4�-��-�. �:,. 4. THE CWA SHALL BE REPAIRED, CLEANED, OR ENLARGEO AS NECESSARY TO MAINTAIN REMOVED 8Y THE LOCAL JURISDICTION. =v`.•'����� CAPACITY FOR CONCRETE WASTE. CONCRETE MRTERIALS, ACCUMULATED IN PIT, SHALL BE � �' �"� 5 +^ .'.v_ ? 1" O 25 MIN. � REMOVED ONCE THE MATERIAL5 HAVE REACHEO A OEPTH OF 2'. 5. ANY ECB PULLED OUT, TORN, OR OTHERWISE DAMAGED SHALL BE REPAIRED OR ,�-- O REINSTALLED. ANY 5U9GRADE AREAS BELOW THE GEOTEXTILE THAT HAVE ERODEa TO CREATEO 5. CONCRETE WASHOUT WATER, WASTED PIECES OF CONCRETE AN❑ ALL OTHER DEBRIS � A vOID UNDER THE BLANKET, OR THAT REMAIN DEVOID OF GRASS SHALL BE REPAIRED, CONCRETE WASHOUT AREA PLAN iN THE SUBSURFACE PIT SHALL BE TRANSPORTE� FROrn THE JOB SITE iN a wATER-TiGHT � RESEEDED ANQ MULCHED AND THE ECB REINSTRLLED. 12" TYP. CaMPACTEO BERM AROUNO CONTAINER AND DISPOSED OF PROPERLY. THE PERIMETER NOTE: MANY JURISDICTIONS HAWE BMP DErAILS TtiAT VARY FROM UOFCD STANOARD �ETAILS. i� 2% SLUPE 6. THE CWA SHALL REMAIN W �LACE UNTIL ALL CONCRETE FOR THE PROJECT IS PLACED. GONSULT WITFi LOCAL JURISOICTIONS AS TO WHICH QETAIL SHOULO BE USED WHEN OIFFERENCES ARE NOTE�. - i - -�- - - - - - - ' ' 7. WHEN THE CWA IS REMaVED, COVER THE DISTURBEa AREA 4VITH rOP S�IL, SEED AND � �� 3' MIN. �� MULCH OR OTHERWISE STA@ILIZED IN A MANNER APPROVED BY THE LOCAL JURRSDICTION. �DETNLS ADAPTEO FRO�A DOUGL45 COUNTY, COLORADO AND TOWN OF PARKER COLORADO, NOT AVAILABLE IN AU70CA�J UNOISTURBED GR� 73 �3 coMPacTEo SOIL {DET,sJL ADAPTED FROtJ DQUGIAS COUNTY, WLORA�O ANO THE CITY OF PARKER, COLORA00, NOT AVAILABLE IN AUT6CAD). 8 X 8 MIN. VEHICLE TRACKING CONTROL (SEE VTC NOTE: MANY JURISDICTIONS HAVE BMP DETAILS THAT VARY FROM UDFCD STANDARO DETAILS. �ETAIL ) CONSULT WITH LOCAL JURISDICTIONS AS TO WHICH DETAIL SHOULD BE USED WHEN SECTION A DIFFERENCES ARE NOTED. CWA- 1 . CONCRETE WASHOUT AREA CWA INSTALLATI�N NOTES 1. SEE PLAN VIEW FOR: -CWA INSTALLATION LOCATION. 2. DO NOT LOCATE AN UNLINED CWA WITHIN 400' OF ANY NATURAL DRAINAGE PATHWAY OR WATERBODY. DO NOT LOCATE WITHIN 1,000' OF ANY WELLS OR DRINKING WATER SOURCES. IF SITE CONSTRAINTS MAKE THfS INFEASIBLE, OR IF HIGHLY PERMEABLE SOILS EXIST ON SITE, THE CWA MUST BE INSTALLEO WITH AN IMPERMEABLE LINER (1 fi MIL MIN. THICKNESS) OR SURFACE STORAGE ALTERNATIVES USING PREFABRICATED CONCRETE WASHOUT DEVICES OR A LINED A80VE GRdUNO STORAGE ARE SHOULD 8E USEO. 3. THE CWA SHALL BE INSTALLED PRIOR TQ GONCRETE PLACEMENT ON SiTE. 4. CWA 5HALL INCLl1�E A FLAT SUBSURFACE PIT THAT IS AT LEAST 8' BY 8' SLOPES LEAbING OUT OF THE SUBSURFACE PIT SHALL BE 3.1 OR FLATTER. THE PIT S�1ALL BE AT LEAST 3' OEEP. S. BERM SURROUN�ING SIOES ANO BACK QF THE CWA SHALL HAVE MINIMI�M HEIGHT OF t'_ 6. VEHICLE TRACKING PAO SHALL BE SLOPEO 2% TOWNRQS THE CWA. TST� INC. CONSULTING ENGINEERS 7. SIGNS SHALL 6E PLACED AT THE CONSTRUCTi�f� ENTR,4NCE, AT THE CWA, AND 748 Whalers Way ELSEWHERE AS NECESSARY TO CLEARLY iNDICATE THE LOCATION OF THE CWA TO OPERATORS Suite 200 Fort Collins OF CONCRETE TRUCKS AND PUMP RiGS. Colorado 80525 Phone: 970.226.0557 8. USE EXCAVATED MATERIAL FaR PERIMETER BERM CDNSTRUCTION. JOB N0. 1230.0009.00 SCALE N TS November 2010 Urban Drainage and Flood Control District RECP-9 November 2010 Urban Drainage and Flood Control District CWA-3 CWA-4 Urban Drainage and Flood Control District November 2010 �a� Urban Storm Drainage Criteria Manual Volume 3 Urban Storm Drainage Criteria Manual Volume 3 Urban Storm Drainage Criteria Manual Volume 3 JULY 17, 2024 SHEET 212 of 216 Sediment Control Log (SCL) SC-2 SC-2 Sediment Control Log (SCL) Sediment Control Log (SCL) SC-2 SC-2 Sediment Control Log (SCL) —��—��—��— `�:EL.Ih':ENT �;:OP•.T?:��L L��;c: I"�a'_,T.+,LL�+TI��'d Pd��TES t 1•=; F.;: Tr-E HEI ::C:L:: , � ` i -. ,```I ' .. F, P; :._;ti T =�L� 1. �' .�f` ''�! �A� �7R DC� '�h R`J� JG .� - C `.� P,� ,.�.,1 f�.'" �.;`:. i .,�;, . L ��, �sEE L� IE' F. L TI.. LE' TH -:F :SE I E T �T :L L::� _ _ '�� f.- zo -- ',�':' x l��` x 1?• :tvilt,; � �-� 2. ��EL'Ib1ENT �OhTF'�L LC�C-� TH.4T �::T ,+�5 � NE;IPAETEF: C!�*iTh:�L �H.�.LL �E IN�TALLE_7 F•i-'IOR � . . . . _ � n . --� r . . . . , , , r_ ,.. M i : k , . �,yi�rtuE� -T�KE - -= y 1C: ,NY iJF..R,Af;�IEh.T U+r�r.—r,i.;TJ�F�I�. .�C71,ITIE.�. (n � I:'I`, _ _ ,,/'— .. � .. ^ ' " „ .:f,Ef =:T+�1`.E r �' EF.E C E�Ed�llr = Z � r. �.;�. E _ _,ECI`v�ENT i:C;^.TE;=:L LL�t;�: �;H+�LL i;:;t�SI�;T %F _;Ti<a,�4. i;_:�,,t�':_�_,T, E�(i�EL�;I_:�� .:�; �:�_t�.:i�M1,�.T p c� '-�� ,�. ,I�''AEfE^ '.fe11hJ� ;'rinrv-;-;T , 4, �' �; �_ (n 1�1 _ _ _ � --___ � FltiE-'. ,.PJC� �HALL EE FR,EE :}F A�VY h,:iXll"JIJ.. 'v�iEEL'. `.:EEG�� fjk CEFEC�_ I'd�LUCIP,� h'IF'�, � - _ `!� C`IA`,1ETE� � I'!r � � ----_ E'I`,'E`JT {,T: L L r; H:'�LE,`-: AM� C�Sa'I�J= 'i1Ei;R. � x - ` _E=�R,EP1T =_ ,Tr i=�L L=: I �� �-- . ' j r�;.<, _ �����1 _Eh.TE :T'� � 4 :,EL;I�!ENT ��!��TI ,�L LC ` M1,^`'' L'E i `�EL} =�`� ' , " 'J W _ � -, �,.. �;�� -+ .�.� t��t�.LL .:HE�K L;A,�; I J L'ITi;HE'� .-+v 5'+N'µLE`=. �EP�TE•'. T ) n., TE'-: HU'J��E'•rEF', THEY _�H���JL7 "dC3T 9E J�_-.ECi IA FE�Eh,hI,AL �T�iE�+.fe'�. �--�� 1Hf; i Ef"-,IL I. F:i M -�� ,,, .. '�'-'TE-,: FL� r. - - � __��� ' 64',' I � -E , ITH _ECIriE•T � .�-" _ _ � � `,. IT I`:. nEt.`.t?�,l��IENCiE�� TH,4T �E�1�.4E�T ::��JTRc:L L��::,'-- EE TRE'VCHEC I"1T'-> THE GaCli.!ND T��� _ ___ -- -- rs I:I�, �_.,I�',;� ,,;;�..: r z;, �, ,::t;� i ---�I�� '.:�`,T L L _;_. TH:-T `- �. CEFTH ��F +�F'R.^,x�hd�.TELv y3 .�F THE C]I�+h1ETE� �:'>F THE L[�[;. IF T�'E�.,`;HI'�l�_, Tt,� THI� FLC;`� ;,F ..: � �.L E I EfE �-� s �.k.E = ':IPAlf,ii_,,,� �.�F f ;-: �i:;� � =-Ei;�•;�E'�T . �:t.Ti, L ,�` ,,rn,� � � , ;�t GE�TH I� N�,T FE�-:-;1=�LE .�V'�;';�R CE`:I����LE .`'=:HnFT TERb1 IhJ�TALL4TIC�rd 'dvITH i�E.�1=tE `JQT T::� T � _ ;,�Y � �H �r � r FEci��ErE F Ca��ik;:E L+�h�C�'...�;�E`,i A LE`-:>E�: TRE�I,"Hll�i: C�E�'TH h.4.=.'r F.,E .�C:E�T�=�LE �;�1TH �,�ii"?F.E F•.�^��UST <.. � --- ��,. �: �.1=�Y r.EE ; T _. i_T=_�.rl_�, _iTE r , ;,' �E E:'FE I'Ef -:�EE�'EF. � L,��_E L -: KI� T =TAKIh,�. C�w`�1�C��T L�';.� THAT .�+�E � LE,!FT C�� I+lUT hJEEJ T�� 3E T�E�d�=HE��. � r _ � E�.fLI' ':I? I h: i)F .-:.��-.�E � `".i•',•'T r CL-3. SEDIMENT C:vrITI�,;L L�U= TQ C�NTROL iii�i? ,,HE'J r� E�.. C _���Er,���< .., eM�=.h; :_:F - � , , : � � � f>. THE �.!i'HILL -:If;E .��F THE L:EC�IIw'EuT ;'iaNT-�c)L L:'.�. �:HµLL �E F�Ai-:KFILLE�:� ','��ITH `-�.�IL t:;� � ��i_ �� ,,,HE a K�i%�._E,•iT T:': THE--E FE T E SLC'PE LENGTH FILTE�1 �,�aTE�,:I,�,L TH.�.T I5 F�<EE ��F �z��.k�; µr,L' L:EL;I<I'��. THE SCIL �7HALL L;E TIGHTL~ Q 0 T_ THE_E FE=T.� 'E`: �;{�f�,/���(�,''�,JT SE�IMENT C;aNTROL L�C� LV'�EIGHTEa� R!:LLER TER FLi:'J+'NHlld �,:,�E LF ~ h,IGHT TF:'I.A�l�v,LE iJ.l*l�� n �HC'�:'EL C�R '�":EI::HTEC L�+.�Nf� TRENCHED SEDIMENT CO�ITROL LOG :::Er,TE- .,T='r.E i�� T-.:_� � :.: ;. F�:�LL,i�„ h.1aw�F�zCTi.i�E?; � ��I ��.�d��E F:;� �T�KIt�::. IF r�i;;I��.F:,:,T.iaEr,r,>� �,a,<T�.ic�Tl��rti_; � �::E�.TEF T.�k'E I'd :;r.�,.T�,-,� L , � Cu t.�?T ����E�::IFu �;�.".�`.IrJi , �:TnI�E` _HxLL �E fL+�::EC Ur� a' i:E�.TERS =+'d-:� E�.�E�EiiCEU a m ` �' I I`t,iEfE- 'I`;1 �;7 _-- � ' ���Ihl�;l.h�1 ;:F 6" IPdT�� THE �����JVC�. .�.' OF THE �T4KE `?H�LL �Rt.TR.J:�E F��PI THE T�� r:F ` EI:Ir,iE .T i1� :L L DRAwN ��ai ..=:TEi-: E;� �7Er: � i.`I:.f,�EfE� �-U�� �:L�>';. � � L.':E FILTE�: --- ----- 1HE L:i�;. `>TuKE'-: TH.aT AFiE 6�LiKEN �'kli?h T.i I`J�:T=�LL=�TI�:;V �,H�LL EE =�E�'L�+:;EC. f`;:l,� ';_�`,T r Eu �H :>-;i� ------------- Eri�:�E �T r�i,;r�-..� �;-,:: �tiE�:l� �IL � Lr:�:�:1 sHnt_L[. t�E °,T�+KEG 1C' CrN �tiEn.TEh•. BRB �- i, ��i�r� � r, , FLi�,S; — — FL-" - � , ----- -- �..__ � ::EGIh1EhlT C.OP.T�?v�L LGi� 14.AIM1,TENa,NCE NJTE`„ CHECKED — DAP � _ 1. IF�'=,��ECT F�,1�s EY;i.H �4� F�I���,=.Y, ,:`,'J� ��1aIpJTa1FJ THE►4i I'i EFFE�".TI•.E c�l'ER�TI�,C ;:i:`•!�ITIGhJ. 1.ikINTEN.++'•���:�E �;;F t�fv1=�:; H_��.L_ BE =F�t�A.;,TI'�iE, NC'�T �E�+=:TI'YE 1I.-,FECT E41F_, ++�=. �eCN .= DESIGNED F'[�t�:31GLE (.A+�IU A,L'PiA.Yt 'TlITHIA �'= H�JU���zl FC'LLC�';�If`Ji� ++ 5T�!R14 TH?.T t:.�.J�ES SIJF�F.4C:E BRB E�d'J51C(�l. HhU FEI•::F;.)1:�,1 P•.E_E���,"-.'2Y f�+:.IPJTEVAh='E. FILENAME �E�:TIC)N ,�,, �. F�E��.aErJT �F��E�'y'�+TIR::^�:=3 H•�� r���1r�TEr�.���;cE �F�E ��ECE";:�a��� T� ��t�:INT��N ���.ar-= Ird 0009_Details SECTION CGMP�ST SE�IMENT C�NT�KC�L Ld� -J EFFE.'TI'vE :?F�ER�xTlh.s .;c,NG�ITI;��. Ir��;F°E�:TI��.v�:> ,�,v i �=:.�F��E=:TI'��rE r�iEk��l•�E�� SH.��..LD EE TRENCHED SEDIN�ENT CONTRC7L LOG A L�c���_��1ENTE=7 THiJ13�.iJJHLY. ,- ;;.;•E;�;,= 3_ v`lHE�'E FiMf's H::'dE FkJLEC�, h'E�'.=,1�' :��R RE�L:=.CEP.�EPYT �H:�l1LC F;E IhvITI.�TEC i,�'�.^..P•I � L itwilrw.. [I ���:�E�Y ��,F THE F+�IL�.!RE. P� �C 0� �...... ,;;.. . , �i ,� �o�'�� N p� �'\p� _ _ P i :E :L« � + ;:�:�__E� =.T+�hE -� ;E[ Ib1EPJT 4C`'J1viUL4TEC l.F'-•TFtE�M1 �F �EC114ENT C�htiTP.;L Lfj�� �-•H=+LL EE REL4��v'EC ��. ;� � P,` �'��'� �4EEGE-J T� b1+;IfaT�l�•d FI.I�CTP7N�.LITY ��F THE a1.4�°, TY�ICs+LLti' 1��HEh, iE�TH CF �i:CJ111L=+TE�" • Q G � �,IF. � ;, :�,r.E�. �T�.h E � �=ECID�+ENT_� IS a��F��^xlf'�-TEL�' kt �F THE HEI��HT `�F THE :=,E:�In�Er.T ::..vT���L L�'��. ' p���' O�S���: � ----�" � " EL:I`!E 1T �_:�h,Ti�:1�L Lt7L- SH.=+LL CE �<EMC�vEC .�T THE EMU OF �C"VSTI�,.1�;;TI;�A.���r:1Pv=�,T �� ��' ; �v �' I I t�ETE� �I'd'� - - - FF fM1 .: �.iP�.�T L��� Iw+aY BE LEFT IN FLF�vE µ� L��'UG k; 3.4GS A.RE REh.+�'JEG ='JD THE e �� :��/ _ E:i':'E':7 :r,T<��L L l: �FE -�EEf,E�. IF CI;TLIRAEC� �.,E'=.`� EXI�T .�;FTER F'E41C'�:kL, THEY `::HA.LL �E ���J'EREC '1�ITH \Q� .•�G\ �,' � i �.:iErE� r,�ir,, - 7� : ;IL `.EEf;E; �,r.0 ��i.�Li;HEC ;iR :�THE�'�"vI��E �T�+�ILIZECJ lu � r�i,:Er.r.E� a��R;.�ED Er �• •.•.•• ,E�Ir.�Er T ;: vTi L L �; J� LOG ��OI NTS THE L.;�:��,L JJ��I`� iICTI�•.����a. S��NAL�� L�U JOINTS I;DETKILS .aGAPTEC FRt;M TQWV OF PARKER, uDLCf'vAGG, JEFFERS��N C�'�I:NTY, CCLCRqJC, C���I.CL+tS �i3UVM, CflLdRACG, A�.L� ��ITY i7F .�Jf�i�:JFs�s. ;:()LC71iAl7t3� ACT 4'JnIL:1[3LE IN A.ITCSCAU) �CL-2. CC'PJ�F���T SEUI�V�EI��T CONTR�L LOv ��ti�YEIi�HTEC� h���TE: `�1.4V'" JiJRI�CICTI�NS HA'r�E 9hAf� C�Efr.IL� TH::T '�d.��Y FR��J UGFr_� ;TAhIQA;G C�Efr,ILS. SCL- 1 . TRE�ICHED SEDIMENT CQNTROL LQG �:��>•�,sI,LT ���irH ��r:�.�.:,� ,�.���I`���U:'TI!�`!�: A':. T.: :;HI,':H r�Er.^�i� fiHi:t1LG F�E �.!=;Er.� ����HEti CIFFERErd�'E`1 ,"��E *J�JTE=� November 2015 Urban Drainage and Flood Control District SCL-3 SCL-4 Urban Drainage and Flood Control District November 2015 November 2015 Urban Drainage and Flood Control District SCL-5 SCL-6 Urban Drainage and Flood Control District November 2015 Urban Storm Drainage Criteria Manual Volume 3 Urban Storm Drainage Criteria Manual Volume 3 Urban Storm Drainage Criteria Manual Volume 3 Urban Storm Drainage Criteria Manual Volume 3 Vehicle Tracking Control (VTC) SM-4 SM-4 Vehicle Tracking Control (VTC) Vehicle Tracking Control (VTC) SM-4 � Z J O — Tc _ a i::�. �:� VTC � �-: � �_, UTC 1/TC � W � �� � Ar � � DITCH TO CARRY C^V I T R � � 20 FOOT WASH WATER TO (WIDTH CAN BE SEDIMENT TRAP Q LESS IF CONST. ,. OR BASfN � �- /�/� � VEHICLES ARE A r ' � PHYSICALLY PUBLIC ' � ;�,- ,y♦�, ,� , _ / W CflNFINED ON ROADWAY / � O -t�.�-t -e -r ,-c :-, �:- � eorH sioEs) , - -� � � SIDEWALK OR flTHER 50 FOOT MIN. � t �_ - __ � ,: DISTURBED AREA, CONSTRUCTION SITE, � � PAVEO SURfACE � � . ;�-' " �- � � � :" ' ' STABI�IZED STORAGE AREA �., � ,y NOTE: WASH WATER � : `'-� 4 -, :' ; �Ax�� O O O QR STAGING AREA �, , ,; MAY NOT CONTAW ' � , % - h n�s ` �` = j i �' ` ` _ CHEMICALS OR SOAPS � ; � EKISTING � � � � : , ��,� i 7. ;; �' :. � : � . .' ` : WITHOUT OBTAINING " ->` PAVED CON , VEN aR TRM 12' MIN � � � STRUCTION MATS WO � � { "{.� "y r �� i � � i ' A SEPARATE PERMIT WASH RACK - - ROA�WAY .c..���--�,*� � -r:r�--r µ 1 i -1 -r _ -. -x� r-�.�� -�,�=t�, ' _ � 50' MIN � -• .�` -� -+�; � � '�° � _-+ � :� w -�'' '_ � ' " L + � 1 ��i -� � <_ � � �� . � 9" (MIN.) � � �:-� -� -• `-; i- , � a � ,<� .� ,- � 6'7" MIN. O P ^ j�;; - - � O '`Y�` � UNLESS OTHERWISE SPECIFIED < t t -+ -� n � + �=+ � PUBLIC � - RQADWAY BY LOCAL JURISDICTION, U5E - :� .� e:� .._ -:;�:�"- v '� 18" MIN REINF6RCE� CONCRETE RACK�� - COOT SECT. �703, AASHTO #3 DRAIN SPACE pF`p SPIKES OR (MAY SU65TITUTE STEEL CATTLE STAKES _ COARSE AGGREGATE OR 6" GUARD FOR CONCRETE RACK) �`��C,�`'' _ MINUS ROCK ��,0�� �Q,� NON-WdVEN GEOTEXTILE FABRIC SECTION A .�,���o��G��F' TRM END OVERLAP WITH BETWEEN SOIL ANQ ROCK } �pF'�G J�,�� SPIKES OR STAKES � �O�r�'��G��'� CON5TRUCTIQN MATS, Wt7VEN a Q p��Q' k. OR TURF REINF0�2CEMENT STRAP UNLESS OLHERWBSE SPECIFIED BY LOCAL � �'4-��5�''� MAT (TRM) CONNECTORS � INSTALL ROCK F�usH wiTH JURISDICTION, usE coor sEcr. ��os, �,sHro VTC-2. AGGREGATE VEHICLE TRACKING CONTR�L WITH QR BEL�W TOP dF PAVEMENT #3 COARSE AGGREGATE � CONSTRUCTION MAT EN� � � OR 6" MINUS RQCK r g�� (MIN.) WASH RACK a RESTRICT CONST. VEHICLE OVERL4P W7ERLOCK WILH � } � ACCESS TO 510ES OF MAT STRAP CONNECTORS - z i�i��i� i %�i i�i�i�r i r i�i�i��i��i �i�i, � x � �ii��i �T�i��i��i�ii���� �i T�� ii��i� � 20' OR AS R EQUI RED �j\����\,�\/� �\�\/�\ ,��\��\ '��\��\//% TO ACCOMMODATE � � � � NON-WOVEN GEOTEXTILE ANTICIPAiED ��%�\ FABRIC � TRAFFIC {WIQTH COMPACTED SUBGRADE SECTION A CAN �E LESS IF � CQNST. VEHICLES ARE PHYSICALLY eaNFiNEo or, �orH SIDES) VTC-3. VEHICLE TRACKING CONTROL W/ CONSTRUCTION VTC- 1 . AGGREGATE VEHICLE TRACKING CO�TROL MAT OR TURF REINFORCEMENT MAT (TRM� TST, INC. CONSULTING ENGINEERS 748 Whalers Way November 2010 Urban Drainage and Flood Control District VTC-3 VTC-4 Urban Drainage and Flood Control District November 2010 November 2010 Urban Drainage and Flood Control District VTGS Suite 200 Fort Collins Urban Storm Draina e Criteria Manual Volume 3 Urban Storm Draina e Criteria Manual Volume 3 Urban Storm Draina e Criteria Manual Volume 3 Colorado 80525 g g g Phone: 970.226.0557 JOB N0. 1230.0009.00 SCALE N TS DATE JULY 17, 2024 SHEET 213 of 216 SM-4 Vehicle Tracking Control (VTC) SC-6 Inlet Protection (IP) Inlet Protection (IP) SC-6 Z 0 I � - ,_ INLE7 GRATE I � 5TABILIZE� CONSTRUCTION ENrRANCE/EXIT IfVSTALlAT10N NOTES •F-= -- ';-, -� �,4�;e .�>.� ;: (n � - ,�-�� , .� . � �� ,� � Z U 1. SEE PLAN VIEW FOR A ;`;ri- O w -LOCATfON OF CONSTRUCTION ENTRANCE(S)/EXIT(S). ;��' , o -TYPE OF CONSTRUCTI�N ENTRANCE S ExITS 5 / SEE ROCK SOCK DESIGN - - � > ( )/ ( ) (WITH WITH�UT WHEEL WASH, CONSTRUCTIQN MAT OR TRM). DETAIL FOR JOINTING �'=-'�=-' %?:. _ :y SEE ROCK SOCK DETNL � ROCK SOCKS � '�+, ' '-:r f FOR .IaINTING w SOCKS 16" CWDER �g" CINOER �:-y9 �- `Y 2. CONSTRUCTION MAT OR TRM STABILIZEO CON5TRUCTION ENTRANCE5 ARE dNLY TO BE ELQCKS �;';i �'.': BLdCKS USED ON SNORT DURATION PROJECTS {TYPICALLY RAl�1GING FROM A WEEK TO A MONTH) ;-, � r �• -- ROCK SOCK _ 1 � WHERE THERE WILL BE LIMITED VE�iICULAR ACCESS. FLOW --- - Q - - ;a.� 3. A STABILIZED COiJSTRUCTION ENTRANCE/EXIT SHALL BE LOCATED AT ALL ACCESS POINTS �' � 2"x4" WOOD STUD '' `.'a-" wHERE VEHICLES ACCESS THE CONSTRUCTION SITE FROM PAVED RIGHT-�F-WAYS. ;; _ �_ -t' MIN. .��� ��?' � �.c��'. ,� =;.�;,�.r',= CURB INL�T 4. 5TA61LIZED CONS�RUCTION ENTRANCE/EXIT SHALL BE INSTALLEQ PRIOR TO ANY LAND 2"x4�" WOOD - SECTION A - w DISTURBING ACTIVITIES. STUD Q 5. A N0'N-W�VEN GEOTEXTILE FABRIC SHALL BE PLACEO UNDER THE STABIUZED IP- 1 . BLOCK AND ROCr'� SOCK SUI�IIP OR ON GRADE � CONSTRUCTION ENrRANCE�EX�T PRIOR ra THE P�cE�ENr oF RocK. INLET PROTECTION IP-3. ROCK SOCK SUMP fAREA INLET PROTECTION 6. UNLESS flTHERWISE SPECIFIE� BY LOCA� JURISDICTION, ROCK SHALL CONSIST OF OOT � SECT. #703, AASHrO #3 COARSE AGGREGATE OR fi" (MINUS] ROCK. m BLOCK AND CURB SOCK INLET PROTECTION INSTALLATION NOTES STABILIZED CONSTRUCTION ENTRANGEfEXfT MAINTENANCE NOTES R�CK SOCK SUMP/AREA INLET PRaTECT10�1 INSTALLATION NOTES DRAWN 1. SEE R4CK SOCK DESIGN DETAIL FQR INSTALLATION RE4UIREMENTS. BRB 1. SEE ROCK 50CK DESIGN DETAIL FOR INSTALLATION REqUIREMENTS. 1_ INSPECT BMPs EACH WdRKDAY, AND MAINTAIN TNEM IN EFFECTIVE QPERATING C�NOITIaN. 2. CONCRETE "CINDER° BLOCKS SHALL BE LAID ON THEIR SIDES AROUND THE INLET IN A MAINTEfJANCE dF BMPS SHOULD BE PROACTIVE, NOT REACTNE. fNSPECT BMPS AS SOON AS SINGLE ROW, ABUTfING ONE ANOTHER WITH THE OPEN ENO FACING AWAY FROM THE CURB. 2. STRAW WATTLES/SED{MENT CONTROL LOGS MAY 8E USED IN PLACE OF ROCK SOCKS FOR CHECKED POSSIBLE (AND ALWAYS WITHIN 24 HOURS) FOLLOWING A STORM THAT CAUSES SURFACE INLETS IN PERVIOUS AREAS. INSTALL PER SEDIMENT CONTROL LOG DETAIL. DAP EROSION, AN� PfRFORM NECESSARY MAINTENANCE. 3. GRAVEL BAGS SHALL BE PLACED AR�UND COIVCRETE BLOCKS, CLO�ELY ABUTTING ONE ANOTHER AND JOINTED 70GETHER lN ACCORDANCE WdTH ROCK SOCK DESIGN DETAIL. DESIGNED 2. FREQUENT 08SERVATIONS AND MAINTENANCE ARE NECESSARY Td MAINTAIN BMPS IN INLET GRATE BRB EFFECTIVE OPERATING CONDITION. INSPECTIdNS AND CO�RECTIVE MEASURES SHQULD BE MINIMUM OF DOCUMENTED THOROUGHLY. TWO CURB �SF� FILENAME 3. WHERE BMPs HAWE FF,ILED, REPAIR QR REPLACEMENT SHOULD BE INITIATED I�PON o 50CKS APPROX 30 D£G. BLOCK ANO ROCK SOCK INLET �❑�, 0009_Details PROTECTION(SEE DETAIL IP-1) � ,i DISCOVERY OF THE FAILURE. � � e SILT FENCE {SEE SILT ��F� FENCE DE51GN OETAIL ) 4. ROCK SHALL BE REAPPLIED 0� REGRADED AS NECESSARY TO THE STABILIZED -�� ` >,r;_ a - ENTRANCE/EXIT TQ MAINTAIN A CONSISTENT OEPTH. CURB SOCK � � �P�� ��C �' - �.O�••p,N"• Q,�, 5. SEDIMENT TRACKED ONdO PAVED ROAOS IS TO BE REMOVE� THRQUGHOUT THE DAY AND FLOW � - -.� � =�.a --- _ ' - � "�� O� O� AT THE EN� C3F THE DAY BY SHOVEL9NG OR SWEEPWG. SEOIMENT MAY NOT BE WASHE❑ - ��, __ V;Q � '�� 3 �"'' ` IP-4. SILT FENCE FOR SUMP INLET PROTECTION G PeeS���G DOWN STORM SEWER DRAINS. - - - ��' � ; 5' MIN 3'-5' TYP. : � CONSULT�WITHUROCALT�RISDICTIONS AS TO I WH CH OETAI� SHOULO 8E�USEDNWHEN DETAILS. Q��Q���,�� � DIFFERENCES ARE NaTED. �F� .��� (QEiNLS ADAPTEO FROM CITY OF BROOMFlELD. COLORADO. NOT AVAILABLE IN AUTOCA�) IP-2. CURL7 ROCK SOCKS UPSTREAM �F SILT FENCE INLET PROTECTION INSTALLATION NOTES �O •����••• G\ S��NAL�� INLET PROTECTIO�J 1. SEE SILT FENCE DESIGN DETAIL FOR INSTALLATI�N REQUIREMENTS. CURB ROCK SOCK INLET PROTECTION INSTALLATION N�OTES 2. POS�'S SHA�L BE PLACED AT EACH CdRNER O� THE INLET AND AROUND �HE E�GES 1. SEE ROCK SOCK OESIGN DETAI� INSTALL/lTION REQUIREMENI"S. AT A MAXIMUM SPACING OF 3 FEET. 2. PLACEMENT OF THE SOCK SHALL 8E APPRdXIMATELY 30 DEGREES FROM PERPENDICULAR 3. STRAW WATfLES/SE�IMENT CONTROL LOGS MAY BE USED IN PLACE OF SILT FENCE FOR IN THE OPPOSITE OIRECTION OF FLOW. Ih1LETS IN PERV�OUS AREAS. INSTALL PER SEDIMENT CONTROL LOG DETAIL. 3. SOCKS ARE Td BE FLUSH WITH THE CURB AND SPACED A MINIMUM OF 5 FEET APART. 4. AT �EAST TWO GURB SOCKS IN SERIES ARE RE�UIRED UPSTREAM OF ON-GRAQE INLETS. VTC-6 Urban Drainage and Flood Control District November 2010 IP-4 Urban Drainage and Flood Control District August 2013 August 2013 Urban Drainage and Flood Control District IP-5 Urban Storm Drainage Criteria Manual Volume 3 Urban Storm Drainage Criteria Manual Volume 3 Urban Storm Drainage Criteria Manual Volume 3 Z � - - - O J SC 6 Inlet Protection (IP) Inlet Protection (IP) SC 6 SC 6 Inlet Protection (IP) _ Q � H - W � � 5'�r I P � � FENCE � Z p GENERAL INLET PR�TECTION �NSTALLATION NOTES � j �-- - l� I P 1. SEE PLAN VIEW FOR: � � O � � AREA .y':Y_ ` -LOCATION OF INLET PROTECTION. �/� � I N L E T , _ -TYPE OF INLET PROTECTION (IP.1, IP.2, IP.3, IP.4, IP.5, IP.fi) ��r Q � SI LT ���� L SHEET I FENCE ?=+' FLOW � p 1 2" MIN. 2. INLET PROTECTION SHALL BE INSTALLEO PROMPTLY /iFTER INLET CONSTRUCTI�N OR PAYING � � U FLOW I EC8 ,�,.' B � �� IS COMPLErE (TYPICALLY WITHIN 48 HOURS}. IF A RAINFALL/RUNOFF EVENT IS FORECAST, � � � 2:1 MJ�X " � _ INSTALL INLET PROTECTION PRIOR TQ CDNSET OF EVENT. � '� � CULVERT "-� "� ' � � BACKFILL UPSTREAM . . � END SECTION ~ ' 3. MANY JURISDICTIONS HAVE BPdP DETAILS THAT VARY FROM UDFC� STANDARD D�TAiLS. 1 �3 1' MIN � � CONSULT WITH LOCAL JURISDICTIONS AS TO WHICH DETAIL SNOULD BE USED U1�HEN � � AREA - 2' MAX � ROCK DIFFERENCES ARE NOTED. � � dNLET -'�� RQCK SOCK OF WATTLE SdCK ECB 4 INLET PROTECTION MAINTENAt�CE NOTES � ROCK FfLTER L CONCENTRATED OR ROCK SOCK FLOW ,y 1. INSPECT BMPs ERCH WORKDAY, AND MAINTAIN THEM IN EFFECTIVE OPERATING CONDITION. O {USE IF FLOW MAINTENANCE OF BMPs SHOULD BE PROACTIVE, NOT REACTIVE. INSPECT BMPs AS SDON AS � O IS CONCENTRATED) PQSSIBLE (AND ALWAYS WITHIN 24 HOURS) FQLLOWING A STORM THAT CAUSES SURFACE � CULVERT INLET PROTECTION SECTION A ERa510N, AND PERFORM NECESSARY MAINTENANCE. IP-5. OVEREXCAVATION INLET PROTECTION PLAN ,�" MIN. 2. FREQUENT OBSERVATIONS ANO MAINTENANCE ARE NECESSARY TO MAINTAIN BMPs IN OVEREXCAVATION WLET PROTECTION INSTALLATION NOTES ��.. EFFECTIVE fl�ERATI�VG CONDITION. INSPECTIONS AND CORRECTIVE MEASURES SHOULD BE DOCUMENTED THOROUGHLY. 1. THIS F�RM OF INLET PROTECTION IS PRIMaRILY APPLICABLE FOR SITES THAT HAVE NOT 3. WHERE BMPs HAVE FAILED, REPAIR OR REPLACEMENT SHOULD BE INITIATED UPON YET REACHE� FINAL GRADE ANO SHOULD BE USED ONLY FOR INLETS WITH A RELATIVELY KEY IN ROCK SOCK 0" ON BEDROCK, PAVEMENT OR RIPRAP dISCOVERY OF THE FAILURE. SMALL C�NTRIBUTING DRAINAGE AREA. KEY IN ROCK SOCK 2" ON EARTH 2. WHEN USWG FOR CONCENTRATED FLOWS, SHAPE BASIM IM 2:1 RATIO WITH LENGTH 4. SEDIMENT ACCUMULATEd UPSTREAI� OF INLET PROTECTION SHALL BE REMOVED AS ORIENTEa TOWAR�S OERECTION OF FLOW_ SECTION B NECES5ARY TO MAINTAIN BMP EFFECTIVENESS, TYPICALLY WHEN STORAGE VOLUME REACHES 50% OF CAPACfTY, A �EPTH OF b" WHEN SILT FENCE IS USED, �R Y� OF THE HEIGHT FOR 3. SEDIMENT MUS� BE PERIODfCALLY REMOVED FROM THE OVEREXCAVATED AREA. CIP-� . CULVERT INLET PROTECTION STRAW BALES. CULVERT INLEr PROTECTION INSTALLATI�N NaTES S INLET PRCITECT10N IS TO REMAIN IN PLACE UNTIL THE UPSTREAM DISTUR6ED AREA IS 0 0 0 o INLET GRATE PERMANENTLY STABILIZED, UNLESS THE LOCftL JURISDICTION APPROVES EARUER REMOVAL OF 1. SEE PLAN VIEW FOR INLET PROTECTION IN STREETS. -LOCATION �F CULVERT INLET PROTECTION. ° ° 2. SEE RflCK SOCK �ESIGN DETAIL FOR ROCK GRADATION REQUIREMENTS RND JOINTING 6. WHEN INLET PROTECTION AT AREA INLETS IS REMOVED, THE OISTURBED AREA SHALL BE COVERED WITH 7QP SOIL, SEEDED AND MULCHED, flR OTHERWISE STABILIZE� IN A MANNER DETAIL APPROVEO BY THE LOCAI JURISOICTION. 0 0 CULVERT INLET PROTECTION MAINTENANCE NOTES �DETAIL AllltPTED FROM iOWN af PPRKER, COLORA�O AN� CITY QF ,4URORA, COLORPDO, NOT AVAILABLE IN AUTOCAO) 1. IN5PEC� BMPs EACH WORKDAY, AND MAINTAW THEM IN EfFECTIVE OPERATING CON�ITfdN. NOTE: MANY JURISDICTIONS HAVE BMP DETAILS THAT VARY FROM UDFCD STANDARD DETAILS. STRAW BALE {SEE STRAW ° ° MAINTENANCE OF BMPs SHOULD BE PRQACTIVE, NOT REACTIVE. INSPECT BMPS AS SOON AS CONSULT WITH LQCAL JURISDICTIONS A5 TO WHICH DETAIL 5i10ULD BE USED WHEN BALE DESIGN DETAIL) P05518LE (AND ALWAYS WITHIN 24 NOURS} FaLLOWING A STflRM THAT CAUSES SURFACE pIFFERENCES ARE tJOTED. ERaSION, AND PERFORM NECESSA'RY MAINTENANCE. e e e e o 2. FREQUENT OBSERVATIONS AND MAINTENANCE ARE NECESSARY TO MAINTAIN BMPs IN NOTE: THE DETAILS INCLUDED WITH THIS FACT SHEET SHOW COMMONLY USED, CONVENTIONRL EFFECTIVE OPERATWG CONDITION. INSPECTfONS AND CQRRECTIVE MEASURES S�10ULD BE METHODS OF WLET PRO7ECTION IN THE DENVER METRQPOUTAN AREA. THERE ARE MANY DOCUMENTE� TNOROUGHLY. PROPRIETARY WLET PROTECTION METHOQS ON THE MARKET. UDFCD NEITHER ENDORSES NOR I P-6. STRAW BALE FO R SU M P I N LET P ROTECTION DI5COUR�GES USE OF PROPRIETARY INLET PROTECTION; HOWEVER, IN THE EVENT 3. V�HERE flMPs HAWE FAILED, REPAIR OR REPLACEMENT SHOUL� BE INITIATED UPON PROPRIETARY METHODS ARE USEO, THE APPROPRIATE DETAIL FROM THE MANUFACTURER MUST DISCOVERY 0'F THE FAILURE. BE INCLUOEO IN THE SWMP AND rHE BMP MUST BE INSTALLED ANO MAiNTAINED AS SHOWN IN THE MANl1FACTURER'S DETAILS. STRAW BALE BARRIER INLET PROTECTION INSTALLATION NOTES 4. SEDIMENT ACCUMULATED L1P5TREAM aF THE CULVERT SHALL BE REMOVEO WHEN THE TST� INC. SEDIMENT OEPTH IS YZ THE HEIGHT Of THE ROCK SOCK. �tOTE: S4ME MUNICIPAUTIES D9SCOURAGE OR PRQHIBIT THE USE OF STRAW BALES FOR INLET CONSULTING ENGINEERS i. SEE STRAW BALE DESIGN DETAIL F�R INSTALLATIaN REQUIREMENTS. PROTECTION. CHECK WITH LOCA� JURIS�ICTION TO DETERMINE IF STRAW BALE INLET 5. CULVERT WLET PROTECTION SHALL REMAIN IN PLACE UNTIL THE UPSTREAM DISTURBED PROTECTION 15 ACCEPTABLE. 748 Whalers Way 2. BALES SHALL BE PLACED IN A SINGLE ROW AROUND THE INLET WITH ENDS OF BALES AREA IS PERMA�tENTLY STABIu2E0 ANO APPROVEO 9Y THE LOCAL JURiSDiCT10N. Suite 200 Fort Collins TIGHTLY ABUTTING 4NE AN�THER. Colorado 80525 (DETNLS AOAPiE� FROM AURORA, COLORMO, NOT AVNLk6LE IN AUiOCADJ on e: NOTE: MANY JURISDICTIONS HAVE BMP DETAILS THAT VARY FRQM UDFCD STANDARO DETAILS. JOB N0. CONSULT WITH LOCA� JURISDICr10NS AS TO WHICH DETAIL SHOULD 8E USEO WHEN 1230.0009.00 O�FFERENCES ARE NOTED. SCALE N TS IP-6 Urban Drainage and Flood Control District August 2013 August 2013 Urban Drainage and Flood Control District IP-7 IP-8 Urban Drainage and Flood Control District August 2013 °A� JULY 17, 2024 Urban Storm Drainage Criteria Manual Volume 3 Urban Storm Drainage Criteria Manual Volume 3 Urban Storm Drainage Criteria Manual Volume 3 SHEET 214 of 216 6" 1" 1 1/2"R. 1'-6" 2" R. 4-1/2" 12 " 6" OUT FALL CURB & GUTTER 8" BARRIER CURB 6" 1' - 0 " a.) Bottom of curb shall be poured to a depth no less than on the compacted subgrade of the pavement. 6"6" 6" 1' - 6 " 18 " 10 " 8" ROADWAY PAVEMENT FL LF 6" MOUNTABLE CURB 1 1/4" BARRIER CURB (KEY WAY OR EPOXY) 1/8" TO 1/4"R. 1"± 1/4" CONCRETE PAVEMENT (SECTION B) 1 1/2" 3" ASPHALT OR 6" 1 1/2"R. 1 1/2" (SECTION M) MOUNTABLE CURB (KEY WAY OR EPOXY) 3 1/2"3" 1"± 1/4" 1"R. 6"4" 1/8" TO 1/4"R. 6" w/concrete pavement 8" w/asphalt * * 6" 1-1/2" b.) Raised center medians shall be 8" barrier curb or 8" epoxy curb only. Notes: RE V E A L (CDOT TYPE 2 SECTION B M-609-1 CURB W/8" REVEAL) 6" (FORT COLLINS ONLY) 1-1/2" TO Driveway Driveway Sidewalk SECTION A-A Detached Sidewalk Attached Sidewalk AttachedDetached All Sidewalk Thickness Shall Be 6" minimum. Sidewalk NOTE: 1. Sidewalk grade shall remain consistent across driveway 2. For driveway design requirements, see CONST. DWG. Series 706 & 707 3. This detail applies to Residential & Commercial driveways. 6" 2'-0"6'-0" T.C.F.L.Lip 1/2" Expansion Joint Material 1/2" Expansion Joint Material 8" Commercial 6" Residential A A Sidewalk Min. Transition back of walk (typ.) Broom finishBroom finish SECTION A-A MID-BLOCK LOCATION Varies * 1:12 Slope (max.) 1:50 see note 2 Fl o w l i n e (max.) Slope 1:12 5'A Varies * Wood float finish thru ramp Slo p e 1:1 2 Slope 1:12 CORNER LOCATION ramp finish thru Wood float Broom finish A Varie s * (max . ) A A5' (m a x ) (Radius varies) (typ.) back of walk Transition 2 Br o o m f i n i s h BA C K O F W A L K / L A N D I N G Retaining Curb (Optional) 12 " (m a x . ) (m i n . ) T Walk Curb Gutter NOTES: 1. T = Concrete thickness, 6" minimum for entire ramp area. 2. 1:50 Max unless a landing behind ramp (then ramp can be 1:12 with 1:20 on the detectable warning). 3. See CONST. DWG. 1606(a) and 1607 for Fort Collins. 4. Detectable Warning to extend the full width of the ramp. Material to be approved by Local Engineer. 5. 0" Curb height, See Section A-A. 6. Standard Curb and Gutter Section , See Standard Drawing 701. 2'-0" (min) 6" Walk Gutter Curb Va r i e s * Detectable Warning 1/4" per ft. 1" per ft.1" per ft. 1" p e r f t . 1" pe r f t . On a radius hold 6" at the corners of the truncated dome warning. 2" Retaining Curb (Optional) 6" * Curb to match slope of sidewalk, Ramp length not to exceed 15'-0" See Note 6 See Note 5 See Note 5 See Note 6 Detectable Warning, See Note 4 Detectable Warning, See Note 4 Retaining Curb (Optional) to retain ground behind the walk, if needed 6" 2"R.2" 6" 6" 12 " 1 1/2"R. 2'-6" 6" 4 1/2" 30" 9" R 0.5" 4.5" 18" 3.63" 21.75" R 0.13" 7" 2" 3.75" 12" ROLL-OVER VERTICAL (LOVELAND) Gutter edge may be tapered or battered. (Typical for all Curb & & Gutter Types) Flare 1. No joints are allowed in the flowline. Six inch wide curb or "dummy joint" may be tooled no closer than 6 inches from flow line as shown. 2. Pedestrian landing area required 4 ft length x 4 ft width, max slope in any direction is 1:50 or 14" per foot. 3. Joint pattern to be according to intersection gutter detail' or as determined by the local entity. 4. Wood float finish is required over the sloped surface of ramp and flares. 5. Minimum ramp width shall be four feet, or the same as the widest adjacent sidewalk, whichever is greater, up to a maximum width of 8 feet. 6. Detectable warning is to extend full width of the ramp and be a minimum of 2.0' in the direction of travel. Material to be approved by local engineer 7. T = Concrete thickness, 6" minimum for entire ramp area. SECTION A-A PLAN VIEW N.T.S. N.T.S. NOTES: 2' Transition (TYP.) 4' (min) 6" 2' 1:20 (max) 1:12 (max )  T, See Note 8 0" Curb  Lip of Gutter Detectable Warning A A 1/2" per ft. 1" per ft. Flare Curb Flare Detectable Warning Curb (TYP.)SIDEWALK SI D E W A L K 0" Curb Height, See Section A-A (TYP) Standard Curb and Gutter, See Standard Dwg 701 (TYP) Pedestrian Landing Area, See Note 2 2' (min) z MONTAVA NON � POT PUMP STATION UTILITY PLANS FOR z it SITUATE IN THE SOUTHEAST QUARTER OF SECTION 32, TOWNSHIP 8 NORTH, Co Ld w RANGE 68 WEST, OF THE 6TH P.M; CITY OF FORT COLLINS, COUNTY OF LARIMER, STATE OF COLORADO JULY 2024 Q 0 LEGEND ABBREVIATIONS INDEX TO PLANS IMI III DRAWN ® EXISTING FIRE HYDRANT AC-FT ACRE FEET RFB ASSY. COVER SHEET 1 CHECKED B.0 BLOW OFF JFs ,RICHARDS LAKE RD. EXISTING 5' CONT. B.V.C. BEGIN VERTICAL CURVE ®® DESIGNED EXISTING 1' CONT. DIA DIAMETER GENERAL NOTES 2 RFB ESMT EASEMENT MM M EXISTING RIGHT-OF-WAY - - E.V.C. END VERTICAL CURVE FILENAME FES FLARED END SECTION 0005_COVER EXISTING CABLE TV TV F.H. FIRE HYDRANT SITE PLAN 3 FL FLOW LINE FIG FINISHED GRADE p,00 L/c EXISTING ELECTRIC —E E GTV GATE VALVE GRADING & EROSION CONTROL PLAN 4-5 p��'••N••• JP�' EXISTING FIBER OPTIC FO H. P E HIGH DENSITY POLYETHYLENE PIPE EXISTING GAS —G G IN INCH UTILITY PLAN 6-9 INV INVERT EXISTING IRRIGATION I I L LEFT L.F. ZEAL FEET � ••'•'•••�G`� EXISTING OVERHEAD ELECTRIC OHE LP LOW POINT STORM PLAN 8c PROFILES 10 S�ONALE ®® EU M.H. MANHOLE EXISTING SANITARY SEWER SS____0_ MIN. MINIMUM MONTAVA IRRIGATION LATERAL 11 -17 MRJ (ABBR) MECHANICALLY RESTRAINED JOINT PROJECT EXISTING STORM DRAIN N.T.S. NOT TO SCALE P.C. POINT OF CURVATURE NON—POT SYSTEM MAP 18 LOCATION EXISTING TELEPHONE —T T P.C.R. POINT OF CURVE RETURN P.I. POINT OF INTERSECTION EXISTING UTILITY PEDESTAL/VAULT FO P.R.C. POINT OF REVERSE CURVE P.T. POINT OF TANGENCY NON—POT PLAN & PROFILES 19 EXISTING WATER W/ VALVE W P.V.C. POLY VINYL CHLORIDE (PIPE) P.V.I. POINT OF VERTICAL INTERSECTION EXISTING EASEMENT PKG PARKING CONSTRUCTION DETAILS 20-25 LLj R RADIUS Z Z PROPOSED EASEMENT - - - - - - - - R.O.W. RIGHT OF WAY O J N SEWER SANITARY SEWER PUMP HOUSE BUILDING 26 PROPOSED RIGHT-OF-WAY S SLOPE w MOUNTAIN VISTA DR I - - STA. STATION VAULT LAYOUT 27 ~ m � PROPOSED 1' CONTOUR ��s2r ST-X STORM SEWER Q T.B. THRUST BLOCK 0 T.O.P. TOP OF PIPE PROPOSED 5 CONTOUR 492s T.R.M. TURF REINFORCEMENT MAT STRUCTURAL PLANS 28-37 (S1 —S10) co PROPOSED FLOW ARROW TYP. TYPICAL z TOP OF FOUNDATION ELEVATION T OF=51.1 3 W/L WATER LINE V.C. VERTICAL CURVE W 0 FINISHED GRADE F.G.=50.63 I.IJ PROPOSED IRRIGATION LINE 0 CD PROPOSED IRRIGATION SERVICE _ O PROPOSED STORM LINE W/MANHOLE (L I.IJ )RL:a--=!W I Z > O O VICINITY MAP INDEMNIFICATION STATEMENT Z C� THESE PLANS HAVE BEEN REVIEWED BY THE LOCAL ENTITY FOR CONCEPT Q ONLY. THE REVIEW DOES NOT IMPLY RESPONSIBILITY BY THE REVIEWING SCALE: 1"=1000' DEPARTMENT, THE LOCAL ENTITY ENGINEER, OR THE LOCAL ENTITY FOR > ACCURACY AND CORRECTNESS OF THE CALCULATIONS. FURTHERMORE, THE Q REVIEW DOES NOT IMPLY THAT QUANTITIES OF ITEMS ON THE PLANS ARE THE FINAL QUANTITIES REQUIRED. THE REVIEW SHALL NOT BE CONSTRUED FOR ANY REASON AS ACCEPTANCE OF FINANCIAL RESPONSIBILITY BY THE Z ENTITYOF DEVELOPER ENGINEERING & SURVEYING IRRIGATION CONSULTANT ECAL RE QUIRED D DUORINGDDITIONAL THE CONSTRUCTIONS PHASE.ITEMS SHOWN THAT MAY O MONTAVA DEVELOPMENT & TST, INC. CONSULTING ENGINEERS HINES, INC. I HEREBY AFFIRM THAT THESE FINAL CONSTRUCTION PLANS WERE CONSTRUCTION LLC 748 WHALERS WAY, SUITE 200 SITE WATER ENGINEERING SERVICES PREPARED UNDER MY DIRECT SUPERVISION, IN ACCORDANCE WITH ALL APPLICABLE CITY OF FORT COLLINS AND STATE OF COLORADO STANDARDS 430 N. COLLEGE AVENUE, SUITE 410 FORT COLLINS, CO 80525 323 W. DRAKE RD, SUITE 204 AND STATUTES, RESPECTIVELY, AND THAT I AM FULLY RESPONSIBLE FOR FORT COLLINS, CO 80524 (970) 226-0557 FORT COLLINS, CO 80526 THE ACCURACY OF ALL DESIGN, REVISIONS, AND RECORD CONDITIONS (303) 815-5769 (970) 282-1800 THAT I HAVE NOTED ON THESE PLANS. PROJECT DATUM: NAVD88 BENCHMARK #1 : CITY OF FORT COLLINS VERTICAL CONTROL 36-01 . A 3 J" BRASS CAPPED MONUMENT IN OLD JONATHAN F. SWEET, P.E. MONUMENT BOX. ON THE CENTERLINE OF GIDDINGS RD., APPROX. 0.5 MILES NORTH OF EAST MOUNTAIN VISTA DR. ON THE 1/4 CORNER MONUMENT. ELEVATION: 5006.60' City of Fort Collins, Colorado UTILITY PLAN APPROVAL BENCHMARK #2: CITY OF FORT COLLINS VERTICAL CONTROL 34-01 . A 2" ALUMINUM DISK ON THE EAST END OF A APPROVED: HEADWALL OVER AN IRRIGATION DITCH THAT IS APPROXIMATELY 110 FEET NORTH OF RICHARDS LAKE ROAD AND 200 City Engineer, A TST, INC. Approved Sheets Date CONSULTING ENGINEERS FEET EAST OF THOREAU DRIVE. 748 Whalers Way ELEVATION: 5026.59" APPROVED: Suite 200 Fort Collins Water&Wastewater Utility, Approved Sheets Date Colorado 80525 Phone: 970.226.0557 PLEASE NOTE: THIS PLAN SET IS USING NAVD88 FOR A VERTICAL DATUM. SURROUNDING DEVELOPMENTS HAVE USED APPROVED: Joe No. NGVD 29 UNADJUSTED DATUM (PRIOR CITY OF FORT COLLINS DATUM) FOR THEIR VERTICAL DATUMS. BASIS OF BEARING STATEMENT Stormwater Utility, Approved Sheets Date 1230.0005.00 SCALE THE NORTHERN LINE OF THE SOUTHEAST QUARTER OF SECTION APPROVED: � N.T.S. IF NGVD29 UNADJUSTED DATUM (PRIOR CITY OF FORT COLLINS DATUM) IS REQUIRED FOR ANY PURPOSE, THE 32, TOWNSHIP 8 NORTH, RANGE 68 WEST OF THE 6TH Park Planning and Development, Approved Sheets Date DATE FOLLOWING EQUATION SHOULD BE USED: NGVD29 UNADJUSTED DATUM (PRIOR CITY OF FORT COLLINS DATUM) = PRINCIPAL MERIDIAN, BEING MONUMENTED AS SHOWN HEREON APPROVED: JULY 2024 NAVD88 DATUM — 3.18' IS ASSUMED TO BEAR N89.49'30"W A DISTANCE OF 2639.74 . Traffic Operations, Approved Sheets Date SHEET APPROVED: 1 Of 37 Environmental Planner, Approved Sheets Date A. GENERAL NOTES 26. ALL UTILITY INSTALLATIONS WITHIN OR ACROSS THE ROADBED OF NEW RESIDENTIAL ROADS MUST BE REMOVAL OR DISTURBANCE OF EXISTING VEGETATION SHALL BE LIMITED TO THE AREA(S) 6. PRIOR TO PERMANENT INSTALLATION OF TRAFFIC STRIPING AND SYMBOLS, THE COMPLETED PRIOR TO THE FINAL STAGES OF ROAD CONSTRUCTION. FOR THE PURPOSES OF THESE REQUIRED FOR IMMEDIATE CONSTRUC11ON OPERATIONS, AND FOR THE SHORTEST PRACTICAL DEVELOPER SHALL PLACE TEMPORARY TABS OR TAPE DEPICTING ALIGNMENT AND 1. ALL MATERIALS, WORKMANSHIP, AND CONSTRUCTION OF PUBLIC IMPROVEMENTS SHALL MEET OR STANDARDS, ANY WORK EXCEPT C/G ABOVE THE SUBGRADE IS CONSIDERED FINAL STAGE WORK. ALL PERIOD OF TIME. PLACEMENT OF THE SAME. THEIR PLACEMENT SHALL BE APPROVED BY THE LOCAL EXCEED THE STANDARDS AND SPECIFICATIONS SET FORTH IN THE LARIMER COUNTY URBAN AREA SERVICE LINES MUST BE STUBBED TO THE PROPERTY LINES AND MARKED SO AS TO REDUCE THE ENTITY ENGINEER PRIOR TO PERMANENT INSTALLATION OF STRIPING AND SYMBOLS. STREET STANDARDS AND APPLICABLE STATE AND FEDERAL REGULATIONS. WHERE THERE IS CONFLICT EXCAVATION NECESSARY FOR BUILDING CONNECTIONS. 6. ALL SOILS EXPOSED DURING LAND DISTURBING ACTIVITY (STRIPPING, GRADING, UTILITY BETWEEN THESE PLANS AND THE SPECIFICATIONS, OR ANY APPLICABLE STANDARDS, THE MOST INSTALLATIONS, STOCKPILING, FILLING, ETC.) SHALL BE KEPT IN A ROUGHENED CONDITION BY 7. PRE-FORMED THERMO-PLASTIC APPLICATIONS SHALL BE AS SPECIFIED IN THESE PLANS RESTRICTIVE STANDARD SHALL APPLY. ALL WORK SHALL BE INSPECTED AND APPROVED BY THE LOCAL 27. PORTIONS OF LARIMER COUNTY ARE WITHIN OVERLAY DISTRICTS. THE LARIMER COUNTY RIPPING OR DISKING ALONG LAND CONTOURS UNTIL MULCH, VEGETATION, OR OTHER PERMANENT AND/OR THESE STANDARDS. ENTITY. FLOODPLAIN RESOLUTION SHOULD BE REFERRED TO FOR ADDITIONAL CRITERIA FOR ROADS WITHIN THESE EROSION CONTROL BMPS ARE INSTALLED. NO SOILS IN AREAS OUTSIDE PROJECT STREET RIGHTS OF-WAY SHALL DISTRICTS. REMAIN EXPOSED BY LAND DISTURBING ACTIVITY FOR MORE THAN THIRTY (30) 8. LATEX PAINT APPLICATIONS SHALL BE APPLIED AS SPECIFIED IN CDOT STANDARD 2. ALL REFERENCES TO ANY PUBLISHED STANDARDS SHALL REFER TO THE LATEST REVISION OF SAID DAYS BEFORE REQUIRED TEMPORARY OR PERMANENT EROSION CONTROL (E.G. SEED/MULCH, LANDSCAPING, SPECIFICATIONS FOR ROAD AND BRIDGE CONSTRUCTION. zo STANDARD, UNLESS SPECIFICALLY STATED OTHERWISE. 28. ALL ROAD CONSTRUC11ON IN AREAS DESIGNATED AS WILD FIRE HAZARD AREAS SHALL BE DONE IN ETC.) IS INSTALLED, UNLESS OTHERWISE APPROVED BY THE CITY OF FT COWNS. ­ ACCORDANCE WITH THE CONSTRUCTION CRITERIA AS ESTABLISHED IN THE WILD FIRE HAZARD AREA 9. ALL SURFACES SHALL BE THOROUGHLY CLEANED PRIOR TO INSTALLATION OF STRIPING OR z Fr 3. THESE PUBLIC IMPROVEMENT CONSTRUCTION PLANS SHALL BE VALID FOR A PERIOD OF THREE YEARS MITIGATION REGULATIONS IN FORCE AT THE TIME OF FINAL PLAT APPROVAL. 7. IN ORDER TO MINIMIZE EROSION POTENTIAL, ALL TEMPORARY (STRUCTURAL) EROSION MARKINGS. cc„ FROM THE DATE OF APPROVAL BY THE LOCAL EN11TY ENGINEER. USE OF THESE PLANS AFTER THE CONTROL MEASURES SHALL. 5 o EXPIRATION DATE WILL REQUIRE A NEW REVIEW AND APPROVAL PROCESS BY THE LOCAL ENTITY PRIOR 29. PRIOR TO THE COMMENCEMENT OF ANY CONSTRUCTION, THE CONTRACTOR SHALL CONTACT THE LOCAL a. BE INSPECTED AT A MINIMUM OF ONCE EVERY TWO (2) WEEKS AND AFTER 10. ALL SIGN POSTS SHALL UTILIZE BREAK-AWAY ASSEMBLIES AND FASTENERS PER THE w TO COMMENCEMENT OF ANY WORK SHOWN IN THESE PLANS. ENTITY FORESTER TO SCHEDULE A SITE INSPECTION FOR ANY TREE REMOVAL REQUIRING A PERMIT. EACH SIGNIFICANT STORM EVENT AND REPAIRED OR RECONSTRUCTED AS NECESSARY IN ORDER TO ENSURE STANDARDS. THE CONTINUED PERFORMANCE OF THEIR 4. THE ENGINEER WHO HAS PREPARED THESE PLANS, BY EXECUTION AND/OR SEAL HEREOF, DOES 30. THE DEVELOPER SHALL BE RESPONSIBLE FOR ALL ASPECTS OF SAFETY INCLUDING, BUT NOT LIMITED INTENDED FUNCTION. 11. A FIELD INSPECTION OF LOCATION AND INSTALLATION OF ALL SIGNS SHALL BE HEREBY AFFIRM RESPONSIBILITY TO THE LOCAL ENTITY, AS BENEFICIARY OF SAID ENGINEERS WORK, TO, EXCAVATION, TRENCHING, SHORING, TRAFFIC CONTROL, AND SECURITY. REFER TO OSHA b. REMAIN IN PLACE UNTIL SUCH TIME AS ALL THE SURROUNDING DISTURBED PERFORMED BY THE LOCAL ENTITY ENGINEER. ALL DISCREPANCIES IDENTIFIED FOR ANY ERRORS AND OMISSIONS CONTAINED IN THESE PLANS, AND APPROVAL OF THESE PLANS BY THE PUBLICATION 2226, EXCAVATING AND TRENCHING. AREAS ARE SUFFICIENTLY STABILIZED AS DETERMINED BY THE EROSION DURING THE FIELD INSPECTION MUST BE CORRECTED BEFORE THE 2-YEAR WARRANTY LOCAL ENTITY ENGINEER SHALL NOT RELIEVE THE ENGINEER WHO HAS PREPARED THESE PLANS OF ALL CONTROL INSPECTOR. PERIOD WILL BEGIN. SUCH RESPONSIBILITY. FURTHER, TO THE EXTENT PERMITTED BY LAW, THE ENGINEER HEREBY AGREES TO 31. THE DEVELOPER SHALL SUBMIT A CONSTRUCTION TRAFFIC CONTROL PLAN, IN ACCORDANCE WITH c. BE REMOVED AFTER THE SITE HAS BEEN SUFFICIENTLY STABILIZED AS HOLD HARMLESS AND INDEMNIFY THE LOCAL ENTITY, AND ITS OFFICERS AND EMPLOYEES, FROM AND MUTCD, TO THE APPROPRIATE RIGHT-OF-WAY AUTHORITY. (LOCAL ENTITY, COUNTY OR STATE), FOR DETERMINED BY THE EROSION CONTROL INSPECTOR. 12. THE DEVELOPER INSTALLING SIGNS SHALL BE RESPONSIBLE FOR LOCATING AND AGAINST ALL LIABILITIES, CLAIMS, AND DEMANDS WHICH MAY ARISE FROM ANY ERRORS AND APPROVAL, PRIOR TO ANY CONSTRUCTION ACTIVITIES WITHIN, OR AFFECTING, THE RIGHT-OF-WAY. THE PROTECTING ALL UNDERGROUND UTILITIES. Lj OMISSIONS CONTAINED IN THESE PLANS. DEVELOPER SHALL BE RESPONSIBLE FOR PROVIDING ANY AND ALL TRAFFIC CONTROL DEVICES AS MAY BE 8. WHEN TEMPORARY EROSION CONTROL MEASURES ARE REMOVED, THE DEVELOPER SHALL BE o REQUIRED BY THE CONSTRUCTION ACTIVITIES. RESPONSIBLE FOR THE CLEAN UP AND REMOVAL OF ALL SEDIMENT AND DEBRIS FROM ALL 13. SPECIAL CARE SHALL BE TAKEN IN SIGN LOCA11ON TO ENSURE AN UNOBSTRUCTED VIEW 5. ALL SANITARY SEWER, STORM SEWER, AND WATER LINE CONSTRUCTION, AS WELL AS POWER AND DRAINAGE INFRASTRUCTURE AND OTHER PUBLIC FACILITIES. OF EACH SIGN. OTHER 'DRY"UTILITY INSTALLATIONS, SHALL CONFORM TO THE LOCAL ENTITY STANDARDS AND 32. PRIOR TO THE COMMENCEMENT OF ANY CONSTRUCTION THAT WILL AFFECT TRAFFIC SIGNS OF ANY m SPECIFICATIONS CURRENT AT THE DATE OF APPROVAL OF THE PLANS BY THE LOCAL EN11TY ENGINEER. TYPE, THE CONTRACTOR SHALL CONTACT LOCAL ENTITY TRAFFIC OPERATIONS DEPARTMENT, WHO WILL 9. THE CONTRACTOR SHALL IMMEDIATELY CLEAN UP ANY CONSTRUC11ON MATERIALS 14. SIGNAGE AND STRIPING HAS BEEN DETERMINED BY INFORMATION AVAILABLE AT THE TEMPORARILY REMOVE OR RELOCATE THE SIGN AT NO COST TO THE CONTRACTOR; HOWEVER, IF THE INADVERTENTLY DEPOSITED ON EXISTING STREETS, SIDEWALKS, OR OTHER PUBLIC RIGHTS OF TIME OF REVIEW. PRIOR TO INITIATION OF THE WARRANTY PERIOD, THE LOCAL ENTITY DRAWN 6. THE TYPE, SIZE, LOCATION AND NUMBER OF ALL KNOWN UNDERGROUND UTILITIES ARE CONTRACTOR MOVES THE TRAFFIC SIGN THEN THE CONTRACTOR WILL BE CHARGED FOR THE LABOR, WAY, AND MAKE SURE STREETS AND WALKWAYS ARE CLEANED AT THE END OF EACH WORKING DAY ENGINEER RESERVES THE RIGHT TO REQUIRE ADDITIONAL SIGNAGE AND/OR STRIPING IF RFB APPROXIMATE WHEN SHOWN ON THE DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE DEVELOPER MATERIALS AND EQUIPMENT TO REINSTALL THE SIGN AS NEEDED. THE LOCAL ENTITY ENGINEER DETERMINES THAT AN UNFORESEEN CONDITION TO VERIFY THE EXISTENCE AND LOCATION OF ALL UNDERGROUND UTILITIES ALONG THE ROUTE OF THE 10. ALL RETAINED SEDIMENTS, PARTICULARLY THOSE ON PAVED ROADWAY SURFACES, SHALL BE WARRANTS SUCH SIGNAGE ACCORDING TO THE MUTCD OR THE CDOT M AND S CHECKED WORK BEFORE COMMENCING NEW CONSTRUCTION. THE DEVELOPER SHALL BE RESPONSIBLE FOR 33. THE DEVELOPER IS RESPONSIBLE FOR ALL COSTS FOR THE INITIAL INSTALLATION OF TRAFFIC SIGNING REMOVED AND DISPOSED OF IN A MANNER AND LOCATION SO AS NOT TO CAUSE THEIR RELEASE STANDARDS. ALL SIGNAGE AND STRIPING SHALL FALL UNDER THE REQUIREMENTS OF THE JFS UNKNOWN UNDERGROUND UTILITIES. AND STRIPING FOR THE DEVELOPMENT RELATED TO THE DEVELOPMENTS LOCAL STREET OPERATIONS. IN INTO ANY WATERS OF THE UNITED STATES. 2-YEAR WARRANTY PERIOD FOR NEW CONSTRUCTION (EXCEPT FAIR WEAR ON TRAFFIC ADDITION, THE DEVELOPER IS RESPONSIBLE FOR ALL COSTS FOR TRAFFIC SIGNING AND STRIPING RELATED MARKINGS). DESIGNED 7. THE ENGINEER SHALL CONTACT THE UTILITY NOTIFICATION CENTER OF COLORADO (UNCC) AT TO DIRECTING TRAFFIC ACCESS TO AND FROM THE DEVELOPMENT. 11. NO SOIL STOCKPILE SHALL EXCEED TEN (10) FEET IN HEIGHT. ALL SOIL STOCKPILES SHALL RFB 1-800-922-1987, AT LEAST 2 WORKING DAYS PRIOR TO BEGINNING EXCAVATION OR GRADING, TO HAVE BE PROTECTED FROM SEDIMENT TRANSPORT BY SURFACE ROUGHENING, WATERING, AND 15. SLEEVES FOR SIGN POSTS SHALL BE REQUIRED FOR USE IN ISLANDS/MEDIANS. REFER FILENAME ALL REGISTERED UTILITY LOCATIONS MARKED. OTHER UNREGISTERED UTILITY ENTITIES (I.E. DITCH / 34. THERE SHALL BE NO SITE CONSTRUCTION ACTIVITIES ON SATURDAYS, UNLESS SPECIFICALLY PERIMETER SILT FENCING. ANY SOIL STOCKPILE REMAINING AFTER THIRTY (30) DAYS SHALL BE TO CHAPTER 14, TRAFFIC CONTROL DEVICES, FOR ADDITIONAL DETAIL. 0005_COVER IRRIGATION COMPANY) ARE TO BE LOCATED BY CONTACTING THE RESPECTIVE REPRESENTATIVE. UTILITY APPROVED BY THE LOCAL ENTITY ENGINEER, AND NO SITE CONSTRUCTION ACTIVITIES ON SUNDAYS OR SEEDED AND MULCHED. SERVICE LATERALS ARE ALSO TO BE LOCATED PRIOR TO BEGINNING EXCAVATION OR GRADING. IT SHALL BE THE HOLIDAYS, UNLESS THERE IS PRIOR WRITTEN APPROVAL BY THE LOCAL ENTITY. 16. CONTRACTOR IS RESPONSIBLE FOR REMOVING ALL ANCHORS, POSTS, SIGNS AND/OR RESPONSIBILITY OF THE DEVELOPER TO RELOCATE ALL EXISTING UTILITIES THAT CONFLICT WITH THE 12. THE STORMWATER VOLUME CAPACITY OF DETENTION PONDS WILL BE RESTORED AND DELINEATORS IN CONSTRUCTION AREA. CONTRACTOR MAY KEEP THE SIGNS, OR CALL PROPOSED IMPROVEMENTS SHOWN ON THESE PLANS. 35. THE DEVELOPER IS RESPONSIBLE FOR PROVIDING ALL LABOR AND MATERIALS NECESSARY FOR THE STORM SEWER LINES WILL BE CLEANED UPON COMPLETION OF THE PROJECT AND BEFORE THE CITY TRAFFIC DIVISION TO HAVE THEM REMOVED. �p,DO L/c COMPLETION OF THE INTENDED IMPROVEMENTS SHOWN ON THESE DRAWINGS OR DESIGNATED TO BE TURNING THE MAINTENANCE OVER TO THE CITY OF FT COLLINS OR HOMEOWNERS ASSOCIATION •''•••' 8. THE DEVELOPER SHALL BE RESPONSIBLE FOR PROTECTING ALL U11UTIES DURING CONSTRUCTION AND PROVIDED, INSTALLED, OR CONSTRUCTED, UNLESS SPECIFICALLY NOTED OTHERWISE. (HOA). 17. NO 'RESET"ANCHORS, POSTS, SIGNS, AND/OR DELINEATORS WILL BE ACCEPTED. FOR COORDINATING WITH THE APPROPRIATE UTILITY COMPANY FOR ANY UTILITY CROSSINGS REQUIRED. 36. DIMENSIONS FOR LAYOUT AND CONSTRUCTION ARE NOT TO BE SCALED FROM ANY DRAWING. IF 13. CITY ORDINANCE AND COLORADO DISCHARGE PERMIT SYSTEM (CDPS) REQUIREMENTS 18. ALL ANCHORS, POSTS, SIGNS, AND/OR DELINEATORS SHALL BE NEW AND BE CONSISTENT 9. IF A CONFLICT EXISTS BETWEEN EXISTING AND PROPOSED UTILITIES AND/OR A DESIGN PERTINENT DIMENSIONS ARE NOT SHOWN, CONTACT THE DESIGNER FOR CLARIFICATION, AND ANNOTATE MAKE IT UNLAWFUL TO DISCHARGE OR ALLOW THE DISCHARGE OF ANY POLLUTANT OR WITH THE LCUASS CRITERIA. ��O G • MODIFICATION IS REQUIRED, THE DEVELOPER SHALL COORDINATE WITH THE ENGINEER TO MODIFY THE THE DIMENSION ON THE AS-BUILT RECORD DRAWINGS. CONTAMINATED WATER FROM CONSTRUCTION SITES. POLLUTANTS INCLUDE, BUT ARE NOT LIMITED LARIMER COUNTY URBAN AREA STREET STANDARDS -REPEALED AND REENACTED AUGUST 1, 2021 PAGE E-2-6 Q FOB •� <v DESIGN. DESIGN MODIFICATION(S) MUST BE APPROVED BY THE LOCAL ENTITY PRIOR TO BEGINNING TO DISCARDED BUILDING MATERIALS, CONCRETE TRUCK WASHOUT, CHEMICALS, OIL AND GAS ADOPTED BY LARIMER COUNTY, CITY OF LOVELAND, CITY OF FORT COLLINS �O� •....••�•G� CONSTRUCTION. 37. THE DEVELOPER SHALL HAVE, ONSITE AT ALL TIMES, ONE (1) SIGNED COPY OF THE APPROVED PRODUCTS, LITTER, AND SANITARY WASTE. THE DEVELOPER SHALL AT ALL 11MES TAKE WHATEVER s/oNA�E� PLANS, ONE (1) COPY OF THE APPROPRIATE STANDARDS AND SPECIFICATIONS, AND A COPY OF ANY MEASURES ARE NECESSARY TO ASSURE THE PROPER CONTAINMENT AND DISPOSAL OF E STORM DRAINAGE NOTES 10. THE DEVELOPER SHALL COORDINATE AND COOPERATE WITH THE LOCAL ENTITY, AND ALL UTILITY PERMITS AND EXTENSION AGREEMENTS NEEDED FOR THE JOB. POLLUTANTS ON THE SITE IN ACCORDANCE WITH ANY AND ALL APPLICABLE LOCAL, STATE, AND COMPANIES INVOLVED, TO ASSURE THAT THE WORK IS ACCOMPLISHED IN A TIMELY FASHION AND WITH FEDERAL REGULATIONS. 1. THE CITY OF FORT COLLINS SHALL NOT BE RESPONSIBLE FOR THE MAINTENANCE OF A MINIMUM DISRUPTION OF SERVICE. THE DEVELOPER SHALL BE RESPONSIBLE FOR CONTACTING, IN 38. IF, DURING THE CONSTRUCTION PROCESS, CONDITIONS ARE ENCOUNTERED WHICH COULD INDICATE A STORM DRAINAGE FACILITIES LOCATED ON PRIVATE PROPERTY. MAINTENANCE OF ADVANCE, ALL PARTIES AFFECTED BY ANY DISRUPTION OF ANY UTILITY SERVICE AS WELL AS THE UTILITY SITUATION THAT IS NOT IDENTIFIED IN THE PLANS OR SPECIFICATIONS, THE DEVELOPER SHALL CONTACT 14. A DESIGNATED AREA SHALL BE PROVIDED ON SITE FOR CONCRETE TRUCK CHUTE WASHOUT. ONSITE DRAINAGE FACILITIES SHALL BE THE RESPONSIBILITY OF THE PROPERTY COMPANIES. THE DESIGNER AND THE LOCAL ENTITY ENGINEER IMMEDIATELY. THE AREA SHALL BE CONSTRUCTED SO AS TO CONTAIN WASHOUT MATERIAL AND LOCATED AT OWNER(S). LEAST FIFTY (50) FEET AWAY FROM ANY WATERWAY DURING CONSTRUCTION. UPON 11. NO WORK MAY COMMENCE WITHIN ANY PUBLIC STORM WATER, SANITARY SEWER OR POTABLE 39. THE DEVELOPER SHALL BE RESPONSIBLE FOR RECORDING AS-BUILT INFORMATION ON A SET OF COMPLETION OF CONSTRUCTION ACTIVITIES THE CONCRETE WASHOUT MATERIAL WILL BE 2. ALL RECOMMENDATIONS OF THE FINAL DRAINAGE AND EROSION CONTROL STUDY "MONTAVA PHASE E OFFSITE WATER SYSTEM UNTIL THE DEVELOPER NOTIFIES THE UTILITY PROVIDER. NOTIFICATION SHALL BE A RECORD DRAWINGS KEPT ON THE CONSTRUCTION SITE, AND AVAILABLE TO THE LOCAL EN11TYS REMOVED AND PROPERLY DISPOSED OF PRIOR TO THE AREA BEING RESTORED. STORM INFRASTRUCTURE" BY MARTIN/MARTIN CONSULTING ENGINEERS SHALL BE FOLLOWED MINIMUM OF 2 WORKING DAYS PRIOR TO COMMENCEMENT OF ANY WORK. AT THE DISCRETION OF THE INSPECTOR AT ALL TIMES. UPON COMPLETION OF THE WORK, THE CONTRACTOR(S) SHALL SUBMIT RECORD AND IMPLEMENTED. WATER UTILITY PROVIDER, A PRE-CONSTRUCTION MEETING MAY BE REQUIRED PRIOR TO DRAWINGS TO THE LOCAL ENTITY ENGINEER. 15. TO ENSURE THAT SEDIMENT DOES NOT MOVE OFF OF INDIVIDUAL LOTS ONE OR MORE OF COMMENCEMENT OF ANY WORK. THE FOLLOWING SEDIMENT/EROSION CONTROL BMPS SHALL BE INSTALLED AND MAINTAINED UNTIL THE LOTS ARE 3. PRIOR TO FINAL INSPEC11ON AND ACCEPTANCE BY THE CITY OF FORT COLLINS, 40. THE DESIGNER SHALL PROVIDE, IN THIS LOCATION ON THE PLAN, THE LOCATION AND DESCRIPTION SUFFICIENTLY STABILIZED, AS DETERMINED BY THE EROSION CONTROL CERTIFICATION OF THE DRAINAGE FACILITIES, BY A REGISTERED ENGINEER, MUST BY 12. THE DEVELOPER SHALL SEQUENCE INSTALLATION OF UTILITIES IN SUCH A MANNER AS TO MINIMIZE OF THE NEAREST SURVEY BENCHMARKS (2) FOR THE PROJECT AS WELL AS THE BASIS OF BEARINGS. THE INSPECTOR, (FT COLLINS GMA & CITY LIMITS ONLY). SUBMITTED TO AND APPROVED BY THE STORMWATER UTILITY DEPARTMENT. POTENTIAL UTILITY CONFLICTS. IN GENERAL, STORM SEWER AND SANITARY SEWER SHOULD BE INFORMATION SHALL BE AS FOLLOWS: (A.) BELOW ALL GUTTER DOWNSPOUTS. CERTIFICATION SHALL BE SUBMITTED TO THE STORMWATER UTILITY DEPARTMENT AT CONSTRUCTED PRIOR TO INSTALLATION OF THE WATER LINES AND DRY UTILITIES. BENCHMARKS-LOCAL ENTITY SURVEY. (B.) OUT TO DRAINAGE SWALES. LEAST TWO WEEKS PRIOR TO THE RELEASE OF A CERTIFICATE OF OCCUPANCY FOR SINGLE (C.) ALONG LOT PERIMETER. FAMILY UNITS. FOR COMMERCIAL PROPERTIES, CERTIFICATION SHALL BY SUBMITTED O 13. THE MINIMUM COVER OVER WATER LINES IS 4.5 FEET AND THE MAXIMUM COVER IS 5.5 FEET PROJECT DATUM: NAVD88 (D.) OTHER LOCATIONS, IF NEEDED. TO THE STORMWATER UTILITY DEPARTMENT AT LEAST TWO WEEKS PRIOR TO THE UNLESS OTHERWISE NOTED IN THE PLANS AND APPROVED BY THE WATER UTILITY. RELEASE OF ANY BUILDING PERMITS IN EXCESS OF THOSE ALLOWED PRIOR TO BENCHMARK #1: CITY OF FORT COLLINS VERTICAL CONTROL 36-01. A 3 J" BRASS CAPPED MONUMENT IN OLD 16. CONDITIONS IN THE FIELD MAY WARRANT EROSION CONTROL MEASURES IN ADDITION TO WHAT IS CERTIFICATION PER THE DEVELOPMENT AGREEMENT. 14. A STATE CONSTRUCTION DEWATERING WASTEWATER DISCHARGE PERMIT IS REQUIRED IF MONUMENT BOX. ON THE CENTERLINE OF GIDDINGS RD., APPROX. 0.5 MILES NORTH OF EAST MOUNTAIN VISTA DR. SHOWN ON THESE PLANS. THE DEVELOPER SHALL IMPLEMENT WHATEVER MEASURES ARE DETERMINED Q DEWATERING IS REQUIRED IN ORDER TO INSTALL UTILITIES OR WATER IS DISCHARGED INTO A STORM ON THE 1/4 CORNER MONUMENT. NECESSARY, AS DIRECTED BY THE CITY OF FT COLLINS. 4. SEE CITY OF FORT COLLINS STORMWATER CRITERIA MANUAL -APPENDIX F SEWER, CHANNEL, IRRIGATION DITCH OR ANY WATERS OF THE UNITED STATES. ELEVATION: 5006.60' CONSTRUCTION CONTROL MEASURES STANDARD NOTES AND STANDARD EROSION 17. A VEHICLE TRACKING CONTROL PAD SHALL BE INSTALLED WHENEVER IT IS NECESSARY FOR CONTROL NOTES. 15. THE DEVELOPER SHALL COMPLY WITH ALL TERMS AND CONDITIONS OF THE COLORADO PERMIT FOR BENCHMARK #2: CITY OF FORT COLLINS VERTICAL CONTROL 34-01. A 2" ALUMINUM DISK ON THE EAST END OF A CONSTRUCTION EQUIPMENT INCLUDING BUT NOT LIMITED TO PERSONAL VEHICLES EXITING EXISTING STORM WATER DISCHARGE (CONTACT COLORADO DEPARTMENT OF HEALTH, WATER QUALITY CONTROL HEADWALL OVER AN IRRIGATION DITCH THAT IS APPROXIMATELY 110 FEET NORTH OF RICHARDS LAKE ROAD AND 200 ROADWAYS. NO EARTHEN MATERIALS, I.E., STONE, DIRT, ETC., SHALL BE PLACED IN THE CURB & GUTTER F. WATEMNE NOTE DIVISION, (303) 692-3590), THE STORM WATER MANAGEMENT PLAN, AND THE EROSION CONTROL FEET EAST OF THOREAU DRIVE. OR ROADWAY AS A RAMP TO ACCESS TEMPORARY STOCKPILE(S), STAGING AREA(S), CONSTRUCTION PLAN. ELEVATION: 5026.59' MATERIAL(S), CONCRETE WASHOUT AREA(S) AND/OR BUILDING SITE(S). 1. THE MINIMUM COVER OVER WATER LINES IS 4.5 FEET AND THE MAXIMUM COVER IS W 5.5 FEET UNLESS OTHERWISE NOTED IN THE PLANS AND APPROVED BY THE WATER 16. THE LOCAL ENTITY SHALL NOT BE RESPONSIBLE FOR THE MAINTENANCE OF STORM DRAINAGE PLEASE NOTE: THIS PLAN SET IS USING NAVD88 FOR A VERTICAL DATUM. SURROUNDING DEVELOPMENTS HAVE USED C,L STREET IMPROVEMENTS NOTES UTILITY. O FACILITIES LOCATED ON PRIVATE PROPERTY. MAINTENANCE OF ONSITE DRAINAGE FACILITIES SHALL BE NGVD 29 UNADJUSTED DATUM (PRIOR CITY OF FORT COLLINS DATUM) FOR THEIR VERTICAL DATUMS. THE RESPONSIBILITY OF THE PROPERTY OWNER(S). 1. ALL STREET CONSTRUC11ON IS SUBJECT TO THE GENERAL NOTES ON THE COVER SHEET OF THESE PLANS AS WELL IF NGVD29 UNADJUSTED DATUM (PRIOR CITY OF FORT COLLINS DATUM) IS REQUIRED FOR ANY PURPOSE, THE AS THE STREET IMPROVEMENTS NOTES LISTED HERE. 17. PRIOR TO FINAL INSPECTION AND ACCEPTANCE BY THE LOCAL ENTITY, CERTIFICATION OF THE FOLLOWING EQUATION SHOULD BE USED: NGVD29 UNADJUSTED DATUM (PRIOR CITY OF FORT COLLINS DATUM) = DRAINAGE FACILITIES, BY A REGISTERED ENGINEER, MUST BE SUBMITTED TO AND APPROVED BY THE NAVD88 DATUM - 3.18' 2. A PAVING SECTION DESIGN, SIGNED AND STAMPED BY A COLORADO LICENSED ENGINEER, MUST BE SUBMITTED TO STORMWATER UTILITY DEPARTMENT. CERTIFICATION SHALL BE SUBMITTED TO THE STORMWATER UTILITY THE LOCAL ENTITY ENGINEER FOR APPROVAL, PRIOR TO ANY STREET CONSTRUCTION ACTIVITY, (FULL DEPTH O DEPARTMENT AT LEAST TWO WEEKS PRIOR TO THE RELEASE OF A CERTIFICATE OF OCCUPANCY FOR SINGLE ASPHALT SECTIONS ARE NOT PERMITTED AT A DEPTH GREATER THAN 8 INCHES OF ASPHALT). THE JOB MIX SHALL 0 Q FAMILY UNITS. FOR COMMERCIAL PROPERTIES, CERTIFICATION SHALL BE SUBMITTED TO THE 41. ALL STATIONING IS BASED ON CENTERLINE OF ROADWAYS UNLESS OTHERWISE NOTED. BE SUBMITTED FOR APPROVAL PRIOR TO PLACEMENT OF ANY ASPHALT. ' STORMWATER UTILITY DEPARTMENT AT LEAST TWO WEEKS PRIOR TO THE RELEASE OF ANY BUILDING 3. WHERE PROPOSED PAVING ADJOINS EXISTING ASPHALT, THE EXISTING ASPHALT SHALL BE SAW CUT, A MINIMUM Z W PERMITS IN EXCESS OF THOSE ALLOWED PRIOR TO CERTIFICATION PER THE DEVELOPMENT AGREEMENT. 42. DAMAGED CURB, GUTTER AND SIDEWALK EXISTING PRIOR TO CONSTRUCTION, AS WELL AS EXISTING DISTANCE OF 12 INCHES FROM THE EXISTING EDGE, TO CREATE A CLEAN CONSTRUCTION JOINT. THE DEVELOPER FENCES, TREES, STREETS, SIDEWALKS, CURBS AND GUTTERS, LANDSCAPING, STRUCTURES, AND SHALL BE REQUIRED TO REMOVE EXISTING PAVEMENT TO A DISTANCE WHERE A CLEAN CONSTRUCTION JOINT CAN O Z 18. THE LOCAL ENTITY SHALL NOT BE RESPONSIBLE FOR ANY DAMAGES OR INJURIES SUSTAINED IN THIS IMPROVEMENTS DESTROYED, DAMAGED OR REMOVED DUE TO CONSTRUCTION OF THIS PROJECT, SHALL BE MADE. WHEEL CUTS SHALL NOT BE ALLOWED UNLESS APPROVED BY THE LOCAL ENTITY ENGINEER IN FORT 0 z DEVELOPMENT AS A RESULT OF GROUNDWATER SEEPAGE, WHETHER RESULTING FROM GROUNDWATER FLOODING, BE REPLACED OR RESTORED IN LIKE KIND AT THE DEVELOPER'S EXPENSE, UNLESS OTHERWISE COLLINS. STRUCTURAL DAMAGE OR OTHER DAMAGE UNLESS SUCH DAMAGE OR INJURIES ARE SUSTAINED INDICATED ON THESE PLANS, PRIOR TO THE ACCEPTANCE OF COMPLETED IMPROVEMENTS AND/OR PRIOR AS A RESULT OF THE LOCAL ENTITY FAILURE TO PROPERLY MAINTAIN ITS WATER, WASTEWATER, AND/OR TO THE ISSUANCE OF THE FIRST CERTIFICATE OF OCCUPANCY. 4. STREET SUBGRADES SHALL BE SCARIFIED THE TOP 12 INCHES AND RE-COMPACTED PRIOR TO SUBBASE STORM DRAINAGE FACILITIES IN THE DEVELOPMENT. INSTALLATION. NO BASE MATERIAL SHALL BE LAID UNTIL THE SUBGRADE HAS BEEN INSPECTED AND APPROVED BY 43. WHEN AN EXISTING ASPHALT STREET MUST BE CUT, THE STREET MUST BE RESTORED TO A CONDITION THE LOCAL ENTITY ENGINEER. 19. ALL RECOMMENDATIONS OF THE FINAL DRAINAGE AND EROSION CONTROL STUDY "MONTAVA PHASE E OFFSITE EQUAL TO OR BETTER THAN ITS ORIGINAL CONDITION. THE EXISTING STREET CONDITION SHALL BE 5. VALVE BOXES AND MANHOLES ARE TO BE BROUGHT UP TO GRADE AT THE 11ME OF PAVEMENT PLACEMENT OR Q STORM INFRASTRUCTURE" BY MARTIN/MARTIN CONSULTING ENGINEERS SHALL BE FOLLOWED AND IMPLEMENTED. DOCUMENTED BY THE LOCAL ENTITY CONSTRUCTION INSPECTOR BEFORE ANY CUTS ARE MADE. OVERLAY. VALVE BOX ADJUSTING RINGS ARE NOT ALLOWED. PATCHING SHALL BE DONE IN ACCORDANCE WITH THE LOCAL ENTITY STREET REPAIR STANDARDS. THE 20. TEMPORARY EROSION CONTROL DURING CONSTRUCTION SHALL BE PROVIDED AS SHOWN ON THE FINISHED PATCH SHALL BLEND IN SMOOTHLY INTO THE EXISTING SURFACE. ALL LARGE PATCHES SHALL BE 6. WHEN AN EXISTING ASPHALT STREET MUST BE CUT, THE STREET MUST BE RESTORED TO A CONDI1ION EQUAL TO EROSION CONTROL PLAN. ALL EROSION CONTROL MEASURES SHALL BE MAINTAINED IN GOOD REPAIR BY PAVED WITH AN ASPHALT LAY-DOWN MACHINE. IN STREETS WHERE MORE THAN ONE CUT IS MADE, AN OR BETTER THAN ITS ORIGINAL CONDITION. THE EXISTING STREET CONDITION SHALL BE DOCUMENTED BY THE THE DEVELOPER, UNTIL SUCH TIME AS THE ENTIRE DISTURBED AREAS IS STABILIZED WITH HARD SURFACE OVERLAY OF THE ENTIRE STREET WIDTH, INCLUDING THE PATCHED AREA, MAY BE REQUIRED. THE INSPECTOR BEFORE ANY CUTS ARE MADE. CUTTING AND PATCHING SHALL BE DONE IN CONFORMANCE WITH O OR LANDSCAPING. DETERMINATION OF NEED FOR A COMPLETE OVERLAY SHALL BE MADE BY THE LOCAL ENTITY ENGINEER CHAPTER 25, RECONSTRUCTION AND REPAIR. THE FINISHED PATCH SHALL BLEND SMOOTHLY INTO THE EXISTING OR THE LOCAL ENTITY INSPECTOR AT THE TIME THE CUTS ARE MADE. SURFACE. THE DETERMINA11ON OF NEED FOR A COMPLETE OVERLAY SHALL BE MADE BY THE LOCAL ENTITY AND/OR ENGINEER. ALL OVERLAY WORK SHALL BE COORDINATED WITH ADJACENT LANDOWNERS SUCH THAT FUTURE 21. THE DEVELOPER SHALL BE RESPONSIBLE FOR INSURING THAT NO MUD OR DEBRIS SHALL BE TRACKED PROJECTS DO NOT CUT THE NEW ASPHALT OVERLAY WORK. ONTO THE EXISTING PUBLIC STREET SYSTEM. MUD AND DEBRIS MUST BE REMOVED WITHIN 24 HOURS 44. UPON COMPLETION OF CONSTRUCTION, THE SITE SHALL BE CLEANED AND RESTORED TO A CONDITION 01 BY AN APPROPRIATE MECHANICAL METHOD (I.E. MACHINE BROOM SWEEP, LIGHT DUTY FRONT-END EQUAL TO, OR BETTER THAN, THAT WHICH EXISTED BEFORE CONSTRUCTION, OR TO THE GRADES AND 7. ALL TRAFFIC CONTROL DEVICES SHALL BE IN CONFORMANCE WITH THESE PLANS OR AS OTHERWISE SPECIFIED IN v LOADER, ETC.) OR AS APPROVED BY THE LOCAL ENTITY STREET INSPECTOR. CONDITION AS REQUIRED BY THESE PLANS. M.U.T.C.D. (INCLUDING COLORADO SUPPLEMENT) AND AS PER THE RIGHT-OF-WAY WORK PERMIT TRAFFIC CONTROL PLAN. w 22. NO WORK MAY COMMENCE WITHIN ANY IMPROVED OR UNIMPROVED PUBLIC RIGHT-OF-WAY 45. STANDARD HANDICAP RAMPS ARE TO BE CONSTRUCTED AT ALL CURB RETURNS AND AT ALL 'T" w UNTIL ARIGHT-OF-WAY PERMIT OR DEVELOPMENT CONSTRUCTION PERMIT IS OBTAINED, IF INTERSECTIONS. 8. THE DEVELOPER IS REQUIRED TO PERFORM A GUTTER WATER FLOW TEST IN THE PRESENCE OF THE LOCAL ENTITY O INSPECTOR AND PRIOR TO INSTALLATION OF ASPHALT. GUTTERS THAT HOLD MORE THAN 9 INCH DEEP OR 5 FEET APPLICABLE. 46. AFTER ACCEPTANCE BY THE LOCAL ENTITY, PUBLIC IMPROVEMENTS DEPICTED IN THESE PLANS LONGITUDINALLY, OF WATER, SHALL BE COMPLETELY REMOVED AND RECONSTRUCTED TO DRAIN PROPERLY. 0 23. THE DEVELOPER SHALL BE RESPONSIBLE FOR OBTAINING ALL NECESSARY PERMITS FOR ALL SHALL BE GUARANTEED TO BE FREE FROM MATERIAL AND WORKMANSHIP DEFECTS FOR A MINIMUM 9. PRIOR TO PLACEMENT OF H.B.P. OR CONCRETE WITHIN THE STREET AND AFTER MOISTURE/DENSITY TESTS HAVE o APPLICABLE AGENCIES PRIOR TO COMMENCEMENT OF CONSTRUCTION. THE DEVELOPER SHALL NOTIFY PERIOD OF TWO YEARS FROM THE DATE OF ACCEPTANCE. BEEN TAKEN ON THE SUBGRADE MATERIAL (WHEN A FULL DEPTH SECTION IS PROPOSED) OR ON THE SUBGRADE / THE LOCAL ENTITY ENGINEERING INSPECTOR (FORT COLLINS - 221-6605) AND THE LOCAL ENTITY AND BASE MATERIAL (WHEN A COMPOSITE SECTION IS PROPOSED), A MECHANICAL "PROOF ROLL" WILL BE EROSION CONTROL INSPECTOR (FORT COLLINS -221-6700) AT LEAST 2 WORKING DAYS PRIOR TO THE 47. THE LOCAL ENTITY SHALL NOT BE RESPONSIBLE FOR THE MAINTENANCE OF ROADWAY AND REQUIRED. THE ENTIRE SUBGRADE AND/OR BASE MATERIAL SHALL BE ROLLED WITH A HEAVILY LOADED VEHICLE o START OF ANY EARTH DISTURBING ACTIVITY, OR CONSTRUCTION ON ANY AND ALL PUBLIC IMPROVEMENTS. APPURTENANT IMPROVEMENTS, INCLUDING STORM DRAINAGE STRUCTURES AND PIPES, FOR THE HAVING A TOTAL GVW OF NOT LESS THAN 50,000 LBS. AND A SINGLE AXLE WEIGHT OF AT LEAST 18,000 LBS. EL IF THE LOCAL ENTITY ENGINEER IS NOT AVAILABLE AFTER PROPER NOTICE OF CONSTRUCTION ACTIVITY FOLLOWING PRIVATE STREETS: N/A WITH PNEUMATIC TIRES INFLATED TO NOT LESS THAT 90 P.S.I.G. 'PROOF ROLL" VEHICLES SHALL NOT TRAVEL AT 0 HAS BEEN PROVIDED, THE DEVELOPER MAY COMMENCE WORK IN THE ENGINEER ABSENCE. SPEEDS GREATER THAN 3 M.P.H. ANY PORTION OF THE SUBGRADE OR BASE MATERIAL WHICH EXHIBITS EXCESSIVE HOWEVER, THE LOCAL ENTITY RESERVES THE RIGHT NOT TO ACCEPT THE IMPROVEMENT IF SUBSEQUENT 48. APPROVED VARIANCES ARE LISTED AS FOLLOWS: N/A PUMPING OR DEFORMATION, AS DETERMINED BY THE LOCAL ENTITY ENGINEER, SHALL BE REWORKED, REPLACED OR TESTING REVEALS AN IMPROPER INSTALLATION. OTHERWISE MODIFIED TO FORM A SMOOTH, NON-YIELDING SURFACE. THE LOCAL ENTITY ENGINEER SHALL BE o NOTIFIED AT LEAST 24 HOURS PRIOR TO THE 'PROOF ROLL." ALL 'PROOF ROLLS" SHALL BE PREFORMED IN THE Z 24. THE DEVELOPER SHALL BE RESPONSIBLE FOR OBTAINING SOILS TESTS WITHIN THE PUBLIC RIGHT OF-WAY AFTER BL STANDARD ORADINO AND EROSION AND SEDIMENT OONTROL NOTES PRESENCE OF AN INSPECTOR. RIGHT OF WAY GRADING AND ALL UTILITY TRENCH WORK IS COMPLETE AND PRIOR TO THE 0:1 U PLACEMENT OF CURB, GUTTER, SIDEWALK AND PAVEMENT. IF THE FINAL SOILS/PAVEMENT DESIGN 1. THE EROSION CONTROL INSPECTOR MUST BE NOTIFIED AT LEAST TWENTY-FOUR (24) HOURS Q TRAFFIK' $IQNINO AND PAVEMENT MARIaNO NOTES INC. REPORT DOES NOT CORRESPOND WITH THE RESULTS OF THE ORIGINAL GEOTECHNICAL REPORT, THE PRIOR TO ANY CONSTRUCTION ON THIS SITE. TST, DEVELOPER SHALL BE RESPONSIBLE FOR A RE-DESIGN OF THE SUBJECT PAVEMENT SECTION OR, THE 1. ALL SIGNAGE AND MARKING IS SUBJECT TO THE GENERAL NOTES ON THE COVER SHEET CONSULTING ENGINEERS DEVELOPER MAY USE THE LOCAL ENTITYS DEFAULT PAVEMENT THICKNESS SECTION(S). REGARDLESS 2. THERE SHALL BE NO EARTH-DISTURBING ACTIVITY OUTSIDE THE LIMITS DESIGNATED ON THE OF THESE PLANS, AS WELL AS THE TRAFFIC SIGNING AND MARKING CONSTRUCTION 7 Whalers Way OF THE OPTION USED, ALL FINAL SOILS/PAVEMENT DESIGN REPORTS SHALL BE PREPARED BY A LICENSED ACCEPTED PLANS. NOTES LISTED HERE. Suite 200 Fort Collins % PROFESSIONAL ENGINEER. THE FINAL REPORT SHALL BE SUBMITTED TO THE INSPECTOR A MINIMUM OF Colorado 80525 10 WORKING DAYS PRIOR TO PLACEMENT OF BASE AND ASPHALT. PLACEMENT OF CURB, GUTTER, 3. ALL REQUIRED PERIMETER SILT AND CONSTRUCTION FENCING SHALL BE INSTALLED PRIOR TO Phone: 970.226.0557 � 2. ALL SYMBOLS, INCLUDING ARROWS, ONLYS, CROSSWALKS, STOP BARS, ETC. SHALL .v SIDEWALK, BASE AND ASPHALT SHALL NOT OCCUR UNTIL THE LOCAL ENTITY ENGINEER APPROVES THE ANY LAND DISTURBING ACTIVITY (STOCKPILING, STRIPPING, GRADING, ETC). ALL OTHER BE PRE-FORMED THERMO-PLASTIC. roe N� 1230.0005.00 FINAL REPORT. REQUIRED EROSION CONTROL MEASURES SHALL BE INSTALLED AT THE APPROPRIATE TIME IN THE o CONSTRUCTION SEQUENCE AS INDICATED IN THE APPROVED PROJECT SCHEDULE, CONSTRUCTION 3. ALL SIGNAGE SHALL BE PER LOCAL ENTITY STANDARDS AND THESE PLANS OR AS SCALE LO 25. THE CONTRACTOR SHALL HIRE A LICENSED ENGINEER OR LAND SURVEYOR TO SURVEY THE PLANS, AND EROSION CONTROL REPORT. OTHERWISE SPECIFIED IN MUTCD. N.T.S. o CONSTRUCTED ELEVATIONS OF THE STREET SUBGRADE AND THE GUTTER FLOWUNE AT ALL INTERSECTIONS, LARIMER COUNTY URBAN AREA STREET STANDARDS -REPEALED AND REENACTED AUGUST 1, 2021 PAGE E-2-5 � INLETS, AND OTHER LOCATIONS REQUESTED BY THE LOCAL ENTITY INSPECTOR. THE ENGINEER OR 4. AT ALL 11MES DURING CONSTRUCTION, THE DEVELOPER SHALL BE RESPONSIBLE FOR ADOPTED BY LARIMER COUNTY, CITY OF LOVELAND, CITY OF FORT COLLINS DATE p SURVEYOR MUST CERTIFY IN A LETTER TO THE LOCAL ENTITY THAT THESE ELEVATIONS CONFORM TO THE PREVENTING AND CONTROLLING ON-SITE EROSION INCLUDING KEEPING THE PROPERTY JU LY 2024 o APPROVED PLANS AND SPECIFICATIONS. ANY DEVIATIONS SHALL BE NOTED IN THE LETTER AND THEN SUFFICIENTLY WATERED SO AS TO MINIMIZE WIND BLOWN SEDIMENT. THE DEVELOPER SHALL 4. ALL LANE LINES FOR ASPHALT PAVEMENT SHALL RECEIVE TWO COATS OF LATEX PAINT SHEET / RESOLVED WITH THE LOCAL ENTITY BEFORE INSTALLATION OF BASE COURSE OR ASPHALT WILL BE ALSO BE RESPONSIBLE FOR INSTALLING AND MAINTAINING ALL EROSION CONTROL FACILITIES WITH GLASS BEADS. o ALLOWED ON THE STREETS. SHOWN HEREIN. N 5. ALL LANE LINES SHALL BE LATEX PAINT. 2of 7 j 5. PRE-DISTURBANCE VEGETATION SHALL BE PROTECTED AND RETAINED WHEREVER POSSIBLE. Y RICHARDS LAKE ROAD 1 ===_7 1 QO1 W — W W W W W W W RICHARDS LAKE ROAD LOD LOD LOD LOD LOD LOD LOD LOD rlo PROPOSED 18" MONTAVA INSTALL SETTLING STRUCTURE O 0 IRRIGATION LATERAL TO CAPTURE DEBRIS FROM EX. IRRIGATION DITCH z NON-POTABLE VAULTS FOR WELL WATER EXTRACTION � r 7(SEE SHEET 27 FOR DETAILS) > O FITZSIMONS WELLS 1 & 2=4 CFS L`' � � COUNTRY CLUB ROAD � p r O O -I u TIE TO EXISTING 15" p j CONCRETE IRRIGATION PIPE O 0 J N Lt Z INSTALL SPUTTER o I- C r STRUCTURE TO SEPARATE Z o O NPIC FROM WSSC WATER � O m TIE TO EXISTING 15" CONCRETE IRRIGATION PIPE MOUNTAIN VISTA DRIVE °> KEY MAP DRAWN RFB N.T.S. CHECKED JFS Z DESIGNED ` 0 0 RFB p PROPOSED 18" MONTAVA IRRIGATION LATERAL 0 FILENAME ° z 0005_SITE PLAN NOTES D �P,VO L/C LIMIT OF DISTURBANCE 1. NPIC/WSSC WATER TO BE DELIVERED FROM EXISTING 15" o\�•�PN••• gyp\. NON-POTABLE IRRIGATION LINE LOCATED SOUTHWEST OF c�;Q QQ�O�G�\0 RICHARDS LAKE ROAD AND N. GIDDINGS ROAD THROUGH A O P o PROPOSED 18" NON-POTABLE IRRIGATION LINE. �p\��'GO�c' • 85 a N75 8 OJ �� 2. NEW WELL WATER WILL TYPICALLY BE USED FOR INITIAL POND �,0� 0 ••••••.•'G�� FILLING AND TO OFFSET EVAPORATIVE LOSSES DURING DITCH NON-IRRIGATION SEASON. ROW u f� 3. WATER SUPPLY & STORAGE COMPANY (WSSC) SHARES SHALL NOT BE STORED IN IRRIGATION POND FOR MORE THAN 72 MAPLE HILL SUBDIVISION j HOURS. (EXISTING) ° p 4. ALL UTILITIES NEAR CONSTRUCTION ACTIVITY NEED TO BE O VERIFIED HORIZONTALLY AND VERTICALLY BY THE CONTRACTOR J � PRIOR TO CONSTRUCTION. 5. ALL PRESSURIZED IRRIGATION LINES SHALL BE BURIED A MINIMUM OF 5—FEET BELOW FINISHED GRADE UNLESS OTHERWISE NOTED. r0 r, 6. ALL IRRIGATION LINES FOR THE MONTAVA & PSD PUMP STATION O 12" AND SMALLER SHALL BE CLASS C900, DR 18 PURPLE PVC p PIPE WITH A MINIMUM 12 GAGE INSULATED TRACER WIRE. 7. ALL IRRIGATION LINES FOR THE PARKS DEPARTMENT SHALL BE Q i HIGH DENSITY POLYETHYLENE (HDPE) WITH A MINIMUM 12 GAGE ^< \ /> INSULATED TRACER WIRE. r/� Li v� DISCHARGE PIPE FROM THE MONTAVA IRRIGATION <\ > ,<<ii^ 8. ALL 18" IRRIGATION LINES SHALL BE CLASS C905, DR 18 LATERAL. ESTIMATED INTAKE FLOW=4.05 CFS \ ,� „ i J , PURPLE PVC WITH A MINIMUM 12 GAGE INSULATED TRACER WIRE. 0 DITCH FLOW AND 4 CFS WELL FLOW F 9. CONTRACTOR SHALL PROVIDE A MINIMUM OF 18-INCHES O PROPOSED 5.0 SOFT SURFACE TRAIL-REFER i ` i v��i>� L VERTICAL SEPARATION BETWEEN IRRIGATION LINE AND ALL Z J TO PHASE D PLAN SET FOR DETAIL ,\ �i ��, �� i> OTHER EXISTING UTILITIES. m m MONTAVA WEST POND ® AA NON-POTABLE VAULT FOR WELL WATER EXTRACTION � �� _ 10. ALL IRRIGATION LINES SHALL BE CONSTRUCTED TO THE SAME (SEE SHEET 27 FOR DETAILS) ^> > STANDARDS AND SPECIFICATIONS AS THE POTABLE O Q- i �i WATERLINES. �' p DISCHARGE PIPE FROM MONTAVA WEST WELL=2.00 CFS 11. ALL IMPROVEMENTS SHALL CONFORM TO THE MOST CURRENT �j W p �< ; �� �ii�> ���ii�� I CITY OF FORT COLLINS CONSTRUCTION SPECIFICATIONS. C0 W— °�� rz_ INTAKE PIPE TO FEED ALL NON— ABLE SYSTEMS O COUNTRY CLUB ROAD �_36 POT _ C P'_ -PUMPHOUSE BUILDING FOR MONTAVA & PSD NON—POTABLE SYSTEM '/�� z IRRIGATION/STORM ` \ // � LJ` L POND FUTURE PARKS DEPARTMENT PUMP HOUSE \\ / 4 AC FOOTPRINT v °O MONTAVA - � % ii� � '� i � ���i >� � SUBDIVISION L PHASED PROPOSED CONNECTION TO TRACT SS PHASE D IRRIGATION MAIN2 z O NON—POTABLE VAULTS FOR WELL WATER EXTRACTION i' C ? C % ^\ �J C� (SEE SHEET 27 FOR DETAILS) PROPOSED STUB TO FUTURE \ �'� \\ KLUVER PS WELLS 1 & 2 = 3.34 CFS �O PHASE E IRRIGATION MAIN < > < ULTIMATE DISCHARGE PIPE FROM IRRIGATION MONTAVA PHASE D i WELLS TO POND = 7.34 CFS ONCE FUTURE LOD ' i PORTNER WELLS 1 & 2 CONNECT TO SAME PIPE i <� PROPOSED OUTLET STRUCTURE �� � � ,v< > < �<\�vv�J CO C) J MONTAVA PHASE E / i �\ �0�\\\J�J s (FUTURE) I I I \ < \ ,\< \\ > TST, INC. J CONSULIING ENGINEERS \ �! 748 Whalers Way \ Suite 200 Fort Collins Ui \ Colorado 80525 Phone: 970.226.0557 JOB NO. j \ \ 1230.0005.00 \ \ \ \ SCALE 1„ = 200' \ wC DATE \ � j JULY 2024 SHEET 200 0 200 400 3of 37 scale 1"=200' feet SEE SHEET 5 POND CROSS SECTION FG = 5002.00 NOT TO SCALE IIII EX. 21" SANITARY (BOXELDER) \ - - -. - - - - - \ EX. 30.0' - - - - EX. 12" ABANDONED SANITARY (BOXE\R) SANITARY ESMT \ \ 4• 1 S 100-YR WSEL= 5001.00 L ppE II \ - = 4998.75 - 4999 75 0 II STACKED STONE WALL. _ - NON POT HIGH WATER LEVEL t II ` ` - SEE DETAIL SHEET 20 2 DAY DRAW DOWN = 4996.92 - - - - - - - ...,;-:_.-;.::;:..; . - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -: '- - - I- 3 DAY DRAW DOWN = 4996.00 w 9 PROP. 4.75' STONE RED 95 4995.00 / - .75 -49 .00 1LU I ,. :. ., :.",:......:.. . FROM ELEVATIONS 499 SEE DETAIL SHEET 2 E .: 1 =: SCOp � ' NORMAL BOTTOM OF POND ELEV 4987.00 I Y LOW WSEL = 4986.67 IIII I RP - PROP. 5.0' SOFT SURFACE TRAIL-REFER - 0 PUMP INTAKE ELEV = 4983.67 BOTTOM OF POND II TO PHASE D PLAN SET FOR DETAIL J = 1 ELEV 4982.00 III I I \ 1 III I / RP I LEGEND LLJ �1 I II I PROP. TYPE L, 4'X3' RIPRAP PAD o EXISTING 5' CONTOUR �5825! \ �l III M I / ( EXISTING 1' CONTOUR �5921 m / I EXISTING RIGHT-OF-WAY - - DRAWN RFB II PROP. 18" MONTAVA IRRIGATION LATERAL DISCHARGE PIPE AND / IIII I EXISTING STORM DRAIN CHECKED I+ 6'X5' RIPRAP PAD, SEE SHEETS 11-17 FOR MORE DETAILS JFS EXISTING EASEMENT DESIGNED / RFB I / CWA I 30 0 30 60 PROPOSED EASEMENT STORM FES AND RIPRAP PAD, SEE PHASED FILENAME � I 1 I PLANS FOR MORE DETAIL. ROCK WALL % scale 1"=30' feet PROPOSED RIGHT-OF-WAY 0005_GRADING PLAN IIII I ' PENETRATION DESIGN TO BE COORDINATED � II1 I WITH STRUCTURAL ENGINEER. PROPOSED LOT LINE p0 L/C I I I I 3 08 PROPOSED CENTERLINE •' N �- �1 I I PROP. DISCHARGE LOCATION FOR v�•�� Q�G� G�G� IIII I IRRIGATION & STORM DETENTION POND SAND & OIL INTERCEPTOR LINE ° I �. ..`1�1• TIE TO MONTAVA PROPOSED 1' CONTOUR ��5921 �\ &I II I o I NORMAL BOTTOM OF POND = 4987.00 �:=�>, '_ 9`L- a. PHASE D GRADES � �� �G BOTTOM OF POND AT INTAKE = 4982.00 O \a O I ,, AT BACK OF WALK MONTAVA PH PROPOSED 5 CONTOUR �59251� Q F0 111 I LOW WATER SURFACE ELEVATION = 4986.67 PROP. DISCHARGE LOCATION ,y'S• p'� ..••...• I II FOR 4" BACKWASH LINE PROPOSED FLOW ARROW S�ONAL E� III I NORMAL HIGH WATER LEVEL = 4998.75 I I 100-YR WATER SURFACE LEVEL = 5001.00 IIII IRRIGA1ION STORAGE VOLUME = 53 AC-FT / FINISHED GRADE ELEVA1ON X 5026.19 III I I STORMWAIER DETEN11ON VOLUME = 9 AC-FT ' �� , : ::g,• TOTAL 3-DAY IRRIGA11ON DRAW DOWN = 10.35 AC-FT oo'� 5°= a PROPOSED STORM LINE W/MANHOLE Ill I I TOTAL POND DEPTH (SPILLWAY TO INTAKE AREA) = 19.50 FEET a PROPOSED RIPRAP PAD PROPOSED SWALE � ROCK BERM TO PROTECT INTAKE, ` `_ I- II OQ I \\ n.�.. II I SEE DETAIL SHEET 20 ,P INLET PROTECTION ❑® I I SEDIMENT CONTROL LOG scL II I I �O CONCRETE WASHOUT AREA cwA Z III MONTAVA SUBDIVISION 0 Z I VTC I � PHASE D TRACT SS VEHICLE TRACKING CONTROL 0 O IIP - a I SILT FENCE sF -ate- �I a J RIP RAP RP F_ O III I / STORM FES AND RIPRAP PAD, SEE PHASE D NOTES PLANS FOR MORE DETAIL. ROCK WALL III I �O I o PENETRATION DESIGN TO BE COORDINATED ° 1 III I I WITH STRUCTURAL ENGINEER. 1. ALL AREAS DISTURBED BY CONSTRUCTION SHALL BE Z I I r SEEDED. SEE "NATIVE SEED-TYPE 2" TABLE ON THIS II I I I PROP. 18" RCP & AREA INLET SHEET FOR RECOMMENDED SEED MIX. O 1 I I OUTLET STRUCTURE TO BE 00 III I \ INSTALLED IN ROCK WALL, SEE 2. POND SHALL BE LINED WITH A MINIMUM 3 OF COMPACTED CLAY OVER A SYNTHETIC LINER HAVING A MINIMUM WIDTH DETAIL SHEET 22 OF 10 MIL. ~ Z I�1 I �o O O 3. POND LINER SHALL BE CONSTRUCTED IN ACCORDANCE I III I ' PROP. LOCATION OF STORM \ co WITH RECOMMENDATION MADE IN "THE SUBSURFACE 1 I� 1 PROP. TYPE L, 4'X3' RIPRAP PAD DETENTION SPILLWAY EXPLORATION REPORT MONTAVA DEVELOPMENT -TRACT Z O III ' E- DETENTION POND EVALUATION OF GROUNDWATER AND / ELEV. = 5001.50' .� SUBSURFACE CONDITIONS", EARTH ENGINEERING O It I III ' SEE SHEET 22 FOR DETAILS CONSULTANTS, LLC, DECEMBER 6, 2022 Z W II � I I SF / I I RP 00 / L �I II I 4995.00 / 4. INITIAL BMP'S: Q Old 9 IIII I STABILIZED STAGING AREA (INCLUDES SOLID AND SANITARY WASTE DISPOSAL AREAS FUELING AND IIII I PROP. TYPE VL RIP 00 / CONSTRUCTION WATER FILLING AREAS, AND LOCATION OF Z II RAP RUNDOWN SPILL CLEAN UP KITS) SILT FENCE INSTALLATION ADJACENT TO TIMBERLINE Z IIII I ROAD O Q I I I THESE AND ANY OTHER CONTROLS DEEMED I� I I 00 I NECESSARY BY THE CONTRACTOR ARE INTENDED TO BE INSTALLED BEFORE THE MAJORITY OF I III I 6O \ CONSTRUCTION BEGINS. SEE MONTAVA PAHSE D PLANS 5. INTERIM AND FINAL BMP'S: I I I FOR SWALE 00 / GRADING DESIGN AFTER THE INITIAL FILLING AND GRADING OF THE II / SF /I SITE, THE CONTRACTOR SHALL ALSO MARK ON THIS PLAN THE TEMPORARY EROSION PREVENTION IJ I I I \ CONTROLS SUCH AS: . ....:..:.:. 1�o I I I -TEMPORARY SEEDING -MULCHING IIII I \ / -SURFACE ROUGHENING a I I I 1 _ - SILT FENCE 0 0 ` _,.: NATIVE SEED TYPE 2 RECOMMENDATIONS ADDITIONAL 0 Recommd. PLS of Seeds I z /o i P THESE MUST BE INSTALLED WITHIN 30 DAYS OF SCIENTIFIC NAME COMMON NAME PLS/lb. PLS/ft Ibs/Acre in Mix COMPLETED GRADING OPERATIONS. OSF � Sorghastrum nutans Indian grass 170,000 0.80 3.1 4.50% Sporobolus cryptandrus Sand dropseed 5,200,000 0.05 6.0 8.7% REFER TO THE SWMP REPORT FOR A DETAILED DESCRIPTION OF BEST MANAGEMENT PRACTICES. TST, INC. �to I I DO \ / Sporobolus airoides Alkali sacaton 1,758,000 0.60 24.2 35.2% CONSULTING ENGINEERS I I \O \ / / Distichilis stricta Inland saltgrass 520,000 1.50 17.9 26.0% 748 Whalers Way ° IT IS THE CONTRACTORS RESPONSIBILITY TO READ Suite 200 Fort Collins I \ \ Elymus elymoides Bottlebrush squirreltail 192,000 4.00 17.6 25.6/o AND IMPLEMENT THE SWMP PLAN. THESE EROSION Colorado 80525 I III \ Pascopyrum smithii Western Wheatgrass 110,000 3.00 7.6 11.0% CONTROL PLANS PROVIDE A PLACE FOR THE Phone: 970.226.0557 / CONTRACTOR TO DOCUMENT THE IMPLEMENTATION OF JOB NO. I I S F / Total 9.95 68.8 THE PLAN AND DO NOT NECESSARILY SHOW ALL OF 1230.0005.00 EAST EDGE 0 -II III Note:All materials furnished shall be free of Colorado State Noxious Weeds as defined in Article III,Section 21-40 of the THE BMPS THAT WILL BE NEEDED DURING II I 75' DITCH ROW 00 / Code of the City of Fort Collins.This mix is based on 69 seeds/ft2 and is only calculated for one acre; contractor is CONSTRUCTION. THESE PLANS NEED TO BE SCALE 1" = 30' I III ` OO responsible for calculating the appropriate seed amounts to purchase.This entire mix may be drill seeded to a depth of 1/4 UPDATED, BY THE CONTRACTOR, THROUGHOUT \ / CONSTRUCTION. DATE to 1l2 inch deep. If hydroseeding occurs,seed must not be mixed with a mulch for application. They must be applied in JULY 2024 LOD LOD LOD LOD / / two passes: first pass seed, second pass mulch. *PLS-Pure Live Seed. EROSION CONTROL BLANKETS SHALL BE USED ON SHEET `*The 10 Ib/ac mix is designed for drill seeding of grasses and forbs. If broadcast and harrow methods are ALL SLOPES GREATER THAN 3:1. PROPEX LANDLOK used for grass seed distribution,the rate should be doubled. When hydroseeding methods are to be used,the CS2, OR APPROVED EQUAL, SHALL BE USED. 4 of 37 rate should be raised to 1.5 times when using two passes. Ld ��L? `�� \- w ? °° r)f - - -RICHARDS LAKE ROAD = > j 3 SF a AL I �� 4 ' I� 0 OD LOD LOD / LOD - D G� � L o OD LOD SF \� \ \ \ 0 J I I \ o - _ ,� I1 \\\ \\\\ \\ N\ \ \ \ \ \ \ \ \ \ d - I f N � �;,,,. \ \\ \�` \ �� \\\ ��\ / / \ \ \ \ \ UNPLATTED O I III 1 / 150 0 150 30o w ` II \ 0 \ x \ \ \ \ \ \ \ \ NE . 3 , ,I � \\\ scale 1 =150 feet \ \ \ \ \ \ \ ?\\\\ \ \ O \ \ \ \ \\\s LEGEND 'o \ \ I I w \ \ \ \ \ \ �\ \ / \ \ r II \ EXISTING 5 CONTOUR o \ \ ` \ \ \ \ \ SF I I \\ I EXISTING 1' CONTOUR m EXISTING RIGHT-OF-WAY DRAWN r J � \ \ \ \ \\ \ \ \ \ \ IIII \ EXISTING STORM DRAIN J u I , - �1,� Q \ \ \ \ \ \ \ ` \\ \ \\ \ \ \ \ r CHECKED RFB SF p \ \ \ \ \� \ \ \ \ -- \ \ \ �I \ EXISTING EASEMENT JFS DESIGNED AI PROPOSED EASEMENT - .- - - - - - - - RFB 1 IIII 0005-GRADING PLAN PROPOSED LOT LINE / 11 II f \ \ \ \ ` \ \ \ ` \\ \ TRACT MM PROPOSED CENTERLINE �PDR L/C `sO�o \ \ \ \ \ DE, UE, \\\ \ ` \ \ Z \ \ \\ / x J \ \ \ ` \ \ \ FUTURE DEVELOPMENT \\\\ \ \ \ o \ PROPOSED 1 CONTOUR �5921 PROPOSED 5 CONTOUR 5925CC 75' NO. s \ \ \ \ \ \ \ \\ \ \ \ N �I \ \ PROPOSED FLOW ARROW O't •....••'• x I I II l DITCH ROW p \ \ \ \ ` \ \ \ \ \ \` \\\\ \ \ o �" \ \ \ FINISHED GRADE ELEVATION x 5026.19 NAIL\\ o !-' PROPOSED STORM LINE W/MANHOLE 1 -j 100 -- `�\\ ROW \ \� PROPOSED RIPRAP PAD /` \� PROPOSED SWALE FUTURE' / \\ iP INLET PROTECTION � ❑® - ' I' s4 _ r �- I ��• I p - \ \ \ \ � �\ \��\\ \\\ � � --� �'' R\ 1 � � SEDIMENT CONTROL LOG L_ J\ I I \ \ \ \\ \ \ \ \ \ \\\�\ \\� CONCRETE WASHOUT AREA cwA l VEHICLE TRACKING CONTROL vTc Z Q SILT FENCE sF �« O J SF 0. RIP RAP RP Q NOTES CIO O \ IIII I I I \\ \ ` \ \ \ \\ \ ` \ \\ _� \ 1. ALL AREAS DISTURBED BY CONSTRUCTION SHALL BE / y I II 1 I 0. 5� \\ \\ \ \ \ \ \\ \ \ \ \ / \ _ \� \` \\\ SEEDED. SEE "NATIVE SEED-TYPE 2" TABLE ON THIS \ F I I II I I I / ` \\ \\ \ \ \ \� \ \ \ \ - \ \~ \ SHEET FOR RECOMMENDED SEED MIX. Z 2. POND SHALL BE LINED WITH A MINIMUM 3' OF COMPACTED CLAY OVER A SYNTHETIC LINER HAVING A MINIMUM WIDTH F- Ur � � / � \\\ \\ \ \ \\ \ \ \ � _ _- � I \ \ \ � OF10 MIL. ` 3. POND LINER SHALL BE CONSTRUCTED IN ACCORDANCE O O 111 A 1 \ `\ \ \ �\ \ \\ .r \ II \ \ NTH RECOMMENDA11ON MADE IN THE SUBSURFACE >> \ \ �\ \ \ \ \ / / -� \ \ EXPLORATION REPORT MONTAVA DEVELOPMENT -TRACT 0. II \ \` \ l \ \ \ \ \\` \ \ \ E- DETENTION POND EVALUATION OF GROUNDWATER AND SUBSURFACE CONDITIONS", EARTH ENGINEERING Z O CONSULTANTS, LLC, DECEMBER 6, 2022 J II > I t✓ \ �\ `� `� \ \ �\ \ \\` \ \ \ I / \ \ 4. INITIAL BMP'S: Z W \x \\ \ \\ STABILIZED STAGING AREA (INCLUDES SOLID AND Q Od III I � � � � � � \ \ II I I '/ �\ / \ \\ \ \ \ \ / ` � SANITARY WASTE DISPOSAL AREAS, FUELING AND > _ - CONSTRUCTION WATER FILLING AREAS, AND LOCATION OF II \ \ �-�� \ MONTAVA PHASED \ \\ \ \ / I SPILL CLEAN UP KITS) Q Z II , , SF .� ,, , _ v �, �r > \ `� i \ \\ \\ \\ \ \ SILT FENCE INSTALLATION ADJACENT TO TIMBERLINE I ROAD Z �� THESE AND ANY OTTER CONTROLS DEEMED r 1I NECESSARY BY THE CONTRACTOR ARE INTENDED TO BE INSTALLED BEFORE THE MAJORITY OF 20, UE_I CONSTRUCTION BEGINS. l � � w�. 5. INTERIM AND FINAL BMP S: L_ IF [Y�I II lI \ ` � loo�i \ \ AFTER THE INITIAL FILLING AND GRADING OF THE I �X I _ I) I ( \ �i \ SITE, THE CONTRACTOR SHALL ALSO MARK ON THIS A SF ' - i i \ \ \ \ \ PLAN THE TEMPORARY EROSION PREVENTION / - CONTROLS SUCH S: � a0� + a0�� i \ \ TEMPORARY SEEDING . l i /, �i -MULCHING -SURFACE ROUGHENING SEE SHEET 4 -ADDITIONAL SILT FENCE NATIVE SEED - TYPE 2 RECOMMENDATIONS THESE MUST BE INSTALLED WITHIN 30 DAYS OF COMPLETED GRADING OPERATIONS. SCIENTIFIC NAME COMMON NAME PLS I lb.* Ibs/Acre Recommd. PLS PLS I ft 2 %of Seeds in Mix REFER TO THE SWMP REPORT FOR A DETAILED Sorghastrum nutans Indian grass 170,000 0.80 3.1 4.50% DESCRIPTION OF BEST MANAGEMENT PRACTICES. Sporobolus cryptandrus Sand dropseed 5,200,000 0.05 6.0 8.7% , TST, INC. IT IS THE CONTRACTORS RESPONSIBILITY TO READ CONSULTING ENGINEERS Sporobolus airoides Alkali sacaton 1,758,000 0.60 24.2 35.2% AND IMPLEMENT THE SWMP PLAN. THESE EROSION 748 Whalers Way Distichilis stricta Inland saltgrass 520,000 1.50 17.9 26.0% CONTROL PLANS PROVIDE A PLACE FOR THE Suite 200 Fort Collins Colorado 80525 Elymus elymoides Bottlebrush squirreltail 192,000 4.00 17.6 25.6% CONTRACTOR TO DOCUMENT THE IMPLEMENTATION OF Phone: 970.226.0557 Pascopyrum smithii Western Wheatgrass 110,000 3.00 7.6 11.0% THE PLAN AND DO NOT NECESSARILY SHOW ALL OF JOB No. THE BMPS THAT WILL BE NEEDED DURING 1230.0005.00 Total 9.95 68.8 CONSTRUCTION. THESE PLANS NEED TO BE Note:All materials furnished shall be free of Colorado State Noxious Weeds as defined in Article III, Section 21-40 of the UPDATED, BY THE CONTRACTOR, THROUGHOUT SCALE 1" = 150' Code of the City of Fort Collins.This mix is based on 69 seeds/ft2 and is only calculated for one acre; contractor is CONSTRUCTION. responsible for calculating the appropriate seed amounts to purchase.This entire mix may be drill seeded to a depth of 1/4 EROSION CONTROL BLANKETS SHALL BE USED ON DATE to 1/2 inch deep. If hydroseeding occurs,seed must not be mixed with a mulch for application. They must be applied in JULY 2024 two passes: first pass seed,second pass mulch. ALL SLOPES GREATER THAN 3:1. PROPEX LANDLOK *PLS-Pure Live Seed. CS2, OR APPROVED EQUAL, SHALL BE USED. SHEET *`The 10 Ib/ac mix is designed for drill seeding of grasses and(orbs. If broadcast and harrow methods are 5 of 37 used for grass seed distribution,the rate should be doubled. When hydroseeding methods are to be used,the rate should be raised to 1.5 times when using two passes. RICHARDS LAKE ROAD Z O H (n 0_ Z a' O L0 COUNTRY CLUB ROAD ; p W 1 i S SEE SHEET 7 Z 0 0 cn EX".t30' : : — ----- r -- d5- - SS ' � — SS — SS S - - — - - - - SANITARY ----- . SSS SS —POTABLE VAULT FOR WELL SS SS SS S Q - - - - - - - - - - - - -S SS —POTABLE— — MOUNTAIN VISTA DRIVE PROP. 5.0' SOFT SURFACE TRAIL—REFER--WSS — — — - - - - - - - - - WATER EXTRACTON WSs W W (SEE SHEET 27 FOR DETAILS) KEY wo MAP TO PHASE D PLAN SET FOR DETAIL = -- I I r: m PROP. FERTIGATION SYSTEM ROOM N.T.S. 81 LF OF 8 PVC PIPE DRAWN ` PROP. IRRIGATION DISCHARGE PROP. 8 STUB FOR FUTURE PHASES (INCLUDING PSD — — — — — — — — — -" oxo° --. -- PIPE FOR EXISTING WELL PARCEL , SEE SHEET 19 J J ""` RFB T ) I I ;> CHECKED — — — — — — — — — — — — — — — — — — — — — —I — — — — — — .. I PROP. PUMP HOUSE BUILDING SEE DETAIL SHEET 20 JFS C I PROP. 18" MONTAVA IRRIGATION LATERAL PROP. 3—PHASE TRANSFORMER FOR MONTAVA \ DISCHARGE PIPE, SEE SHEETS 11-15 \ DESIGNED PUMP HOUSE, SEE PAD DETAIL ON SHEET 21 \ RFB I I z PROP. ROCK WALL WITH 6.0' WIDTH OF vv v FILENAME o I CRANE ACCESS TO PUMP SE I I I \ / 0005_UTILITY PLAN CLASS 18 RIPRAP OVER NON—WOVEN \ I s.; � GEO—TEXTILE FABRIC, SEE SHEET 21 , FUTURE PARKS DEPARTMENT PUMP STATION \ i SAND AND OIL INTERCEPTOR. MONTAVA SUBDIVISION I , /. \ \�/ \ ' Y'� ' NOTES po Q w SEE DETAIL ON SHEET 20 R- •••••C f _ PHASE D TRACT SS L-PROP. WET WELL FOR PARKS DEPARTMENT � N•••' P� WITH 24" BUTTERFLY VALVE AND PLUG xx z 1. ANY UTILITIES NEAR CONSTRUCTION ACTIVITY NEED Vim.' P I TO BE VERIFIED HORIZONTALLY AND VERTICALLY BY Q PROP. PUMP SKIDS. SEE DETAIL SHEET 20---__ THE CONTRACTOR PRIOR TO CONSTRUCTION. •O��G D�S� • I • LL, PROP. 4" SCHEDULE 80 PVC PUMP SKID Q�� O�G .• �� 2. ALL PRESSURIZED IRRIGAT10N LINES SHALL BE .�F = ~v` FILTER BACKWASH LINE. SEE DETAIL SHEET 20� � O •....••'•G� I o kµ i - \, ;, BURIED A MINIMUM OF 5—FEET BELOW FINISHED PROP. TRAFFIC BOLLARDS, - PUMPHOUSE BUILDING ESMT. 2 OFFSET / GRADE UNLESS OTHERWISE NOTED. SOON& SEE DETAIL SHEET 23 " " \ PROP. 18 IRRIGATION OUTLET PIPE. SEE SHEET 19 3. ALL IRRIGATION LINES 12 AND SMALLER FOR THE PROP. 36" BUTTERFLY VALVE & 8' MANHOLE cam " '° i�'� i �� MONTAVA & PSD PUMP STATION SHALL BE CLASS PROP. 4 WATER SERVICE FOR POND SHOULDER SEASON C900, DR 18 PURPLE PVC PIPE WITH A MINIMUM 12 Ln I o ,`M; \A PROP. 36" INTAKE PIPE. SEE SHEET 20 J. u`=';k \� PROP. POND HIGH m WATER SUPPLY WITH BACKFLOW PREVENTER AND 4" GAGE INSULATED TRACER WIRE. ;,. q-.> \ K. WATER ELEVA TION \� �� f; EX. 30' STRUCTURAL SUPPORTS. SEE DETAIL SHEET 20 ®� METER VAULT. SEE SHEET 24 FOR METER VAULT DETAILS sAN. ESMT. �_ p . , ���i 4. ALL IRRIGATION LINES 12" AND SMALLER FOR THE '' PARKS DEPARTMENT PUMP STATION SHALL BE HDPE `` � TIE TO 18" PHASE D IRRIGATION MAINLINE Ex. 20' <, RAW WATER INTAKE. SEE DETAIL SHEET 20 ,., ,r. \� WITH A MINIMUM 12 GAGE INSULATED TRACER WIRE. I ',UTILITY ESMT.' z'zxzx ROCK BERM TO PROTECT INTAKE, SEE DETAIL SHEET 20 ` '- " " \\\ \\� 5. ALL 18" IRRIGATION LINES SHALL BE CLASS C905, 18 x18 TEE W/MRJ \\ \� DR 18 PURPLE PVC WITH A MINIMUM 12 GAGE DEPTH GAUGE WITH POND LEVEL TRANSDUCER =: �.(1) 18"x12" REDUCER W/ 12" GTV, \�\ INSULATED TRACER WIRE. o FOR SCADA SYSTEM, SEE DETAIL SHEET 21 ` �' _�=' STUB AND CAP (W) VA i� Z o Y " / / \\ 6. CONTRACTOR SHALL PROVIDE A MINIMUM OF (1) 18 GTV (E) PROP. IRRIGATION DISCHARGE \\ 18—INCHES VERTICAL SEPARATION BETWEEN Ex. 10" SANITARY MAIN PROP. 4 SCHEDULE 80 i \\ IRRIGATION LINE AND ALL OTHER EXISTING UTILITIES. (BOXELDER SANITATION) I I =,; PIPE FOR EXISTING WELLS PVC PUMP SUCTION STORM PIPE AND DOWNSTREAM \ w INV. OUT= 4995.00 SCREEN BACKWASH LINE STORM STRUCTURES TO BE 7. ALL IRRIGATION LINES SHALL BE CONSTRUCTED TO Q 0 3.0'X4.0' TYPE L RIPRAP / INSTALLED WITH PHASE D /��z \\\ THE SAME STANDARDS AND SPECIFICATIONS AS THE I PROP. OUTLET STRUCTURE, \ i CITY OF FORT COLLINS WATERLINES. SEE SHEET 22 FOR ROCK WALL INSTALL " " EX. 24" WATER MAIN (ELCO) I "-_ 8 x4 TEE W/MRJ \ i 8. ALL IMPROVEMENTS SHALL CONFORM TO THE MOST (1) 4" GTV (NW) \ `-' i CURRENT CITY OF FORT COLLINS CONSTRUCTION NON—POTABLE VAULTS FOR WELL WATER EXTRACTION i (SEE SHEET 27 FOR DETAILS) - \ <� , i SPECIFICATIONS. 2 z / \ i�� 9. REFER TO SHEET 18 FOR IRRIGATION LINE LAYOUT D Q z FOR THE EXISTING WELLS. EX. OVERHEAD POWER 42 LF OF 8" PVC PIPE i/ \ > _ r r i/ i i0. < 24 LF OF 12" PVC PIPE \ \ / 10. REFER TO SHEETS 11-17 FOR MONTAVA IRRIGATION _ o- i ;" \ \ o \ •off �1 \\\ i LATERAL PLAN & PROFILES. O 10"x12" TEE W/MRJ �• F� \ i o I \ • G (1) 10"X12" REDUCER (NW) Z/- P`G�� , PROP. STORM DETENTION SPILLWAY �/ `�' ll ,I \ \ F (1) 12" GTV W/ STUB AND CAP (NW) __;;° ��;� P�' i ELEV. — 5001.50 LLJ \ Z J I Q 118 LF OF 10 PVC PIPE i i " I w >0 42 LF OF 8 PVC PIPE 'S� J /z _ - O \ W j Cn I � I � I I I I I � EX. 75.00' NO. 8 DITCH = ROW I I o I I � TST, INC. CONSULTING ENGINEERS 748 Whalers Way Suite 200 Fort Collins Colorado 80525 Phone: 970.226.0557 JOB NO. 1230.0005.00 SCALE 1" = 50' DATE 50 0 50 100 JULY 2024 SHEET scale 1"=50' feet 6 of 37 VAU L T VAU L T VAUL T VAU L T VA U L T VAU L T VAU L T VAU L T VAU L T VAU L T VAU L T VAU L T VAUL T VAUL T VAUL T VA U L T RICHARDS IAICE ROAD Z O H � � Z � O � � COUNTRY CLUB ROAD ; p , I� ,, � � � rc � c c a i w H Q � MWNTAIN VISTA DRIVE KEY MAP � N.T.S. °° � DRAWN RFB NON—POTABLE VAULTS FOR WELL WATER EXTRAC110N I CHECKED � _ _ _ _ (SEE SHEET 27 FOR DETAILS) - JFS - - - - FITZSIMONS WELLS 1 & 2=4 CFS= - - - - - - - - - - - - - - - - - - - - - - - - _ _ � — — — — — — — — — — — — — — N ��HO— DESIGNED � RFB ��—� � � � � � � � � � � � � IMH-1H — — — — — — — — o — W� JA� �/V �nl 111/ W �� STA. 45+30.Z� ``� ``� `J `J � I� `J ��—��� 3 `J `J `J `J � `J `J `J `J `J `J M FILENAME J� W J��� J�L�� J� ��1 ��/ ✓1L—� � .J� �� � � I \ / 1�/ O—'� O N IL1 � �ll/ \Al 1�l � � � � � � � � � � � 44 LF 18" HDPE � �-RICHARDS LAKE RD. � � � � X � �0° �� � � � � � � � � �—� - — 0005_U1ILITY PLAN �HO—��HO �HO �HO �HO �HO �HO �HO 0 �HO H 0 �HO �HO �HO �HO �HO w � �HO �H �HO �HO �HO HO � - - - - - - - - - W- - - STA. 44+86.42 - - . - - - - IMH-11 _ _ _ � _ _ IMH-1J } HYDRODYNAMIC SEPARATOR - IMH-1F � - - - - - -a - - - - - - - - - - - -STA. 50+25.08 - - - - - - - _- - - - =_ - - STA. 55+25.08 --m � _ - STA. 60+02.86 STA. 35+85.69 � • _ _45' BEND W/MRJ o „ � � �- - - - - - - - - - - - - - - - - - - - - - — a- - a W 495 F 18 HDPE � 500 LF 8 HD E W � 4 LF 1 " HDP � I / - ���PDN•L/c �. � �00 LF 18'" H P - - - - - - - - - - - - � � 30 LF 1 " HDPE �� 46+00 � 47+00 48+00 49+00 50+00 51+00 52+00 53+00 54+00 55+00 ? p.56+00 57+00 58+00 59+00 60+00 I � � / C�.•,`� OJp' 0� I36+00- - - -37+00- - - - 38+00- - - -39+00- - - -40+00- - - - 41+00 42+00 a 43+00 44+00 �5� � - - - - p - - - - - - - - - - - - - - - - - - - - - - - - - - �� - - - - - - - - - - - - - - - - � • � '� � � W- — — — — — — — — — — — — — — — — — — — — — V• - - - -" - - - - - - - - - - - - � � � N � � • QQ �G . I I 25 LF OF 10� PVC PIPE � \� SEP U D C.� Q���'G�S� :: � I I IMH-1G SEE SHEETS 11-15 FOR PLAN & PROFILE � ,`�,0 I I I Q�F0� . �v� , i M STA. 41+85.84 +G���, �L�� ± I I I � I ��� S�•••.••E��'� � _' 4 QP�eG� � �� I I I I oNAL 20' PRdP. UE � �.��� �� � E�x. ��oo' I I , � i g \� UNPLATTED 'o � I RiW� � I �\ NE COR. S32, T8N, R68W � FU$�RE , � � I I �� I ROW � � \ � � � �\ I � � � v� Q � � � �� I o � � ' + � Z c � \ r+ cn � I \� �� p � � � � I o i ��\ � � � � Z � o TRACT MM � �o N � \ I O � + DE, UE, \ + � \ � � I I FUTURE DEVELOPMENT � � � � \ � � I I �� CONNECT EX. 15" CONCRETE I � \ Q I I � PIPE TO PROP. 15" HDPE PIPE � � � o \�� IMH-1K I o � I I � I �\ � cn I + � S T A. 6 5+0 2.8 6 � � � I I � � � � � �� 44 LF 18" HDPE STA. 30 M85.69 I I \� SPLITIING STRUCTURE I � � Z � I I � STA. 65+49.75 I � Q "'I i o REMOVE APPROX. 76 LF OF 15" CONCRETE PIPE � I I � J I I T1E TO EX. 15" CONCRETE PIPE L — I � I � � STA. 29+63.53 O � \ � �k, SEE SH EET 7 �`� , �� � � � � ' J EX. 15" RCP � � � INVERTED SIPHON � � I oo O � �\ � ° Z � � � � � Q � > Q NOTES � Z 1. ANY UTILITIES NEAR CONSTRUCTION ACTIVITY NEED O TO BE VERIFIED HORIZONTALLY AND VERTICALLY BY � THE CONTRACTOR PRIOR TO CONSTRUC110N. 2. ALL PRESSURIZED IRRIGATION LINES SHALL BE BURIED A MINIMUM OF 5-FEET BELOW FINISHED GRADE UNLESS OTHERWISE NOTED. 3. ALL IRRIGAl10N LINES 12" AND SMALLER FOR THE MONTAVA & PSD PUMP STAl10N SHALL BE CLASS C900, DR 18 PURPLE PVC PIPE WITH A MINIMUM 12 GAGE INSULATED TRACER WIRE. 4. ALL IRRIGAl10N LINES 12" AND SMALLER FOR THE PARKS DEPARTMENT PUMP STATION SHALL BE HDPE WITH A MINIMUM 12 GAGE INSULATED TRACER WIRE. 5. ALL 18� IRRIGATION LINES SHALL BE CLASS C905, DR 18 PURPLE PVC WITH A MINIMUM 12 GAGE INSULATED TRACER WIRE. 6. CONTRACTOR SHALL PROVIDE A MINIMUM OF 18-INCHES VERIICAL SEPARAl10N BETWEEN TST, INC. IRRIGATION LINE AND ALL OTHER EXISTING UTILITIES. CONSULIING ENGINEERS 748 Whalers Way 7. ALL IRRIGAl10N LINES SHALL BE CONSTRUCTED TO Suite 20o Fort Collins THE SAME STANDARDS AND SPECIFICATIONS AS THE Colorado so525 Phone: 970.226.0557 CIIY OF FORT COLLINS WAIERLINES. JOB N0. 8. ALL IMPROVEMENTS SHALL CONFORM TO THE MOST 1230.0005.00 CURRENT CITY OF FORT COLLINS CONSTRUC110N SCALE 1" = 100' SPECIFICAl10NS. DATE ioo o ioo 200 9. REFER TO SHEET 18 FOR IRRIGATION LINE LAYOUT JULY 2024 FOR THE EXISIING WELLS. SHEET scale 1"=100' feet � 0f �� 10. REFER TO SHEETS 11-17 FOR MONTAVA IRRIGATION LATERAL PLAN & PROFILES. � 0 rc � � i Z � O H E. COUNTY ROAD 56 (n � I Z � I � U (n W I � � I � I I I I I I w I Q I � I . . . � . . . � . . ��. I RCEL GWNER: r OLU I REUBEN/LENORA HOMES I EAD L m � � �-� / �,��Ilif�i�r �D�f������ 5n�� N Gni,)��TY �n�� 1 � . F�:� � � I _ DRAWN � RFB I CHECKED � JFS I DESIGNED E DOUqJ1S ROAD I RFB I FILENAME � 0005_U1ILITY PLAN I � � I �- � = p, 0 L/ I � g �p� �....�C � � Z v�;•%��`N �p�1 G,�p� I ; PQ ,�v I � O��G G��S : � � e�F�� '��� i I � ,. � •....•• �G � I � S�ONAL E I � \ — _ — — — _ � , � - - - _ � PROP. IRRIGAl10N CONCRETE - - - -PROP. HEADWALL FOR WSSC FES, SEE SHEET 17 DIVERSION, SEE STRUCTURAL PLANS � z Q � \ U O � SHEET 36(S9) FOR DETAILS � \a� � I 3p� PROP. 24" IRRIGAl10N LATERAL, SEE �c`� � \ wc�n�os w�Ro,w �_ � � eY SEp ESMT SHEET 16 FOR PLAN AND PROFILE � \ � � _0 _ � �� I � _ __—_ — �\ _� �_ —�C, � o � ��� �� T1E TO EX. IRRIGAl10N PIPE -— —�_ � W \\ � — — --��\ — — — — — — — — — — — — — — — — — — — — Z � \ — - - - - \\ \ I EX. APPROX. 20 LF OF 18" RCP - — — I I � � — � � � \ � I EX. STORM STRUCTURES � � PROP. IRRIGAl10N MANHOLE FOR � � � �� \ — � m � — — �_- - - - - - - - - - - - - - _ EX. 18" FES STRUCTURE � I I WSSC DIVERSION, SEE SHEET 16 �\ \ _ ___ _ __ ______ _ __�__ _—_ _ _ _ _— � I � �S II EX. MONTAVA IRRIGATION LATERAL DITCH — � � CWNIRY q.UB ROAD a I IR GAT10N ILATERAL CONVEYAN�E,TSEE \ �\ �� I ~ � EX. HEADWALL STRUCTURES � �,1 � � I � { � � SHEET 17 FOR PLAN AND PROFILE � ��� � s � � � ii ° - � � T1E TO EX. 18" ABOVE II Y� � � GROUND IRRIGATION PIPE \ EX. 18" ABOVE GROUND g� � � IRRIGATION PIPE Z a I I �i PROP. HEADWALL STRUCTURE, SEE STRUCTURAL = � Q Ek � �I PLANS SHEET 37(S10) FOR DETAILS � J � A��esS�Ro I I � i �� '�� II MWNTAIN VISTA DRIVE � I I' II REMOVE EX. HEADWALL STRUCTURE KEY MAP � �� N.T.S. O � II � � II � � � II Z J � �� O � � �� Z � m o I I a Z I I � � I I Q �� NOTES � n �� Z � �� 1. ANY UTILITIES NEAR CONSTRUCTION ACTIVITY NEED � � II TO BE VERIFIED HORIZONTALLY AND VERTICALLY BY O � °' THE CONTRACTOR PRIOR TO CONSTRUC110N. � 1 � �� � I � II 2. ALL PRESSURIZED IRRIGATION LINES SHALL BE � I � II BURIED A MINIMUM OF 5—FEET BELOW FINISHED ( I � II GRADE UNLESS OTHERWISE NOTED. I I I � ►� 3. ALL IRRIGAl10N LINES 12" AND SMALLER FOR THE I I � II MONTAVA & PSD PUMP STAl10N SHALL BE CLASS I I i II C900, DR 18 PURPLE PVC PIPE WITH A MINIMUM 12 I I I II GAGE INSULATED TRACER WIRE. � I �I 4. ALL IRRIGAl10N LINES 12" AND SMALLER FOR THE � I � �I PARKS DEPARTMENT PUMP STATION SHALL BE HDPE � I � II WITH A MINIMUM 12 GAGE INSULATED TRACER WIRE. / I I r1I1�.LL. c'�G I I I�UUU�JL II i-,l\�,iLL. c�G I /`fVv ;' / I � �ARCE� OWNER: GI��E� II �ARCE� OWNER: �A��_;�,;� � �, � ���- r �„ , �� � 5. ALL 18� IRRIGATION LWES SHALL BE CLASS C905, I � , 5 FOX RIDGE CT, FOR-i DR 18 PURPLE PVC WITH A MINIMUM 12 GAGE / i i �ITE/ MAILING AD li �ITE ADDRESS: 501 _ I I - - ^I r + r ^r INSULATED TRACER WIRE. / ( � i II 6. CONTRACTOR SHALL PROVIDE A MINIMUM OF � �� 18—INCHES VERIICAL SEPARAl10N BETWEEN TST, INC. I � I �� IRRIGATION LINE AND ALL OTHER EXISTING UTILITIES. CONSULIING ENGINEERS � 748 Whalers Way � � � IL - - - - - - _ 7. ALL IRRIGAl10N LINES SHALL BE CONSTRUCTED TO Suite 20o Fort Collins � � � �� THE SAME STANDARDS AND SPECIFICATIONS AS THE Ph nelor970.226 0557 I �/ I � � CIIY OF FORT COLLINS WAIERLINES. JOB N0. I I � � 1230.0005.00 ' 8. ALL IMPROVEMENTS SHALL CONFORM TO THE MOST CURRENT CITY OF FORT COLLINS CONSTRUC110N SCALE 1" = 100' SPECIFICAl10NS. Z 9. REFER TO SHEET 18 FOR IRRIGATION LINE LAYOUT �A� JULY 2024 FOR THE EXISIING WELLS. SHEET �o0 0 �o0 200 10. REFER TO SHEETS 11-17 FOR MONTAVA IRRIGAl10N g of 37 LATERAL PLAN & PROFILES. scale 1"=100' feet VAU L T VAU L T RICHARDS LAKE ROAD Z O H � � Z � O � � COUNiRY CLUB ROAD ; p I� � I , � � I� � � � z �_ � el � � — � _ j � I � a' � Z �' � o w � � � �,�- � � � — Q � l I �;, ', = z - - - _ — — — — _ — — — :_— __ _ _ _ o _ I � . . U� .; _ _ __� O _ _ . — . _ _ ___—. —:— ,—--�_ —� — ——�- — -- _ . — — — ' — � � . � MWNTNN VISTA DRIVE _ _ _ . —�- ` � � _ — ' — � o . — . — . . _ 1— � � — _ —�— � —� -. _ — — . — . — . — — — � — — — — — _� �_ � — . —. . — . — . — — . — . L . _ _ _ � � � � _ . — — � — � — � � a° � � — . — . — — _ - — — — m � I — - _ - � � � J— . _ - . . . - - .I ^ - - - -- -- - �j0� DRAWN cn cn ! _— _ RFB v> = �,E -- — - � _ _ � � -- < CHECKED - I IMH-1 A �5�05� IMH-1 B IMH-1 C JFS ?, I _ __ __ - _ STA. ZO+H'rJ.G9 DESIGNED STA. 10+85.69 - - - - - - - - - - - - - - - - - - - - - - - STA. 15+85.69 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - RFB - - - - - - - - - - - - - - � C:U N _ ' - - -- - - \ ;' 11+00 12�-00 13+00 _ m� �_ _ _ 14+00 _ _ _ _ _ _ _ _ 15+00_ _ _ _ _ _ _ _ _16+00 _ _ _ _ _ _ _ _ 17+00 _ _ _ _ _ _ _ _ 18+00_ _ _ _ _ _ _ _ _19+00 _ _ _ _ _ _ _ _ 20+00 _ _ _ _ _ _ _ _ 21+00_ _ _ _ _ _ _ _ _22+00 FILENAME i — — — — — — — — — — — — — — — — . � ` _. ; ;,_ 0005�IONTAVA IRRIGATION LAiERAL , �_ '�8) � ` o° � � � ' , �oo°` � � � � �.��P�N L�C �, ... �� �.�" , INV. OUT = 4995.00 a � / � � '— '' � c��:Q�P Q������� � I " I �� I � . I � '� � �\a1�C � — � • ��G P�S�� � � . ', o i �,I' � ' i PROP. TYPE L, 4.5'X6.0' RIPRAP , '� w ��p GO �� a, ' P A D A T B A S E O F R O C K W A L L , `�\ Q F O� ; <v ,,� �J ...G� � ;';' r I � I — — �o� •....• ` � ; �� � � ;���� i � EX. 30' � � � / � I S��NAL E� � U E \\��\ __� � ; � ; � ; � ' �aC�\ _ � � — -� w , ; � / \\�� � � - Soo3 — i � � — NOTES � � w I � i � j �� ' EX. 21" SANITARY MAIN (BOXELDER) \\ ,�\� / U� i �, , I � � � J � \ � � 1. ALL HDPE PIPE AND RCP SHALL BE � I , � ,, �\ WATERTIGHT AT MANHOLES AND � I ' ; � � � � � EX. 12" ABANDONED SANITARY MAIN (BOXELDER) � � � � � � �OINTS. ili i ,! , ' i �\ � �— � — � � � 2. WSSC CONNECTION GATE: RUBICON � II , � i i � � �'� ��'� � � � � � � PIKOMETER PM-450-2400, SEE i i � �� i i � o,� 00'S � � � DETAIL SHEET 23 ' i � i� � � ii o h � � � i � � � � 3 P KOME�ER EPM�450 A1400RUBIEON Z � � I �u�i � i �- ��\ �oo� / �, ; DETAIL SHEET 23 � , � � � � J . � ' ii � c� , � � � ���� � . s a � , o� � I � � o� Q � W � � � � 5015 5015 � M ON TAVA I RRI GATI ON LATERAL � Z � O - � � 5010 5010 O Q PROPOSED � � � GRADE � � EXISTING Z � 5005 � � _ - - GRADE 5005 � � � — � — — — — — _ � — — — — — — — — — — — — — — — — � � - - - - - - - - - - - - - - - - - � - - - - _ - - - - - - - - - - - - - - - - - - - ---� - �-� �_ - - _ ---- Z Q � _ � � � > H�� a MGL H L HGL HGL HGL HGL HGL HGL / HGL H HGL HGL HGL HGL GL HGL H L HGL HGL HGL HGL 'HGL HGL HGL HGL HGL HGL HGL i HGL GL � N � HGL HGL I � � I 1 I � � 5000 � 500o a � -� z 1 � � ' ' ; W � O , = z � � 5S�0 30% I � O � 4995 500.00 L.F. 85.69 L.F. S=0.30% 18" HDPE � S=0.30% 18" HDPE � W 18" HDPE_ � _ w �_ -1 � � _ 4990 � w ^ � ^ 4990 Z _ i Q �� J �v � �v � � Z _ I Z � Z � v t0 �_v Cfl I_v Cfl T rn Q 00 � c� N Cfl o0 � � � rn F' � I � � � � � N � O � I�I cai� � � p � � 4985 �e. a�i on_: u_� . � � � g c° � � � rn o o � �n �n � � � � � � 4985 � O Z � N a ao ap O II ao a ap O II oo a oo O II � +� m Xo � + �o II � � O + ,� II 0 0 Q � a _ w Q o r� � �r� � v � o �n �� � m � �n � � � � �� X � r llZ � � H � IIZ � � HN IIZO (nQ� w 2Q � > > 2 J a � > > 2 J a � > > 4980 � c~n? � v~i � ? ? � � v~i � ? ? � � c~n � ? ? 4980 — i i i i i 9+50 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 21+00 21+50 TST, INC. CONSULTING ENGINEERS 748 Whalers Way Suite 200 Fort Collins Colorado 80525 Phone: 970.226.0557 Z JOB N0. 1230.0005.00 � � SCAL H:1"=50'; V:1"=5' � � DATE 50 0 50 �00 JU LY 2024 � N O scale HORIZ: 1 =50 feet SHEET N VERT: 1"=5' ^ 11of37 � � RICHARDS LAKE ROAD I ' I' I � II , Z x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x�" o � � 55 55 ��-�—�J �J �S JS--�-S� S� �� �� J� �� SS SS -SS—��SS Z U —SS SS SS—�SS SS -�-��5 � SS SS SS SS SS SS—�SS SS SS _ _ ,, o �, --- — ` - "" COUNiRY CLUB ROAD ; p ��� \ i I„�II�I � � V ` � _ —1 — _ -- _ _ __ _ - _ __ - - — — — — — — � � -- — — -_ -— _=_ — ==- — — I, C� ' — — — -- - - --- --= — — — �— — - —— -- _ - s - - - _ . - - -- . ._-- - . - - - �--'- . �- . i---- - -- . . - --� - - - . . . � . _ . � .. _ -- - � . � O � � �- . _ ' - - � � . - � �- ' � -� _ - . _� � � = ...._ _ . _� � . � � � . � . � -- - � . _ . ' - ' - -: _- . � �. � ' _ . C9 � � � _� =. �T '_' � . � - . � " � . __ . � � . � . . � . _ 2 �� _ . _ . — . � — FUTURE N0. 8 DITCH DIVERSION � _. _ _ - — — . — — — � — — — — � � — — _ — — — � � � o°- . . _ _ � � o � . — _ . — — — a -- __ - — , — . -- _- Z . - _ � - _ _ - _ - - _ _ - - - - - � - -- - _ , __ , _- — - - _�- --- -- --- -�- - — - - \ � _ _ _ _ � — _ � o _— _� � �J �� �� ` � � �\ MWNTNN VISTA DRIVE � I �, _ , � KEY MAP m ,-�1��� -,_ . �� ,��� - IMH-1D IMH-1E � . �`�� ,. �� � STA. 25+85.69 ��� STA. 30+85.69 N.T.S. - _ DRAWN 22+00 - - - - - - - - - - - - - - - - - - - - - - - - - � - - — — — — — — — — — — — — — — — — — — — — — — — — — — — — — - RFB � 23+00 24+00 25+00 26+00 27+00 m� � 28+00 29+00 30+00 31+00 32+00 33+00 34+00 � CHECKED � - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - • �- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - � JFS � , o - � �� � � �j '; � ,� (O �:, / �� ' �n h� � �; � DESIGNED W � � � �� I , � � � �, � W RFB ' � W FILENAME � � � � ,�� � � � � � � � � � , = 0005�IONTAVA IRRIGATION LAiERAL i � � � ' � I I � �� � ' � � 'r � , j � l l � � W ' � � , I � � I � � { _ ' w ���PPN••`•'C � W I � �� � i � ,_ � v�;Q� Q�p�G,(�p� � I , / � I �, � / , ; � PQ S�� . � � � � p�� p� . � TRACT MM � � G . � � / / , / Q�, � . � o . , � . D E, U E, � � � '�� �•• � � � . O . � .... G , / % FUTURE DEVELOPMENT _ � � � � S��NAL E� � � � , , � � �' � ;� , � � � � C ,, � ' � � � � � ' � � , / � I NOTES ,; f � � . I I , 1. ALL HDPE PIPE AND RCP SHALL BE � � � � � ' � � � � ; WATERTIGHT AT MANHOLES AND ! ;� � � ,- � � � JOINTS. � ' �I / / / � / � / 2. WSSC CONNECTION GATE: RUBICON PIKOMETER PM-450-2400, SEE � �� � � /� / � � � � � DETAIL SHEET 23 � � % � � / � � / � / 3. NPIC CONNECTION GATE: RUBICON � � �� / %' ' / PIKOMETER PM-450-1400, SEE Z � � � � � � / ' DETAIL SHEET 23 � J � a a o� 5020 5020 � W - - - MONTAVA IRRIGATION LATERAL - - - - - � � EXISTING � — ' ' ' � � GRADE � � 5015 - - - 5015 � FUTURE N0. 8 DITCH DIVERSION - - - - � Z - - _ _ , - - - - - � 0 - � - - � - _ _ _ _ - - - - � � — — � � �HGL H6L O Q �JO�O _ — — — — — L_ HGL 5010 � - - - - - HGL H � - - - �Hc� 00 L.F. � — — — — - �HGL HGL rjOO. t � — _ _ _ � — J L � HGL H� S��.00pIo - - - — � HGL HGL NGL � �a" HDPE � � 5005 � _ _ — — — — _` �HGL�HGL HGL�H HGL - - �J���J O � � �H L HGL HGL� - �jOO.00 L.F. � � � HGL � � HGL HGL HGL H�L GL HGL HGL H¢L HGL HGL HGL HGL GL - S=O•$�% f > � � �g" HDPE � Q Q W �_ � � - w � ~ 5000 - w 500o a z v N = ~ O � z w w O � 4995 � 500.00 L.F. � 4995 � S=0.00% - 18" HDPE f -PROPOSED SIPHON � f 4990 - 4990 .-. � f r.� r.� � � � � N O O I� � I� � � � O 4985 g, c° °' o � ,a, t° '`� o `n 4985 aoo`�oo `n II � � � � II � +� II � � + � II � � N � ? O � � � ? O = Q � > > 2a � > > 4980 � N � z z � N � z z 4980 21+50 22+00 23+00 24+00 25+00 26+00 27+00 28+00 29+00 30+00 31+00 32+00 33+00 34+00 34+50 TST, INC. CONSULTING ENGINEERS 748 Whalers Way Suite 200 Fort Collins Colorado 80525 Phone: 970.226.0557 Z JOB N0. 1230.0005.00 � � SCAL H:1"=50'; V:1"=5' � � DATE 50 0 50 �00 JU LY 2024 � N O scale HORIZ: 1 =50 feet SHEET N VERT: 1"=5' ^ 12of37 � � RICHARDS LAKE ROAD Z O H � � Z � O � � COUNiRY CLUB ROAD ; p I� � I , � � I� � � � z � � I S � , � � a W ` � � � � � � � Z I \ � \ o � � � w . , � , , _ � � -- \ � �',, s �, � � � � — Q � � . ,\ , I cS � \ 1 ` \ \ \ �, _ - - _ MWNTNN VISTA DRIVE � = —� — — — - � '�� � _ KEY MAP r � + — - - - - - - - -- - ^� - - - '- - - - - - - - - - - = - - - - - - - - � - - - - - - - � N.T.S. °° �� _ �� — ��- � - � DRAWN c _ — �� ����' - ___ — _ � _ RFB � � _ ���.��� r \ �� — _ ��- — �- '� � � J —J J� J— J J � J J � � J J J J J J � _�_�--- _ � - WI — _ ``� A``� ``� \. � � .�� O) `J ` CHECKED W — JFS — W '�'— W � ���T---� W �— � o--o.-�—o — —��i�v �p� —�ni � —�ni_ ,�ni �-_ —�ni Jp( —�n� �N Jp(— �n� Jp( �N W Jp(_ �n� ,�p� �N _ w , '1��' — W �EsicNE� � � o w — , � RICHARDS LAKE ROAD FITZSIMONS WELL _ -��—� _ ' � _ � _ � _ � � � _ �-� X _ X� — — — — — — — — — — — — — - — — — — — — — — — — — — — — � — — — , — � — RFB � �w w —� � � � �— ��. � � � � �— � � � � � � � � � �— � I ' .____-- - _ FILENAME - STA. 44+86.42 HO�-^ ?H0 �H0 - �H0 - �H0 �H0 �HC -_ - �i-i �H0 �H0 - �HO�� - �i-,0 �H0- �H0= __ �H0��H0 0 �N0 �H0 �H0 �H0 �H0 �H0 �H0 H0 �H0 �H0 �N0 � 0005�IONTAVA IRRIGATION LAiERAL N — ' - 22.5' BEND W MRJ � JG \ So �3s �, ` � - - - - - - - - - - - - - - - _ _ � / fi _ -- _ - , - �, - _ - - - - - - - _ � � , � - _ � �5 � �- � - 104 - - - - - - =' �025— � � So3.;�,�3 �„� �� � � - - _ - - - - _ _ � � � - I 1 5+30.21 � � p0 L/C _ MH W IMH-1 F -- - _ � � __ � � s 2 _ � , � � � : � STA. P W ( I � , STA. 35+85.69 _ _so24 — — ,_, _ \ °3� \ I � - - - - - - - - - - - - -,� - - - - - - - - - w �p`����P �O�P�O� ...... N �, = Qe ,��G 75' I.O. $ - - - - - - - - - - - - - - - - =� - - - - - - - � - - - - - - - , - - - - - - - - - - - - = - - - - - - � � w � 4s+oo 4�+00 = � G P S . U� I DITCH ROW � . N �� ' a � a � o�5k°� � ���� G�� ;� 36+00 37+00 ' . 38+00 39+00 40+00 41+00 42+00 „ 43+00 „ 44+00 �_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ Q� `O� � W � � � � - - - - - - - - - - - - - - - - - - - - - - - - � - - - - - - - - - - - - - - - - - - - - - - - - - - - IMH-1G � � � � O� � .. ..••' ��..�.�v W cn I ' I I ; \ _,,\ ,, STA. 41+85.84 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - � � W � S��NAL��G r n � ,, , ' '�I .1 I I � � \ \ Jo2, � � � �� � � � � I I �, � \ � � � \ \ ��� (n � � \ , ��� � � I I ����� ��. ., A ��� so ��,. �� � � � \ � � \ ' I � 1 � i � � � � �s � � \ � \ � � NOTES i � ���<�7 U' �\ , ' � � � � � � �so , � � � � � 1. ALL HDPE PIPE AND RCP SHALL BE X � � WATERTIGHT AT MANHOLES AND �I I. ' ', � � I � I \ \ � 2S� ` � � � TRACT MM �/ � , �' i � � �� �, I��, "' I V � so24 \ `� � � ���� D E, U E, � � � � � � JOI N TS. � � � � . I � \ � FUTURE DEVELOPMENT � I � �n �� � � �� ,-�� I I� �%�- ����_, � ������ so� �� � ������ � � � 2. WSSC CONNECTION GATE: RUBICON � � � � ��. I I � -- 3 \ `� � PIKOMETER PM-450-2400, SEE -_ X I . ` ' I � , � , \ . � .. � \ ` DETAIL SHEET 23 I � i ! I ' , . � i i , _ __ m _ . � � 3. NPIC CONNECTION GATE: RUBICON PIKOMETER PM-450-1400, SEE Z DETAIL SHEET 23 O 5045 5045 � J � a M ON TAVA I RRI GATI ON LATERAL Q � - H W EXISTING �/� GRADE VJ � 5040 5040 � � , _ _ - - - - - - _ - - - � - > � - Z �� � FITZSIMONS � 5035 �� WELLS 1 & 2 10" - 5035 � O �� PVC PIPE � � � - � � � -1 ' - � � � � � � � � 5030 �� � / _ 5030 � � � � � � - � � - � N , � , , - � - _ � Z a � a � 5025 � , , � - �5025 � w - - - - - � - W � � W _ , _ _ _ _ -�_ - - -- � W a Z _ , - - = H 0 " Z 5020 � _ - - � � '� _ �5020 � w - - - - w O � i � � � � � � � 5015 HGL HGL HGL H HGL HGL�HGL HGL HGL—�—HGL H L HGC HGL HGL 5O�5 I I I HGL HGL HGL�—HGL GL HGL i I � � HGL HGL�—HGL H L HGL �HGL HGL HGL �iGL HGL f HGL H ^ 300.58 L.F. 43.79 L.F. HGL i v S=O.3O� S=O.'JO� Hc� GL"c'- 600.15 L.F. � 18" HDPE 18" HDPE - � S=0.30% 5010 - - " 18" HDPE � - - � � 5010 ,-. ",-. � - N - � 3 - r.� w�' w Z �' — W .� � ....� � _ � � � � � ^ � � � N r7 cV N � � � r'� � 5005 ,� �° � o `n � � C° oo `n � �� � `V `Do `n 5005 opo�oN `n II p � °�oj � �.n II o at°oo OM �i `� II � + � II � � + � II II � = i? +� � + � II � � � � "� II ? O � � �� ? ? O m � II = � �� ? O = Q � > > = Q� > > > - "' Q> = Q � > > TST, INC. � ~ Z Z � ~ Z Z Z - N ~Z � ~ Z Z 748 Whalers Way 5000 - � � - - - N � - - `V N- - N �i- - 5000 CONSULTING ENGINEERS 34+50 35+00 36+00 37+00 38+00 39+00 40+00 41+00 42+00 43+00 44+00 45+00 46+00 47+00 Suite 20o Fort Collins Colorado 80525 Phone: 970.226.0557 JOB N0. 1230.0005.00 � � SCAL H:1"=50'; V:1"=5' � � DATE 50 0 50 �00 JU LY 2024 � N O scale HORIZ: 1 =50 feet SHEET N VERT: 1"=5' ^ 13 of 37 � � RICHARDS LAKE ROAD Z O H � � Z � O � � COUNiRY CLUB ROAD ; p I� � I , � � I� � � � � z - _ __ 1 I I \ _ � � c - �, � - - - - - - _- -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Z - - - - - - - - _ - - - -- - - - - w - - - - - - - - - � - - - - - - - - � H __ _ - - - - - Q � � MWNTAIN VISTA DRIVE � _ - -`J---- `.� _ `.� `.� .� ``� � — �—�-`J- � `J `J `J ``� ``� � — � `J `.� `� `J `J ' `J `J `J `J _`J `J `) — � — � — `J = — — — -� �— — — — — — — — — — — — — — — — — — — — - KEY MAP r -��ti� �l W _ W �'_ W .�l � o— ��o—�_�- .1� W — W .�— W ��� ��� _ W W _ W W W VV W W W W W `�^J W W W N.T.S. m � � � RICHARDS LAKE ROAD — — — — � � � � �— � � �-� � X� w� � � � � � � � � � � � � � � � � �— � � � � � RAWN — w — — — — — — — — — — — — — — — — — — — — — — — D — — — — — — — — — — - — — — — — — — — — — — — — — RFB �HO �_H(�- �HO �HO �HO �HO �I-10 HO �HO �HO �HO; �H0 �HO �HO �HO �HO �HO �HO —�HO �HO �HO �HO �HO �HO �HO �HO �HO � - - - - - - -- J - - - - - - — - - �/ - - - % u J CHECKED JFS � - -- - - - - - - - - - - - - - - - - - - - -- � - - - - - - - - - - - - - - - - - - - - - - - - - - -W - - - - ESIGNED � � IMH-11 - - - - - - - - - - - - - - - - - - - - D - - - - - - - - - - - - - - -— - - - -- -- � - - - - - - - - - - - -� - - - - - - - - - - - - - - - - - - - - - - - - - - - RFB w o STA. 50+25.08 � \\\ STA. 55+25.08 m o � , I FILENAME W � LL� 0005�IONTAVA IRRIGATION LAiERAL W 47+00 48+00 49+00 a 50+00 51+00 ♦52+00 53+00 54+00 55+00 56+00 = W � •` o W 57+00 58+00 59+00 � V / w - - - - - - - - - - - - - - - - - - - - - ` - - - - - - - - - - - - - - - - - - - - - - - - - - - � � - - - - -0 - - - - - - - - - - - - - - � (n - � - -�o - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - �p,��.L/c . W � t�,.�-�'�c;v�,`�'�~' o � v'� �o° N W �p�'��`Z,PN p�1P�' pC� (n I I , � eP e ` N � \ � W � � Pee� �G� ' ti a � � � • . � e�- � � ��G o�S� � , \ ` I ��0 �G ;� . TRACT MM o w `so�, ` \\ , UNPLATTED ��FO �� ���.•;�� .. G DE, UE, �� �' rn �� I NE COR. S32, T8N, R68W � S�ONAL�� FUTURE DEVELOPMENT � I \ � � � ` � NOTES � � �� , `, � .� �� '�, A � 1. ALL HDPE PIPE AND RCP SHALL BE � - - - - - - - - - - - - - -� - - - , �\ - �� - WATERTIGHT AT MANHOLES AND � I \ � JOINTS. i � `� \ � 2. WSSC CONNECTION GATE: RUBICON � � PIKOMETER PM-450-2400, SEE � DETAIL SHEET 23 3. NPIC CONNECTION GATE: RUBICON PIKOMETER PM-450-1400, SEE Z DETAIL SHEET 23 O _ J � a 5040 5040 Q � - - - - _ - _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ MONTAVA IRRIGATION LATERAL ~ W , � H _ � _ � , � , 5035 � � � 5035 � � � ` ` � � _ - - _ _ _ _ _ � 0 5030 - - - - _ _ _ EXISTING 5030 � � — — GRADE Q _ _ _ _ _ _ — — — — — — O � — _ _ _ _ _ � � _ _ _ _ _ _ _ — — — — — t � — — — — — — — — — � � 5025 � � 5025 O � � � z a � � a > w - w � a 5020 W � HGL HGL HGL GL HGL HS HGL HGL W �JOZO � rn �/ /-� Z V / �- HGL HGL HGL H L HGL HGL HGL � HGL HGL HGL GL HGL HGL HGL HGL V / O W HGL GL HGL HGL HG HGL HGL HGL HGL H L �}77.7H L•F• Z w 500.00 L.F. S=0.31% W O � 5015 � S "OHDPE 18" HDPE 18 � 5015 494.87 L.F � S=0.30� 18" HDPE 5010 5010 .-. .-. ,-.� ,-.� � N � N N � N � � c0 In 00 00 I� � O 00 I� � O 5005 � � o `n ,a, � � o `n 5005 � NM � II � � � � II � + � II � � + � II � o 'n � � �n � � � `� II ? o � '� II Z o = Q � > > 2Q � > > H H 5000 � N � z z � � � ZI Z 5000 47+00 48+00 49+00 50+00 51+00 52+00 53+00 54+00 55+00 56+00 57+00 58+00 59+00 TST, INC. CONSULTING ENGINEERS 748 Whalers Way Suite 200 Fort Collins Colorado 80525 Phone: 970.226.0557 JOB N0. 1230.0005.00 � ^ SCAL H:1"=50'; V:1"=5' � � DATE 50 0 50 �00 JU LY 2024 � N O scale HORIZ: 1 =50 feet SHEET N VERT: 1"=5' ^ 14of37 � � RICHARDS LAKE ROAD Z O H � � Z � O � � COUNiRY CLUB ROAD ; p � � � � ' � �� ��� , � -- - � � - � ; �) I I �"� W �� � \ � \ � / � , O � �� � -� \ , i ' � - Z � � -- - � � _ _� j � � -- � 01 � , --- - _ m �F 26 -- -- - _ �0` - _- --- - -- -- _ l -' .. , C � � � � - - .� _ . - �,.., .� - � � � � � � � _ _ _ � � ' ��P�,�� � � \ — - - _ .; _ - - — , - - — — - - �' � �� I I I -- - - - - - --- - - — - - - — _ �-��- � � c✓ I — — — —n� � _ _ _ � _ � _ � �°��� ��, � � �'� — � — Z - �y� W, �� _ �,,_ _ �; — � — -� — �_ �_---� �� � �v `"'��- TIE TO EX. 15 CONCRETE IRR. LATERAL � 15 �,o , � � � � ��'� p `'�e�' � � w � _o_� _ _ �'_ _ _ - - - - - - - - �����= - - - - a _ _ _ _ _ _ - � o - - N. GIDDINGS ROAD -� _— � � �� � � � w EX. 15" IRR. PIPE- IMH-1 L 5 \ ` , ' uouNraN A -- ti� W '�N W_ HYDRODYNAMIC SEPARATOR, =W-� \w_�-=—W— —W— W— W— W— W— —� - STA. 65+93.66 W= W_ _���_�,'�'��,' �v_ �v— �— —�— - KEY MAP m � r I I - ti�- SEE DETAIL SHEET 22 -�nl W W W �.N W W � W � W � W W (,_ - -- _��� � ���� ,�, W—W- � N.T.S. _�__I__� � Q% �� � —I ���_�-� - �---�,-�-_� I_ I ��� —_� _ I-�- i ' ��-� �- �_ ��- '� _-^�� �It�-T� �����--�n�� DRAWN � - - � _ _�I� -'�- �i i��lJl��� ��- -� �-,�i _ RFB � U I i I w Q I CHECKED JFS ����5 I = • 65�-00 " I DESIGNED � � cl o �I � � ± si+oo � N s2+oo s3+oo s4+oo � , RFB 1 - - - - - � � FILENAME ii � �' i �; � - - - - - - - -- m- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - W I � � IMH-1 K / 0005�IONTAVA IRRIGATION LAiERAL 50 UE STA. 65+02.86 I I � Q �BY SEP. DOC. � � ,� ; SPLITTING STRUCTURE // p� ��C � �.N... �, o � STA. 65+49.75 � ��P � � UNPLATTED � p�:�P JP � � = I I I � NE COR. S32, T8N, R68W �� V�'Q Q�� G'�� SEE SHEET 21 FOR SPLITTER Q � I I � r�, � � I� � STRUCTURE DETAIL /� � ��G P�S� � � I I � � �, I� I I� ,' � Q�-��p�G� ;:�,4' � I o � SEE SHEET 16 FOR PLAN & PROFILE � �F .• � �� � + i � / �O •....•• � �' � � � � � , /� S��NAL��G EX. 100' ROWS � I I h� c�,`b �' J / � � � � � � � � �� � �� � �J� �p� ,�p �� �� � �i �� � I FUTURE 84' � I � ROW i i %� �° �� ���' �o� ���' o�� �� NOTES i � i � I I � I �, I � / ', � _ -/� 1. ALL HDPE PIPE AND RCP SHALL BE � i � I � � � � � / WATERTIGHT AT MANHOLES AND � � r� � � � � // JOINTS. S E E S H E E T 14 2 PIKOM TERNPMTI050G 2400,RSEE ON DETAIL SHEET 23 3. NPIC CONNECTION GATE: RUBICON PIKOMETER PM-450-1400, SEE Z DETAIL SHEET 23 O _ J � a a o� � w 5040 5040 � � M ON TAVA I RRI GATI ON LATERAL � � � Z � 5035 � 5035 � O � 43.91 L.F. � � S=1.18% O Q 24" RCP � � 5030 � � ` 5030 � � EXISTING � ' \ - Z GRADE - K - � _ _ - - - - - - O — _ �, � - - - - _ - - - - - - - - - - - H�� - - � � 5025 � � - - � 5025 > �HGC MGL - a � � HGL �HG f- _ �. GL���L � � ,� HGL�M61�- HG� 6 g6 L.F• � w p�—H � �� 4S_2�4q� a z - HGL -- - � SOZO W HGL HG��G� � - -�$" H�PE 5020 Z O = 500.00 L.F. (� � S=0.93q O � W 18" HI PE � 5015 � 5015 5010 5010 � � N � 5005 0 ^ ^ ^^ � � 5005 .-. �_ N.. �.._w_ �w ......_ � a � o � � � `% �n �n _ v w o o � °o -� �n °' °' - r� Ul- N O � � V— � � � � U � O � O c� l� � O � �0 � O O ^ c00 � 5000 � °0 � 0 `� � °p °' o `� � � 'no `� `� --�' � C° � o 5000 Q c�i � � � c�i o i � -� ai � � ao K i o i ,.c� TST, I N . ON II aoON II � r� II II � + � II � � + � II � � + � II � � __ J O + � II 748 Whalers Way p O � Y � � Z � � � � H � Suite 200 Fort Collins � � II Z O � � �� ? O � � �� ? O O � � � �� ? Colorado 80525 Q I 2 Q Phone: 970.226.0557 rH� > > 2 � � > > � � � > » -- � J � � �! 4995 = c� � z z I � � � z z N N � z z z I -v � � z 4995 Z �oB No. 1230.0005.00 ¢ 58+50 59+00 60+00 61+00 62+00 63+00 64+00 65+00 66+00 67+00 SCALE ^ H:1"=50'; V:1"=5' � � DATE 50 0 50 �00 JU LY 2024 � N O scale HORIZ: 1 =50 feet SHEET N VERT: 1"=5' ^ 15 of 37 � � A � 0 � � � z Z 0 �. couNn Ronn se cn � B Z U 0 � (n W � � W � w � Q � � VIEWPORT A VIEWPORT B VIEWPORT C m DRAWN � \ - �� I r � J � Ex.� ( � I I � , , , � ��� --- ---- I � ) > > � _- - - ROq�pCH i �� � l��i� ����r �� ����,��� � � � �` � % � ,�� � � �- / cHECKE� �J �� � � / / � �� � � � � � _ � JFS � I � ;� I � � I �� �,�I I � ' '� � I �I� � � � % � E. DWGI.AS ROAD DESIGNED � ' ii �I � � � I� � � � �� � � �_ � �� o� � -� � RFB � , , I I I EX. D �� � � ��----• � � I TCH � �\��.J� � �. � �� � _ ✓ i � \ J� \ \ � � � � I � �� ���„ _ � ���� � � ROAD 1 x � �/ �c � � �,n,%;; FILENAME � � �� � ''�' �' � `' � � � 0005�IONTAVA IRRIGATION LAiERAL � ► � �. I � �i �r-�� �� ��� ,_�� �, � � � � \�,'�� � �io �� � o 0 � I � , � i , , - ' � � _7 i � �� � � oi ��� �� � � � � � � ,� I,�;';� � `�� � '� �/�, �cs �'\� � � _ � � p0 L�C I ; � ���;�:,, o � � I � � i � Rp � � � — -- - � g o�P,...., � PN �- � � � ' � , � � � ,r� � l'� � � " � ��v� � � � q� �, - � = o�;.�;Z� o�p. � l� ��;��7 d I • o ��� ��� � �\ �� �: Q QQ� ��'� � %' � � a4' � \/� \ � � � • Q' � WSSC HEADWALL STRUCTURE ���� ` �bt� G `� . � � ����� ._ � I J NPIC HEADWALL STRUCTURE (W� RUBICON PIKOMETER-NOTE 2) � � �� pQ�� \��' � � � ---- 5 F,��`� G�� .:� � r (W/ RUBICON PIKOMETER - NOTE 3) STA. 10+57.95 � . I �� ��� , � � \�6, __- so29 ---- Q�F�� .: �� `\ •....•• G I STA. 10+25.09 � J o I e�� \ J �\� . �\ � � _ �� S � � _ /p E I I S'�O��k�,° n�j� � \ � x I \ � ;. - - - -,'. '�,� �\ EX. 15" CONCRETE CHArTNEL 5030� � � — NAL PROP. 4.5'X5.0' D50 RIPRAP PAD � '`��'��°� SEE STRUCTURAL PLANS Q'�v � I IMH-1 K � � ���, � � � � so3� � okoo o�� � � L o � oo I STA. 65+02.86' �\ \\�\ - - --_ -_ � � _ - �, G G SHEET 35(S9) FOR DETAILS �� � � \ � �Exy 15'_iNVERTE� siPHON�, � \ _� � STA. 10+00 �e\ ; ; ' � � ' � � x JUNCTION STRUCTURE . - SPLITTING STRUCTURE � 12+00 � \ ii+oo � ` � � io+oo � � � ��33 ` � I Q I �j� �,✓ /1 � ^ �'�� i STA. 10+00 STA. 12+27.98 �� / �' `v �\v�' � �bli \ `� \ \ , W � � � I� �, 11 �,� � , � f- I. � 1� / � ;`� � SEE SHEET 21 FOR SPLITTER � �\v�, \ ` \�, � � � Q r. � , /`,'��.�� .� I, I STRUCTURE DETAIL � � � ` \�� _ � � RIqiARDS LAKE ROAD � r � �--�: � � � � � \ �� \ � , \ � � , � � z � ��� � -,- (� ���� I,�� �'�;� ,� �� x I STA. 11+39.91 � \l7i � � ��by, 0 — � ���� �����li� �o; F � � � �� � � � Q � � � '; � �' �A ��j��,�,��II���II�i r �� I ;� � j TIE TO EX. 15 IRRIGATION LATERAL �\ �� � � � � I � z � ' � �� � � �� � ! I � � �� ��, � �C� � �� % \�� � _ I ��� � ��� � � �� �v � \ � � � � � � � � �,- ( � �-� , � C ' \ \ �� � 0 , �" � � - � I x � � � � � � ,,��� -� ��� , � -�� __ _ � �� Z ' , � > � ��, -� �� , ,1� ✓ � � � . _ � � Q � ,, ���� ��J�I���1����� �� ; PROP. 30' UE ;°� �'s, ��5° ,� --� � , , � ��V �'�� � � � �!i � '- � , � \i �, 11 � \BY SEP. DOC. �, 3�- � �\ � � Z � J � o � � �__ �\>�����1 ._ � 1 �_ � .,, o� --- _ 5� � �\ �v � � 1'11 Q G , , , , . �--- � � _ /,,� I � � � / _ j i� � vv \\ COUNIRY CLUB ROAD Q � , i _--_ - �i �,. \ � /„ � � SEE SH EET 17 � � � � � � � 0 s Zz � � � O - MWNTAIN VISTA DRIVE � � KEY MAP � Q N.T.S. � (� — � � Z � � � z a NOTES a � � a 1. ALL HDPE PIPE AND RCP SHALL BE � 5120 5120 5040 5040 WATERIIGHT AT MANHOLES AND Q Z JOINTS. � O MONTAVA IRRIGATION LATERAL MONTAVA IRRIGATION LATERAL 2. WSSC CONNECTION GATE: RUBICON Z PIKOMETER PM-450-2400, SEE O � WSSC CON N ECTI ON N PI C CON N ECTI ON DETAIL SHEET 23 � 5125 5125 5115 5115 5035 I I � 1 � 5035 3. NPIC CONNECTION GATE: RUBICON M 0 N T AV A I R R I G A TI 0 N �R I S81o23%F � Ex�sT�N�I - PIKOMETER PM-450-1400, SEE EXISTING GRADE _1 - \ DETAIL SHEET 23 L A TE R A L N P I C A PROPOSEo - - �8�� HDPE , � — ; � 5120 5120 5110 �RA�E - 5110 5030 � � � � � � H�� H��- C 0 N N E C TI 0 N , �=H�L HGL 5030 _ ! �- � i I ��� � ���� � _ - r--' 57.95 L.F.� ��� - I ��� EXISTING S=0.37% � 5115 25.09 L.F, GRADi 5115 5105 �$" RCP 5105 5025 C I I 5025 S=6.96%- - � 139.91 L.F. - 18" RCP � S=1.22% - � _ � EX. 15" CMP- ¢ w W J 5110 � 5110 5100 � ^ � ^ 5100 5020 ^^^ 0 5020 - c� v w .-.,-.�_ w �� F TST, INC. � � v W �v — w � C9 Q CONSULTING ENGINEERS H � J N U ^ n N - V rn � � � Su te8200aFo t Co lins N Q O- Q � � � � p O O � _ � 00 O N O O e � M Phone: 970.226.0557 5105 5105 5095 � . � . � � 5095 5015 � a? �? o � � � � �° 5015 Colorado 80525 wo� oc`nv Q � o II � oa `� `� II - � Nri `n II II Mc00.� �oBNo. 1230.0005.00 g �` +� W + _ w + � � z + � II II � _ � + � II HH w + � Q � O O 2 O � O O � _ Z N � � � SCALE � II = r � II � � � II Z Z � F � II Z o o � � II H:1"=50'• V:1"=5' U U H � � � � H� � H _ � � � > � � � » > - a � � > » W � � °' 5100 Z N Z Z N 5100 5090 3 cn � z � N � z z z - 5090 5010 cn cn � z z z F N � 5010 50 0 50 �oo DA1� JU LY 2024 � 0 9+00 10+00 11+00 12+00 11+00 10+00 9+50 13+00 12+00 11+00 10+00 9+50 scale HORIZ: 1"=50' feet SHEET N VERT: 1"=5' ^ 16 of 37 � � � 0 � � � z Z O E. COUNTY ROAD 58 (n � Z � O � � � w > � W � w � Q � I -- — _ I — - -- _, - -- --- -- - - r- — ._— _-5��5.—/��- --- — — __ _ 2 m , � � �� -.. � -----.� — — — — _ \ � I I � --_�5�14 _, ..—_� � T� � � _ �_ — — _ o o - - R , ,� ;_ � _� �� � � � � � , � , AwN � _ � �_. �� ., , , ��� � � v � �� � ���'1s>>s w� � _� _- � RFB � , � -�__ ,— — — --, . � , , \ _ I / /_ / 4 ���\ � l � " � � CHECKED .,. , � .� �. ` �� � � ! ��� � �� � � _ , r \ -��% ��._ -'� - _ � -�-����. _ � � �� , _ � _ � _ JFS � _ �/_ ( � -- � ' 1 � WSSC WATER DITCH f � ���� � � � e DWGLAS ROAD ESIGNED r; T //� �i - -� � _�- p �,� � � � � � J � -� II �� ' I ����� � �,\\� j%�! �- . �� SEE STRUCTURAL PLANS �_� � -- .� _ —. � - ,- � J�r �� � . �' � -- , RFB 6.0'X8.0' TYPE L I � ��� ���I� � � \ -� � �.��'-- -- _- - � --= - � ��� �� \ � \� � ��� SHEET 36 S9 FOR DETAILS - _ _��\ - -- / � �, 1/,� � ��2L , �%J � � / �1 1 �,�L�='����� � �✓- \�����_�"'� C ��"��� V � � FILENAME RIPRAP PAD � � �- ��� � o -- �����-�-�, -__ AC�C � .z � _ � //�� ��� /�--L�---�� �A � � ; , _ _'��--�-',�-,. � � �' � �,,��!��''�����\��A����(����`- ����_ � � �- -\ �,� 0005�IONTAVA IRRIGATION LAiERAL r _ _ _ � I�i ��,������ ���� ���_ � �'�A � � %1 ' �_�'_ � :� /- � �r� -�%��� � � � �1 � �. �� ����5130.�, � "i'��I��� � \ � \ � � o & \ 24 CONCRETE FES �� // � i �--ti, � � .;� �_ �" � ��� � ,. ( ,J/ ✓ ��/ \ } Y� � � , _ _ � "��\��-_ � i_ ��� �' � ��� -�� � � ��=�---�� ��- � �, 1 �� � �� � � � � � Z oo �� _ _ � _� - W/ TOE WALL � \\�� � - f � ,� �,-��'�� ` �,--��� �-� � ;`� -������� � � . \ � � � �P C �.�, / � r'_ -� ,, � � \ � _ STA. 10+00 �\�,�:� "� �' ��-�- 5io5 - '� � '- _ �- ��� 7 ����� �,� �'�� � �s12p'�� ��=f '� �'� .�\� � � � �p .PN••• 1 ������� ,�� pR0/� � - J- - ,� , ' -��-'=.�-L-����-��`'—__ - � \\�=`-`�'' _ �\:= `-�,��� =---��'�,� �, \ `�� � Z p:��, ��P c � � � � o� — ' y p 30. --, � _� �, ,�_ �_ � \ - 1, � _ ��- 1— = _ e SE UF � - - _�X � ---_ — -- — — — — _ ��� � ��� -�===��i��-�'� `,�� �� �; �� � � v: Q- PQQ� �G� _ � _ , ` _ _ . --�._�-�- � -� � �-" 1� , �. - . , � � �� �\ _ _ _ �_ � �� � - - - � , � �-� � _ . � Y � ..... I O � �� �► � ' \ G S� — . � � • � . / 5�09 � �� ��� _ o z � � �-�� � �� ,�� �� =�� �",= � '� � _ � ����G�� :� � � `J � i , ,,. , _ _— _ � , , , �, � _ . �� __ � - Q�- Fo .: �, � ' ;� � �_ _ � 5 � . , �p _ � 105 `57�� � � / / � y/ � - -- � `` _ — _ ��� G� , � �------ ------- .� — _ — .��. �• 0 0 � _ . � �::�� :��� S��NAL E� - � , N � — . — . _ . . � � ` � �2+00 ,�p°� �^ 11+00 �T1 ' 13+00 y�'� 14+00 15+00 16+00 _ 1 +00 � � \ � — P � � Gd ,c y x x x—�x x 5111�x �- x _ ,7+00 \ � ` �''-'� �� , . - - - - L - � �- - - - - -vo � - - - - - - - - - - - - - - - - - - - - - . - - - - - - - - - - - - STA. 16+ .76 - - - x� - - - � � � - -' .�> - , , �, . � � _- - - ��- 14 x � ' � - - � _ � �` ; � s I f c� m 11.25' BEND W/MRJ & TB � � J, � s, s �� � � - V -'� � � �, , ,o o� � , � STA. 17+26.78 ,e� �' � � o � ` � � �� � n � � JUNCTION STRUCTURE ''� � ��� 11.25' BEND W�MRJ & TB � °o � � �, � � � ' , I � ��, �c a STA. 12+37.74 � � �� '� � � � z �,o� � �. I h \` _ � � RICHARDS LAKE ROAD I I ) � � � ' �� , STA. 18+27.95 + � � ` � D � � ��� \ — � J �� ` 11.25' BEND W/MRJ & TB �� �9X°�\ I \� 5w� ao - J Iis + � s�� � J�. i � v, � 'o� , �,�o ooG' I °' , - STA. 19+07.36 Z �\ Q' Q i � � _ _-_, ,, 11.25' BEND W/MRJ & TB Q��c�� I . _ EX. EOP �- _ .—;-�� � � � � � J ' I o�' . , � � , ,��. � � � � � � Q I _ � I� _ _ _ � � — \ TIE TO EX. 18 IRR. PIPE � COUNIRY q.UB ROAD Q I STA. 19+62.97 � W I � � � � � � � 0 s Zz � � � — MWNTAIN VISTA DRIVE � � KEY MAP � Q N.T.S. � (� — 5120 5120 � � MONTAVA IRRIGATION LATERAL p � — z a 5115 5115 NOTES Q � � � _ MATCH INV. OF PIPE TO DITCH BOTTOM 1. ALL HDPE PIPE AND RCP SHALL BE � � � PROPOSED FROM STA. 17+26.78-19+62.97 WATERIIGHT AT MANHOLES AND Z GRADE _ �OINTS. � O 2. WSSC CONNECTION GATE: RUBICON Z 5110 EXISTING 5110 PIKOMETER PM-450-2400, SEE O � _GRADE __ _ _ _ --�` � � {iGl.. Gt HG bG� -HGL — — _ � � -�- -- �G - - - -_����c� ��t Hc_ - - � 3. NPIC CONNECTION GATE: RUBICON � — — — — - - - -� HGL HGL NGL 5105 _ _ - 55.61 L.F. PIKOMETER PM-450-1400, SEE i _ - - 112.02 L.F. 101.16 L.F. 79.41 L.F. 5=0.58% 5105 DETAIL SHEET 23 FfGL HGL H L- HGL HGL _ S—�.`L4°Jo� 5=0.35% � S n0.�2% _ � - � - -- -377.02 L.F. 18" HDPE 18 HDPE = 18 H�E - 18" HDPE _ --- - - S_1.04% w - �g" HDPE � 5100 237.74 L.F. ,�, � S=0.30% d- o � 5100 24" HDPE `� � � � � _ W �Z... Q ... � vv � _ � c� � � � � � V � � C�I — —� � — � � � � f� M �� N CV � � c0 � M � 00 � O � � M � 5095 � J � � � �o 0 o c� - -3 �cD 3 °�°rn 3 �c� 3 ;°r� oo � �N n 5095 � a oo cn � °' `� `� II o d"o o �°o o �o o �o � � N o II V ?� O � r�0 Z � Z N Z N Z O X tD Z +� Z O + � I I I I � _ w +� W +� W +� w +� W o + � H � W O O H N � _ m t0 m I� _ m 00 m � Z � � U � � II U � � II ? ? O � � II � � II � � II � � II 0 m � II O � Q> z J Q � » > - —N Q> N Q> N Q j N Q j W . Q � � TST, � � � _ _� � � � � � � � �n � o INC. 5090 N 3 N Z - � � N � Z Z Z � N Z � N Z � �Z � (n Z � � (� H Z 5090 CONSULTING ENGINEERS 748 Whalers Way 9+50 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 Suite 20o Fort Collins Colorado 80525 Phone: 970.226.0557 Z JOB N0. 1230.0005.00 � ^ SCAL H:1"=50'; V:1"=5' � � DATE 50 0 50 �00 JU LY 2024 � N O scale HORIZ: 1 =50 feet SHEET N VERT: 1"=5' ^ 17of37 � � NO . 8 D I T C H MO N T A V A I R R I G A T I O N LA T E R A L (N P I C / W S S C W A T E R ) CRESCENT PARK (FC) LARIM E R & W E L D C A N A L NO . 8 D I T C H PSD (ELEM) FORT COLLINS PARK WSSC DELIVERY LINE NPIC DELIVE R Y L I N E VA U L T VAULT WATERTRONICS WATERTRONICS WATERTRONICS SECTION B-B SECTION A-A SECTION C-C SPLITTER STRUCTURE DETAIL (SEE STRUCTURAL PLANS SHEETS 36-37(S7-S8)) SECTION B-B SECTION A-A NON-POT POND OUTLET DETAIL N.T.S. TRAFFIC BOLLARD DETAIL NTS 24" DIA. MANHOLE COVER W/LID &2" DIA. OPENING CENTERED FOR TOUCH READ INSTALL� CON\rC/RETE ADJUSTMENT RING B �' 6„ � ���� ,, , , -,;,; ����/�� �� ��� 1 MAX. , . , � ���/��/��/y"�� ��%��/� �_��� � � �"� FINISHED GRADE � : � @ 2% SLOPE �' z FROST PROOF LID ANCHOR RODS(TYP.) / � � � � ASPHALTIC GROUT �� GATE VALVE GATE VALVE � C � v ALUMINUM M.H.y� , �` � o STEPS 12"O.C. � � O� w ,.._� � L � � I METER �; � � SOLID SLEEVE A GATE VALVE � 4'MIN. �l RESTRAINING ROD(TYP.) i. � 12"MIN. � GATE VALVE (TYP.) (TYP.) o �� � THRUST BLOCK FULL SIZE BYPASS p � METER RESTRAININ� IF REQUIRED BY m � DESIGN ENGINEER DRAwN � ROD (TYP.)� ' OR ELCO(TYP) RFB 3"OR LARGER MAIN� ` SOLID SLEEVE� PRECAST CONCRETE VAULT DESIGNED FOR M-20 BRIDGE LOADING CHECKED — — — o o JFS PIPE ENCASED IN ��� " �EsicNEo MASTIC BLOCK CONCRETE BLOCKS 2'MIN. METER VAULT DIMENSIONS RFB OUT GROUTED WITH SHIMS OR Fi�eNnME ` � ADJUSTABLE PIPE � METER SIZE A B C D GENERAL NOTES: 0005�UMP STA�ION DETAILS � SUPPORTS 3 inch 6' 7' 2'-6"MIN. 2'-6" MIN. IF PRESSURE REDUCING VALVE IS REQUIRED IT SHALL BE � �,-��., � �����;, � � �� �=, _ INSTALLED INSIDE BUILDING, IMMEDIATELY FOLLOWING THE 2-#4 CONTINUOUS _ � �_ y� �y � ,j J���s��. 1'WIDE X 8" HIGH 4 inch 7' 7' 3'MIN. 2'-6" MIN. MAIN SHUT-OFF VALVE. QO L/ , , _ ' 4 ._a�r, . 4�,; ;. �� ,� PRECAST OR CAST IN PLACE . � � , ,_ „ �P�....�C t � 6 inch 8 7 3 MIN. 2 6 MIN. Q �•PN �. � . � ����� �����j;�� 8" LAYER OF 4" ROCK �/�������� V���� �D�P��� G P��S����� ,,, � ���,�� . ��.�.��\,,�\,� \%��, . 1MEI1 Date File No. Date File No. \ �� � • y1�Q'� C�py Designed N A N�A esd014_melcr_wul[protVe y1�p��ME��opy Designed N '4 N�A esd015 meter wult�lon ��\�'O �GO �• �l/ ���-� ,�` EAST LA R I M E R C 0 U NTY WATE R D I STR I CT Drawn REM 10/99 Drawing Na. W���, EAST LA R I M E R C 0 U NTY WATE R D I STR I CT Drawn REM 10/99 Drawing Na. �F� • � o ......•••G�� ������ �� �� �� Revised EJV 1�24 014 `r�+�r��� �� �� �� Revised EJV 2�24 015 � S��NAL�� �. �,ti 3 , 4 & b METER VAULT (SIDE VIEW) NOT TO SCALE � 3 ,4 & b METER VAULT (TOP VIEW) NOT TO SCALE "���Rpl�'��`�' Approved RS 2�24 Sheet Ol of 02 �jFRU1S��� Approved RS 2�24 Sheet 02 of 02 � O � � � � ~ J � - � a � � w � o � z � O o - � � � v z � o � z � � Q z > O a � � z 0 � TST, iNc. CONSULIING ENGINEERS 748 Whalers Way Suite 200 Fort Collins Colorado 80525 Phone: 970.226.0557 JOB N0. 1230.0005.00 SCALE N.T.S. DATE JULY 2024 SHEET 24 of 37 _ u . r.. �., � � 'r'•P.' � .,� �;,� , . — — — — — — d ' �,. .:�:. �; � , . . , , . . . , . � . . . : � � 1_ " � y. p.. :�.. I ���- � — - - - . .:.: , ... _ �. ,-.' ::� � _ — - ; _. .:.; :_:.., `: - :(`;' . . � : • <: . .. - ' -_ ' _;; . �<. ,.... — - , _ r : - —� <::�. i O . _ � E„a � �•.... ` _ � . .•..,>- --- �, � ,. �1 ,} ; Y . � r` ., • � 4 . ,. � -- �_ --- �- i � � � ♦ - � � � - ' , �—�, _ , .' � , _ _ r_ , . . � -_ , t ,. ._--3_'-- ... � �A••b a^ . — .:i: r �..., . . .. :ii ,/ a_ .�.� — . __—___ _____ .,:- � . .. :., - � � — ✓ — . �. _ — � ; .; -' _ '„ -- __ . � .... � ._. _' ___ � � __— _.-... , —:— — — ,,.. . � _—__—___ -'__ . --- - —____ � _ � . ` ,. _ ,.,:. �. i ,.s� � —_ ' -_'_ .�—'� _—_'— --__ —� I . � ... ,� � . , --�_ ' . _--- --- . .'.r . — 0 , I i . .IZ _ .�., �. I •f 0 / �— _ _ . .- � � , = _ —_ __ _ -- 1 .-, , i N+ ;. - - , � _�-_ -' , I . _ i , ;� .. �- __- __ -__-_ -__ - _ - _- ____ - __ _ -__ _ _ __ _-__- _- " . /� �. / � � � .. � , - _ - - __ _ � ' _ � � `� :. , ��� � .. , ;' ,� , , ___ ___ -_ -- - � , . ; ____ _____ _ - .�.� - ' ;. � -' --_ ._- ___ -_- - ��' . -.... :.�. :� ,; . ,- , , � --_ - _-__ ________ -_--��-5---- -- - -___-- ___ --- - � :.%�' . - - - - - - - - - - - - - - - - - -- -'. , j ; ; �� , - - - -- -- - -- - - - �r- - . .:: , ;: j� / , -� .--- - �-- ----- - ------- -------- - --- ----- - --- ` .. I . . _ . �� . , --;- - ` , �.r- -� .�� --r �-- __ I � / " � �--- -- - � - --�- - -- _ � � ` ' ' - "' ' ' ' -- -- - --- ----- � :. � --- -- - - ---- � � , - � ----- - ----- � , , , �- , � -_ � -_ �� _ ` y � I ; �., ; ,.,� ;' � � �- -�- _- -__-- � � , ,�� . -- �- - -- ---- � �:� - - � � ' �. i /i / i - - - _ ----- -- -� � . -- _. .� . _ � - �. �, , -- - ------- - - - ^ `. , �- -.. � i , , , i i I,� ..: / � � ' i .. ------ --- -- ------, _ . ,.. ;� � ,.�_ .. �. ' �j - ---- -- - _ . � - _ i � ..: i r 1 i � ' � � � - , � i .- _---- .:.. - --- _ , i � �i _�: �� I - --__ .. � �� I �- ' _' / � .�/ � --_--- - - --- _ '� ��. � . •�.� I � i � �. .�' . . � � i I � � / .. � i ! ____ _____ . I . I �� - - -- � � � � �.�. �� i / � � � �I �� � �i�� � �� � A� �� -.�� •!'•� � I � C S N � V�� \ R OS SEC 10 '� ' ; � �, : , � � � � � ,t ' �; ; � ' 10+00 � � :11 00�, ��� I � � � �2 00 � �� - .�' • � � � � � �;� '� 1 �� �� ` ���' � �'���� ` � �, i � , �'', � , , �, , ,� ;:. � ,: , � '� r':� w � , �: � � � �� , � . � � � 75.00' N 0. 8 �, � �� � V� �� � �I i, •j':` , � . . � DITCH ROW \ � � ��� � I �� �� � ���. ;�9• �� ,, ;� ��� o � II � `� ti� � I � : '{� \ ;; . \ °1�.�.•� � � � � . � . . � � ,� ���� � ��� � NOTES � , :��. , . �� , �� �'��� ��,��'��, � � , � ��;�� �..;: � ';: �� . �;'.` : = � ! i ' �� �� �� -� � \ � � � �', ` ' i i ,� i� , � � l �� ;., � .����, � ,: '� • �� / m � � � � '/ � ' ��,�' � �"� :�� a� `' ;,. .'� f. �� -�� ' � i 1. REFER TO THE "SUBSURFACE EXPLORATION REPORT, i .� . �=�I I ,' �\ ,�� \�� \�� ���� ���'�_�i/' � ;�' 1°`x �,� � ���� � MONTAVA DEVELOPMENT—TRACT E—DETENTION POND DRAWN `, \ �, ', `,\ � �' '' C/, �' �' r� \• '� � •�'• EVALUATION OF GROUNDWATER AND SUBSURFACE RFB � ' � I � � � , , � _. ' . . � �3 �. / �•�,/a. � � \/ �. . . . � � � . •:���. . _. � � � �� I� . .. !�.. . � . . . - � I I I'�� _I I � �� � � , ', , � I � � � � ` ` �, , \ '� �' '� ;,�. � CONDITIONS, FORT COLLINS, COLORADO EEC PROJECT ' �- _ I "'+ �� \�'�,``�` ��;��� I I f _ �.�`�°������'^ `•� :�:`� � .� '�:. N0. 1172058" PREPARED BY EARTH ENGINEERING CHECKED JFS � , � � � �� �� ��A � ` � � � �� I � a�. � i � �=�I � , � � �,'` ��� V � � '�, ', I, ����\� . ;.�. , �..,. CONSU LTANTS (EEC), LLC. oEsicNEo \ � ' �� � . , � � .��.. �, , �, . '�•. � , '�� _ �A\� � �A � '�� � � 1 � � �., ` �" ! ' � „ � R FB , �'� � . ��" �, o � � � -���� � ; � �, . HYB I NH NC COH SIV TH N L N � o :� 2 A R D E A ED E E EAR E I ER � � ����� � � � � � �� .�Dcx_ � � �� r��,, � .•i';•�� � FILENAME � , ,� � �, � � , � , ���. � � ,, � .�\ � OVER AN APPROVED PVC SYNTHETIC MEMBRANE LINER � � � � � � � ` � � , .ID :y� •.�,�:. ^ �'�ti. \ , A�. . . . . . . . . � � �' . 0005 PON LI N - ,, _ D ER � ,:. � , � WILL BE PLACED ALONG THE WETTED PERIMETER TO � � ` ' �, - � .�A � �� � ��� � � � ���� � �� ��� ����� � � � �� � �� � ' !� �� � � ��`�� � �:���•� �� � MINIMIZE SEEPAGE AND OR GROUNDWATER INTRUSION. ., ; , C _ , � � � , � � �� ��� - r�: :�� , .�;- � . � �� �� �,�� �; � �'� � . ... � . ��.A ,/�" '• \ . . . ��\ . .. .. . .. '.��� �.!� � � . `.��� . . A ' , � � ��. . i � � � � �'� � ,� '���� , A�`� I �� .�,`� - � ����:� � � ��`�:, ��' ��' � � 3. A MINIMUM OF 3—FOOT COVER OF COHESIVE MATERIAL p,pO.L/c � i � , __- � �� � � �`� ��;� '���\�� �� � � ���: �� � ,,,`'�� �;i� :� � �' ALONG THE WETTED PERIMETER IS REQUIRED. p�.�',��PN � �P�' �1 , � . <.,. . � � � - ��� �� �� : A\\ � x�o' �; . � �.. , �� �y ��� �'; ��Q�O�G�O � ';�- � , �.. v� � : ' �� . , 4. ABILITY � ' , � ��� � �, � � �� ,�� � � �� � =;�.' i MAINTAIN A CONSISTENT, UNIFORM LOW PERME ' G S� \ � i , ; -� , J � \,\� ' i. ����,� .:\ , - - - _ � �;1� �� COHESIVE MATERIAL FOR THE EARTHEN LINER. �p�� Gp� : � I � �� , , ��� , `� ,__ __ _ -_ a ', :.: .� i. � Q� �O� ;'�t�� ��� � � � , � ��r�� ��V °` ��� \\ _ p'� �C �, ,���� �,�� � „ � •...... ,. , ,.. . � _ � , �. :a;..� ��. � � �. .,A. ; ,. c � � � � � � �� � � �' � � ����� \��� �; �� , �-��� �: ,� � �i S�4N E� ��� �� � _- _ , � � : � � � � �, � �\� �, ,�o�i i� � �� AL � - � � � � I , � ,�� ���\ '��� �c, �� � ; �� �i �• � � � - " ` � � , . ',� � A �� c� o� x �( / '6 �u;, �\y' .4.�: fl.� � I �'��� �� �� �� �� . �� � � � � G� / '_�: ���' ����. . / � �/ i`'�. �� � �� � ��� � .. � , � / I� �� � ��. j i / / � � � � � j, / / ��\�... � � . � � � � � <.� � ,x ' ', .,. � '� / - , � � — - .t,� �` �, - _ �. %� - � _. � �� - --- - - _ �` � �� � � � > � _ � " / � — — � , � // � �, � �, � — - - � �� \ O ,. � � � � . � � ,- � � � , � . � � /. - , ''� �- � // I • \ , _-- " O � ' �-_ _ - ✓ __ ,_ . , . _ , -_ � _ � , - ;:: ,. .. � , � � � , -_ � _ .. , � . ; � - -- - , m,� - , ��.X - --- � ��� - - . , � �� .� �, , ,� -- �,�--- - � - % � . _ , � � —_ �_; � � , -- --- -y � �- - � , - � �, - - - -- - �_ --- - - i ` // .. � . -� � _,- . I I � ' -- � �,.- - -- -- -_ - i V �., ' - _ , -- , �� _ '" , � i � � � - - = �- _, � _ - - - - > - ' �"� -- - � \;�� - .�__� _ _ � // , , � � � �. /// <.:• — \ , � Y / , - _ --- _ �;i�� , , , � �� _ , __ — ,, _ - _ _ , , __� ,_ ��� \ _- . � , , , ,- _ _ � n. .. . �. .. , ; �_4 ;. � � : , � � : _ � -�- � ,. � � - - , � ___ _ , :: �:. � Z � , � i � � ` -_ - I �;�=f� � � O x -- — _ - / i! ,.., � � � �� o -- � i � \ �, 10 0 / / � , ", , .» _- = . � i i ,� � `"� � - / / ✓ ,y Q � _�� ,. / I �� � � , .. / � / \ � / / � �� � � . '% / � � J - �.. _._ . .. .. . / � � � '�� � �I _ .. _.,, ' � ..� ` .;' . . � :� �> �,�: .. � � � CJ� +�I . :_, :.:. , i , ' ' �'� Q 1 _ � I �- , � �„� ��� � ��/ - � � ,_ � � � � � W / / / 50 � 50 100 li I �r i , � � � / � scale 1"=50' feet � � � � O O � � 5010 5010 � V � CROSS SECTION 1— POND LINER � PROPOSED' Z � 5005 3.00 FROM HIGHWATER 3.00 FROM HIGHWATER GRADE 5005 O � 5000 100—YR HIGHWATER AT 5001 FEET 100—YR HIGHWATER AT 5001 FEET 5000 Z I� � � ; ; � STACKED ROCK WALL � � STACKED ROCK WALL (� 4995 4:1 SLOPE EXTENDED RIPRAP PAD FOR WAVE EROSION PROTECTION 4995 a Z 4990 • •� � " 4990 � O a. • . • 4985 ' a ' � � • o . : . . • . a • a. . . , a 4:1 SLOPE Q . � 6.��� 4985 � � 10 MIL. SYNTHETIC LINER � � � . ~ 4980 � • a • • 4980 Z I O 4975 CLAY LAYER 4975 4970 4970 � 4965 4965 4960 4960 5020 5020 5015 CROSS SECTION 2— POND LINER 5015 75.00' N0. 8 DITCH ROW 5010 5010 - - — � 5005 � 5005 � — — - - - - - - - — 5000 � ��� • a 100—YR HIGHWATER AT 5001 FEET 5000 Q STACKED ROCK WALL TST, INC. 4995 �� ��/ '°:. � � � 4995 CONSULTING ENGINEERS `':._,: _ .; 4:1 SLOPE 748 Whalers Way 4990 • a ' a� 4990 Suite 200 Fort Collins Colorado 80525 ' Phone: 970.226.0557 4985 • . . . . o • . o . , ,a • 4985 JOB N0. 10 MIL. SYNTHETIC LINER � "� � 1230.0005.00 4980 4980 SCALE ¢ 4975 CLAY LAYER 4975 CUSTOM � DATE Q; 4970 4970 JULY 2024 � N �5 0 �5 30 SHEET � 25 of 37 � scale 1"=15' feet r r� uMr� Hous � Z 0 � � � Z � MONTA � A � � w � CON CEP TU A � ON � Y w � Q 0 � m DRAWN RFB CHECKED JFS DESIGNED RFB FILENAME 0005�UMP HOUSE BUILDING �i`��e� �J1�� `� f a��G �� y� ` \ �p,D� L/c � �.....� c��:��P QQ�p��p� � or/u � �c�e� ��'� `�f�' ' � P S� . ; - - - - - � C � / Q��,00�o� :�� � � � I � /� ' ,� � • l , � � � � � , � r . � ..:� , , � , �o ...... c, � � I ; , � � � f//� S/�NAL E� I I ; � � ,w ,� �L D�'�-G� � i i � ; _ . - - 1p g` ` , ; � � _ � � ' � � � __ "� -- � pG�c� � ���!�cv ` ' � I ; fi , , � � � � � ' i � � � ' I i � Ii � � ' � � ' - I ' ' i ; �� � , ' � I I , � '; � ' I � ;I , ': , i � , � I 11I II :� � „� ; �_ ,� I , � I ! I � , , I , ; � I I , � I � i 'li I � � i I ' � � I!1I � ; ', I�i � � � i � ` . '� � 4 ; ' '�� i , , �� � , � ; . -- — - _ � � I ''i '' Ij � � 1 ( I I I I , ---__- - _ _ _ - - ----�--- - - _ _-----__.__---- --- ��� ' Z f -- - - --� , ,- � _ _ �,...�. � ,� — � � �^ � � ~ �— � ��- — �o Q ��' � __ _ �� � . �- � .�� � � c� 1� C�___}__ � � � � cn Z � � �' �-' � � p `� � J -- - . � > > _ _ _ ___._._ _---- -- -- -- _ __ _ _- --- , -- D� � _l� _ ��2Y' i./1 �,. _ - ----- �x g . oo� - _ _ __-- � �— w Ub r � i /� v � �I I� �� � (f� �,�-� �, � 1 � � � � ' O Z = O z � a � > > a � __ �__- -.__ ___ __�. _ _____-__�_�___ � a S �� .�� � Z O � L � W OLI � � R INC . TST, INC. CONSULTING ENGINEERS NOTE: MONTAVA ARCHITECTURAL 748 Whalers Way DESIGN REVIEW MUST BE ISSUED PRIOR Suite 20o Fort Collins TO APPLICATION FOR BUILDING PERMIT Colorado 80525 Phone: 970.226.0557 JOB N0. 1230.0005.00 SCALE N.T.S. DATE JULY 2024 SHEET 26 of 37 Montava - West Vault Elevations & Pump Rates Well Name Finished Grade at Vault Top of Vault Fitzsimons Well: No. 1 5039.00 5039.50 Fitzsimons Well: No. 2 5039.50 5040.00 Kluver PS 1: Well No. 1 5003.49 5003.99 Kluver PS 1: Well No. 2 5003.20 5003.70 MONTAVA WEST POND WELL 5004.00 5004.50 c Dale F. Jones, PROJECT: SCALE: SHEET U.N.O. #2935 MO N T A V A NO N - P O T P U M P S T A T I O N Fo r t C o l l i n s , C o l o r a d o THIS DRAWING IS INTENDED TO BE PRINTED ON 24" x 36" PAPER DALE F. JONES, STRUCTURAL ENGINEER, Inc. 3250 SEDGWICK CIRCLE LOVELAND, CO 80538 (970) 568-2919 mobile djones@dfjse.com State of Colorado License Professional Engineer #32364 32364 F.ELAD SENOJ ODAROLOC DESNECIL RPROFESIONALENGINEE S Structural Engineer, Inc., 2023 ISSUED AS: DRAWING DATES ** PRELIMINARY ** NOT FOR CONSTRUCTION PRELIMINARY - NOT FOR CONSTRUCTION 9/26/2023 REVISIONS DRAWING DATES ** PRELIMINARY ** NOT FOR CONSTRUCTION TYPICAL HORIZONTAL REINFORCING LAPS AT WALL CORNERS 3 GENERAL NOTES THESE DRAWINGS ARE FOR THE STRUCTURAL DESIGN OF THE WET WELL, INTAKE PIPE SUPPORTS, SPLITTER STRUCTURE AND TWO HEADWALLS. OTHER STRUCTURAL ELEMENTS OF THE OVERALL PROJECT, SUCH AS THE BUILDINGS AND BUILDING FOUNDATIONS, ARE TO BE DESIGNED BY, AND ARE THE RESPONSIBILITY OF OTHERS. THE CONTRACTOR SHALL MAINTAIN A COPY OF THE APPROVED (BY THE GOVERNING AGENCY) DRAWINGS AND SPECIFICATIONS AT THE JOB SITE. THESE APPROVED DOCUMENTS SHALL GOVERN OVER ALL OTHER ISSUED DOCUMENTS. ALL WORK SHALL BE IN CONFORMANCE WITH THE CONTRACT DOCUMENTS, THE 2021 EDITION OF THE INTERNATIONAL BUILDING CODE AND ALL LOCAL BUILDING ORDINANCES. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS AND EXISTING CONDITIONS AT THE JOB SITE. THE CONTRACTOR SHALL CONTACT THE STRUCTURAL ENGINEER WHERE EXISTING CONDITIONS REQUIRE CONSTRUCTION DIFFERENT FROM THAT SHOWN ON THE PLANS. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR THE EXCAVATION PROCEDURES AND DESIGNING AND PROVIDING ALL BRACING AND SHORING AS REQUIRED FOR PROTECTION OF LIFE AND PROPERTY DURING CONSTRUCTION. THE CONTRACTOR IS RESPONSIBLE FOR ALL METHODS AND MEANS OF CONSTRUCTION AS WELL AS ALL JOB SITE SAFETY AND HEALTH PRECAUTIONS. THE CONTRACTOR IS RESPONSIBLE FOR DESIGN AND INSTALLATION OF ANY DEWATERING REQUIRED DURING CONSTRUCTION. THE CONTRACTOR IS RESPONSIBLE FOR ALL COORDINATION WITH ADJACENT PROPERTY OWNERS, UTILITY COMPANIES, AND DITCH COMPANIES TO GAIN ACCESS TO THE SITE. DESIGN CRITERIA THE STRUCTURES HAVE BEEN DESIGNED FOR THE FOLLOWING LOADINGS: BUILDING CODE ....................................................................................... 2021 INTERNATIONAL BUILDING CODE DESIGN OF REINFORCED CONCRETE .................................... ACI 350 RISK CATEGORY ..................................................................................... II SEISMIC IMPORTANCE FACTOR (Ie) ........................................ 1.00 MAPPED SPECTRAL RESPONSE ACCELERATIONS ....... Ss = 0.186, S1 = 0.055 SEISMIC SITE CLASS ......................................................................... SEISMIC SITE CLASS D SEISMIC SPECTRAL RESPONSE COEFFICIENTS ........... Sds = 0.199, Sd1 = 0.088 SEISMIC DESIGN CATEGORY ........................................................ SDC B FOUNDATIONS THE CONTRACTOR SHALL OBTAIN A COPY OF THE PROJECT GEOTECHNICAL REPORT, DATED MAY 20, 2022, AND SUBSEQUENT RECOMMENDATIONS BY EARTH ENGINEERING CONSULTANTS (EEC) OF WINDSOR, COLORADO AND BECOME FAMILIAR WITH THE REQUIREMENTS CONTAINED THEREIN. ALL GRADING, EXCAVATION, FILLS (INCLUDING BACKFILLS), DRAINAGE AND FOUNDATION CONSTRUCTION SHALL BE DONE IN ACCORDANCE WITH THE PROJECT GEOTECHNICAL REPORT AND UNDER THE OBSERVATION OF THE GEOTECHNICAL ENGINEER. PER THE PROJECT GEOTECHNICAL RECOMMENDATIONS, THE FOLLOWING VALUES WERE USED FOR FOUNDATION DESIGN: WET WELLS AND SPLITTER STRUCTURE AT-REST HORIZONTAL SOIL PRESSURE ON WALLS: 64 PCF ABOVE GROUNDWATER ELEVATION 102 PCF BELOW GROUNDWATER ELEVATION WET WELLS ALLOWABLE SOIL BEARING PRESSURE: 3,000 POUNDS PER SQUARE FOOT (3'-0" OF IMPORTED FILL BELOW BASE SLABS) SPLITTER STRUCTURE ALLOWABLE SOIL BEARING PRESSURE: 2,500 POUNDS PER SQUARE FOOT (3'-0" OF IMPORTED FILL BELOW BASE SLABS) INTAKE PIPE SUPPORTS AND HEADWALLS AT REST HORIZONTAL SOIL PRESSURE: 58 PCF ABOVE GROUNDWATER ELEVATION (IMPORTED MEDIUM DENSE GRANULAR BACKFILL) 96 PCF BELOW GROUNDWATER ELEVATION (IMPORTED MEDIUM DENSE GRANULAR BACKFILL) INTAKE PIPE SUPPORTS AND HEADWALLS ALLOWABLE SOIL BEARING PRESSURE: 2,500 POUNDS PER SQUARE FOOT (2'-0" OF IMPORTED FILL BELOW BASE SLAB/FOOTING) TO ACCOUNT FOR THE ADDITIONAL HORIZONTAL SOIL PRESSURE ON THE WET WELLS FROM THE BUILDING FOUNDATIONS AS WELL AS VEHICLE AND STORAGE LOADINGS INSIDE THE BUILDING, THE WET WELLS WERE DESIGNED FOR SURCHARGE LOADING EQUIVALENT TO AN ADDITIONAL THREE FEET OF SOIL. TO ACCOUNT FOR THE ADDITIONAL HORIZONTAL SOIL PRESSURE ON THE SPLITTER STRUCTURE AND HEADWALLS FROM POTENTIAL ADJACENT LIGHT VEHICLE LOADINGS, THESE STRUCTURES WERE DESIGNED FOR A SURCHARGE LOADING EQUIVALENT TO AN ADDITIONAL FOOT OF SOIL. REINFORCING FOR CONCRETE WORK THE PLACING AND SUPPORTING OF REINFORCING SHALL BE IN ACCORDANCE WITH ACI 350.5-12 AND THE LATEST EDITION OF "CRSI RECOMMENDED PRACTICE FOR PLACING REINFORCING BARS". ALL REINFORCING BARS AT THE WET WELLS, INTAKE PIPE SUPPORTS, SPLITTER STRUCTURE, AND HEADWALLS SHALL BE EPOXY COATED. REINFORCING BARS SHALL CONFORM TO ASTM A615, GRADE 60. EPOXY COATED REINFORCING BARS SHALL CONFORM TO ASTM A775. FABRICATION AND HANDLING OF EPOXY COATED REINFORCING BARS SHALL BE IN ACCORDANCE WITH ASTM D3963. SEE DETAIL 1/S1 FOR TYPICAL REINFORCING BAR BEND DIAMETERS. SEE DETAIL 2/S1 FOR STANDARD HOOKS. SEE DETAIL 3/S1 FOR TYPICAL CONDITION AT CORNERS, U.N.O. BASE SLAB OR FOOTING "L" BARS SHALL BE TIED IN PLACE PRIOR TO PLACEMENT OF CONCRETE. DO NOT WET-SET. DO NOT BEND OR STRAIGHTEN REINFORCEMENT EMBEDDED IN CAST CONCRETE WITHOUT PRIOR APPROVAL OF THE STRUCTURAL ENGINEER. MINIMUM CLEAR DISTANCE BETWEEN REINFORCING BARS SHALL BE ONE & ONE-HALF TIMES THE BAR DIAMETER, BUT NOT LESS THAN ONE & ONE-HALF INCH. PROVIDE THE FOLLOWING CLEAR DISTANCES BETWEEN THE REINFORCING AND THE FORMWORK U.N.O.: 3" .............................................................................. CONCRETE CAST AGAINST EARTH 2 1/2" (2" STRICT MINIMUM) ............... FORMED CONCRETE THE CONTRACTOR SHALL SUBMIT REINFORCING STEEL PLACING DRAWINGS (PRIOR TO FABRICATION) TO THE STRUCTURAL ENGINEER FOR REVIEW FOR CONFORMANCE WITH THE DESIGN DRAWINGS. THE DESIGN DRAWINGS SHALL GOVERN OVER PLACING DRAWINGS IN ALL CASES UNLESS MODIFICATIONS ARE APPROVED IN WRITING BY THE STRUCTURAL ENGINEER. ABBREVIATIONS ADD'L ......... ADDITIONAL ACI .............. AMERICAN CONCRETE INSTITUTE ASTM ......... AMERICAN SOCIETY FOR TESTING AND MATERIALS B.O. .............. BOTTOM OF DIA. ............. DIAMETER EA. ............... EACH EXIST'G .... EXISTING F.O. .............. FACE OF Fy ................. YIELD STRESS GALV. ......... GALVANIZED H.D. .............. HOT-DIPPED KSI .............. KIPS PER SQUARE INCH IBC .............. INTERNATIONAL BUILDING CODE MIN. ............. MINIMUM MAX. ........... MAXIMUM o/c ............... ON CENTER PSI ............... POUNDS PER SQUARE INCH PSF ............. POUNDS PER SQUARE FOOT REINF. ....... REINFORCEMENT REQ'D ......... REQUIRED T.O. .............. TOP OF TYP. ............ TYPICAL U.N.O. .......... UNLESS NOTED OTHERWISE w/ ................. WITH NOT TO SCALE S1 GENERAL STRUCTURAL NOTES & TYPICAL DETAILS WATER STOPS AT CONCRETE CONSTRUCTION JOINTS WATER STOPS SHALL BE SIKA GREENSTREAK FLAT RIBBED, PVC, WITHOUT CENTER BULB OR TEAR WEB. MODEL NUMBER SHALL BE #679 (6") AT WET WELLS AND #781 (4") AT SPLITTER STRUCTURE AND HEADWALLS. IF CONTRACTOR DESIRES TO USE ALTERNATE PRODUCTS, THEY SHALL BE SUBMITTED TO ENGINEER PRIOR TO USE. WATERSTOPS SHALL BE INSTALLED IN THE LOCATIONS SPECIFIED ON THE DETAILS. WATERSTOPS SHALL BE SPLICED BY HEAT WELDING PER THE MANUFACTURER'S RECOMMENDATIONS AT ALL SPLICES AND CORNERS FOR A CONTINUOUS SEAL. WATERSTOPS SHALL NOT BE LAP SPLICED. BEND DIAMETERS AT REINFORCING STEEL IN S I D E BE N D D I A M E T E R MINIMUM INSIDE BEND DIAMETER TO BE AS FOLLOWS: 6 BAR DIAMETERS FOR #3 THROUGH #8 BARS (EXCEPT FOR STIRRUPS AND TIES) 4 BAR DIAMETERS FOR #3, #4 AND #5 TIES AND STIRRUPS BAR DIAMETER 1 IN S I D E BE N D D I A M E T E R (S E E D E T A I L 1 / S 1 ) STANDARD HOOKS 2 12 B A R D I A M E T E R S PA S T B E N D A T 90 D E G R E E H O O K S CONCRETE WORK ALL CONCRETE WORK SHALL CONFORM TO ACI 350.5-12. CONCRETE SHALL CONFORM TO THE FOLLOWING CRITERIA: AGGREGATE SHALL CONFORM TO ASTM C33 AND SHALL BE NON-ALKALI-SILICA REACTIVE. CEMENT SHALL BE PORTLAND, TYPE V, ASTM C150 (HIGH SULFATE RESISTANCE). FLYASH SHALL CONFORM TO ASTM C618. AIR-ENTRAINING ADMIXTURES SHALL CONFORM TO ASTM C260. OTHER ADMIXTURES SHALL CONFORM TO ASTM C494. DO NOT USE ADMIXTURES CONTAINING CALCIUM CHLORIDE. MIXING WATER SHALL BE POTABLE. MIX SHALL BE TRANSIT MIX AS PER ASTM C94. NO ALUMINUM ITEMS SHALL BE EMBEDDED IN ANY CONCRETE. CONCRETE SHALL BE PROPORTIONED, MIXED, DELIVERED, PLACED & CURED IN ACCORDANCE w/ ACI 350. CONCRETE FOR BASE SLAB AND FOOTINGS SHALL BE PLACED IN ONE CONTINUOUS OPERATION. CONCRETE FOR THE WALLS SHALL BE PLACED IN A CONTINUOUS OPERATION WITHOUT ANY CONSTRUCTION JOINTS. EXPOSED OUTSIDE CONCRETE CORNERS OF THE WALLS, EXCEPT AT THE TOP OF THE WET WELLS, SHALL BE CHAMFERED 3/4". CONCRETE SHALL CONFORM TO: MINIMUM OF 560 POUNDS OF CEMENTITIOUS MATERIAL (CEMENT AND FLYASH) PER CUBIC YARD OF CONCRETE A MINIMUM 20 PERCENT (BY WEIGHT) SUBSTITUTION OF FLYASH SHALL BE USED 5,000 PSI CONCRETE STRENGTH AT 28 DAYS 0.40 MAXIMUM WATER/CEMENTITIOUS RATIO (INCLUDING POZZOLANS) 3/4" MINIMUM, 1" MAXIMUM AGGREGATE SIZE 6% AIR CONTENT (DELIVERED AIR CONTENT SHALL BE +/- 1 1/2%) THE CONCRETE MIX DESIGN REQUIREMENTS SPECIFIED ABOVE ARE INTENDED TO PROVIDE RESISTANCE TO THE SEVERE SULFATE EXPOSURE NOTED IN THE GEOTECHNICAL REPORT AND TO LIMIT CONCRETE SHRINKAGE. THE CONTRACTOR SHALL SUBMIT TO THE STRUCTURAL ENGINEER FOR REVIEW, A PROPOSED CONCRETE MIX DESIGN WHICH MEETS THE ABOVE CRITERIA AND PROVIDES THE REQUIRED WORKABILITY FOR PROPER PLACEMENT AND CONSOLIDATION OF THE CONCRETE. TO ACHIEVE THE SLUMP REQUIRED FOR WORKABILITY AND CONSOLIDATION, WATER REDUCING AND/OR PLASTICIZING ADMIXTURES MAY BE PROPOSED PROVIDED THEY HAVE BEEN SHOWN NOT TO INCREASE CONCRETE SHRINKAGE OR DECREASE SULFATE RESISTANCE. SEE "CONCRETE TESTING REQUIRED BY AN INDEPENDENT AGENCY" NOTES BELOW FOR FIELD TESTING OF AIR CONTENT AND SAMPLING AND TESTING OF CONCRETE FOR STRENGTH. NO ADDITIONAL WATER SHALL BE ADDED TO THE CONCRETE MIX BEYOND WHAT IS ALLOWED FOR IN THE CONCRETE MIX DESIGN SUBMITTED TO THE STRUCTURAL ENGINEER. TIE "L" BAR IN 2 PLACES AT BOTTOM TIE TOP OF "L" BAR TO TEMPORARY HORIZONTAL SPACER BAR TYPICAL "L" BAR, SEE OTHER DETAILS FOR SIZES & LENGTHS "L" BARS SHALL NOT BE "WET-SET" AND SHALL BE TIED IN PLACE AS SHOWN ABOVE PRIOR TO PLACEMENT OF CONCRETE. DO NOT DISTURB PLACEMENT OF "L" BARS AFTER CONCRETE PLACEMENT. TYPICAL BASE SLAB AND FOOTING "L" BARS 4 FO O T I N G O R B A S E S L A B (R E I N F F O R C I N G N O T S H O W N ) WELL WELL LADDER, WET WELL COVER PLATES AND INTAKE PIPE SUPPORTS ALL WELDING SHALL BE IN ACCORDANCE WITH THE MOST RECENT VERSION OF THE "STRUCTURAL WELDING CODE" BY THE AMERICAN WELDING SOCIETY. WELDING ELECTRODES SHALL BE 70 KSI. STEEL SHALL CONFORM TO THE FOLLOWING STANDARD U.N.O.: STRUCTURAL SHAPES .......................................... ASTM A992 (Fy=50 KSI) ANGLES, BARS & PLATES ................................ ASTM A36 PIPE .................................................................................... ASTM A53 THE WET WELL LADDER, MONTAVA WET WELL COVER PLATE, INTAKE PIPE TEE SUPPORT & INTAKE PIPE SUPPORT SADDLES SHALL BE HOT-DIPPED GALVANIZED AFTER FABRICATION. ANY FIELD WELDED AREAS OR OTHER AREAS DISTURBED (CUTS, SCRATCHES, ETC.), SHALL BE COLD GALVANIZED WITH GALVANIZING PAINT IN ACCORDANCE WITH GALVANIZING PAINT MANUFACTURER'S SPECIFICATIONS. THE PARKS DEPARTMENT WET WELL COVER SHALL BE PRIMED WITH BARE METAL PRIMER AND PAINTED WITH TWO COATS OF EXTERIOR PAINT (COLOR TO BE SELECTED BY OWNER). METAL SHALL BE PREPARED AND PRIMER AND PAINT APPLIED IN ACCORDANCE WITH PRIMER AND PAINT MANUFACTURER'S SPECIFICATIONS. REINFORCING STEEL INSPECTIONS REQUIRED BY AN INDEPENDENT AGENCY CONCRETE SHALL NOT BE PLACED UNTIL ANY NOTED DEFICIENCIES HAVE BEEN CORRECTED AND ACCEPTED BY THE INDEPENDENT TESTING AGENCY. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO COORDINATE INSPECTION PRIOR TO PLACEMENT OF CONCRETE. OBSERVATION OF THE REINFORCING STEEL AT THE WELL WELL BASE SLABS, SPLITTER STRUCTURE BASE SLAB, AND HEADWALL FOOTING IS REQUIRED PRIOR TO CONCRETE PLACEMENT. ALL REINFORCING SHALL BE IN PLACE AT TIME OF OBSERVATION, INCLUDING FOOTING "L" BARS WHICH ARE TO BE TIED IN PLACE. OBSERVATION OF THE REINFORCING STEEL AT THE WET WELL WALLS, SPLITTER STRUCTURE WALLS, HEADWALLS, AND INTAKE PIPE SUPPORT WALLS IS REQUIRED PRIOR TO CONCRETE PLACEMENT. AT THE WET WELLS, SPLITTER STRUCTURE AND HEADWALLS, THE FORM ON ONE SIDE OF THE WALLS SHALL BE IN PLACE BUT THE OTHER SIDE SHALL BE FULLY OPEN TO ALLOW FOR FULL OBSERVATION OF THE CONDITION OF THE TOP OF THE BASE SLAB, THE WATERSTOP, AND THE WALL REINFORCING. CONCRETE TESTING REQUIRED BY AN INDEPENDENT INSPECTION AGENCY JOBSITE TESTING OF DELIVERED CONCRETE AIR CONTENT IS REQUIRED FOR THE FIRST LOAD OF EACH DAY. ANY CONCRETE LOAD WHICH FAILS AIR CONTENT SHALL BE FIELD MODIFIED UNTIL ACCEPTANCE IS ACHIEVED. IF FIELD MODIFICATION OF AIR CONTENT IS REQUIRED FOR THE FIRST LOAD, THE SECOND LOAD SHALL BE TESTED FOR AIR CONTENT. IF SECOND LOAD REQUIRES MODIFICATION FOR AIR CONTENT, ALL REMAINING LOADS THAT DAY SHALL BE TESTED FOR AIR CONTENT AND FIELD MODIFIED AS REQUIRED. THE INDEPENDENT TESTING AGENCY SHALL OBTAIN A SAMPLE FOR COMPRESSION TESTING FROM THE FIRST LOAD OF EACH DAY'S CONCRETE, AND EVERY THIRD FOLLOWING LOAD (LOAD 1, LOAD 4, LOAD 7, ETC.) UNLESS OTHERWISE DIRECTED BY THE STRUCTURAL ENGINEER. EACH SAMPLE SHALL CONSIST OF FOUR TEST CYLINDERS WHICH ARE TO BE TESTED AT 7 DAYS (1 CYLINDER) & 28 DAYS (2 CYLINDERS). THE REMAINING CYLINDER SHALL BE HELD IN CASE ADDITIONAL TESTING IS REQUIRED. THE INDEPENDENT INSPECTION AGENCY SHALL SUBMIT TEST RESULTS TO THE OWNER, CONTRACTOR AND ENGINEER. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO COORDINATE TESTING WITH THE INDEPENDENT AGENCY. CONCRETE FORMING CONCRETE FORMING SHALL CONFORM TO ACI 350.5-12. THE CONTRACTOR SHALL SUBMIT PROPOSED FORM TIE SYSTEM AND FORM HOLE GROUTING SYSTEM TO STRUCTURAL ENGINEER FOR REVIEW. THE FORM TIE ASSEMBLIES SHALL LEAVE NO METAL (EXCEPT STAINLESS STEEL) OR ANY OTHER MATERIAL SUBJECT TO CORROSION OR DEGRADATION WITHIN 1" OF THE FORMED SURFACE OF THE CONCRETE. TIE HOLES SHALL BE FILLED WITH GROUT PER ACI 350.5-12. TAPERED WALL TIES SHALL NOT BE USED. CONCRETE PLACEMENT THE LIFT HEIGHT FOR THE CONCRETE IN THE WET WELL WALLS SHALL ALLOW THE CONCRETE TO BE VIBRATED FOR THE FULL HEIGHT OF THE LIFT. EACH LIFT SHALL BE VIBRATED FULLY TO COMPLETELY CONSOLIDATE THE CONCRETE AROUND THE REINFORCING AND TO AVOID HONEYCOMBS AND ROCK POCKETS. THE VIBRATION FOR THE UPPER LIFTS SHALL EXTEND A MINIMUM OF SIX INCHES INTO THE PREVIOUS LIFT. CONCRETE FOR THE LOWER 10'-0" OF THE WET WELL WALLS SHALL BE PLACED THROUGH A DROP CHUTE. CONCRETE FOR THE REMAINDER OF THE WALL MAY BE DROPPED WITHOUT A DROP CHUTE IF THE FALLING CONCRETE IS DIRECTED TO AVOID OBSTRUCTIONS SUCH AS FORM TIES AND REINFORCING WHICH WOULD CAUSE SEGREGATION OF THE AGGREGATES FROM THE CONCRETE MIX. BACKFILL PLACEMENT BACKFILL MAY BE PLACED AND COMPACTED WHEN THE CONCRETE HAS OBTAINED A COMPRESSIVE STRENGTH OF 4,000 PSI (80 PERCENT OF 28 DAY STRENGTH). REPAIR OF SURFACE DEFECTS AT WALLS AFTER REMOVAL OF WALL FORMS, CLEAN AND REPAIR SURFACE DEFECTS PER ACI 350.5-12. AT WALLS EXTEND ALL HORIZONTAL BARS TO 2 1/2" CLEAR FROM FAR FACE OF WALL (2" STRICT MINIMUM) AND PROVIDE STANDARD HOOKS STANDARD HOOKS, SEE 2/S1 1.VERTICAL REINFORCING NOT SHOWN. STANDARD HOOKS, SEE 2/S1 1' - 6 " A T BE N D S L E S S TH A N 9 0 D E G R E E S 28 of 37 c Dale F. Jones, PROJECT: SCALE: SHEET U.N.O. #2935 MO N T A V A NO N - P O T P U M P S T A T I O N Fo r t C o l l i n s , C o l o r a d o THIS DRAWING IS INTENDED TO BE PRINTED ON 24" x 36" PAPER DALE F. JONES, STRUCTURAL ENGINEER, Inc. 3250 SEDGWICK CIRCLE LOVELAND, CO 80538 (970) 568-2919 mobile djones@dfjse.com State of Colorado License Professional Engineer #32364 32364 F.ELAD SENOJ ODAROLOC DESNECIL RPROFESIONALENGINEE S Structural Engineer, Inc., 2023 ISSUED AS: DRAWING DATES ** PRELIMINARY ** NOT FOR CONSTRUCTION PRELIMINARY - NOT FOR CONSTRUCTION 9/26/2023 REVISIONS DRAWING DATES ** PRELIMINARY ** NOT FOR CONSTRUCTION 1/4" = 1'-0" WET WELL BASE SLAB PLANS (SCALE: 1 4 " = 1'-0") 1.ALL REINFORCING FOR WET WELL BASE SLAB AND WALLS SHALL BE EPOXY COATED. 2.THE TOP OF THE BASE SLAB SHALL BE FINISHED WITH A TROWEL FINISH. 3.SEE SECTION VIEW FOR BASE SLAB ELEVATIONS. 4.SEE SHEET S1 FOR TYPICAL NOTES AND SPECIFICATIONS. 5.SEE SHEET S1 FOR REINFORCING INSPECTION REQUIRED BY AN INDEPENDENT AGENCY. 7'-6" TO CENTER OF PIPE CROSS 13'-0" CENTER TO CENTER OF PIPE SUPPORTS PIPE SADDLE SUPPORT AT RESERVOIR INTAKE, SEE 1/S5 INTAKE SCREENS NOT SHOWN, SEE CIVIL DRAWINGS (1) PIPE TEE SUPPORT AT RESERVOIR INTAKE, SEE 1/S5 INTAKE PIPE SUPPORT FOUNDATION PLAN (SCALE: 1 4 " = 1'-0") SEE CIVIL DRAWINGS FOR LENGTH AND LOCATION OF INTAKE PIPE NO R T H SEE SECTION VIEWS ON SHEET S5 FOR PIPE SUPPORT ELEVATIONS NOT TO SCALE, SEE CIVIL DRAWINGS PIPE SADDLE SUPPORT AT RESERVOIR INTAKE, SEE 1/S5 IN T A K E P I P E (S E E O T H E R D R A W I N G S ) , SE E 1 / S 4 F O R R E I N F O R C I N G AT W A L L P E N E T R A T I O N WET WELLS AND INTAKE PIPE SUPPORT PLANS S2 L 3 x 3 x 1/4 PERIMETER ANGLE, TYP. 3 SIDES GUARDRAIL AT ACCESS HATCH, SEE MANUFACTURER'S LITERATURE ACCESS HATCH HINGES ON THIS SIDE 6'-0" CLEAR BETWEEN WALLS 1'-8" WALLS 1'-8" WALLS 9'-4" OUTSIDE FACES OF WALLS 15 ' - 0 " C L E A R BE T W E E N W A L L S 1' - 8 " WA L L S 1' - 8 " WA L L S 18 ' - 4 " OU T S I D E F A C E S O F W A L L S 12'-8" BASE SLAB 1'-8"1'-8" 21 ' - 8 " B A S E S L A B 1' - 8 " 1' - 8 " NO R T H TOP OF WET WELL PLANS (SCALE: 1 4 " = 1'-0") NO R T H PIPE (SEE OTHER DRAWINGS), SEE 1/S4 FOR REINFORCING AT WALL PENETRATIONS PARKS DEPARTMENT WET WELL PLAN VIEW AT TOP OF PARKS DEPARTMENT WET WELL SEE DETAIL 3/S1 FOR WALL REINFORCING AT CORNERS TYP.1 S3 4' - 9 " T O CE N T E R O F IN T A K E P I P E 6'-0" CLEAR BETWEEN WALLS 1'-8" WALLS 1'-8" WALLS 9'-4" OUTSIDE FACES OF WALLS 15 ' - 0 " C L E A R BE T W E E N W A L L S 1' - 8 " WA L L S 1' - 8 " WA L L S 18 ' - 4 " OU T S I D E F A C E S O F W A L L S 12'-8" BASE SLAB 1'-8"1'-8" 21 ' - 8 " B A S E S L A B 1' - 8 " 1' - 8 " SEE DETAIL 3/S1 FOR WALL REINFORCING AT CORNERS TYP.1 S3 WT 5 x 15 HATCH OPENING 1' - 1 0 " IN S I D E F . O . W A L L T O CE N T E R O F L A D D E R 4' - 1 " I N S I D E F . O . W A L L TO E D G E O F C O V E R P L A T E 2" F R O M I N S I D E F . O . W A L L T O OU T S I D E E D G E O F P L A T E ( 3 S I D E S ) 3' - 7 1 / 2 " F R O M IN S I D E F . O . W A L L T O CE N T E R O F W T B E A M 4' - 3 " O U T T O O U T OF C O V E R P L A T E PU M P S K I D , SE E O T H E R D R A W I N G S 6'-4" OUT TO OUT OF COVER PLATE 4" F R O M IN S I D E F . O . W A L L TO E D G E O F O P E N I N G ACCESS AND ACCESS GUARDRAIL PLAN PLAN AT TOP OF WET WELL SHOWING COVER PLATE 1 S6 SEE DETAIL 2/S6 FOR CONDITION AT ENDS OF WT BEAM GUARDRAIL GATE, THIS SIDE SEE 4/S6 FOR LADDER SEE DETAIL 3/S6 FOR ACCESS HATCH AND GUARDRAIL SPECIFICATIONS. AN C H O R A T CE N T E R O F W A L L SE E 1 / S 6 3' - 0 " CL E A R 3'-2" CLEAR WT 5 x 15 3' - 9 " WT 5 x 15 WT 5 x 15 2 E Q U A L S P A C E S CENTER OF 2 PAD EYES (SEE 3/S6) CENTER OF WET WELL 3' - 3 " 3' - 3 " CENTER OF WT INSIDE F.O. WALL CENTER OF WT 3' - 9 " INSIDE F.O. WALL 6'-4" OUT TO OUT OF COVER PLATE L 3 x 3 x 1/4 PERIMETER ANGLE, TYP. 4 SIDES SEE DETAIL 2/S6 FOR CONDITION AT ENDS OF WT BEAM 2" F R O M IN S I D E F . O . W A L L TO O U T S I D E E D G E O F CO V E R P L A T E ( 4 S I D E S ) 1 S6 CENTER OF 2 PAD EYES (SEE 3/S6) 1.ALL REINFORCING FOR INTAKE PIPE SUPPORTS SHALL BE EPOXY COATED. 2.SEE SHEET S1 FOR TYPICAL NOTES AND SPECIFICATIONS. 3.SEE SHEET S1 FOR REINFORCING INSPECTION REQUIRED BY AN INDEPENDENT AGENCY. 29 of 37 c Dale F. Jones, PROJECT: SCALE: SHEET U.N.O. #2935 MO N T A V A NO N - P O T P U M P S T A T I O N Fo r t C o l l i n s , C o l o r a d o THIS DRAWING IS INTENDED TO BE PRINTED ON 24" x 36" PAPER DALE F. JONES, STRUCTURAL ENGINEER, Inc. 3250 SEDGWICK CIRCLE LOVELAND, CO 80538 (970) 568-2919 mobile djones@dfjse.com State of Colorado License Professional Engineer #32364 32364 F.ELAD SENOJ ODAROLOC DESNECIL RPROFESIONALENGINEE S Structural Engineer, Inc., 2023 ISSUED AS: DRAWING DATES ** PRELIMINARY ** NOT FOR CONSTRUCTION PRELIMINARY - NOT FOR CONSTRUCTION 9/26/2023 REVISIONS DRAWING DATES ** PRELIMINARY ** NOT FOR CONSTRUCTION 3/4" = 1'-0" S3 WET WELL SECTION CLEARANCE FROM THE OUTSIDE FACE OF THE WALL HORIZONTAL BARS, TO THE FACE OF FORMWORK SHALL BE DETAILED AT 2 1/2", WITH A STRICT FIELD MINIMUM OF 2" CLEAR. T.O. WET WELL WALLS (T.O. FUTURE BUILDING SLAB) ELEV. 5003.50' T.O. WET WELL BASE SLAB ELEV. 4982.00' B.O. WET WELL BASE SLAB ELEV. 4980.00' 21 ' - 6 " W E T W E L L W A L L S 2' - 0 " BA S E S L A B BASE SLAB, SEE PLAN FOR WIDTHS 3' - 0 " I M P O R T F I L L , SE E G E O T E C H N I C A L R E P O R T 3'-0" MIN., FOUR SIDES SEE PLAN FOR CLEAR DISTANCE BETWEEN WALLS 1'-8" WALL THICKNESS1'-8" WALL THICKNESS 1 TYPICAL SECTION THROUGH WET WELLS SEE CIVIL DRAWINGS FOR INTAKE PIPE INVERT IN T A K E P I P E (W H E R E O C C U R S , S E E O T H E R D R A W I N G S ) SE E 1 / S 4 F O R R E I N F O R C I N G A T W A L L P E N E T R A T I O N S NATIVE SAND AND GRAVEL MATERIAL OR AN IMPORTED GRANULAR STRUCTURAL FILL MATERIAL. THIS LAYER SHALL BE PLACED AND COMPACTED AS SPECIFIED IN THE GEOTECHNICAL RECOMMENDATIONS. EXCAVATION AND SHORING: ALL EXCAVATION PROCEDURES, INCLUDING SHORING REQUIRED FOR PROTECTION OF LIFE AND PROPERTY, ARE THE RESPONSIBILITY OF THE CONTRACTOR. DEWATERING PROCEDURES ARE THE RESPONSIBILITY OF THE CONTRACTOR. TYPICAL REINFORCING NOTES: ALL REINFORCING FOR THE WET WELL BASE SLAB AND WALLS SHALL BE EPOXY COATED. SEE NOTES ON SHEET S1. TYPICAL BASE SLAB NOTES: THE BASE SLAB SHALL BE PLACED IN ONE MONOLITHIC POUR. THERE SHALL BE NO SPLICES IN THE BASE SLAB REINFORCING. 3" CLEAR SHALL BE PROVIDED BETWEEN THE REINFORCING AND THE BOTTOM OF THE BASE SLAB. 4" CLEAR SHALL BE PROVIDED BETWEEN THE REINFORCING AND THE TOP OF THE BASE SLAB TO ALLOW FOR WATERSTOP PLACEMENT. THE BASE SLAB TOP REINFORCING SHALL BE #6 BARS AT 0'-8" o/c, EACH WAY. BASE SLAB TOP BARS SHALL HAVE STANDARD HOOKS EACH END. THE BASE SLAB BOTTOM REINFORCING SHALL BE #7 BARS AT 0'-8" o/c, EACH WAY. BASE SLAB BOTTOM BARS SHALL HAVE STANDARD HOOKS EACH END. TYPICAL WALL NOTES: THE WALLS SHALL BE PLACED IN ONE MONOLITHIC POUR UNLESS APPROVED IN ADVANCE BY THE STRUCTURAL ENGINEER. EXCEPT WHERE SHOWN OTHERWISE, THE REINFORCING SHALL BE DETAILED TO PROVIDE A TYPICAL CLEARANCE OF 2 1/2" FROM REINFORCING TO FACE OF CONCRETE TO ALLOW FOR TOLERANCE IN BAR PLACEMENT. AT THE WALLS, A STRICT MINIMUM OF 2" CLEAR SHALL BE PROVIDED BETWEEN THE FACE OF CONCRETE AND THE REINFORCING. THE HORIZONTAL WALL REINFORCING SHALL NOT BE SPLICED. THE VERTICAL WALL REINFORCING SHALL NOT BE SPLICED. TYPICAL WALL REINFORCING: OUTSIDE FACE BASE SLAB "L" BARS ..................................... #7 "L" BARS AT 0'-8" o/c OUTSIDE FACE VERTICAL BARS ............................................ #5 BARS AT 0'-8" o/c (OUTSIDE VERTICAL "L" BAR SIZE & VERTICAL BAR SIZE DOES NOT MATCH) INSIDE FACE BASE SLAB "L" BARS ........................................ #5 "L" BARS AT 0'-8" o/c INSIDE FACE VERTICAL BARS ............................................... #5 BARS AT 0'-8" o/c OUTSIDE FACE HORIZONTAL BARS ....................................... #7 BARS AT 0'-8" o/c STANDARD HOOK AT CORNERS, DO NOT SPLICE INSIDE FACE HORIZONTAL BARS .......................................... #5 BARS AT 0'-8" o/c STANDARD HOOK AT CORNERS, DO NOT SPLICE SEE NOTES AT LEFT (THIS DETAIL) FOR TYP. WALL REINFORCING TURN "L" BAR HOOKS TOWARD CENTER OF BASE SLAB BASE SLAB "L" BARS EACH FACE OF WALL (STANDARD HOOKS AT BOTTOM), SEE NOTES AT LEFT (THIS DETAIL) FOR "L" BAR SIZE & SPACING SEE ABOVE RIGHT FOR WATERSTOP 4" C L E A R T O TO P R E I N F O R C I N G TO A L L O W F O R WA T E R S T O P I N S T A L L A T I O N STANDARD 90 DEGREE HOOKS ON ALL BASE SLAB REINFORCING (TOP & BOTTOM LAYERS) 3" CLEAR TO HOOKS SEE NOTES AT LEFT (THIS DETAIL) FOR BASE SLAB REINFORCING 1.DO NOT BEND OR STRAIGHTEN REINFORCEMENT CAST IN CONCRETE WITHOUT PRIOR APPROVAL OF THE STRUCTURAL ENGINEER. 2.DO NOT WET-SET ANY BARS, INCLUDING BASE SLAB "L" BARS. SEE DETAIL 4/S1. NOTE: OUTSIDE FACE "L" BAR SIZE DOES NOT MATCH OUTSIDE FACE VERTICAL REINFORCING SIZE. SEE NOTES AT LEFT (THIS DETAIL) FOR SIZES. 10" FROM INSIDE FACE OF WALL TO CENTER OF WATERSTOP CONSTRUCTION JOINT AND WATERSTOP AT TOP OF BASE SLAB AT ALL WALLS PRIOR TO PLACEMENT OF THE WALLS, THE TOP OF THE BASE SLAB CONCRETE SHALL BE CLEAN AND FREE OF LAITANCE, AND THE SURFACE OF THE BASE SLAB SHALL BE WETTED AND STANDING WATER REMOVED. TOP OF BASE SLAB REINFORCING NOT SHOWN 1.DO NOT BEND OR STRAIGHTEN REINFORCEMENT CAST IN CONCRETE WITHOUT PRIOR APPROVAL OF THE STRUCTURAL ENGINEER. WATERSTOP, SEE "WATERSTOP" NOTES ON SHEET S1 3" C L E A R EX T E N D # 5 " L " B A R S 2' - 6 " I N T O W A L L , EX T E N D # 7 " L " B A R S 3' - 3 " I N T O W A L L T.O. "L" BARS 3 3/8" TO EDGE OF BASE SLAB "L" BARS AND VERTICAL WALL BARS 3 3/8" TO EDGE OF BASE SLAB "L" BARS AND VERTICAL WALL BARS 1'-8" WALL NATIVE SAND AND GRAVEL MATERIAL OR AN IMPORTED GRANULAR STRUCTURAL FILL MATERIAL TROWEL FINISH ON TOP OF WALLS THE FILL TO BE USED FOR BACKFILLING THE WET WELL EXCAVATIONS SHALL BE COORDINATED WITH THE BUILDING FOUNDATION AND SLAB REQUIREMENTS, CONSIDERING BEARING PRESSURE REQUIREMENTS, EXPANSION POTENTIAL, AND POTENTIAL FILL SETTLEMENT. 30 of 37 c Dale F. Jones, PROJECT: SCALE: SHEET U.N.O. #2935 MO N T A V A NO N - P O T P U M P S T A T I O N Fo r t C o l l i n s , C o l o r a d o THIS DRAWING IS INTENDED TO BE PRINTED ON 24" x 36" PAPER DALE F. JONES, STRUCTURAL ENGINEER, Inc. 3250 SEDGWICK CIRCLE LOVELAND, CO 80538 (970) 568-2919 mobile djones@dfjse.com State of Colorado License Professional Engineer #32364 32364 F.ELAD SENOJ ODAROLOC DESNECIL RPROFESIONALENGINEE S Structural Engineer, Inc., 2023 ISSUED AS: DRAWING DATES ** PRELIMINARY ** NOT FOR CONSTRUCTION PRELIMINARY - NOT FOR CONSTRUCTION 9/26/2023 REVISIONS DRAWING DATES ** PRELIMINARY ** NOT FOR CONSTRUCTION S4 3/4" = 1'-0" OPENING SLEEVE, SEE NOTE AT RIGHT 1. THE ADDITIONAL VERTICAL, HORIZONTAL & CIRCULAR REINFORCING OCCURS AT EACH FACE OF THE WALL. #6 CIRCULAR BAR EACH FACE OF WALL. CIRCULAR BARS TO BE INSIDE OF HORIZONTAL & VERTICAL BARS. LA P 2 ' - 9 " CIRCULAR BARS 1 REINFORCING AT PENETRATIONS IN WET WELL FOR 24" AND 36" PIPES SLEEVES AND SEALS AT WET WELLS INSTALL A NON-CORROSIVE (PVC OR STAINLESS STEEL) SLEEVE IN THE FORMS PRIOR TO CONCRETE PLACEMENT. THE INSIDE DIAMETER OF THE SLEEVED OPENINGS SHALL ALLOW PROPER CLEARANCE FOR THE PIPE & SEAL. VERIFY PIPE OUTSIDE DIAMETERS & SEE SEAL MANUFACTURER'S RECOMMENDATIONS FOR CLEARANCES REQUIRED FOR INSTALLATION OF SEALS. THE SEALS SHALL BE A TRUMBULL INDUSTRIES, INC. LINK-SEAL, MODEL "S-316", MODULAR SEAL WITH 316 STAINLESS STEEL BOLTS & NUTS. SEALS SHALL BE SIZED & INSTALLED IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. TYPICAL BASE SLAB "L" BAR SPACING, EACH FACE OF WALL PLAN VIEW OF WET WELL SHOWING ADDITIONAL REINFORCING AT INLET PIPE OPENING(S) REDUCED SCALE, TYPICAL REINFORCING NOT SHOWN #6 VERTICAL BARS (FOUR TOTAL) #6 CIRCULAR BAR EACH FACE, SEE BELOW ADDITIONAL HORIZONTAL BARS ABOVE AND BELOW PENETRATION FOR 36" PIPE, SEE VIEW AT LEFT (THIS DETAIL) FOR SPACING #6 VERTICAL BARS (FOUR TOTAL) #6 CIRCULAR BAR EACH FACE, SEE BELOW ADDITIONAL HORIZONTAL BARS ABOVE AND BELOW PENETRATIONS FOR 24" PIPE, SEE VIEW AT LEFT (THIS DETAIL) FOR SPACING 2' - 0 " BA S E S L A B OP E N I N G F O R P I P E , DI A M E T E R A S R E Q ' D F O R PI P E & P E R I M E T E R S E A L 2" CL E A R T O AL L R E I N F . CUT VERTICAL BARS AT PIPE OPENING CU T H O R I Z O N T A L B A R S AT P I P E O P E N I N G (B A R S A T 0 ' - 8 " o / c ) (7 ) H O R I Z . B A R S A T 4 " o / c A B O V E P I P E P E N E T R A T I O N S (# 7 B A R S A T O U T S I D E F A C E , # 5 B A R S A T I N S I D E F A C E ) (3 ) H O R I Z . B A R S A T 4 " o / c B E L O W P I P E P E N E T R A T I O N S (# 7 B A R S A T O U T S I D E F A C E , # 5 B A R S A T I N S I D E F A C E ) #6 x 8'-0" VERTICAL BAR EACH SIDE OF OPENING, EACH FACE OF WALL (FOUR BARS TOTAL AT EACH PIPE), ADDITIONAL BASE SLAB "L" BARS ARE NOT REQUIRED WET WELL DETAILS 31 of 37 c Dale F. Jones, PROJECT: SCALE: SHEET U.N.O. #2935 MO N T A V A NO N - P O T P U M P S T A T I O N Fo r t C o l l i n s , C o l o r a d o THIS DRAWING IS INTENDED TO BE PRINTED ON 24" x 36" PAPER DALE F. JONES, STRUCTURAL ENGINEER, Inc. 3250 SEDGWICK CIRCLE LOVELAND, CO 80538 (970) 568-2919 mobile djones@dfjse.com State of Colorado License Professional Engineer #32364 32364 F.ELAD SENOJ ODAROLOC DESNECIL RPROFESIONALENGINEE S Structural Engineer, Inc., 2023 ISSUED AS: DRAWING DATES ** PRELIMINARY ** NOT FOR CONSTRUCTION PRELIMINARY - NOT FOR CONSTRUCTION 9/26/2023 REVISIONS DRAWING DATES ** PRELIMINARY ** NOT FOR CONSTRUCTION S5 3/4" = 1'-0" INTAKE PIPE SUPPORT DETAILS 1 PIPE SUPPORTS AT RESERVOIR INTAKE - LOOKING WEST END VIEW OF TYPICAL PIPE SADDLE SUPPORTS PIPE, SEE OTHER DRAWINGS T.O. CONCRETE ELEV. 4982.67, VERIFY w/ SADDLE DESIGN PIPE INVERT ELEV. 4983.67, VERIFY w/ CIVIL DRAWINGS B.O. FOOTING 4979.00 3'-0"3'-0" 3'-6"3'-6" 6"6" 7'-0" FOOTING 1' - 0 " FO O T I N G 3" CL E A R REMOVABLE STRAP PLATE OVER PIPE BOLTS FOR REMOVABLE STRAP PIPE SADDLES AND ANCHORAGE TO CONCRETE TO BE DESIGNED BY SADDLE MANUFACTURER, SEE NOTES ABOVE PIPE SADDLES AND ATTACHMENTS TO THE CONCRETE SHALL BE DESIGNED (BY MANUFACTURER) FOR 6,000 POUNDS UPLIFT. PIPE SADDLES AND ATTACHMENTS SHALL BE HOT-DIPPED GALVANIZED. THE ANCHORS SHALL ALLOW REMOVAL OF THE SADDLES WITHOUT REMOVAL OF THE ANCHORS (REMOVABLE NUTS ON TOP OF ANCHORS). PI P E , SE E O T H E R DR A W I N G S 22'-0" MIN. PIPE LENGTH WITHOUT SPLICE 7'-6" FROM CENTER OF PIPE SADDLE SUPPORT TO CENTER OF PIPE TEE SUPPORT 13'-0", CENTER TO CENTER OF PIPE SADDLE SUPPORTS SIDE VIEW OF PIPE SUPPORTS 4'-6" FOOTING 2'-3" 3' - 0 " M I N . FR O S T D E P T H 1'-0" 1' - 0 " FO O T I N G FOOTING REINFORCING, (9) #6 BARS IN SHORT DIRECTION (5) #6 BARS IN LONG DIRECTION 2 1/2" CLEAR, SIDES, TOP & ENDS #6 BARS AT 0'-11" o/c w/ STANDARD HOOKS EACH END T.O. CONCRETE ELEV. 4982.67, VERIFY w/ SADDLE DESIGN SEE OTHER PIPE SUPPORT FOR DETAILS PIPE SADDLE PIPE INVERT ELEV. 4983.67, VERIFY w/ CIVIL DRAWINGS PLAN VIEW OF WARPED BEARING PLATE SIDE VIEW OF WARPED BEARING PLATE LOOKING TOWARD PUMP STATION 1/2" THICK x 1'-4" SQUARE PLATE CENTER OF PIPE TEE, WARPED PLATE & VERTICAL PIPE WARP PLATE TO THE CONTOUR OF THE UNDERSIDE OF PIPE TEE 1/2" THICK x 1'-4" SQUARE PLATE 4'-0" SQUARE FOOTING 3' - 0 " M I N . FR O S T D E P T H 1' - 0 " FO O T I N G FOOTING REINFORCING, FIVE #6 BARS, EACH WAY 3" CL E A R T.O. CONCRETE, MATCH ELEV. OF THE TYP. PIPE SADDLE SUPPORTS B.O. FOOTINGS 4979.00 4" STANDARD PIPE (SCHEDULE 40) WARPED BEARING PLATE, SEE ABOVE 1/4 TOP & BOTTOM OF PIPE 1/2" THICK x 1'-0" SQUARE BASE PLATE WITH FOUR 7/8" DIA. HOLES AT 0'-8" o/c EACH WAY THE PIPE SUPPORT ASSEMBLY SHALL BE H.D. GALV. AFTER FABRICATION 1'-6" SQUARE CONCRETE COLUMN 2 1/2" CLEAR, ALL SIDES CENTER OF PIPE TEE, PIPE SUPPORT, CONCRETE COLUMN AND FOOTING, EACH WAY CLOSED TIES 90 DEGREE HOOKS w/ 3" EXTENSIONS 1'-1" SQUARE (OUTSIDE) END VIEW OF SUPPORT FOR PIPE TEE REDUCER, SEE CIVIL DRAWINGS SUCTION SCREEN BEYOND, SEE CIVIL DRAWINGS SUPPORT FOR PIPE TEE, SEE END VIEW ABOVE SEE CIVIL DRAWINGS FOR INTAKE SCREENS, PIPE SPOOLS, PIPE TEE, PIPE REDUCER & FLANGE CONNECTIONS (SHOWN ON STRUCTURAL PLANS FOR REFERENCE ONLY) SEE OTHER DRAWINGS FOR PIPE, PIPE BEDDING AND PIPE JOINT SPECIFICATIONS PIPE SADDLE PIPE SPOOL, SEE CIVIL DRAWINGS SEE CIVIL DRAWINGS FOR INTAKE SCREENS, PIPE SPOOLS, PIPE TEE, PIPE REDUCER & FLANGE CONNECTIONS (SHOWN ON STRUCTURAL PLANS FOR REFERENCE ONLY) 3' - 0 " M I N . FR O S T D E P T H B.O. RESERVOIR ELEV. 4982.00 B.O. FOOTINGS 4979.00 2'-3" 1'-0" 4'-0" SQUARE FOOTING (4) 3/4" DIA. H.D. GALVANIZED ASTM F1554, GRADE 36 THREADED RODS, EMBEDDED 0'-10" INTO CONCRETE w/ SIMPSON SET-XP EPOXY ADHESIVE B.O. RESERVOIR ELEV. 4982.00 #6 HORIZONTAL BARS AT 0'-9" o/c, EACH FACE (4) #6 VERTICAL BARS w/ STANDARD HOOKS AT BOTTOM #4 CLOSED TIES AT 0'-8" o/c, TWO TIES IN TOP 5" WARPED BEARING PLATE, SEE ABOVE PIPE TEE, SEE CIVIL DRAWINGS WARP PLATE UP AT 2 CORNERS SIDE VIEW OF WARPED BEARING PLATE LOOKING AWAY FROM PUMP STATION 1/2" THICK x 1'-4" SQUARE PLATE 2'-0" (ALL SIDES) 2'-0" LAYER OF IMPORTED GRANULAR STRUCTURAL FILL PLACED AND COMPACTED IN ACCORDANCE WITH THE GEOTECHNICAL RECOMMENDATIONS 2' - 0 " 32 of 37 c Dale F. Jones, PROJECT: SCALE: SHEET U.N.O. #2935 MO N T A V A NO N - P O T P U M P S T A T I O N Fo r t C o l l i n s , C o l o r a d o THIS DRAWING IS INTENDED TO BE PRINTED ON 24" x 36" PAPER DALE F. JONES, STRUCTURAL ENGINEER, Inc. 3250 SEDGWICK CIRCLE LOVELAND, CO 80538 (970) 568-2919 mobile djones@dfjse.com State of Colorado License Professional Engineer #32364 32364 F.ELAD SENOJ ODAROLOC DESNECIL RPROFESIONALENGINEE S Structural Engineer, Inc., 2023 ISSUED AS: DRAWING DATES ** PRELIMINARY ** NOT FOR CONSTRUCTION PRELIMINARY - NOT FOR CONSTRUCTION 9/26/2023 REVISIONS DRAWING DATES ** PRELIMINARY ** NOT FOR CONSTRUCTION S6 3/4" = 1'-0" WET WELL COVER PLATE AND LADDER DETAILS 5/16" x 3" BENT BAR w/ 11/16" DIA. HOLE FOR ANCHOR 1" DIAMETER STEEL RUNGS, COATED WITH SLIP RESISTANT MATERIAL TO PREVENT SLIPPAGE PER OSHA 1926.1053 (a) (6) (i) FACE OF WET WELL WALL FI E L D M E A S U R E T.O. CONCRETE SLAB EQ U A L L Y S P A C E L A D D E R R U N G S ( + / - 3 / 8 " ) , SP A C I N G T O B E 1 0 " M I N I M U M , 1 4 " M A X I M U M 1'-11 3/4" CLEAR 1/ 4 " PLAN VIEW OF LADDER 3/16 TYP. 1/2" x 2 1/2" BAR SIDE RAILS 3" 1 1/2" 1" 2' - 6 " M A X . 6' - 0 " M A X . BE T W E E N S U P P O R T S TOP OF CONCRETE SLAB FACE OF CONCRETE WALL SIDE VIEW OF LADDER ATTACH LADDER TO THE CONCRETE WALL w/ 5/8" DIAMETER HOT-DIPPED GALVANIZED TITEN HD ANCHORS INSTALLED IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS & ICC REPORT ESR-2713. EMBEDMENT OF ANCHORS INTO CONCRETE SHALL BE 5" MIN. 15" MIN. FROM CENTER OF LADDER TO ANY OBSTRUCTION, EACH SIDE OF LADDER THE ACCESS HATCH IS TO BE A: PAINTED 3'-0" CLEAR x 3'-2" CLEAR, BILCO TYPE SS-40, SINGLE LEAF ROOF SCUTTLE. SEE "ACCESS AND ACCESS GUARDRAIL PLAN" ON SHEET S2 FOR CLEAR DIMENSIONS AND ORIENTATION. THE HATCH GUARDRAIL SHALL BE A YELLOW POWDER COATED BILCO BIL-GUARD RL2-E SAFETY RAILING SYSTEM (GUARDRAIL NOT SHOWN). THE LADDER SHALL BE PROVIDED WITH A HOT-DIPPED GALVANIZED BILCO LU2 LADDER UP SAFETY POST (NOT SHOWN). T.O. HATCH FRAME 1'-0" FROM CENTER OF RUNG TO FACE OF CONCRETE WALL FRONT VIEW OF LADDER CENTER OF RUNG TO BE AT TOP OF HATCH FRAME ELEVATION 2' - 6 " M A X . WET WELL, REINFORCING NOT SHOWN 30 " M I N . F R O M CE N T E R O F R U N G S TO A N Y O B S T R U C T I O N 4 LADDER IN WET WELL WT 5 x 15 ASTM A992 STIFFENER (SEE PLAN FOR LOCATION) 2 1/2" PLATE EXTENSION BEYOND ANGLE 1/2" GAP BETWEEN INSIDE FACE OF CONCRETE WELL AND FACE OF STEEL ANGLE SEE PLAN L 3 x 3 x 1/4 EDGE ANGLE AT PERIMETER OF COVER PLATE 1/4" THICK CARBON STEEL (ASTM A36) CHECKER PLATE (PLACE LUGS UP) 3/16 1 @ 8 3/16 1 @ 8 3/16 1 @ 8 3/16 1 @ 8TYP. AT PERIMETER ANGLES TYP. AT WT STIFFENER WT 5 x 15 (ASTM A992) STIFFENER (SEE PLAN FOR LOCATION) 2 1/2" PLATE EXTENSION BEYOND ANGLE 1/2" GAP BETWEEN INSIDE EDGE OF CONCRETE WELL AND FACE OF STEEL ANGLE (GAP ALL SIDES OF COVER) PERIMETER ANGLE 1/4" THICK CARBON STEEL (ASTM A36) CHECKER PLATE (PLACE LUGS UP) 3/16 1 1/2 WT STEM TO PERIMETER ANGLE CLIP STEM OF WT STIFFENER, 2" x 2" 1 1 / 4 " CO P E ON W T 3/16 1 1/2 PLATE OVERLAPS CONCRETE WALL 2" (ALL SIDES) TYPICAL CONDITION AT PERIMETER OF COVER PLATES 1 TYPICAL ATTACHMENT OF WT STIFFENERS TO PERIMETER ANGLES 2 PAD EYES AT PARKS DEPT. COVER PLATE 3 3/4" HEAVY HEX NUT, TACK WELDED TO BOTTOM OF ANGLE (3 SIDES) PAD EYE AT CENTER OF ANGLE REMOVABLE PAD EYE PAD EYE PAD EYE WITH 3,000 POUND CAPACITY (3/4" THREADED SHANK) CHECKER PLATE PROVIDE 7/8" DIAMETER HOLE IN CHECKER PLATE AND ANGLE FOR PAD EYE PERIMETER ANGLE POSITION HATCH ON COVER PLATE SO CENTER OF LADDER RUNGS ARE 7" FROM INSIDE FACE OF HATCH COVER HATCH COVER THE GUARDRAIL SYSTEM IS NOT SHOWN ON THIS DETAIL 1. SEE SHEET S1 FOR "WET WELL LADDER, WELL COVER PLATES & INTAKE PIPE SUPPORTS" NOTES. 2. THE LADDER SHALL BE HOT-DIPPED GALVANIZED AFTER FABRICATION. 1. SEE SHEET S1 FOR "WET WELL LADDER, WELL COVER PLATES & INTAKE PIPE SUPPORTS" NOTES.1. SEE SHEET S1 FOR "WET WELL LADDER, WELL COVER PLATES & INTAKE PIPE SUPPORTS" NOTES. 2. THE MONTAVA COVER PLATE SHALL BE HOT-DIPPED GALVANIZED AFTER FABRICATION. 3. THE PARKS DEPTMENT COVER PLATE SHALL BE PRIMED AND PAINTED (2 COATS) AFTER FABRICATION. WET WELL WALL WET WELL WALL SEE PLAN FOR LOCATION OF COVER PLATE ANCHOR AT MONTAVA WET WELL (ONE ANCHOR), 5/8" DIA. HOT-DIPPED GALVANIZED THREADED ROD (THREADED FULL LENGTH) EPOXY GROUTED 6" INTO CONCRETE WALL WITH SIMPSON STRONG-TIE SET-3G EPOXY. 1 3 / 4 " THREADED ROD SHALL EXTEND 2" BEYOND INSIDE FACE OF WALL. PROVIDE 3/4" DIAMETER HOLE IN PERIMETER ANGLE. PROVIDE 5/8" HOT-DIPPED GALVANIZED NUT (DO NOT CLOSE GAP BETWEEN ANGLE & WALL). SEE SHEET S2 FOR CLEAR OPENING IN THIS DIRECTION WET WELL WALL COVER PLATE CONTINUES AT PARKS DEPT. WET WELL WET WELL WALL AT PERIMETER OF PARKS DEPARTMENT WET WELL COVER (4 SIDES) PROVIDE 1" WIDE x 3/4" TALL, CLOSED CELL, SEAL FOAM TAPE (ADHESIVE SIDE ATTACHED TO WET WELL) PARKS DEPARTMENT COVER PLATE FOAM TAPE AT PARKS DEPARTMENT WET WELL 1. SEE SHEET S1 FOR "WET WELL LADDER, WELL COVER PLATES & INTAKE PIPE SUPPORTS" NOTES. 33 of 37 c Dale F. Jones, PROJECT: SCALE: SHEET U.N.O. #2935 MO N T A V A NO N - P O T P U M P S T A T I O N Fo r t C o l l i n s , C o l o r a d o THIS DRAWING IS INTENDED TO BE PRINTED ON 24" x 36" PAPER DALE F. JONES, STRUCTURAL ENGINEER, Inc. 3250 SEDGWICK CIRCLE LOVELAND, CO 80538 (970) 568-2919 mobile djones@dfjse.com State of Colorado License Professional Engineer #32364 32364 F.ELAD SENOJ ODAROLOC DESNECIL RPROFESIONALENGINEE S Structural Engineer, Inc., 2023 ISSUED AS: DRAWING DATES ** PRELIMINARY ** NOT FOR CONSTRUCTION PRELIMINARY - NOT FOR CONSTRUCTION 9/26/2023 REVISIONS DRAWING DATES ** PRELIMINARY ** NOT FOR CONSTRUCTION 1/4" = 1'-0" SPLITTER STRUCTURE PLANS S7 7' - 0 " 3' - 1 0 " 1' - 0 " W A L L 1' - 0 " W A L L 12 ' - 1 0 " 5'-0"2'-5" 7'-5" OUTSIDE TO OUTSIDE OF WALLS 3'-3 3/4" 2'-2 5/16" 4'-3 5/16" 3' - 7 3 / 8 " 3' - 1 0 " 6' - 1 1 / 2 " 3' - 1 0 3 / 4 " 2' - 7 1 / 8 " 16 ' - 5 3 / 8 " O U T S I D E T O O U T S I D E O F W A L L S 3' - 0 " CL E A R 1'-0" WALL 3'-0" CLEAR 1'-0" WALL SEE DETAIL 2/S8 FOR GRATING AND BEAM DETAILS. GRATING PANELS SHALL BE H.D. GALV., NON-SERRATED BAR GRATING. BEARING BARS SHALL BE 3/16" WIDE x 1" TALL, SPACED AT 1 3/16" ON CENTER. THE ARROWS ON THE PLAN INDICATE DIRECTION OF BEARING BARS AT EACH PANEL. CROSS BARS SHALL BE 1/4" (ROUND OR SQUARE) AND SPACED AT 0'-4" ON CENTER. THE ENDS OF THE BEARING BARS SHALL BE BANDED. THE GRATING IS NOT DESIGNED FOR TRUCK WHEEL LOADING. THE GRATING IS DESIGNED FOR 100 PSF UNIFORM LIVE LOAD. GRATING PANEL "A": FIELD MEASURE WIDTH (VERIFY CLEARANCE FOR OUTLET GATE ASSEMBLY). FIELD MEASURE LENGTH (1/4" GAP AT NOTCH IN CONCRETE WALL AT EACH END OF PANEL). GRATING PANEL "B": PANEL WIDTH = 35 13/16". FIELD MEASURE LENGTH (1/4" GAP AT NOTCH IN CONCRETE WALL AND 1/4" FROM CENTER OF BEAM). GRATING PANEL "C": FIELD MEASURE WIDTH (3/4" GAP TO CONCRETE WALL AND 1" MAX. GAP BETWEEN ADJACENT PANELS). FIELD MEASURE LENGTH (1/4" FROM CENTER OF BEAMS). GRATING PANEL "D": PANEL WIDTH = 35 13/16". FIELD MEASURE LENGTH (1/4" FROM CENTER OF BEAMS). GRATING PANEL "E": FIELD MEASURE WIDTH (3/4" GAP TO CONCRETE WALL AND 1" MAX. GAP BETWEEN ADJACENT PANELS). FIELD MEASURE LENGTH (1/4" GAP AT NOTCH IN CONCRETE WALL AND 1/4" FROM CENTER OF BEAM). GRATING PANEL "F": FIELD MEASURE WIDTH (VERIFY CLEARANCE FOR OUTLET GATE ASSEMBLY). FIELD MEASURE LENGTH (1/4" GAP AT NOTCH IN CONCRETE WALL AT EACH END OF PANEL). 4' - 0 " 3' - 3 " GRATING PANEL "A" W 5 x 16 BEAMS (SEE 2/S8), TYP. FOR THREE BEAMS CENTER OF BEAM GRATING PANEL "F" GRATING PANEL "D" GRATING PANEL "B" CENTER OF BEAM GRATING PANEL "E" 4" WIDE LEDGE EA. SIDE AT GRATING PANEL "F" 4" WI D E LE D G E 4" W I D E L E D G E E A . S I D E AT G R A T I N G P A N E L " A " 4" WI D E LE D G E 1' - 0 " T O O U T S I D E F . O . W A L L 1'-0" TO OUTSIDE F.O. WALL 11'-6" BASE SLAB 18 ' - 0 " B A S E S L A B SPLITTER STRUCTURE BASE SLAB PLAN (SCALE: 1 4 " = 1'-0") 1.TOP OF BASE SLAB SHALL BE LEVEL. SEE DETAIL 1/S8 FOR ELEVATION. 2.THE TOP OF THE BASE SLAB SHALL BE FINISHED WITH A TROWEL FINISH. 3.ALL REINFORCING FOR WET WELL BASE SLAB AND WALLS SHALL BE EPOXY COATED. SEE NOTES ON S1. NO R T H OUTLINE OF WALLS, SEE WALL PLAN VIEW AT RIGHT FOR DIMENSIONS BASE SLAB REINFORCING, SEE DETAIL 1/S8 SPLITTER STRUCTURE WALL PLAN (SCALE: 1 4 " = 1'-0") 1.SEE DETAIL 1/S8 FOR TOP OF WALL ELEVATION. 2.REINFORCING FOR WET WELL BASE SLAB AND WALLS SHALL BE EPOXY COATED. SEE NOTES ON S1. 3.SEE 3/S8 FOR WALL CONDITION AT INLET AND OUTLET PIPES. NO R T H SPLITTER STRUCTURE GRATING PLAN (SCALE: 1 4 " = 1'-0") 1.TOP OF GRATING ELEVATION SHALL MATCH TOP OF WALL ELEVATION. NO R T H INLET PIPE, SEE OTHER DRAWINGS OUTLET PIPE, SEE OTHER DRAWINGS OUTLET PIPE, SEE OTHER DRAWINGS OUTLET GATE ASSEMBLY, SEE OTHER DRAWINGS OUTLET GATE ASSEMBLY, SEE OTHER DRAWINGS GRATING PANEL "C" 4' - 4 3 / 4 " TO C E N T E R OF B E A M 5' - 1 1 " T O CE N T E R O F S T E P S STEPS STEPS 1 S8 SEE 2/S8 FOR H.D. GALV. SADDLE CLIP AT EACH END OF EACH GRATING PANEL 1 S8 1 S8 4 1 / 2 " C L E A R B E T W E E N WA L L A N D G R A T I N G P A N E L , VE R I F Y C L E A R A N C E R E Q ' D FO R O U T L E T G A T E A S S E M B L Y 3/4" GAP BETWEEN WALL AND SIDE OF GRATING PANEL, 1" MAX. GAP BETWEEN ADJACENT GRATING PANELS 4 1 / 2 " C L E A R B E T W E E N WA L L A N D G R A T I N G P A N E L , VE R I F Y C L E A R A N C E R E Q ' D FO R O U T L E T G A T E A S S E M B L Y GRATING PANEL NOTES SEE DETAIL 3/S1 FOR WALL REINFORCING AT CORNERS 34 of 37 c Dale F. Jones, PROJECT: SCALE: SHEET U.N.O. #2935 MO N T A V A NO N - P O T P U M P S T A T I O N Fo r t C o l l i n s , C o l o r a d o THIS DRAWING IS INTENDED TO BE PRINTED ON 24" x 36" PAPER DALE F. JONES, STRUCTURAL ENGINEER, Inc. 3250 SEDGWICK CIRCLE LOVELAND, CO 80538 (970) 568-2919 mobile djones@dfjse.com State of Colorado License Professional Engineer #32364 32364 F.ELAD SENOJ ODAROLOC DESNECIL RPROFESIONALENGINEE S Structural Engineer, Inc., 2023 ISSUED AS: DRAWING DATES ** PRELIMINARY ** NOT FOR CONSTRUCTION PRELIMINARY - NOT FOR CONSTRUCTION 9/26/2023 REVISIONS DRAWING DATES ** PRELIMINARY ** NOT FOR CONSTRUCTION 3/4" = 1'-0" S8 SPLITTER STRUCTURE DETAILS 1'-0" THICK CONCRETE WALL (REINFORCING NOT SHOWN) T.O. CONCRETE WALL T. O . B E A M 1" B E L O W T. O . W A L L ANCHORS END PLATE PLAN VIEW AT EACH END OF BEAM SIDE VIEW AT EACH END OF BEAM END VIEW AT EACH END OF BEAM BE A M , SE E P L A N SPLITTER STRUCTURE GRATING SUPPORT BEAMS 2 1/4" THICK STEEL PLATE WITH TWO 3/4" DIAMETER HOLES BEAM END PLATES 3/16 BEAM TO END PLATES 1.BEAMS SHALL BE H.D. GALVANIZED AFTER FABRICATION (INCLUDING END PLATES) SECTION THROUGH BEAM CENTER OF HOLES T. O . P L A T E 1 / 4 " BE L O W T . O . B E A M 2 3 / 4 " F R O M T. O . P L A T E T O CE N T E R O F H O L E S 6" 1 1/2", EACH SIDE 5 1 / 2 " TO P F L A N G E OF S T E E L B E A M ATTACH BEAM TO CONCRETE WALL WITH TWO 5/8" DIA. x 5" LONG TITEN HD ANCHORS (ASTM B695, CLASS 65 MECHANICALLY GALVANIZED) INSTALLED IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS WALL REINFORCING NOT SHOWN WALL REINFORCING NOT SHOWN 1" HIGH x 4" WIDE NOTCH IN T.O. WALL (WHERE OCCURS, SEE PLAN) ANCHORS, SEE ABOVE 1'-0" THICK CONCRETE WALL (REINFORCING NOT SHOWN) CROSS BARS BEARING BARS END BAND GRATING PANELGRATING PANEL SEE PLAN FOR DIRECTION OF BEARING BARS GRATING PANEL CENTER OF SADDLE CLIP 1 1/4" FROM END OF GRATING PANEL 1/4" DIA. H.D. GALV. THREADED ROD WITH THREE H.D. GALV. NUTS (1 NUT BELOW BEAM FLANGE, ONE ABOVE BEAM FLANGE, ONE AT SADDLE CLIP), THREADED ROD SHALL NOT EXTEND ABOVE T.O. GRATING STEEL BEAM, SEE PLAN DRILL 5/16" DIA. HOLE IN TOP FLANGE (FOR 1/4" RODS) AT APPROXIMATE CENTER OF GRATING PANELS (CENTER HOLE BETWEEN BEARING BARS) ATTACHMENT OF GRATING PANELS TO STEEL BEAMS THERE SHALL BE ONE SADDLE CLIP AT EACH END OF EACH GRATING PANEL (NOT REQUIRED AT SIDES OF PANELS) 1/4" GAP BETWEEN GRATING PANEL AND CENTER OF BEAM GRATING PANEL CENTER OF SADDLE CLIP 1 1/4" FROM END OF GRATING PANEL 1/4" DIA. H.D. GALV. THREADED ROD EPOXY GROUTED 3" INTO CONCRETE WALL WITH SIMPSON STRONG-TIE SET3G ADHESIVE. LOCATE HOLE AT APPROXIMATE CENTER OF GRATING PANEL (CENTER BETWEEN BEARING BARS) ATTACHMENT OF GRATING PANELS TO CONCRETE WALL THERE SHALL BE ONE SADDLE CLIP AT EACH END OF EACH GRATING PANEL (NOT REQUIRED AT SIDES OF PANELS) 1/4" GAP BETWEEN GRATING PANEL & EDGE OF NOTCH 1'-0" THICK CONCRETE WALL (REINFORCING NOT SHOWN) T.O. CONCRETE WALL NOTCH IN T.O. WALL 1/4" FROM CENTER OF BEAM (EACH WAY) TO GRATING PANEL, TYP. SEE ABOVE FOR ATTACHMENT OF GRATING PANELS TO BEAMS AND CONCRETE WALL SECTION THROUGH SPLITTER STRUCTURE 1 T.O. BASE SLAB ELEV. 5025.30' (LEVEL) T.O. WALL ELEV. 5031.50' SEE DETAIL 2/S8 FOR GRATING STEEL BEAM BEYOND, SEE 2/S8 FINISH GRADE, SEE OTHER DRAWINGS 1'-0" THICK WALLS, TYP. SE E 3 / S 8 FO R C O N D I T I O N AT I N L E T A N D OU T L E T P I P E S 3 1/4" TO EDGE OF BASE SLAB "L" BARS AND VERTICAL WALL BARS, TYP. EACH SIDE OF WALL BASE SLAB "L" BARS EACH FACE OF WALL (STANDARD HOOKS AT BOTTOM), SEE NOTES ABOVE (THIS DETAIL) FOR "L" BAR SIZE & SPACING CLEARANCE FROM THE OUTSIDE FACE OF THE HORIZONTAL BARS, TO THE FACE OF FORMWORK SHALL BE DETAILED AT 2 1/2", WITH A STRICT FIELD MINIMUM OF 2" CLEAR. SEE NOTES ABOVE (THIS DETAIL) FOR TYP. WALL REINFORCING T.O. "L" BARS EX T E N D " L " B A R S 2' - 6 " I N T O W A L L SEE ABOVE LEFT FOR WATERSTOP 6" FROM INSIDE FACE OF WALL TO CENTER OF WATERSTOP CONSTRUCTION JOINT AND WATERSTOP AT TOP OF BASE SLAB AT ALL WALLS TOP OF BASE SLAB REINFORCING NOT SHOWN 1.DO NOT BEND OR STRAIGHTEN REINFORCEMENT CAST IN CONCRETE WITHOUT PRIOR APPROVAL OF THE STRUCTURAL ENGINEER. WATERSTOP, SEE "WATERSTOP" NOTES ON SHEET S1 1'-0" WALL TROWEL FINISH ON TOP OF WALLS SEE NOTES ABOVE (THIS DETAIL) FOR BASE SLAB REINFORCING TURN "L" BAR HOOKS TOWARD CENTER OF BASE SLAB STANDARD 90 DEGREE HOOKS ON ALL BASE SLAB REINFORCING (TOP & BOTTOM LAYERS), TURN HOOKS SIDEWAYS 3" CLEAR TO HOOKS BASE SLAB, SEE PLAN FOR WIDTHS 1' - 2 " B A S E S L A B 3" C L E A R 3" C L E A R A T T O P R E I N F O R C I N G TO A L L O W F O R W A T E R S T O P I N S T A L L A T I O N EXCAVATION AND SHORING: ALL EXCAVATION PROCEDURES, INCLUDING SHORING REQUIRED FOR PROTECTION OF LIFE AND PROPERTY, ARE THE RESPONSIBILITY OF THE CONTRACTOR. DEWATERING PROCEDURES ARE THE RESPONSIBILITY OF THE CONTRACTOR. SPLITTER STRUCTURE REINFORCING NOTES: ALL REINFORCING FOR THE SPLITTER STRUCTURE BASE SLAB AND WALLS SHALL BE EPOXY COATED. SEE NOTES ON SHEET S1. SPLITTER STRUCTURE BASE SLAB NOTES: THE SPLITTER STRUCTURE BASE SLAB SHALL BE PLACED IN ONE MONOLITHIC POUR. THERE SHALL BE NO SPLICES IN THE BASE SLAB REINFORCING. 3" CLEAR SHALL BE PROVIDED BETWEEN THE REINFORCING AND THE BOTTOM OF THE BASE SLAB. 3" CLEAR SHALL BE PROVIDED BETWEEN THE REINFORCING AND THE TOP OF THE BASE SLAB TO ALLOW FOR WATERSTOP PLACEMENT. THE BASE SLAB TOP AND BOTTOM REINFORCING SHALL BE #5 BARS AT 1'-0" o/c, EACH WAY. BASE SLAB TOP AND BOTTOM BARS SHALL HAVE STANDARD HOOKS EACH END. SPLITTER STRUCTURE WALL REINFORCING: OUTSIDE FACE BASE SLAB "L" BARS ..................................... #5 "L" BARS AT 1'-0" o/c OUTSIDE FACE VERTICAL BARS ............................................ #5 BARS AT 1'-0" o/c INSIDE FACE BASE SLAB "L" BARS ........................................ #5 "L" BARS AT 1'-0" o/c INSIDE FACE VERTICAL BARS ............................................... #5 BARS AT 1'-0" o/c OUTSIDE FACE HORIZONTAL BARS ....................................... #5 BARS AT 1'-0" o/c STANDARD HOOK AT CORNERS, DO NOT SPLICE INSIDE FACE HORIZONTAL BARS .......................................... #5 BARS AT 1'-0" o/c STANDARD HOOK AT CORNERS, DO NOT SPLICE SPLITTER STRUCTURE WALL NOTES: THE WALLS SHALL BE PLACED IN ONE MONOLITHIC POUR. EXCEPT WHERE SHOWN OTHERWISE, THE REINFORCING SHALL BE DETAILED TO PROVIDE A TYPICAL CLEARANCE OF 2 1/2" FROM REINFORCING TO FACE OF CONCRETE TO ALLOW FOR TOLERANCE IN BAR PLACEMENT. AT THE WALLS, A STRICT MINIMUM OF 2" CLEAR SHALL BE PROVIDED BETWEEN THE FACE OF CONCRETE AND THE REINFORCING. THE HORIZONTAL WALL REINFORCING SHALL NOT BE SPLICED. THE VERTICAL WALL REINFORCING SHALL NOT BE SPLICED. PRIOR TO PLACEMENT OF THE WALLS, THE TOP OF THE BASE SLAB CONCRETE SHALL BE CLEAN AND FREE OF LAITANCE, AND THE SURFACE OF THE BASE SLAB SHALL BE WETTED AND STANDING WATER REMOVED. SEE "SPLITTER STRUCTURE GRATING PLAN" ON SHEET S7 FOR NOTCH LOCATIONS CONDITION AT SPLITTER STRUCTURE INLET AND OUTLET PIPES 3 3" T O B O T T O M HO R I Z . R E I N F O R C I N G AT S P L I T T E R W A L L S CUT VERTICAL BARS AT PIPE OPENING #6 VERTICAL BAR EACH SIDE OF OPENING, EACH FACE OF WALL (FOUR BARS TOTAL AT EACH PIPE), ADDITIONAL BASE SLAB "L" BARS ARE NOT REQUIRED CU T H O R I Z . B A R S AT P I P E O P E N I N G 1' - 2 " BA S E S L A B BOTTOM HORIZ. BARS TO BE CONTINUOUS FO U R # 5 HO R I Z . B A R S A T 4" o / c A B O V E P I P E EXTEND ALL HORIZONTAL BARS, INCLUDING ADD'L HORIZONTAL BARS TO CORNERS AND HOOK PER 3/S1 1. THE ADDITIONAL VERTICAL, HORIZONTAL & CIRCULAR REINFORCING OCCURS AT EACH FACE OF THE WALL. 2" C L E A R F R O M OU T S I D E O F P I P E TO A L L R E I N F O R C I N G PRIOR TO PLACING WALL CONCRETE, EXTEND PIPE 6" INTO WALL FORMS AND CAST CONCRETE AROUND PIPE WHEN PLACING WALL CONCRETE, VIBRATE CONCRETE THOROUGHLY FO R M E D R O U N D O P E N I N G A T P I P E (M A T C H I N S I D E P I P E D I A M E T E R ) SECTION VIEW THROUGH WALL AT PIPES IN L E T O R OU T L E T P I P E SEE CIVIL DRAWINGS FOR INTAKE PIPE INVERT #5 CIRCULAR BAR EACH FACE OF WALL. CIRCULAR BARS TO BE INSIDE OF HORIZONTAL & VERTICAL BARS, LAP 2'-0" (SIMILAR TO DETAIL 1/S4) 2'-0" (ALL SIDES) 2' - 0 " 2'-0" LAYER OF IMPORTED GRANULAR STRUCTURAL FILL PLACED AND COMPACTED IN ACCORDANCE WITH THE GEOTECHNICAL RECOMMENDATIONS MANHOLE STEPS SHALL CONFORM TO AASHTO M 199, SEE PLAN VIEWS FOR LOCATION 35 of 37 c Dale F. Jones, PROJECT: SCALE: SHEET U.N.O. #2935 MO N T A V A NO N - P O T P U M P S T A T I O N Fo r t C o l l i n s , C o l o r a d o THIS DRAWING IS INTENDED TO BE PRINTED ON 24" x 36" PAPER DALE F. JONES, STRUCTURAL ENGINEER, Inc. 3250 SEDGWICK CIRCLE LOVELAND, CO 80538 (970) 568-2919 mobile djones@dfjse.com State of Colorado License Professional Engineer #32364 32364 F.ELAD SENOJ ODAROLOC DESNECIL RPROFESIONALENGINEE S Structural Engineer, Inc., 2023 ISSUED AS: DRAWING DATES ** PRELIMINARY ** NOT FOR CONSTRUCTION PRELIMINARY - NOT FOR CONSTRUCTION 9/26/2023 REVISIONS DRAWING DATES ** PRELIMINARY ** NOT FOR CONSTRUCTION 1/4" = 1'-0" WSSC HEADWALL S9 3'-0"3'-6"3'-6" 6' - 0 " 1'-6" T.O. FOOTING ELEV. 5102.50' T.O. WALL ELEV. 5110.00' PIPE INVERT 5102.96' 1' - 0 " T H I C K WA L L , T Y P . 6' - 0 " 10'-0" 10'-0"10'-0" 20'-0" BASE SLAB PIPE, SEE OTHER DRAWINGS 2' - 0 " 11 ' - 0 " 13 ' - 0 " B A S E S L A B WSSC HEADWALL BASE ELEVATION VIEW 1.TOP OF BASE SLAB AND WALLS SHALL BE LEVEL. 2.ALL REINFORCING FOR BASE SLAB AND WALLS SHALL BE EPOXY COATED. SEE NOTES ON S1. WSSC HEADWALL BASE SLAB PLAN (SCALE: 1 4 " = 1'-0") 1.ALL REINFORCING FOR BASE SLAB AND WALLS SHALL BE EPOXY COATED. SEE NOTES ON S1. (SCALE: 1 4 " = 1'-0") 45 . 0 0 ø D E G R E E S , TY P . E A C H S I D E 3' - 0 " 3' - 0 " 1 S9 1' - 0 " W I D E CU T O F F W A L L SEE 1/S10 FOR CONDITION AT PIPE PENETRATION 1 S9 1' - 2 " F O O T I N G 2' - 4 " C U T O F F W A L L 1 MIN. 1 T.O. WALL, SEE ELEVATION VIEW T.O. FOOTING, SEE ELEVATION VIEW 3' - 6 " 1' - 2 " FO O T I N G CU T O F F 1'-0" WIDE CUTOFF FOOTING, SEE PLAN FOR WIDTHS VARIES, SEE PLAN 2'-0" 1'-0" WALL THIS AREA BEHIND THE HEADWALLS SHALL BE BACKFILLED WITH NATIVE OR IMPORTED DENSE TO MEDIUM DENSE SOILS WITH A WET UNIT WEIGHT OF 135 PCF AND A FRICTION ANGLE OF 35 DEGREES (SEE SOILS RECOMMENDATIONS) FINISH GRADE, SEE OTHER DRAWINGS 3 1/4" TO EDGE OF BASE SLAB "L" BARS AND VERTICAL WALL BARS, TYP. EACH SIDE OF WALL BASE SLAB "L" BARS EACH FACE OF WALL (STANDARD HOOKS AT BOTTOM), SEE NOTES ABOVE (THIS DETAIL) FOR "L" BAR SIZE & SPACING SEE NOTES ABOVE (THIS DETAIL) FOR TYP. WALL REINFORCING T.O. "L" BARS SEE ABOVE FOR WATERSTOP TROWEL FINISH ON TOP OF WALLS 3" T O BO T T O M HO R I Z O N T A L RE I N F O R C I N G AT H E A D W A L L S WSSC AND NPIC HEADWALL EXCAVATION AND SHORING: ALL EXCAVATION PROCEDURES, INCLUDING SHORING REQUIRED FOR PROTECTION OF LIFE AND PROPERTY, ARE THE RESPONSIBILITY OF THE CONTRACTOR. DEWATERING PROCEDURES ARE THE RESPONSIBILITY OF THE CONTRACTOR. WSSC AND NPIC HEADWALLS REINFORCING NOTES: ALL REINFORCING FOR THE BASE SLAB AND WALLS AT THE HEADWALLS SHALL BE EPOXY COATED. SEE NOTES ON SHEET S1. WSSC AND NPIC HEADWALLS BASE SLAB NOTES: THE BASE SLAB FOR THE HEADWALLS SHALL BE PLACED IN ONE MONOLITHIC POUR. THERE SHALL BE NO SPLICES IN THE BASE SLAB REINFORCING. 3" CLEAR SHALL BE PROVIDED BETWEEN THE REINFORCING AND THE BOTTOM OF THE BASE SLAB. 3" CLEAR SHALL BE PROVIDED BETWEEN THE REINFORCING AND THE TOP OF THE BASE SLAB TO ALLOW FOR WATERSTOP PLACEMENT. THE BASE SLAB TOP AND BOTTOM REINFORCING SHALL BE #5 BARS AT 1'-0" o/c, EACH WAY. BASE SLAB TOP AND BOTTOM BARS AT THE HEADWALLS DO NOT REQUIRE HOOKS AT ENDS. WALL REINFORCING AT WSSC AND NPIC HEADWALLS: OUTSIDE FACE BASE SLAB "L" BARS ..................................... #5 "L" BARS AT 1'-0" o/c OUTSIDE FACE VERTICAL BARS ............................................ #5 BARS AT 1'-0" o/c INSIDE FACE BASE SLAB "L" BARS ........................................ #5 "L" BARS AT 1'-0" o/c INSIDE FACE VERTICAL BARS ............................................... #5 BARS AT 1'-0" o/c OUTSIDE FACE HORIZONTAL BARS ....................................... #5 BARS AT 1'-0" o/c STANDARD HOOK AT CORNERS, DO NOT SPLICE INSIDE FACE HORIZONTAL BARS .......................................... #5 BARS AT 1'-0" o/c STANDARD HOOK AT CORNERS, DO NOT SPLICE WSSC AND NPIC HEADWALLS WALL NOTES: THE WALLS SHALL BE PLACED IN ONE MONOLITHIC POUR. EXCEPT WHERE SHOWN OTHERWISE, THE REINFORCING SHALL BE DETAILED TO PROVIDE A TYPICAL CLEARANCE OF 2 1/2" FROM REINFORCING TO FACE OF CONCRETE TO ALLOW FOR TOLERANCE IN BAR PLACEMENT. AT THE WALLS, A STRICT MINIMUM OF 2" CLEAR SHALL BE PROVIDED BETWEEN THE FACE OF CONCRETE AND THE REINFORCING. THE HORIZONTAL WALL REINFORCING SHALL NOT BE SPLICED. THE VERTICAL WALL REINFORCING SHALL NOT BE SPLICED. 3" C L E A R TO B O T T O M RE I N F O R C I N G 3" C L E A R T O TO P R E I N F O R C I N G EX T E N D " L " B A R S 2' - 6 " I N T O W A L L TWO #5 BARS AT 1'-0" o/c 3" CLEAR #5 AT 1'-0" o/c, STANDARD HOOK AT TOP #5 BARS AT 1'-0" o/c, EACH WAY, TOP & BOTTOM 6" FROM INSIDE FACE OF WALL TO CENTER OF WATERSTOP CONSTRUCTION JOINT AND WATERSTOP AT TOP OF BASE SLAB AT ALL WALLS TOP OF BASE SLAB REINFORCING NOT SHOWN 1.DO NOT BEND OR STRAIGHTEN REINFORCEMENT CAST IN CONCRETE WITHOUT PRIOR APPROVAL OF THE STRUCTURAL ENGINEER. WATERSTOP, SEE "WATERSTOP" NOTES ON SHEET S1 1'-0" WALL PRIOR TO PLACEMENT OF THE WALLS, THE TOP OF THE BASE SLAB CONCRETE SHALL BE CLEAN AND FREE OF LAITANCE, AND THE SURFACE OF THE BASE SLAB SHALL BE WETTED AND STANDING WATER REMOVED. 1 TYPICAL SECTION THROUGH WSSC AND NPIC HEADWALLS 1.DO NOT BEND OR STRAIGHTEN REINFORCEMENT CAST IN CONCRETE WITHOUT PRIOR APPROVAL OF THE STRUCTURAL ENGINEER. 2.DO NOT WET-SET ANY BARS, INCLUDING BASE SLAB "L" BARS. SEE DETAIL 4/S1. 2' - 0 " L A Y E R O F I M P O R T E D GR A N U L A R S T R U C T U R A L F I L L PL A C E D A N D C O M P A C T E D I N AC C O R D A N C E W I T H T H E GE O T E C H N I C A L R E C O M M E N D A T I O N S 36 of 37 c Dale F. Jones, PROJECT: SCALE: SHEET U.N.O. #2935 MO N T A V A NO N - P O T P U M P S T A T I O N Fo r t C o l l i n s , C o l o r a d o THIS DRAWING IS INTENDED TO BE PRINTED ON 24" x 36" PAPER DALE F. JONES, STRUCTURAL ENGINEER, Inc. 3250 SEDGWICK CIRCLE LOVELAND, CO 80538 (970) 568-2919 mobile djones@dfjse.com State of Colorado License Professional Engineer #32364 32364 F.ELAD SENOJ ODAROLOC DESNECIL RPROFESIONALENGINEE S Structural Engineer, Inc., 2023 ISSUED AS: DRAWING DATES ** PRELIMINARY ** NOT FOR CONSTRUCTION PRELIMINARY - NOT FOR CONSTRUCTION 9/26/2023 REVISIONS DRAWING DATES ** PRELIMINARY ** NOT FOR CONSTRUCTION 1/4" = 1'-0" NPIC HEADWALL S10 NPIC HEADWALL BASE ELEVATION VIEW 1.TOP OF BASE SLAB AND WALLS SHALL BE LEVEL. 2.ALL REINFORCING FOR BASE SLAB AND WALLS SHALL BE EPOXY COATED. SEE NOTES ON S1. NPIC HEADWALL BASE SLAB PLAN (SCALE: 1 4 " = 1'-0") 1.ALL REINFORCING FOR BASE SLAB AND WALLS SHALL BE EPOXY COATED. SEE NOTES ON S1. (SCALE: 1 4 " = 1'-0") PIPE, SEE OTHER DRAWINGS 1'-0"3'-0"3'-6" 6' - 0 " 1' - 0 " T H I C K W A L L , T Y P . 1'-6"4" 13'-0" BASE SLAB 2' - 0 " 10 ' - 0 " 12 ' - 0 " B A S E S L A B 45 . 0 0 ø DE G R E E S 4' - 0 " 3' - 0 " T.O. FOOTING ELEV. 5110.00' T.O. WALL ELEV. 5116.80' PIPE INVERT 5112.97' 2'- 1 0 1 / 2 " EXIST'G STRUCTURE NEW HEADWALL EX I S T ' G W A L L EX I S T ' G FO O T I N G CONFIGURATION AND ELEVATION OF EXIST'G FOOTING IS UNKNOWN. CONTACT ENGINEER IF ALTERNATE CONNECTION DETAIL IS REQUIRED. EXIST'G STRUCTURE TO REMAIN EXIST'G STRUCTURE EXIST'G STRUCTURE EXIST'G STRUCTURE DEMO THIS PORTION OF EXIST'G STRUCTURE 1' - 0 " W I D E CU T O F F W A L L 1 S9 1 S9 SEE 1/S10 FOR CONDITION AT PIPE PENETRATION 1' - 2 " F O O T I N G 2' - 4 " C U T O F F W A L L SEE 2/S10 FOR CONNECTION OF NEW WALL TO EXIST'G WALL T.O. WALL, SEE ELEVATION VIEW 1'-0" WALL 3" C L E A R TO B O T T O M RE I N F O R C I N G FO R M E D R O U N D O P E N I N G A T P I P E (M A T C H I N S I D E P I P E D I A M E T E R ) PI P E BOTTOM HORIZ. BARS TO BE CONTINUOUS EXTEND ALL HORIZONTAL BARS, INCLUDING ADD'L HORIZONTAL BARS TO CORNERS AND HOOK PER 3/S1 TH R E E # 5 HO R I Z O N T A L B A R S A B O V E PI P E , E A C H F A C E O F W A L L CUT TYP. VERTICAL & HORIZONTAL BARS 2" CLEAR FROM OUTSIDE DIAMETER OF PIPE PRIOR TO PLACING WALL CONCRETE, EXTEND PIPE 6" INTO WALL FORMS AND CAST CONCRETE AROUND PIPE WHEN PLACING WALL CONCRETE, VIBRATE CONCRETE THOROUGHLY #5 CIRCULAR BAR EACH FACE OF WALL. CIRCULAR BARS TO BE INSIDE OF HORIZONTAL & VERTICAL BARS, LAP 2'-0" (SIMILAR TO DETAIL 1/S4) 1 PIPE PENETRATION AT HEADWALLS 1.FOR DETAILS NOT SHOWN OR NOTED, SEE DETAIL 3/S8. ADD'L VERTICAL #6 BARS NOT REQUIRED AT HEADWALLS. 2 1/2" CLEAR 6" E M B E D M E N T EX I S T ' G CO N C R E T E W A L L EXIST'G HEADWALL NEW HEADWALL, TYP. REINFORCING NOT SHOWN #5 BARS AT 1'-0" o/c, EPOXY GROUTED INTO EXIST'G HEADWALL WITH SIMPSON SET-3G EPOXY ADHESIVE STANDARD HOOK 2 CONNECTION OF NEW HEADWALL TO EXISTING HEADWALL 1.CONNECTION TO EXISTING FOOTING IS NOT REQUIRED. 37 of 37 ,t 0 ,4 k A 3ro XN- .J L1 ka�' r �oe� �� 1 , Q z vL i L� C0 ` r L2 j C� L SHEET L " 38 II BRB 4�-55"1 1 � DAP Sy,� 1{1 I 1 SHEET fJ� I SHEET .� 43 -. -OVERALL JTlUl I' SHEET IV 37 - - - -- -- -- - - -- -- - ,DOU �I SHEET SHEET 42 SHEET ONALE " 39 , 46 " � SHEET SHEET 41 45 SHEET Cs, Z Z SHEET. u) a f SHEET; , I� j n=. J " 48 f1 H J Z w 'I N SHEET I 47 +QrrAS ' s+ SHEET Q, /i 50 1 � SHEET � -:- �� T �5���:�,>���'G�' 1�•� (U'�" s 51 = T_�,STs T -, E.k- aril' 1 gliE 941E 1.'1 1� ��•' N t Tn.Ma COM NG flNaNFFRS A eL wid..s wuy 51. z00 r«e car n Ph 97 970.226226 0557 230.0009.00 1'- 200' �I 200 0 200 400 u x DULY 17,2024 ' ` 36 of 216 VICE C. Ns 3-- 3allff 401, 1- /" •/f4 �" 1 FIJNT HILL DR BREI DAP BRB 1 I tt \ oDo9_unuTY v ` LOT 35 LOT 34 ' LOT 33 I I LOT 32 TRACT D I LOT 31 LOT 30 ( ...�i r� a N:✓ ...OTC dA y 1 ♦ SS - / % LOT 36 x \ I I ,x{�� I. ° e�l'��• ,:�� ` ,�1 ` x �,.- ss i. � �, 1 a . ;�/ •/ ^ �\ \ I I I I � I -I L I /avAL Ea -S �w-- 5 -- - -- - - -- --- -----I KEY MAP V — — N.T.S. r -`� I i Y' \S LOT 37 /% a.r 12'sEv4rt- Y_ X \ ALL POTABLE h N_QR! POTABLE WATER MAINS SHALL BE CLASS / e /," e•w�ttx- -a -450;C900 PVC,BURIED WITH 5 TO 6 FEET OF COVER UNLESS \ , -F_f \ i.. / •� .• - — — -_ — — OTHERWISE NOTED AND/OR APPROVED BY THE DISTRICT. Al , -J ,�\ •%l \\ /,i/ _ `—S _ 2. CONTRACTOR SHALL MAINTAIN A MINIMUM OF 10—FEET /` �t.. ALLEY H h HORIZONTAL SEPARATION BETWEEN WATER AND SEWER MAIN LOT 38 ,/� // I [: I l{ r LINES AND SERVICES. LOT 13 I i I 3. WHERE WATERLINE CROSSES A SEWER LINE AND THE VERTICAL i- ,.I SEPARATION IS LESS THAN 18-INCHES,THE CONTRACTOR v e•s q ' /. / y.,�a i \ c \ /, TER THE WATERLINE OVER THE CROSSING SUCH LOT 9 I ' I + ' THAT No PIPE JOINTS ARE WITHIN 10-FEET O THE CROSSING. !� ! YS\ '•� - LOT 10 LOT 11 LOT 12 / \ / -/ + I�. ONE LENGTH OF PIPE. WITH A LAYING LENGTH OF+g-FEET,OR TRACT E .\ / !' '� LOT 8 ` — _ _ _ F GREATER SHALL BE INSTALLED. / - ✓;-/ / 1 1 �!I. 4. ALL EXISTING UTILITY LOCAnON� WN ARE APPROXIMATE AND NEED TO BE VERIFIED 5 Y THE CONTRACTOR PRIOR a /• 333"` 'i ` — — I L 14 vsL CONSTRUCTION. '� ;'\ S :/• // 5'UTMJTY �N NON-POT — — — I 5. NO TREES)SHALL BE LOCATED WITHIN 10-FEET OF DISTRICT O LOT 39 - :i' / ESYT.(TYP) �"71 SERVICE(TYP.) 1 _ I I "� FACILITIES. W `�L — T-' 6. ALL HYDRANT TEES ON THE MAIN LINE SHALL BE SWIVEL TEES Co r-_- / \ .% �� w "-•' T�— -`--.f�-•- t _ N — + UNLESS OTHERWISE NOTFn LOT 7 • ��;{ r — — — -- — 2 7. SANITARY SEWER SE° --SHALL BE 6'PVC UNLESS Z / / /• .\ ^ I Vl OTHERWISE NOTED. •,/ - r /i LDT 40 '// -/ \''�� - t.� t LOT 15 _ W Y 8. SANITAR SEWER MANHOLES SHALL BE 48"DIAMETER UNLESS r� /- I+ a x OTHERWISE NOTED.ALL SANITARY SEWER MANHOLES SHALL BE co- PER STANDARD BOXELDER SANITATION DISTRICT DETAILS. WCL WATER SERVICE(TYp.) 9 ACCORDANCE WITH DISTRICT ALL MANHOLES SHALL BE I REQUIREMENTSR TIGHT AND . TESTED IN 10.CONTRACTOR SHALL INSTALL CLAY CUTOFF WALLS 10' Q _ UPSTREAM OF ALL MANHOLES WHERE GROUNDWATER IS Q ;�;11; LOT 16 ,_l ENCOUNTERED. J LOT <t \ /.•�, / LOT 6 '•'SS z / i --I I • ' 1 11. ALL POTABLE AMR'NIMI�PMIIBlE WATER SERVICES SHALL BE a I 3/4'TYPE-K __" ER ON A SINGLE METER PIT AND I- Q i/- �•� F I '+ — - - TER Fs1r - METER PITS SHALL BE LOCATED WITHIN THE EASEMENT AND PER ON DUAL PITS UNLESS OIHERWSE NOTED. SANITARY / 7 .e•f• / 4 s t� .. _ SERVICE •) LOT 3 _i \ + T, - SHALL NOT BE LOCATED UNDER DRIVEWAYS OR SIDEWALKS. Z ROW - -i _ - j �'c EK 21'SANITARY r• << 1 12.LANDSCAPING WITHIN THE TRAIL EASEMENT SHALL BE PROVIDED 0 I -.1 W pP - _ y/i Y --, - - a- ..•r R • liis LOT I' y IN ACCORDANCE RESPONSIB�TY OFLICABLE CITY THE UNDERLING S AND VALL LANDOWNER. L TRACT A F•• �i- I•} � LANDSCAPING MUST PROVIDE ACCEPTABLE CLEARANCE FROM L - - I 4• I �� J r / r - — I - THE TRAIL SURFACES AS SPECIFIED IN THE TRAIL MASTER LOT 42 BLOCK 11 _ \ - :, FLAN.SPRAY IRRIGATION,IF REQUIRED,SHALL BE DESIGNED _ a AND MAINTAINED TO AVgD OVER SPRAIINC ONTO 7HE TRAIL I- - LOT 4 �� �IRACT B a ? -:t ) r' I 13.THE ClrY IS RESPONSIBLE FOR THE LONGTERM MAINTENANCE OF THE REGIONAL TRAIL WITHIN THE DEVELOPMENT. LOT 1R ''I -I y MAINTENANCE CONSISTS OF SNOWPLOWING OF THE PAVED OCC1 {J y tt _ _ I "+' — ��"S "•'�/ {{/. '� — - _ _ i 3'ADJACENT TO THEFTRAIL SURFACE,REPAIRSNG/REPLACNG2SURFACE DAMAGE i I•< I F r I' OF THE 1RAL,AND ALL OTHER LANDSCAPING MAINTENANCE VA I , 3 � LOT 3 � if `Cr _ _ �.1 YATHIN THE EASEMENT. rr n V � 1\Ly\ �:•� 1 I LOT 43 Se � Z V• '�/ \ ss_oz LOT 2 LOT 19 LOT 1 - �:� a \\ +I. -S _ '��/JA1`���. ' 24•ST L I j I-! / '. �� f 1 rn 1 ` (F1 1M ELECTRIC I - - /--j •, /. �4 { "t I I LOT 20 INSTALL TRACT C `'Q h LINE(TYP.) _: - __-- ,• Ir SERVICE .-IN 3'HOPE- �j� � •� � T^-` n CASING , I� 1 ` L D TOT.M % —. — c CONSUONO ENGINEERS E ` D C/— Suite 200 Fort Calms sw- C ss oz ss oz ss-02 —.-.E�.—r v cao om soszs — _ 11=970.2260557 — ao slows:-. _— 1� `°"'1z3o.0009.00 17]IP FH FOR ' $ FUTURE LINE — - - - ^ _W �, .I N TIMBERLINE Ru "- �` 1'>•30' —-- EXTENSION - -- -� '' Y - --T N• --E E�—� VIE E m _ ___ ` p ♦ wx DULY 17.2024 sM so "-3v 37 of 216 1 fn R O t4 TEMP FH FOR rn w FUTURE LINE w EXTENSION '- R. TEMP FH FOR 'TT- i •. _ .__. FUTURE I'iv.T 3N ° _ 3 --_.. _zy — TEMP FH FOR FUNT HILL DRx I - FUTURE LINE •'YM1EIT - /-EXTENSION ----------------- _ y_FrE EIRS DAP - - - •tit �� _•-•_ _mt- - - -- _ I tooa - - -a rl _ _ I BRB ( ITT i r - TRACT C It • 3 I LOT 6 n'^ " 0009_UTUTY INSTALL SERVICE LINE I LOT 30 C HOPE LOT 29 LOT 28 I I I I CASING i y LOT 1 LOT 9 - _ -_f _' I BLOCK 1 ( I I 'I � I j I � A � � �_ I � J F6� ,•�, I I �` � I � n" �� apS •.a02• W- -S ---I--F-- --- -- _ ,! III! I'{ �r I KEY MAP ��E 5 LOT!>« yoTp N.T.S. -1Z•SEVER' - - _ 3 i - - - --•1. • - r1I :�� ' E _ f I. ALL POTABLE!c NON-POTABLE WATER YAWS SHALL BE CLASS sx.e'wATE1 - u 150,C900 PVC,BURIED 1MTH 5 TO 6 FEET OF COVFR UNLESS ° g I OTHERWISE NOTED AND/OR APPROVED BY THE DISTRICT. -- I------ _--- �I — - - I 2 CONTRACTOR SHALL MAINTAIN A MINIMUM OF 10-FEET - _, I I HORIZONTAL SEPARATION BETWEEN WATER AND SEWER MAIN y I LINES AND SERVICES LOT 27 -- - i f�•..I I -- -- ALLEY P I ACT F LOT 6 fit^ 3. WHERE WA70UNE CROSSES A SEVER LINE AND THE VERTICAL - r I l07 11 - 1 I " SEPARATION IS LESS THAN 18-INglES,THE CONTRACTOR I•rs , SHALL CENTER THE WATERLINE WITHIN OVER THE CROSSING SUCH THAT NO PIPE JOINTSS ARE NITHIN 10-FEET OF THE CROSSING. _ _ ONE LENGTH OF PIPE,WITH A LAYING LENGTH OF 18-FEET,OR _ GREATER SHALL B INSTALLED. -'' - - �:- ALL TY III : APPROXIMATE I LOT 26 I I -, _I LOT 12 T, .'�'�T - - - _- F I 4' AND NEED TGO UBEUVERIFIED BY THE CONTRAS SHOWN ACCTOR PRIOR TO 1 - I CONSTRUCTION. Z M I I tt I -j { J �, .j{I •l.rn '� 5. NO TREE(S)SHALL B LOCATED WITHIN 10-FEET OF DISTRICT O L S'UTILITY_J�,,a. LOT 5 FACILITIES ESMM (TYP) - III 'I� I K 6. ALL HYDRANT TEES ON THE MAIN t'Nl SHALL BE SNIVEL TEES (n UNLESS OTHERWISE NOTED. 7. N r I i LOT 13 I .1 L i- - - - - - u SANITARY SEWER SERVICES SHAD ]E 6'PVC UN'�-" > ELECTRIC Z —iy LOT 25 1 6. SANITARY OTHBESEVER MI••'u LINE(IMP.)�. ETER UNLESS SANITARYItl - -- = OTHERWISE NOT'-' a/1N AI'`.•F• .R MANH BE 48' OLES SHALL B m W SERVICE(11P.)- I I' �� I °.li�' " crWHOIES SHALL AER IR TIGHTrMIDAIiON SV�ACUUCT M DETAILS. IN ( ) '.I I I 'a ACCORDANCE VITH DISTRICT REQUIREMENTS. (n � r I NON-POT t. r�I_j-I WATER SERVICE IMP. II i II SERVICE TYp- I j I ( )- -1�, ,� LOT 4 10.CONTRACTOR SHALL INSTALL CLAY CUTOFF WALLS 10' Q UPSTREAM OF ALL MANHOLES WHERE GROUNDWATER IS I II• I LOT 24 i' I LOT 14 I yo I -I FUTURE ROADWAY ENCOUNTERED. ; a o SHOWN FOR 11. ALL POTABLE AND NON-POTABLE WATER SERVICES SHALL BE BLOCK°"Z- l _ - - - - -I I �.' I' - -' - - - — r� a I REFERENCE ONLY \ 3/4'TYPE-K COPPER ON A SINGLE METER PIT AND 1" Q '1 - - TYPE-9 COPPER ON DUAL PITS UNLESS OTHERWISE NOTED. j - - - - .� I - - - - - p`� -- METER PITS SHALL B LOCATED WITHIN THE EASEMENT AND 1 SHALL NOT BE LOCATED UNDER DRIVEWAYS OR SICZALKS. Z j i I LOT 23 I LOT 15 12.LANDSCAPING WITHIN THE TRAIL EASEMENT SHALL BE PROVIDED Q IN ACCORDANCE WITH ALL APPLICABLE CITY CODES AND WILL SIBILITY OF THE UNDERLYING LANDOWNER WA ESYT LOT 3 -- LANDSCAPING MMUSREMAIN THE OTNPROVIDE ACCEPTABLE CLEARANCE FROM. THE TRAIL SURFACES AS SPECIFIED IN THE TRAIL MASTER PLAN.SPRAY IRRIGATION, IF REQUIRED,SHALL BE DESIGNED 3 -•III ALLEY 0 � AND MAINTAINED TO AVOID OVER SPRAYING ONTO THE TRAIL 13.THE CITY IS RESPONSIBLE FOR THE LONGTERM MAINTENANCE LOT 22 F �. LOT 16 I � - - - - - - I OF THE REGIONAL TRAIL WITHIN THE DEVELOPMENL MAINTENANCE CONSISTS OF SNOWPLOWING OF THE PAVED SURFACE,OCCASIONAL SEASONAL MOWING 23'ADJACENT TO THE TRAIL SURFACE,REPAIRING/REPLACING SURFACE DAMAGE I Si' I LOT 2 OF THE TRAIL,AND ALL OTHER LANDSCAPING MAINTENANCE NOW - - - I I1. I :is I WITHIN THE EASEMENT. II i .WL-15 LOT 17 5'WATER I TRACT C " I — INSTALL —— LO T 21— ---I ¢ I LOT 1 I II I SERVICE LINE I:. ,I I LOT 18 I I _ I IN 3'HOPE- CASING- TRACT NN INC """77 O - - - -• .S ,/ CONAIL7MJLIW G ENGINRS --L-. ->`.��-_.E�..Y�.--E_ E /' - - E��. - � °~'•• ..�_ u., j I � /, �+e Wnder:woy so on to 2W v Car..,s H1 CdxaOo 80525 Sr-02 N TIMBERLINE RD `r'4"1'I I 1230 GODS 00 2s - L 1W STORY Gg Ii -� / y •'/� 1' L=-L - - �1 I 1 °4h JULY 11, 2024 ------------ SEE SHM 40 ' ''°' f,,t 38 of 216 N LOTS : C S, — - - I LOT 43 , ^P •� `� I f I �' .I - ,{ �:- z — — — — - `'\� ♦1 LOT LOT 2 sr s }} I 2Y LOT 44 I H LOT 1 __- -_-_ LOT 20 �- --- __ C yyrr �a TRACT C s o ------ _ ELE TRIG 'n+x 1 `'�+i'. t — LINE(TYP.) - - •. -------�-- --- - - SERVICE U _ fi � T w -I. - $ u - - .. i t ❑- s-=- CASING- i 0 a C(J SS-02 _ 'N" Ss-02 .y E 68 STORM $ a2 S CR1I SS-02 — - -__-- - J6 STORM 30 S RM TRAP FH FOR �� -'.�'tl• N _ _ - - - '" _ 24 s7aRM - -___-i__ -. --.- N TIM13ERUNE RD FUTURE LINE jul, Y _ E=— o _._�—. _ a >ij MM ¢ F� F e�='E - - - EXTENSION w _ - BRB y DAP [7v -- -_ -ELECTRIC _ _ P !� I - - -� - y / �-- I I INSTALL LINE(TIP.) .I LOT 1 J H+! TRACT L SERVICE LINE - 'arN�0009_UnL1TY . I 'I I CASING HOPE LOT 30 I ^ I TRACT P.` I I. WA FwT i� ---5 _ — — — I ( '^a T 24 ; S LOT 32 LOT 31 -- -- :I ?• f1►��,,�.1 I BLOCK 81 IN LOT 29 .+ .1, ''�t� LOT 25 L.7 2 �iEY MAP ronia �: ,f 1 N.T.S. - .-z�- LOT 26 ei �•� WATER SERVICE(TYP.) - a.SEwEB x _ -I,'' LOT 28 ,!�, r y ?�'1 � � :' I 1. ALL POTABLE h NON-POTABL.F WL-1a ALLEY G + I ,O16 MAINS SHALL BE 1K r 17 _ 3.; � ` r �i� � � 150,0900 PVC,BURIED YA11i 5 TO 6 FEET OF COVER UNIESa e'wATCR Y I- Il / _ - / �f '.yt OTHERWISE NOTED AND/OR APi- 'D BY THE DISTRICT. - i A_ 2. CONTRACTOR SHALL M LOT 3 {�- -- - - � y _ n MINIMUM OF 10-FEET VH. r L LOT 27 - HORIZONTAL SFo BETWEEN WATER AND SETAQH MAIN >: / 21 � � •. 4 1 LINES NC x.eiNCES SANITARY I / / / !„/• I- - 3. WHERE WATERLINE CROSSES A SENER LINE AND THE VERTICAL o - SERVICE(TYP.)- I _ LO7 27 __ f �+ ! i km SE&, ilON IS LESS THAN 18-INCHES,THE CONTRACTOR r` _ ALL CENTER THE WATERLINE OVER THE CROS9N0",NCH q - _ ''� ' /./ o• - ; - THAT NO PIPE JOINTS ARE WITHIN 10-FEET OF InE CROSSING. 0 - TRACT H / EK 21'SANITARY SEWER '_J,r" ri_ M1 - 1 28 �` �� r ONE LENGTH OF PIPE,KITH A LAYING LENGTH OF 10--FEET. OR ,�` ��-y GREATER SHALL BE INSTALLED. _7 - i OXIMATE A. ' lr --7— 4 AND NEEDALL TOUTILITY VERIFIEDLOCATIONS BTHECON7RACTOR PRIOR TO LOT 26 -� '/ TRACT M 191r -- _ CONSTRUCTION. Z LOT 4 3 e _ NON-POT 4�`�R / - 5. NO/ I' TREE(S)SHALL PF'..;,ATED WITHIN 10-FEET OF DISTRICT O WA L91T 'rr -,SERVICE(TIP.) l' r tl LOT 2`B`` /.. FACILITIES. 6. ALL HYDRANT TEES ON THE MAIN LINE SHALL BE SWIVEL TEES co lW4 5'UTILITY 1 _ - -., _ _ ' UNLESS OTHERWISE NOTED. ESMT.(TYP) /%i. � 7. SANITARY SEWER SERVICES SHALL BE 6'PVC UNLESS Z LOT 25 h Jt. /') _ _ -_ - OTHERWISE NOTED. Q /•f( ALLEY J Wµ� 8. SANITARY SEWER MANHOLES SHALL BE 48'DIAME:TER UNLESS Q � J I LOT 5 f f ` pj OTHERWISE NOTED.ALL SANITARY SEWER MANHOLES SHALL BE m a LOT 30 .�.- PER STNDND BOXELDER SANITATION DISTRICT DETAILS. w w _ 5T 7c 9. ALL MANHOLES SHALL BE AIR TIGHT AND VACUUM TESTED IN Co- e'-sTnRM ti, 5'UTILITY-,� _ - LOT 24 -,�/ I %1 r 1. — _____ - __ ACCORDANCE WITH DISTRICT REQUIREMENTS v, _ -� / ,r, / - 10.CONTRACTOR SHALL INSTALL CLAY CUTOFF WALLS 10' •w- _ t- 1 - _ ESMT. q�Y J - S UPSTREAM OF ALL MANHOLES WHERE GROUNDWATER IS Q I ENCOUNTERED. ' a J �- TRACT I .' -/�' 3- \i / " _ '� - 11. ALL POTABI,, '�' NON-POTABLE WATER SERVICES SHALL BE I /• / /' Ar f• _ LOT 31 / I -�r ' ! 3/4'Tr_-K COPPER ON A SINGLE METER PIT AND 1' Q -LOT 23 / / 2 / '/ ! LOT 12 .. I TYP COPPER COPPER ON DUAL PITS UNLESS OTHERWISE NOTED. € ,/ ELECTRIC` / 2 - to 4 I•'I LOT 13 L M�.ER PITS SHALL BE LOCATED WITHIN THE EASEMENT AND Z L I c 'L TRACT K LINE(TTP.) - / /. /" 1 .HALL NOT BE LOCATED UNDER DRIVEWAYS OR SIDEWALKS. '�. ti%. ;�. ^•/ I I- _LANDSCAPING WITHIN THE TRAIL EASEMENT SHALL BE PROVIDED O LOT 6 + - M 11' \,, /�, - LOT 32 IN ACCORDANCE WITH ALL APPLICABLE CITY CODES AND WILL CC REMAIN THE RESPONSIBILITY OF THE UNDERLYING LANDOWER. G :7 �,''I � � _ I LANDSCAPING MUST PROVIDE ACCEPTABLE CLEARANCE FROM 7 LOT 11 4 I - - L THE TRAIL SURFACES AS SPECIFIED IN THE TRAIL MASTER LOT 22�-�•ti / - A f l "1 -_ / PLAN. SPRAY IRRIGATION,IF REQUIRED,SHALL BE DESIGNED I, ;�-- — — 1' '� / ;.'/ I/ r LOT 33 / 13.THE CITY IS RESPAND MAINTAINED gH9BLLEEDF OVER E RAYING LONGTERMHTO THE TRAIL MAINTEN MAINTENANCE I_j �y— — 1 Y 1`/ i%�y! -`�� ( -�. yy ^:S r; /-1 \,\ r/' / LOT 10 T ` J OF THE REGIONAL TRAIL WITHIN THE DEVELOPMENT. MAINTENANCE CONSISTS OF SNOWPLOVANGG OF THE PAVED L0T 21 `Z/-f _` TRACT O r) _ - / SURFACE.OCCASIONAL SEASONAL MOWING 23'ADJACENT TO THE TRAIL SURFACE,REPAIRING/REPLACING SURFACE DAMAGE t,:l�� H. -"'f LOT 7•' I F•:-- 1 / f y a. - 4 / i 4� R. OF THE TRAIL.AND ALL OTHER LANDSCAPING MAINTENANCE I LOT 34 T `y LOT 9 L ``G WITHIN THE EASEMENT. LOT 20 ,18 `..-+•� V ITS 10T 35 *ow LOT 8 I LOT 8 MDT 36 � - _ / z 1 I 1 r LOT 18 1,/ 1 LOT 7 t- 'o 'l� 773T. -BUM 4 OT 37 /7 LOT 8 !J ? '` CONSULTING DOGHM s S.R.200 Fart Leifn 25 2 M57 L LOT 9 y SERVICE U LOT 17 ! //' IN 3'FHDPE _ _ •� LOT 5 r c \ I r 1230.00D9.00 CASING 7_/:! I •-C _ \ I'/ ,I 3 '" �' LOT 38 /_ '�..'I ���"r�� 1. 30' - /l f't _` 11 1 e.a JULY 17, 2024 - l / l0T 16 �, // LOT 4 - fl ',l 50 60 ao O s�sir 4, _ 1•_30. fie. 39 of 216 SEE SHEET 38 N T LOT I -----►�_. _ I ,. I I I _I , I .11 I W LOT 17 - s WA101_ fle TRACT C - --- -----� .I I - - - - - - •I 1 Z I w s g. gg III t INSTALL CE LINE LOT 21 L I ; F.;i I LOT 18 LOT 1 I 1.. - '� 3"HDPE-- -__-----__ __ i CASING- - - _ _ - - I I '; I - - __ _ I 1 �• TRACT NN - 1 v •, - -F •� -- 2s slow __ _ -�Z N TIMBERLINE RD - ,9'S'ORN $ W - -_ 1 I� I I lw•,m - _-- - • _-- r�.�-^? I I BRB DAP I BRB TRACT 0---- ---- --1 I I - ----- -- - - - — — - ! 0009_unutt LOT 23 t. '{I •, LOT I -' f 1 -_-- -__�-• TJ; 1 LOT 6 1y LOT 22 y WAFT BLOgC4- KEY MAP ���p f--�, LOT 21 1•. _ .I 1 N.T.S. LOT 9 _I I - 51• I1I - - -- - 1 I LOT 5 r, NOTES - ELECTRIC _ - r.. •I.I I y I -� �� -POT^b-&NON-POTABLE WATER MAINS SHAt, -I•-�I - - - - 'I I C,! 150,C900 PVC,BURIED WITH 5 TO 6 FEET(r g \" LOT 20 LINE(T1P.) _ I W' 1 f I - R �1 LOT 10 �K 6 .I - __ _ - _ J `f��/ ,t\` q DISTRICT. UNLESS J+► '�• OTHERWISE NOTED AND/OR APPROVED o� �gg�ICT. r,( _ - - - 1, - -- ¢ HORIZONTAL SEP 4►►CONTRACTOR SHAL]_TION TBETNs^� '"JM OF 10-FEET 1 HORIZONTAL LINE h _ SE WATER AND SEWER MAIN I L - - _ - - - - li I • �'^ j 3. WHERE WA._ .K.CROSSES A SEWER LINE AND THE VERTICAL y LOT 79 I -L I I - p`T SEPARATION IS LESS THAN 18-INCHES,THE CONTRACTOR ' I 1 LOT 11 y LOT 4 J '� SHALL CENTER THE WATERLINE OVER THE CROSSING SUCH THAT NO PIPE JOINTS ARE WITHIN 10-FEET OF THE CROSSING. !rt __ - - _ I ONE LE14GTH OF PIPE.WITH A LAYING LENGTH OF 18-FEET,OR + 1. ,�.. GREATER SHALL BE INSTALLED. cn• 1 NON-POT I _ - - - - - - '� .1 - - - - - '7'. `� 4. ALL EXISTING UTILITY LOCATIONS SHOWN ARE APPn - ME 1 _ AND NEED TO BE VERIFIED BY THE CONTRACTOR PRIOR TO 1 SERVICE(TYP.) LOT 12 1 11 - _ _ _ _ �. FUTURE ROFDWAY CONSTRUCTION. Z - - - -LOT 18- _ J 1- 1 JIII SHOWN FOR- e 5. NO TREE(S)SHALL BE LOCATED WITHIN 10-FEET OF DISTRICT O i_ --( - - - - _ - ¢ -t L r•IR CT$�� I .I�+1�. REFERENCE ONLY - r FACILITIES. > - -7 : : - - - 'I I 6. ALL HYDRANT TEES ON THE MAIN LINE SHALL BE SWIVEL TEES '1 LOT 13 _ t UN r�� I LOT 17 _ LOT 3 _ 7 UNLESS OTHERWISE NOTED. J •i 8'U11LITY I I •I. I . SANITARY SEWER SERVICES SHALL BE 6"PVC UNLESS � Z - - ESMT.(TYP)- 1 "1 1 OTHERWISE NOTED. SHALL BE 48'DIAMETER UNLESS EY J. 9. SANOTHIERWISE NOTED.ALLTARY SEVER S,WRARRRY SEWER MANHOLES SHALL BE coa � �� PER STANDARD BOXELDER SANITATION DISTRICT DETAILS. LJ,J ' - - LOT 14 vr♦--I� } - _ - - - u 9. ALL MANHOLES SHALL BE AIR TIGHT AND VACUUM TESTED IN D •' 1'; I _ ACCORDANCE WITH DISTRICT REQUIREMENTS -WATER SERVICE(TYP.). n,l I -='rI .' 10.CONTRACTOR SHALL INSTALL CLAY CUTOFF WALLS 10' Q ! I-S-' S _ -- !1 _ _ _ _ _ �. LOT 2 t �F'?`� {. EPSTREA OF ALL MANHOLES WHERE GROUNDWATER IS Q = J J JJ WI LOT 15 I,II I 11. ALL POTABLE AND NON-POTABLE WATER SERVICES SHALL BE 3/4'TYPE-K COPPER ON A SINGLE METER PIT AND 1' I ¢ SANITARY rA s!=+ Y3- . TYPE-K COPPER ON DUAL PITS UNLESS OTHERWISE NOTED. z I .I- - SERVICE(TYP.) - - - - $ ;Y I y� METER PITS SHALL BE LOCATED WITHIN THE EASEMENT AND LOT 13 LOT 14 LOT 15 LOT 16 �v v SHALL NOT BE LOCATED UNDER DRIVEWAYS OR SIDEWALKS. Z 4� - 7 m • 12.LANDSCAPING W17HIN THE TRAIL EASEMENT SHALL BE PROVIDED 0 ;I LOT 16 1I �' - 1 IN ACCORDANCE WITH ALL APPLICABLE CITY CODES AND WILL S I•.� _ 1 REMAIN THE RESPONSIBILITY OF THE UNDERLYING LANDOWNER. C - I .I wI :� - - - - - - - lip II _. - - 1 LANDSCAPING MUST PROVIDE ACCEPTABLE CLEARANCE FROM �R ,- - 1 I - - 1 THE TRAIL SURFACES AS JrEuWiED IN THE TRAIL MASTER I.I III _ •i•' f _ - - - _ - 'I'' I LOT 1 _ - 1 PLAN.SPRAY IRRIGATION,IF REQUIRED,SHALL BE DESIGNED I I t AND MAINTAINED TO AVOID OVER SPRAYING ONTO THE TRAIL - LOT 17 I I �i J _ 13.THE CITY RESPONSIBLE FOR THE LONGTERM MAINTENANCE OF Ob.,TV REGIONAL CONS O RAIL WITHIN THE DEVELOPMENT. PA VED -�' -`-__ ��r�-•.� - 1 1 SURFACE.OCCASIONAL SEASONAL MOWING 23'ADJACENT TO :'A ✓' _ I _ 77 THE TRAIL SURFACE.REPAIRING/IREPLACING SURFACE DAMAGE / t • I 3 = OF THE TRAIL,AND ALL OTHER LANDSCAPING MAINTENANCE ->C wL-21 _ WITHIN THE EASEMENT. g _� -v" tl t Pm I 1�STORY •"WATER �F•t WI'( _ 1'• l mr LOT 9 I •' - �'":L•_— LOT 6 - tl / s .I LOT 10 �I _: �'tl J LOT 5 It l 1t LIT 8 I LOT 7 1` INSTALL •'" Lt s # 1 ,/ CONSULIWIG ETIGNELRS /^t /, 748 WAdas Way SERVICE LINE - '�,• 1 1 a c t ait,zoo Fort Can s 1 •p ,+ 1 IN 3'HOPE 1 t W rnen�epsio.ii6 ossl LOT 11 I 1 'r.L., i �• ACT T "-CASING �1 1W 1 T "L ,nt r'. LOT 4 1 \ 1230.0009.00 -- LOT 12 _ _ _ _ •,m `' 1 1 So O SO fKl wx JULY 17.2024 I 1t LOT 3 1 ,1 s•er SEE SHr 42 40 of 216 LOT 7 N -7 �_ _ / •�'! y '" / i. / r,! �- v wf•i y //;, LO7 34 _ ' _ _ LOT 9 — .. L ! t LOT 20 TRACT N - _ y i I I SS-aA ` LOT 19 eA1►• ` LOT 8 .h • /.. I LOT 8 - LOT -•L TIM W. 36 l LOT 7 LOT 18` - _`•! % '� 40T 37 + LOT 6 - I 0T 9 Alt. !J11. 'l/ ,�. p � l/ - L i /.. LOT 17 r ..M / '�,. HDPE LOT 5 SE 1 rrrr}}fi•• CASING 1 fII• U - _. /, �: / LOT 38 'r ,1 — LOT 16 BRB L / LOT 4 -`''� _ (( 7f •� r r DAP ST- yy i TRAC R. / ) ! m9.9 55-03 -ALLEY F /° _ 1; (' �I ,��I II [ • r BRB - - -•'' '. /': .I s A' OOD9_UTtuTY c r NOW � I I --5 - LOT 3 I Jr - BLOCK S LOT 14 yy Z I -�J I > � I ►( LOT 10 LOT 11 LOT 12 LOT 13 \ TRAC�, ( = LOT 39 LOT 40! I LOT 2 = E1 • •` _ S .•• t} a-7 LOT 41 LOT 42 /.:• 1 I •III:' .I - •I"`' a MNALEd 1R () 4 yy LOT t �.. _ KEY MAP N.T.S. I` 3 3- 3/_--t•- - -' _= r_ r�_ t• 3 I�'�''I ./ {- r=�.. •I_ II. - Ii__. Iw-•1 --f � ---+• 1. ALL POTABLE kNON-POTABLE WATER MAINS SHALL BE d.A55 12'SEWER �' ��-- -- - - —j,• 3 3 150.CM PVC,BURIED WITH 5 TO 6 FEET OF COVER UNLESS '9 v F 47y u • �M•I,vi. j - OTHERWISE NOTED AND/OR APPROVED BY THE DISTRICT. - -- 2. CONTRACTOR SHALL MAINTAIN A MINIMUM OF 1G-FEET -� - tY gYIEW S 02 HORIZONTAL SEPARATION BETWEEN WATER AND SEWER MAIN ' /� 3. WHERE WATERLINE CROSSES A SEWER LINE AND THE VERTICAL •w _j _ .. LINES AND SERVICES. - . 'E -— SEPARATION IS LESS THAN 18-INCH THE CONTRACTOR 'e - ES, --y ' _..-� _ _ � •'v -�•T-�� -1 I..----... � S �/I_JL '• � � I SHALL CENTER THE WATERLINE OVER THE CROSSING SUCH • � — — - y i - - L t- _J� THAT NO PIPE JOINTS ARE WITHIN 10-FEET OF THE CROSSING. _ -" \�• ONE LENGTH OF PIPE.I17H A LAYING LENGTH OF 18-FEET.OR a� •. T GREATER SHALL BE INSTALLED. - /���EX.21'SANITARY SEWER - 4. ALL EXISTING UTILITY LOCATIONS SHOWN ARE APPROXIMATE j- �i ,' •"G-T �---=r - I— - a'. — AND NEED TO BE VERIFIED BY THE CONTRACTOR PRIOR TO 1 _TRACT — C Z — CONS7R Z ACT � — _ UCTION.Y —. _1 C — —�_ I a'1Jla� a6,la _ 8i7— T- _ / 5• ACILIT FACILITIES. SHALL BE LOCATED WITHIN 10-FEET of DlstltlCT O d� 6. ALL UNLESS OTHERWISE ON THEMAIN LINE SHALL BE SWIVEL TEES (n it •/, I I I I I LOT 27 7. SANITARY SEWER SERVICES SHALL BE 6'PVC UNLESS Z 'LOT 15 LOT 14 LOT 12 LOT 10 I I I LOT 28 OTHERWSE NOTED. I LOT 9 LOT 8 LOT 7. I LOT 6 LOT 5 LOT 4 LOT 3 LOT 2 I •I W 8. SANITARY SEWQt MANHOLES SHALL BE 48"DIAMETER UNLESS % I I LOT 11. j i LOT 1 0 OTHERWISE NOTED.ALL SANITARY SEWER MANHOLES SHALL BE m o - I % I LOT 13 UTILITY I PER STANDARD BOXELDER SANITATION DISTRICT DETAILS. W a s yy ESMT.(TYP) I ' 'I 1 9. ALL MANHOLES SHALL BE AIR TIGHT AND VACUUM TESTED IN co i I ; LOT 16 - S s _ _ _ S __ S g I R w--�I 10.ACONTRACTOR SHALLCCORDANCE WITH INSTALL STRICT REQUIREMENTS. YRCUTOFF WALLS 10• Q /'� -S_ _ S- � �- I UPSTREAM OF ALL MANHOLES WHERE GROUNDWATER IS Q = J WATER SERVICE(TYP.) I y -- �-� - - _ _ - _ - - -- ENCOUNTERED. > a _ `I �' i; •/ .. - 'a's>=WEB - - - - - - _ — 11. ALL POTABLE AND NON-POTABLE WATER SERVICES SHALL BE LOT 17 /• </• .. - A Y E _ 3 4'TYPE-K COPPER ON A SINGLE METER PIT AND 1' Q / // -- - {t••" - TYPE-K COPPER ON DUAL PITS UNLESS OTHERWISE NOTED. z TRACT W' METER PITS SHALL BE LOCATED WITHIN THE EASEMENT AND Z r�L07 18 •/ _ — - - - - - - - -- - - - - �✓ 2�•-SSHALL NOT S- — _ 12.LANDSCAPNGEWITHINTHEUTRIL EASEMENT OR SHALL BE PROVIDED O SANITARY /• ,y� : s S s r� - `� - IN ACCORDANCE WITH ALL APPLICABLE CITY CODES AND WILL c '':�oY / I I — j REMAIN THE RESPONSIBIUTY OF THE UNDERLYING LANDOWNER. G J SERVICE(71P.) BLOCK T I LANDSCAPING MUST PROVIDE ACCEPTABLE CLEARANCE FROM THE TRAIL SURFACES AS SPECIFIED IN THE TRAIL MASTER LOT 19 .�/ I LOT 20 LOT 21 LOT 22 'LOT 23 LOT 24 LOT 25 'LOT 26 LOT 27 LOT 28 1 i.: I PUN.SPRAY IRRIGATION,IF REQUIRED,SHALL BE DESIGNED AND MAINTAINED TO AVOID OVER SPRAYING ONTO THE TRAIL B LOT 29 LOT 30 13.THE CITY IS RESPONSIBLE FOR THE LONGTERM MAINTENANCE END OF 12' yy�-- •;�� (BLOCK T — '// /// I SERVICE I I ;t_ - OF TTiE REGIONAL TRAIL OF THE H oDEVELOPMENT. VIA RUNE — / �: I — L OF THE PAVED ' r—--'— I _ f ,.• �" SURFACE, SURFACE, P SEASONAL/ MOWING 23'ADJACENT TO THE TRAIL SURFACE,REPAIRING/REPLACING SURFACE DAMAGE I': µ '' "`-�--`^-� ..—_! —_�: ^�' I •I , OF THE TRAIL AND ALL OTHER LANDSCAPING MAINTENANCE I- - /' '° •� 1• • '- • ._ .i—• -_ - .- - :y�"l .__ _ WITHIN THE EASEMENT. _ T I t IT I yyy I it �, ELECTRIC } •I 3 j?Y..,w,��,, .:. 1 UNE(TYP.) u ^'� `3•'• `;a'Y1 .ti. I TRACT BB 5 3n I I �y- L•.{IN • ,I I Rai. x R a •_.—_ _ - _ _ _ 55-3n �FY' p I 11 4 d•-`K'- f2 1 ' — - 24 •^ •'�s Y •'rye.-.A 1 � 4T_I -l—� ___;T—y�_�—_ —_— _. _._ I� 4S�� �'.I I g •I I .4t ax 3`� •'r — — cl — i I om CONSMIMENGINE eS 1 I PnCw000& 5,: 7b Ywdss Na Cl f QYq ^W I I-'I �a;YY ... �•-e ^' I -i I Cdn97 226 0 p 1 �y I—3 f P6erle'9]p.2w6 05'7 •�'r i .ny �� LOT 37 LOT 36 L07 35 LOT 34 I �I' / + :�• �'^k'as I I LOT 33 LOT 32 LOT 31 LOT}0 m•n LOT 29 -! 1 , LOT 59 LOT 58 L 1230.0009.00 � ai 5�'•^ ; e. .� / TEMPORARY •`a `}k 1v I I WATER SERVICE(TYP.) y EX. 21"SANITARY SEWER TURNARWND t`� ��q __- _ . __ L j TRACT AA > __ — — — - I--- s -- �'I I JULY 17,2024 Y C J SEE SHEr,+ 41 of 216 M I 18'STORM 6'WAIM ►4 ' 11 /r._; LOT 6 1tt WIW o j�'.��'. - ,//'�✓ /-' II LOT 9 r ' LOT 10 m I I I LOT 5 fl •Wt o ,, -I I LOT 8 I LOT 7 •• \•,1 INSTALLIN • X°` £ # Blogc e q: i jx p 2 j .• `Y/� - LCT 11 yr 0 -yN}N}� I I TRACT T yt—CASING LOT .<.Ii S- ^Ki LOT 12 ..'•n : � .. I� I -55-02 \, ; t 1 BRB \ R LOT 3 1 v 1 DAP LOT 13 I.I. - 1� 1 � .1•" 1 xso•n BRB _ • , 1 TRACT UI ,�- _ I I I I 11IJ \• = t Im `� - _ 0009-UTILITY LOT 2 LOT 14 rn \ ,Gt 2 _ to U w v m _ LOT 15 LOT 17 LOT 18I LOT 19 li - _ ',• - ; -_f ' :�t1G1g1t" 3 F I �^ U- LOT 1 C- I l � I fi ��—': I � (V \ rJ •'� '��....i'.r_. .. - - - a J• ...E G t-'..•• - L0T16 TRACT IwA \ -£ '1 --" - KEY MAP M Y - ' - - ELECTRIC •"'_ -_ - N.T.S. — - — L LINE(TYP.) - — - — — �q I - - ="i_ - - -ij t�- - NOTES 1. ALL POTABLE&NON-POTABLE WATER MAINS SHALL BE CLASS �-!__r 150,C900 PVC,BURIED WITH 5 TO 6 FEET OF COVER UNLESS i• �i' -- �I, _�. \' • .�> -_ _,i .! - OTHERWISE NOTED AND/OR APPROVED BY THE DISTRICT. �I 2 CONTRACTOR SHALL MAINTAIN A MINIMUM OF 10-FEET ���V 1 -- LONGWOOD DR I �— -l��-r ,'...W•�WW _- ���..__'= ; HRISZONTAL AND SERVICES.ON BETWEEN WATER AND SEWER MAIN 5T ,• I I{I ' - 1.�� 3. WHERE WATERLINE CROSSES A SEWER LINE AND THE VERTICAL SEPARATION IS LESS THAN 18-INCHES,THE CONTRACTOR SHALL CENTER THE WATERLINE OVER THE CROSSING SUCH QT _- __ I•__-_ —E � E.-- - ��� c._�--C�_�� _'- L0T 14 �' �.. "'. N ONE LENGTHOF PIPE,WITH rA UNNC LENGTH OF E8-FFFT,NOR GREATER SHALL BE INSTALLED. d - i 4. ALL EXISTING UTILITY LOCATIONS SHOWN ARE APPROXIMATE I- dl r `r t 1 :77 ;�; f, AND NEED TO BE VEWtED BY THE CONTRACTOR PRIOR TO CONSTRUCTION. Z 5. NO TREE(S)SHALL BE LOCATED WITHIN 10-FEE OF DISTRICT p FACIuTES. LOT 73 = ,� t 6. ALL HYDRANT TEES ON THE MAIN LINE SHALL BE SWIVEL TEES 0 I m UNLESS OTHERWISE NOTED. -. v LOT 28 i LOT 1S t 7. SANITARY SEWER SERVICES SHALL 8E 6'PVC UNLESS Z L07 27 LOT 26 LOT 2:TRACT FF.OT 24 LOT 23 LOT 22� LOT 211 I Y t 1t 1�, _ ~` OTHERWISE NOTED. - Q ILOT 201 ILOT 19I ILOT 18I ILOT 171 , tll. Sd t` '' NON-POT & SANITARY SEWER MANHOLES SHALL BE 48'DIAMETER UNLESS BL=8 I I I ( I LOT tfi .y 11 tl , . . 7I LOT 2 (TYP) , ' OTHERWISE NOTED. ALL SANITARY SEWER MANHOLES SHALL BE J WATER 5'UTILITY 7 PER STANDARD BOXEIDER SANITATION DISTRICT DETAILS. m W CL SANITARY SERVICE I ESMT.(TYP) t I - ._tt.11 t _ r 1 S. ALL MANHOLES SHALL BE AIR TIGHT AND VACUUM TESTED IN -' SERVICE(TYP,) (TYP.) 1 It 1 _ - ACCORDANCE WITH DISTRICT REQUIREMENTS (n S- S- - - W S = _ = 10.CONTRACTOR SHALL INSTALL CLAY CUTOFF WALLS 10' Q _ -- _ S_W W- __ _ ��� - 1-, _ - 1, !'\ UPSTREAM OF ALL MANHOLES WHERE GROUNDWATER IS Q 71 _I_ J �- -1 `'T55' BLOCK B ENCOUNTERED.i\� 11. ALL POTABLE AND NON-POTABLE WATER SERVICES SHALL BE a' • tY --- it __ - •-�n TYPE-KPOOPPER ON DUAL PITINGLE METER PIS UNLESS DNOTED. FUTURE ROADWAY ONLY AY Z 21 .. _ _ - a't•, '�.� ."_ ' SHOWN F DR` METER PITS SHALL BE LOCATED WITHIN THE EASEMENT AND A _ 1- REFERENCE ` SHALL NOT BE LOCATED UNDER DRIVEWAYS OR SIDEWALKS. 12.LANDSCAPING WITHIN THE TRAIL EASEMENT SHALL BE PROVIDED Q S S - _ W 1 1 t LOT 10 \ m IN ACCORDANCE WITH ALL APPLICABLE CITY CODES AND WILL C l� 1 l t\ 1 -? REMAIN THE RESPONSIBILITY OF THE UNDERLYING LANDOWNER. L 5'UTILITY LANDSCAPING MUST PROVIDE ACCEPTABLE CLEARANCE FROM l 1•' - 't 1 -� THE TRAIL SURFACES AS SPECIFIED IN THE TRAIL MASTER _. ESMT.(TYP) I I I i I .1 ` .1 _ - PLAN.SPRAY IRRIGATION,IF REQUIRED,SHALL BE DESIGNED I LOT 29 LOT 30 LOT 31 LOT}y LOT 33 LOT 34 LOT 35 LOT 36I I I I I I 1 \ 1 1 Y _ r m AND MAINTAINED TO AVOID OVER SPRAYING ONTO THE TRAIL I I •1 , LOT W tt •1''., L0T 9 1 ' 13.THE CITY IS RESPONSIBLE FOR TI$LONGTERM MAINTENANCE LOT 371 I I LOT 42 1 t' 1 OF THE REGIONAL TRAIL WITHIN THE DEVELOPMENT. I IIOT 38 'LOT 39- ..LOT 40 NCE CONSISTS OF SNOWPLOWING OF THE PAVED LOT 47 t 't \I 1 t�� t _ - SURFACEMAINTENR OCCASIONAL SEASONAL MOWING 23' ADJACENT TO -i•- l.•_.-r-�\•,�L—_L�---'--- __'r T_ - rt - I I I 'l \l `1 }7\\I\}- ,\•.t THE TRAJL SURFACE,REPAIRING/REPLACING SURFACE DAMAGE _E OF THEE TRAIL. ALL OTHER LANDSCAPING MAINTEN TRAIL. CE WITHIN THE EASEMENT. T I• 1•. y ;F:'F' - U" E iTRACT EE E E_ "E E TRACT GG- _ -�- ELECTRIC i ,/--y' 1: t' ` ELECTRIC LINE(TYP.) LOT 8 _, ... LINE(T'P.) WATER SERVICE(TYP.)' m W_�-(._.I 1=. • '___ '�--T-_-_.t�-•—r i ,�iy I I y � l 7 1 1 -1 '- � r— --J! — _ of.� I '-c'► I I l 1 ft 1 LOT lip I• I I , LOT 44, _ v CONSULiWIC I71C81LyHes I I I I I ! I I I I `1, SANITARY - -Y wit.°z�._VOhW-`, Bum 8 ILOT 51, PT 50, LOT 49 LOT 481 LOT 47 LOT 461 I LOT 45 1�1 `1. _ SERVICE \ LOT 59 LOT 58 LOT 57 LOT 56 ILOT 55 LOT 54 I I I I t LOT 6 J, '0A M0 1230 0009 00 LOT 53 LOT 52 { • -- - _ S- _ - S-- S - -A--S_7-- S- _S _I I _I I _ _ _ .- - I ..I _,-- - 30 �A JULY 17,2024 --1 - -- - - -- - =- __r•', •I, I LOT 5 30 s0 >�a- f SEE SHEET 45 —W 30• "°` 42 of 216 4M i ,1 '1 0 m 1 Z ? V r G, _ - 41 BRB DAP BRB 0009_UTILITY00. KEY MAP G�A�Ea NOTES N.T.S. ° t 1. ALL POTABLE&NON-POTABLE WATER MAINS HALL BE CLASS 150.C900 PVC, BURIED WITH 5 TO 6 FEET OF COVER UNLESS OTHERWISE NOTED AND/OR APPROVED BY THE DISTRICT. 2. CONTRACTOR HALL MAINTAIN A MINIMUM OF 10-FEET HORIZONTAL SEPARATION BETWEEN WATER AND SEWER MAIN TEMP FH FOR LINES AND SERVICES. FUTURE LINE 3. WHERE WATERLINE CROSSES A SEWER LINE AND THE VERTICAL EXTENSION SEPARATION/ IS LESS THAN 18-INCHES, THE CONTRACTOR HALL CENTER THE WATERLINE OVER THE CROSSING SUCH THAT NO E JOINTS ARE WITHIN 10-FEET OF THE CROSSING. ONE LENGTPHIPOF PIPE, NTH A ��NG LENGTH OF 16-FEET, OR GREATER HALL BE INSTALLED. 4. ALL EXISTING UTIUTY LOCATIONS SHOWN ARE APPROXIMATE AND NEED TO BE VERIFIED BY THE CONTRACTOR PRIOR TO yc CONSTRUCTION. Z 5. NO TREE(S)SHALL BE LOCATED WITHIN 10-FEET OF DISTRICT O FACILITIES. ALL HYDRANT TEES ON THE MAIN LINE SHALL BE SWIVEL TEES (J� UNLESS OTHERWISE NOTED. / 7. SANITARY SEWER SERVICES SHALL BE 6"PVC UNLESS > J OTHERWISE NOTED. J 8. SANITARY SEWER MANHOLES SHALL BE 48'DIAMETER UNLESS WI 0 / OTHERWISE NOTED. ALL SANITARY SEWER MANHOLES SHALL BE m �/ PER STANDARD BOXELDER SANITATION DISTRICT DETAI Q. LS. W t. 9. ALL MANHOLES SHALL BE AIR TIGHT AND VACUUM TESTED IN ACCORDANCE WITH DISTRICT REQUIREMENTS. (n 10.CONTRACTOR SHALL INSTALL CLAY CUTOFF WALLS 10' Q F- J UPSTREAM OF ALL MANHOLES WHERE GROUNDWATER IS ¢ = J � // / 11. ALL POTABLE AND NON-POTABLE WATER SERVICES SHALL BE > a 3/4-TYPE-K COPPER ON A SINGLE METER PIT AND 1' Q FUTURE ROADWAY TYPE-K COPPER ON DUAL PITS UNLESS OTHERWISE NOTED. 1 METER PITS HALL 5-;OCATED WITHIN THE EASEMENT AND SHOWN FOR Z REFERENCE ONLY SHALL NOT BE LOCATED UNDER DRIVEWAYS OR SIDEWALKS. 12.LANDSCAPING WITHIN THE TRAIL EASEMENT SHALL BE PROVIDED Q IN ACCORDANCE WITH ALL APPLICABLE CITY CODES AND N1LL REMAIN THE RESPONSIBILITY OF THE UNDERLYING LANDOWNER. 4-1 LANTHE TRAILNG MUST SURFACES ASVIDE SPECIFIED N�EETRAIL MASTEANCE R NI, AND MA NPLAN T AWED AY IRRIGATION, TO AVOID DFORVER SPRAYING NG ONBO THE TR�L 13.THE CITY IS RESPONSIBLE FOR THE LONGTERM MAINTENANCE OF THE REGIONAL TRAIL WITHIN THE DEVELOPMENT. MAINTENANCE CONSISTS OF SNOWPLOWING OF THE PAVED `'• "� // ��j� v' / SURFACE,OCCASIONAL SEASONAL MOWING 23'ADJACENT TO THE TRAIL SURFACE, REPAIRING/REPLACING SURFACE DAMAGE OF THE TRAIL, AND ALL OTTER LANDSCAPING MAINTENANCE / WITHIN THE EASEMENT. EX. 24"PRPA WATERLINE EX. ELCO 12"WATERLINE 7RIC (TYP.) EX.ELECTRIC /'41 om TV.RTC. CONMTNG ENGINEERS t S 005uie 2 Curt p�C.xa 80525S SIC 2:6-10.5' / / L Ey WATERLINE I230.0009.DO 30' E%. TE'=PHONE so o `� so o.a .WILY 17, 2024 <°` 43 of 216 SM SHEET 41 � . {; •• 1 ELECTRIC • 1 LINE(TYP.) y�i s �,,�.i��'.�a. i',a`•iT�"x L41•�,'te-tS•��Y _- � ---`--I---l� t--�� �'r:�---_�-��_- / 'r d - ' `*.'� '••q"+ta.4h`Li•� � LOT 37 LOT 36 LOT 35 I LOT 34. _ LOT 33 LOT 32 LOT 31 LOT 30 LOT 29 �I ZI LOT 59 LOT 58 TEMPORARY '+' r 3j" ~ 4`1 WATER SERVICE(TYP.) I �` M BRB -'i y/ EX. 21'SANITARY SEWER a TURNAROUND y �` 2p \.___-______- __ h- S_ - S --_ z TRACT AA �� > — — — -- --- -- -- _ r - — a� x•am DAP w ry - -- - - u :'TRACT X 1,.. I Q� BRB `s _ — -6 - -— - - - w _ e vl- 0009_UTIUTY I LI i I 5'U71UTY -S ESMT.(TYP) I J I ST-30 ST-So LOT 41 LOT 42 h I TRACT CCT 38 I 1 Iza'STORM 24 sToeN- I LOT 45 LOT 46 LOT a; fII` LOT 39 LOT BO LOT 61 Ci I_ 11 LOT 40 I j LOT 430�44 J LOT 4 1 KEY MAP I- NON-POT LOT 48 60' 1 SERVICE(m) Row ,es N.T.S. I T I '" 'R is 1 1 _.f. 1 :R..a I , 1. ALL POTABLE k N^'+-oOTABLE WATER MAINS SHALI BE CLASS _ _ - L T 1p 150.C900 PVC,eJ.— 'Tw I, - �_. ,;r COVER UNLESS E- - ! - : : • - .'� --_ I "" �' = •# - OTHERWSE NOTED AND/.,.. .,,vvtD BY THE DISTRICT. 55-03 r-- - --�'\ •7 F E _, - - - F ~C - 2 - T-- - 2 CONTRACTOR SHALL MAINTAIN A MINIMUM OF 10-FEET 1 1'-- _ •i E--6�= I ZONTAL SEPARATION BETWEEN WATER AND SEWER MAIN TRAP FH FOR STORM I I _--f f' Y a �•�:. - UNE AND SERVICES FUTURE LINE m I _ ter.- '- —'�'�-- --- -____ �K _ - 3. WHERE WATERLINE CROSSES A SEWER LINE AND THE VERTICAL EXTENSION - —�— - SEPARATION IS LESS THAN 18-INCHES,THE CONTRACTOR w I I` ~�- �I ptp $ -•-�4, + W SHALL CENTER THE WATERLINE OVER THE CROSSING SUCH NO PIPE JOINTS ARE WITHIN 10-FEET OF ONETLENGTH OF PIPE.WITH A LAYING LENGTH 4 78-FEET.NG.OR -78 az 5 ORM MONTAVA AVE t GREATER SHALL BE INSTALLED._ - /' 4. ALL EXISTING UTILITY LOCATIONS SHOWN ARE APPROXIMAi: m --12'WA _ _ ,_,.r'= -` I w I AND NEED TO BE VERIFIED BY THE CONTRACTOR PRIOR TO x SST- -- -.._ W ST-04 sv. •, 42 - - — _ 5 CONSTRUC)ON.ALL LOCATED Z - cuunamix E -_r -_.. - — _-- r__ _ _ —-- 24 - 6. FACILITIES. AWN LINE ALL B SWIVEL TEES a ST- T w ALL HYDRANT LEES ON THE (n UNLESS OTHERWISE NOTED. L "e mrt e l E E Ty=- 7. SANITARY SEWER SERVICES SHALL BE 6'PVC UNLESS Z I r, ♦7I� _ — — — — — .— — _ IT--r---"J -_` =.� y_T _ \_ L•-1f I i I I OTHERWISE NOTED. Q A 77 ,•r '� --T-�=. �. —., 1 �'_;..-_��. W 8. SANITARY SEWER MANHOLES SHALL BE 48'DIAMETER UNLESS J OTHERWSE NOTED.ALL SANITARY SEWER MANHOLES SHALL BE m a PER STANDARD BOXELDER SANITATION DISTRICT DETAILS. �(,� 9. ACCORDANCE WITH DISTRICALL MANHOLES SHALL BE TI R TIGHT AND VACUUM TESTED IN REWIREMENTS _ I I 10.CONTRACTOR SHALL INSTALL CLAY CUTOFF WALLS 10' QUPSTREAM OF ALL /�-- LINE ELECTRIC I I I ENCOUNTERED. MANHOLES VI GROUNDWATER IS Q = J Ty LOT 12 LOT 9 L0T 8 I I 'I I I 11. ALL POTABLE AND NON-POTABLE WATER SERVICES SHALL BE � C LOT 5 LOT 4 1 ROW I LO7 1 3/4'TYPE-K COPPER ON A SINGLE METER PIT AND 1" Q TEMPORARY ,r+,, LOT 20 LOT 19 LO TYPE-K COPPER ON DUAL PITS UNLESS OTHERWISE NOTED. TURNAROUND,4 �`} Yam' •Fyn. l t0 _ METER PITS SHALL BE LOCATED WITHIN THE EASEMENT AND £*,�, LOT 71 ,' Z �"sy. I LOT 7:10T 6 LOT 3 LOT 2 I �`I SHALL NOT BE LOCATED UNDER DRIVEWAYS OR SIDEWALKS. =:.d44L ° tk ;, WATER SERVIC��K 9 I I SANITARY I5.TUTUTY I I 1 pl 1 12 INWACCORDANCE DSCAPING WITHIN ALL�APBPUCABLE CITY CODES AND WILL CO .� N,''S., --• :„ eY. - 1 I - 'SERVICE(TYPJ ( ) JI v I LREMAIN THE ANDSCAPING RESPONSIBILITY OF THE UNDERLYING LANDOWNER. G UST PROVIDE ACCEPTABLE CLEARANCE FROM • + 15• I S III THE TRAIL SURFACES AS SPECIFIED IN THE TRAIL MASTER PLAN.SPRAY IRRIGATION.IF REQUIRED,SHALL BE DESIGNED AND MAINTAINED TO AVOID OVER SPRAYING ONTO THE TRAIL I Y+45 r4 �:h s Ai o L a -•' I, ^.'�.'"�� Y✓• � 'h.� tY SEVkB - 0 13.THE CITY IS RESPONSIBLE FOR THE LONGTERM MAINTENANCE Mt-16 OF THE REGIONAL TRAIL WITHIN THE DEVELOPMENT. MAINTENANCE CONSISTS OF SNOWPLOIWNG OF THE PAVED (""'FA OCCASIONAL er+�^':.I; ;I ��a.•..z,. I 1 -- - _ ( a.. �,_ _-- CE. _MJMNG 23'ADJACENT TO THE-RAIL S'QI`k:Z.REPAIRING/REPLACING SURFACE DAMAGE OF THE TRAA,AND ALL OTHER LANDSCAPING MAINTENANCE } WITHIN THE EASEMENT. I � (j l i u-^ �1� �`• I J Nµ-� I� it I I I tI I I i - TRACT JJ cONS m EN4i'R¢Ps J 5uit 200 Fpt Calins 9 2� Cdrc 0 2� .n�a.e T0.26 055T O 1230.0009.00 u J I c z .w 1'= 30' -- 1 --•�li Z TRACT 11 I so o S0 100 o.a DULY 77,2024 2 I�� — SEE SHEET 4a I °m• _�° ,•°` 44 of 216 TRACT - I '(n'�II � ItL:..--i�1. ❑— Ilk E` _ - � '� r•+ � 1 'I I TRACT ELECTRIC GG_ .? \ ELECTRIC E / rf " LINE LOT 8 r`, (TYP, •) ozy,\ LINE(TYP.) ss=3A U - 4a— E--+E--. E'T/ a I r 1wA �t�```� WATER SERVICE(TYP.) r• s I aI j r r LOT 7 3 I I I I I I I I 1 LOT �I LOT 59 LOT 58 BLOCK 8 (LOT 511 ILOT SOI LOT 49 :LOT 48 LOT 47I LOT 46, LOT 45 t( W7111 H , am SERVICE(T1P.) #I I LOT 57 LOT 56 ILOT 55 LOT 54 LOT 53 y LOT 52 I I t LOT 6 ` 1 oxw�m z: s �I BRB o, DAP LOT 5 - _� BRB W I ss-sBY D e wAT7H TRACT D }JJI 5 U11LITY -_ i I—ESMT.(TYP) �0009_unuTY Fjr'-I I S S S - -- - - -S - -I �-— -- -J_S_ _ -SIT - - --- --- II i _ LOT 4 ^ 1'1%1 U 5•UTILITY I G 1. ....... �T� ESMT.(TYP) 1 p L0T 3 ���'�,�`iii,vvvvvt��,,,���•••iiiiiGS I i BLOCK I ��Ft m� .I��I I I `I I a0` � ..•••�t��� LOT 60 LOT 61 LOT 62 LOT 63 LOT 64 LOT 65 LOT 66 LOT 6-TRACT HH.OT 68 w-•1 I LOT 69 LOT 70 LOT 71 LOT 72 LOT 73 LOT 74 LOT 75 I LOT 76' �4 ••II I �Ii m KEY MAP ""` I LI LOT2 . I N.T.S. IT- ] I NON-POT II !R! J -FR - - L _ SERVICE(TYP.) II, .h _ _ _i. —I. _ _ — 11 I r I I. ALL POTABLE k NON-POTABLE WATER MAINS SHALL BE CLASS m I 1— - IJ_ i�--' I• I - - - - - -- - - �. I I'.. LOT 1 150.C900 PVC,BURIED WITH 5 TO 6 FEET OF COVER UNLESS .,�'�':- - - .1 '.�-•--� t _I �: - I II L k� 2. CONTRACTOR SHALL MAI NOTED NTAIN ARMINMUM OF 10-FEET BY THE T. E --� c' t 'c F E— 11• - f T {-- ., _ - _ I I HORIZONTAL SEPARATION BETWEEN WATER AND SEWER MAIN LINES AND SERVICES 3. WHERE WATERLINE CROSSES A SEWER LINE AND THE VERTICAL I - _ SEPARATION IS LESS THAN 18-INCHES,THE CONTRACTOR S;. e,�M•k-v t'�� c-, / SHALL CENTER THE WATERLINE OVER THE CROSSING SUCH ,ter••" - — ._�.a—. —_ _ __ - .'SL <Tn tLSa'� +'Sl TEMPORARY / TH&T.:n...__ -.,•S ARE VA74N 10-FEET OF 7HE CROSSING. r".�s�" _ �.' ,a 1 is Yar;;+•f TURNAROUND ' �/ sii OF PIPE,WITH A LAYING LENGTH OF 18-FEET. OR } -r.• t ice-• ,3a. GREATER SHALL BE INSTALLED. 1'•," hi°' t --- - 4. ALL E70571NG UTILITY LOCATIONS SHOWN ARE APPROXIMATE ELECTRIC � MONTAVA AVE �I `.rcit^ � �Y i a }st - AND NEED TO BE VERIFIED BY THE CONTRACTOR PRIOR TO .I 'na .*YY. ,'�. 'A., ., '.* / / CONSTRUCTION. O LINE�') �_ / ,{n� 5. NO TREE(S)SHALL BE LOCATED WITHIN 10-FEET OF DISTRICT FACILITIES •"_- j "` '{ //, // 6. ALL HYDRANT TEES ON THE MAIN LINE SHALL BE SWIVEL TEES (Jf) E _ !!•�\ t t, _r c ______1 \ / ,5 UNLESS OTHERWISE NOTED. f �- rE ---f� - ,E'd �•y, �C'i^x` / .p 7. SANITARY SEWER SERVICES SHALL BE 6'PVC UNLESS , Z I E �- — — s t ;• / OTHERWISE NOTED. - - t ,_ -k--, j_�T_ - - E -�• \� /� �/ /, 6. SANITARY SEWER MANHOLES SHALL BE 48'DIAMETER UNLESS Q i - -.r-'=--•-i�-T=T ' �_ .•i---4' I - - t 'X.acy„T, -c L .� ^. OTHERWISE NOTED.ALL SANITARY SEWER MANHOLES SHALL BE PER STANDARD BOXELDER SANITATION DISTRICT DETAILS. W I --� - �� �' I- --Fl �� ' �, vI L •J 1" r \�� / / / 9. ALL MANHOLES SHALL BE AIR TIGHT AND VACUUM TESTED IN co r I di• ,�I .-i 1 I < ACCORDANCE WITH DISIRrr- -NTs._ LOT 3 i // /tr .r 10.CONTRACTOP r. .,,,,,,y(XAY CUTOFF WALLS 10' (nQ T '- 1 I UPSTREAM OF ALL MANHOLES WHERE w.- "nWATER IS BLOCK 1D J I I ( I I I I I I H / //' �/� 11. ALL POTABLE AND NON-POTABLE WATER SERVICES-n. L BE ILL r - LOT 20 LOT 19 LOT 18 LOT 17I ILOT 16 LOT 15 LOT 14 L0T 1=TRACT ILLAT 12 LOT 11 LOT 10� I 'I I I / 3/4�_TYPE COPPER ON A SINGLE METER PIT AND 1' Q LOT 9I ILOT 8I ILOT 7I ILOT 6I ILOT 5I I LOT 4 !WA t9tT I LOT 2 TYPF-" rLR ON DUAL PITS UNLESS OTHERWISE NOTED. / METER PITS SHALL BE LOCATED WITHIN THE EASEMENT AND Z I" I BLOCK I // / g yF0 Li.SHALLLANDS NO BEWIOCATHIN�EUNDERR TRAIL DRIVEWAYS EASEMENT SOR HALL SIDEWALKS.PROVIDED I SANITARY 5'UT9JTY 'I TYPI It u // 2`• IN ACCORDANCE WITH ALL APPLICABLE CITY CODES AND WILL COC SERVICE( •) t 'T'(T1P) LOT 1 J // ��� REMAIN THE RESPONSIBILITY OF THE UNDERLYING LANDOWNER. G WATER SERVICE(TYP.) I I I I I Ilt.. LANDSCAPING MUST PROVIDE ACCEPTABLE CLEARANCE FROM 2 r _ _ _ THE TRAIL- _ S __ - — L SURFACES AS SPECIFIED IN THE TRAIL MASTER_ / TER os. -_ -- _ c>r - -_ _ - - _ _- - - --S , _ _ I I I I S `..I k� m t t - J � PLAN.SPRAY IRRIGATION,IF REQUIRED,SHALL BE DESIGNED r J Z __j - -I - ; .,I H - - - // gP AND MAINTAINED TO AVOID OVER SPRAYING ONTO THE TRAIL - ~. e•SEr•Eti - - -ss-ot - J I / �' / 13.THE CITY IS RESPONSIBLE FOR THE LONGTERM MAINTENANCE OF THE REGIONAL TRAIL WITHIN THE DEVELOPMENT. MAINTENANCE CONSISTS OF SNOWPLOWING OF THE PAVED _- LEY I e _ _`wATE_R----' .. :Wt'ts - - I i •F` / SURFACE,OCCASIONAL SEASONAL MOWING 23'ADJACENT TO AL- ..e'wAlrn- -• .• / /,/ THE TRAIL SURFACE,REPAIRING/REPLACING SURFACE DAMAGE OF THE TRAIL, AND ALL OTHER LANDSCAPING MAINTENANCE WITHIN THE EASEMENT. •j.I I ;� � TRACT KK w:�'+±••/ / �' � � qo'�. //y TOT,INC. Y'-.��` > / / '� f tt' tXlKsxirc ENGINEERS 718 00 Fx wor P".\i'. �-K 4tL / �� y I Suit w Fort Ldl�v 1230.OD09.IX7 30 so•t I 4.•Ay "ie i=1 •/ // �, 1- / wa JULY 17,2024 sm Sir 40 „", _'°' 45 of 216 SEE SHEET 43 M TRACT EE 1 I �\ EX. 24'PRPA WATERLINE / /� �aT 1 Y 1 N� / EX.ELCO 12'WATERLINE ELECTRIC _ Sf�� 1•,;� LOT 8 I LINE(TYP V .) EX. ELECTRICWATER SERVICE(TYP.) T,I 1 LOT 7 / LOT 441. SANITARY1 / 46 LOT 45 1 SERVICE(TYP.) V ,' / II I;� 11h l rr /�LOT 6 ! / EY WATERUNE S ` JSABRB EX. TE'=PHONE rI LOT 5 I, / / DAP � �/�/TRACT LID•. �_5'U71UTY /%/ / y / eae 0009_UTILITY LOT 4 I' ! LOT 3 BLOCK 8 I I,; i- i'�I i ! .II� // '�+ •� � �/ / QfS,��`� rTA� a S NONAl.E�°r # 4 ���� KEY MAP 73 LOT 74 LOT 75 LOT 76i I - �� I Bill k I LOT 2 / ,� N.T.S. _ _ _ _ �P_ �I_. •--.fi�! — LOT 1 �r JI // / G 1. ALL POTABLE k NON-POTABLE WATER MAINS SHALL BE CLASS i '' �O° 150,C900 PVC.BURIED WITH 5 TO 6 FEET OF COVER UNLESS k / 2 y OTHERWISE NOTED AND/OR APPROVED BY THE DISTRICT. {� f�- I I -_I // ,� // 2. CONTRACTOR SHALL MAINTAIN A MINIMUM OF 10-FEET -Fc -' u. N yip '�i y HORIZONTAL SEPARATION BETWEEN WATER AND SEWER MAIN LINES AND SERVICES 3. WHERE WATERLINE CROSSES A SEWER LINE AND THE VERTICAL �..` a_^n.•.+ �. / / / / SEPARATION IS LESS THAN 18-INCHES.THE CONTRACTOR `.e 'j °••yi� 'rt'' '�' TEMPORARY / // tr ;$ / , SHALL CENTER THE WATERLINE OVER THE CROSSING SUCH TURNAROUND Vt-i THAT NO PIPE JOINTS ARE WITHIN 10-FEET OF THE CROSSING.1' l / rT ` y, GREATER NE LENGTH OF PIPE WITH A LAYING LENGTH OF 18-FEET.OR SHALL BE INSTALLED. MONTAVA AVE 4. ALL EXISTING UTILITY LOCATIONS SHOWN ARE APPr..hIMATt ^�i,1v Y• t,±.> a `� / // / AND NEED TO BE VERIFIED BY THE CONTRACTOR PRIOR TO CONSTRUCTION. Z 5. NO S SHALL BE LOCATED WITH I 6.- .r FACILITIES.) rEET of 05rRICT O - =— --- �'��+'x•, �, F ----- \ \ , // 6. ALL HYDRANT TEES ON nor .,,m UNE SHALL BE SWIVEL TEES (n •:^' UNLESS OTHERwec _ _ -- - _ 3x'•(":ar �+ ILA..SYC'rox ` ♦ -r 7 c�'•-•-..: ..n JQtNCES SHALL BE 6'PVC UNLESS > Z E - E 5 ,4 L/�;�.. \ /'` / OTHERWISE NOTED. 8. SANITARY SEWER MANHOLES SHALL BE 48'DIAMETER UNLESS OTHERWISE NOTED. ALL SANITARY SEWER MANHOLES SHALL BE W �- --�I'Jr -I\ L '� y _•- — — I \ � ?' / / / / 9. DAJ ALLLL MANHOLES SHALL BE AIRSTANDARD BOXELIDER SANITATION TIGHT ANDSTRICT VACUUM�TESTED IN I �v s / ACCORDANCE WITH DISTRICT REQUIREMENTS I I I. .. LOT 3 � I / � 10.CONTRACTOR SHALL INSTALL CLAY CUTOFF WALLS 10' � Q {I, UPSTREAM OF ALL M WALLSANHOLES WHERE GROUNDWATER IS Q J 11. ALLL POTABLE AND NON-POTABLE WATER SERVICES SHALL BE LOT 6I !LOT 5� LOT 4 '�I LOT 2 _ 3/4'TYPE-K COPPER ON A SINGLE METER PIT AND 1' Q " I TYPE-' PTSPER BEUOHINHEEA�NTBLOCK 10 METER PITS LOCATED ITHITEAIEAND ~ SHALL NOT BE LOCATED UNDER DRIVEWAYS OR SIDEWALKS.12.LANDSCAPING WITHIN THE TRAIL EASEMENT SHALL BE PROVIDED O It VO / IN ACCORDANCE WITH ALL APPLICABLE CITY CODES AND WALL LOT 1 C ",/ ? REMAIN THE RESPONSSILITY OF THE UNDERLYING LANDOWNER.LAN G MUST PROVIDE ACCEPTANCE FR a / /,/ // THEDSCAPING TRAIL SURFACES AS SPECIFIED INBLE NE TTRRASIL M STERN // PLAN. SPRAY;oc••,...)N,IF REQUIRED.SHALL BE DESIGNED AND V­­NLO TO OVER SPRAYING m 13.THE CITY IS RESPONSIBLEDFOR THE LONGTERM+MAINTENANCE e'SEWER. _-•! ! / �' / / -- E REGIONAL TRAIL WTHIN THE DEVELOPMENT. MAINTENANCE CONSISTS OF SNOWPLOWING OF THE PAVED •7EI- -, 4 ,/ //y/ / SURFACE,OCCASIONAL SEASONAL M01WNG 23 ADJACENT TO THE TRAIL SURFACE,REPAIRING/REPLACING SURFACE DAMAGE g / WITHINETHEE E`ASFSMENT�OTHER LANDSCAPING MAINTENANCE Ao /y CONSULTING ENGINEERS •'.ib�,t r... / // / �' �/ I SuNe 200 Fart Com C , 2260 .8052 Phm1970 557 1230.DD09.00 30 / R 17,2024 30 0 30 60 SEE SHEET 49 '°�° 1-30' 46 of 216 y/ SEE SHEET 44 p i � SS-4E1 5 tORMI 5y I)18'STOP Z W O w TEMP FH FOR Y FUTURE UNE EXTENSION _ /y. 57-D4 54 STORM BRB A0 T��]I I''• `` DAP 44� �r I .,.0009-UTILITY EX. 21"SANITARY SEWER I I „ L_ TEMP FH I FUTURE LINE v;pDO L/pJ�'dtY V' EXTENSION �QR�pG� KEY MAP N NOTES N.T.S. I AGO 1. ALL POTABLE do NON-POTABLE WATER MAINS SHALL BE CLASS 150, C900 PVC, BURIED NTH 5 TO 6 FEET OF COVER UNLESS w OTHERWISE N OTED AND/OR APPROVED BY THE DISTRICT. 2. CONTRACTOR SHALL MAINTAIN A MINIMUM OF 1O-FEET HORIZONTAL SEPARATION BETWEEN WATER AND SEWER MAIN LINES AND SERVICES. 3. WHERE WATERUNE CROSSES A SEWER LINE AND THE VERTICAL ✓1� SEPARATION IS LESS THAN 18-INCHES,THE CONTRACTOR 1 G SUCH THAT NO PIPE JOINTS THE AAR'R OVER_-EET"�- CROSSING. 1 ONF LENGTH OF PIPE, ..,,r1 A LA11NC LENGM OF 1B-FEET,OR 4. ALL EXISTIGREATER NG UTIUTYALL BENST�LOCATIONS SHOWN ARE APPROXIMATE AND NEED TO BE VERIFIED BY THE CONTRACTOR PRIOR TO CONSTRUCTION. O 5. NO TREE(S)SHALL BE LOCATED WITHIN 10-FEET OF DISTRICT N FACILITIES. 6. ALL HYDRANT TEES ON THE MAIN UNE SHALL BE SWIVEL TEES (J� UNLESS OTHERWISE NOTED. 7. SANITARY SEWER SERVICES SHALL BE 6'PVC UNLESS Z 1 . SANITARY SEWEROTHERWISE NOTED. BE 48" in :5ut 1 B OTHERWISE NOTEDMA H LESSANI SHALLARY SEWER MANHOLES DIIAMETE SHALL S o 9. ALL MANHOLES SHAPER STANDARD LL AIR ER NTIGHT ANDITATION AICUUMCT ETESTED IN W Y� 10.CONTRACTOR SHALL INSTALL CLAY CUTOFF WALLS 10• Q r .1 N ACCORDANCE WITH DISTRICT REQUIREMENTS. IUPSTREAM OF ALL MANHOLES WHERE GROUNDWATER IS Q 11. 31e TYPE K COPPER ON TABLE AND NON-POTABLE A SINGLEATER METER PITSERVICES AND CALL BE Q a 1 TYPE-K COPPER ON DUAL PITS UNLESS OTHERWISE NOTED. D METER PITS SHALL BE LOCATED WITHIN THE EASEMENT AND Z SHALL NOT BE LOCATED UNDER DRIVEWAYS OR SIDEWALKS. O 12.LANDSCAPING WITHIN THE TRAIL EASEMENT SHALL BE PROVIDED IN ACCORDANCE KITH ALL APPLICABLE CITY CODES AND WILL C N REMAIN THE RESPONSIBIUTY OF THE UNDERLYING LANDOWNER. c LANDSCAPING MUST PROVIDE ACCEPTABLE CLEARANCE FROM THE TRAIL SURFACES AS SPECIFIED IN THE TRAIL MASTER PLAN. SPAYSHALL BE .AND M NTA NED IRRITO AVOIDFORVERUSPRRA G ONTO THEWGNED TRAIL 13.THE CITY IS RESPONSIBLE FOR THE LONGTERM MAINTENANCE "W OF THE REGIONAL TRAIL WITHIN THE DEVELOPMENT. MAINTENANCE CONSISTS OF SNOWPLOWING OF THE PAVED SURFACE,OCCASIONAL SEASONAL MOWING= 3' ADJACENT TO THE TRAIL SURFACE•REPAIRING 2 REPAIRING/REPLACING DAMAGE OF THE TRAIL, AND ALL OTHER LANDSCAPING MAINTENANCE WITHIN THE EASEMENT. 1N •I ENil* i 20 R pS T Il\ N N \ % \ EX. 21'SANITARY SEWER / ITT,114r_ CONSULTING CONS oe5 E8N0G5N2 EE RS 48 Y 1e 200 Fo CV:­ a702250S5] N 1 �� 1230.0009.00 30' 1 / JULY 17. 2024 50 0 53 100 ssr SEE SHEET 50 �"° 1._50. 47 of 216 SEE SHEEr 4 N k. II I I I TRACT JJ I I I �t - I P o II 0 < TRACT II I'• z 1 �� BRB T I DAP ll ( II`1 BRB 10009_UTILITY _1 I'. !C .. 1 ........ I IY wAmt I KEY MAP N �� I jIj - 1Nom N.T.S. 9E CLASS . 55-48 5 �.. 150.09M PVC,BURIED WITH 5 TO 6 FEET OF COVER UNLESS srca �• I I I 7 CONTROTHERACTOR SHALL MSE NOTED AIN AND/OR AAPPRMINII UM OFD BY E DISTRICT. i.. I I• - I LINES AND SERVICES ZONTAL ON BETWEEN WATER AND SEWER MAIN _ 3. - AL _ _-_ -____-- -__-_-__- •�i b j WHERE WATERLINE CROSSES A SIFTER LINE AND THE VERTICAL _ _ __ ''Y1 I SEPARA710N IS LESS THAN 18 INCHES,THE CONTRACTOR SHALL CENTER THE WATERLINE OVER THE CROSSING SUCH TEMP FH FOR i -- - - - -- _ - - _ - I THAT NO PIPE JOINTS ARE WITHIN 10-FEET OF FUTURE LINE I I� _ - l - --- _ I�j ONE LENGTH OF PIPE.WITH A LAYING LENGTH OF 18-FELf, OR EXTENSION ' _ I — i _ r _ r _- _, _I '.I GREATER SHALL BE INSTALLED. #=�� � � __ -- - 4. ALL EXISTING UTILITY LOCATIONS SHOWN ARE APPROXIMATE AND NEED TO BE VERIFIED BY THE CONTRACTOR PRIOR TO Z .r a 'EWER W.-o �`` 5. NO TREE(S)SHALL BE LOCATED WITHIN 10-FEET OF DISTRICT O .` COODIiEART DR(FUTURE) ,-z. ` \` I .., t FACIU11M sr-04 12•WATER �-ot 1"; I r 6. ALL HYDRANT TEES ON THE MAIN LINE SHALL BE SWIVEL TEES SS-4A- GJ 54 ST s B'&tom `��� \` ,t 1 UNLESS OTHERWISE NOTED. SS_4n +'R I ,_ 7. SANITARY SEVER SERVICES SHALL BE 6'PVC UNLESS �f Z }o_STOR4° _ _\\ / :1 OTHERWISE NOTED. ` •,;� 8. SANITARY SEWER MANHOLES SHALL BE 48'DIAMETER UNLESS Q 3 �.' -.J,,.1 �j OTHERWISE NOTED. ALL SANITARY SEWER MANHOLES SHALL 8E m W a _ \\ ff _ _ l y`� a ACCORDANCE PER STANDARD ER SANITATION DISTRICT - - ��` rr S. \ /�'•"' 9 UM TESTED IN ----_- -- -- _ ]� --1 �'�` ,. \ 10. CR WLALLDIITH DINSTALL REQUIREMENTLAY WALLS 10I� co co Q —---_ UPSTREAM OF ALL MANHOLES WHERE GROUNDWATER IS Q 11. A L P TABLE AND NON-POTABLE WATER SERVICES SHALL BE a 3/4'TYPE-K COPPER ON A SINGLE METER PIT AND 1' Q TYPE-K COPPER ON DUAL P'�I NLESS OTHERWISE NOTED. TEMP FH FOR METER PITS SHALL BE RE LINE ((�}�,*' - `` \ '. 3'+\' \ SHALL NOT BE LOCATED OUNDER G'VEWAYS OR SIDEWALKSENT • O EXTENSION I �+ 6� \ 12 LANDSCAPING VATV+�N �1_TRAIL EASL,�ENT SHALL BE 7` \ •. ..HALL APPLICABLE CITY CODES AND WILL� 8•��B IN 1rr C r<ESPONSIBIUTY OF THE UNDERLYING LANDOWNER. G \ LANDSCAPING MUST PROVIDE ACCEPTABLE CLEARANCE FROM THE TRAIL SURFACES AS SPECIFIED IN THE TRAIL MASTER PLAN.SPRAY IRRIGATION,IF REQUIRED.SHALL BE DESIGNED \ \ AND MAINTAINED TO AVOID OVER SPRAYING ONTO THE TRAIL 13.OFET CITY REGIONAL IS RESPONSI TRAIBL N1TO N THE THE LONGTDEVELERM MAINTENANCE MAINTENANCE CONSISTS OF SNOWPLOWING OF THE PAVED \\ •s 01 CIF SURFACE,OCCASIONAL SEASONAL MOWING 23'ADJACENT TO V ffq THE TRAIL SURFACE,REPAIRING/REPLACING SURFACE DAMAGE OF THE TRAIL,AND ALL OTHER LANDSCAPING MAINTENANCE - - Q WITHIN THE EASEMENT. \ NCO \ \ TST,INQ 4i coRsuEn+c EN(ANEFRS use W0 Fi W, ,:nr zoo S c y a 5 i cai°.°aD osz e 9`f.7160'S� x D 7230.0009.00 t'= 30' 3p 0 }0 60 JULY 17,2024 "�° 48 of 216 / / f TRACT KK y DAP BRB F. 0009_U11LITY KEY MAP N.T.S. / / , NOTES I. ALL POTABLE hNON-POTA� TER MAINS SHALL BE CLASS 150,C900 PVC,BURIED 4' TO 6 FEET OF COVER UNLESS tt` OTHERWISE NOTE) ..�,/OR APPROVED BY THE DISTRICT. 2. CONTRACTOR HORIZON76 EP/R TI BETWEEN MINIMUMMAINTAIN A WATER AND SEWER MAIN / LINES ':��SERVICES. WHERE WATERLINE CROSSES A SEWER LINE AND THE VERTICAL pARA710N IS LESS THAN 18-INCHES,THE CONTRACTOR SHALL CENTER THE WATERLINE OVER THE CROSSING SUCH EX. 24`PRPA WATERLINE / THAT NO PIPE JOINTS ARE WITHIN 10-FEET OF THE CROSSING. / ONE LENGTH OF PIPE,WITH A LAYINGNG LENGTH OF 18-FEET,OR GREATER SHALL BE INSTALLED. 4. ALL EXISTING UTILITY SHOWN ARE APPROXIMATE AND NEED TO BE VERIFIED IFlED B BY T THE CONTRACTOR PRIOR iJ EX. ELCO 12" WATERLINE CONSTRUCTION. 5. NO TREE(S)SHALL BE LOCATED WITHIN 10-FEET OF DISTRICT O FACILITIES 6. ALL HYDRANT TEES ON THE MAIN LINE SHALL BE SWIVEL TEES 00) UNLESS OTHERWISE NOTED. 7. SANITARY SEWER SERVICES SHALL BE 6"PVC UNLESS Z E%. ELECTRIC OTHERWISE NOTED. I //' // n 8. SANITARY SEWER MANHOLES SHALL BE 48'DIAMETER UNLESS Q OTHERWISE NOTED.ALL SANITARY SEWER MANHOLES SHALL BE m / /// / / \✓\ AILS. Lu 9. ALL MANHOLESMANHDARD OLES SHALL EFt SANITATION DISTRICT BEAIR TIGHT AND VACUUM TESTED IN D / / \ ACCORDANCE WITH DISTRICT REQUIREMENTS (J� 10.CONTRACTOR SHALL IN CLAY CUTOFF WALLS 10' Q _ UPSTREAM OF ALL MANHOLES WHERE GROUNDWATER IS Q = J \\\yyy ENCOUNTERED. � \EX. 2-WATERLINE 11. ALL POTABLE AND NON-POTABIF WATER SERVICES SHALL BE > n' / / l \ SERVICE \✓ \ / TYPE-KpCOPPER ON DUAL P PITS UNLESS OTHERWISE NOTED. METER PITS SHALL BE LOCATED WITHIN THE EASEMENT AND / SHALL NOT BE LOCATED UNDER DRIVEWAYS OR SIDEWALKS. Z EX TELEPHONE 12.LANDSCAPING WITHIN THE TRAIL EASEMENT SHALL BE PROVIDED Q IN ACCORDANCE WITH ALL APPLICABLE CITY CODES AND WILL cc REMAIN THE RESPONSIBILITY OF THE UNDERLYING LANDOWNER.VIDE G FR MUST PRO THEDNG TRAILI SURFACES AS SPECIFIED ACCEPTABLE �THE TTRRAAIIL MAASSTEROM PLAN.SPRAY IRRIGATION,IF REQUIRED.SHALL BE DESIGNED vy AND MAINTAINED TO AVOID OVER SPRAYING ONTO THE TRAIL TEMP FH FOR / / / / 13.THE CITY IS RESPONSIBLE FOR THE LONGTERM MAINTENANCE FUTURE LINE OF THE REGIONAL TRAIL WITHIN THE DEVELOPMENT. EXTENSION /' / / \' / MAINTENANCE CONSISTS OF SNOWPLOWING OF THE PAVED SURFACE.OCCASIONAL SEASONAL MOVING 23'ADJACENT TO It, THE/ / / \ THE TRAIL SURFACE,REPAIRING LANDS SURFACE DAMAGE OF THE TRAIL, AND ALL OTHER LANDSCAPING MAINTENANCE / / ^ WITHIN THE EASEMENT. 00,00 \ Ise, \ ' om / TBT.W. CONSULTING ENOWEERS oReS 2O0 78 Do S FM Cdlias Cdwado BO525 PPone 970.226.0557 TEMP FH FOR rsa 1230.0009.00 J°B FUTURE LINE - sc Z, EXTENSION 1" 1, DULY 17, 2024 /' / 30 G 30 60 SEE SHEET 47 k N N zJz G N N 'N N t 1 1 - �, 11 N FRB 0'.Ok ua,..._ ¢1,q DAP N �v ELcws x BR8 0009-UTILITY 1 LrC �VG TONAL F.� KEY VAP. • E><. 21'SANITARY SEWER � ROTES N.T.S. N 1. ALL POTABLE @ NON-POTABLE WATER MAINS SHALL BE CLASS zt-o, 150, C90O PVC,BURIED WITH 5 TO 6 FEET OF COVER UNLESS OTHERWISE NOTED AND/OR APPROVED BY THE DISTRICT. IS-SE.. 2. CONTRACTOR SHALL MAINTAIN A MINIMUM OF 10-FEET HORIZONTAL SEPARATION BETWEEN WATER AND SEWER MAIN LINES AND SERVICES. 3. WHERE WATERLINE CROSSES A SEWER LINE AND THE VERTICAL I SEPARATION IS LESS THAN 18-INCHES, THE CONTRACTOR SHALL CENTER THE WATERLINE OVER THE CROSSING SUCH THAi \ T NO PIPE LEN OF JOINTS TM CROSSING.IN 10-FEET OF THE PE, WITH ALAYING LENGTH OF 18-FEFT,ONE C OR ' GREATER BE INSTALLED. ( I 4. ALL EXISTING UTILITY LOCATIONS SHOWN ^ IE N i ANDcNEED TO BE V, IFIFr)�' -- PRIOR TO 5 NV i kc )SHALL BE LOCATED WITHIN 10-FEET OF DISTRICT O ACIUTIES 6. ALL HYDRANT TEES ON THE MAIN LINE SHALL BE SWIVEL TEESUNLE (J� Nt ERWSE NOTED. 7. SANITARY TMSEWER SERVICES SHALL BE 6'PVC UNLESS Z l OTHERWISE NOTED. Q 1 8. SANITARY SEWER MANHOLES SHALL BE 48"DIAMETER UNLESS Q OTHERWISE NOTED. ALL SANITARY SEWER MANHOLES S CT DETAI S. W HALL BE Co/ 9. ALL MAPER NHOARD LES SHOALL BE AIRXELDER NTIG T ANDSVAICUUM TESTED IN ACCORDANCE WITH DISTRICT REQUIREMENTS. (n 10.CONTRACTOR SHALL INSTALL CLAY CUTOFF WALLS 10 Q yr UUPSTREAM�OF ALL MANHOLES WHERE GROUNDWATER IS QENCOUN = J 11. ALL POTABLE AND NON-POTABLE WATER SERVICES SHALL BE > a 3/4'TYPE-K COPPER ON A SINGLE METER PIT AND 1' Q TYPE-K COPPER ON DUAL PITS UNLESS OTHERWSE NOTED. METER SHALL NOTT BE LOCASHALL TEDOUNDER DRIHVEWAYSIN THE OR SIDEWALK, WI O O 1 12,LANDSCAPING THIN THE TRAIL EASEMENT SHALL BE PROVIDED / IN ACCORDANCE WITH ALL APPLICABLE CITY CODES AND WILL C REMAIN THE RESPONSIBILITY OF THE UNDERLYING LANDOWNER.LAN G THENG MUST SURFACES AS IDE ACCEPTABLE SPECIFIED IN THECTRAAIILAM STERCE N \ LS PLAN. SPRAY IRRIGATION,1 IF REQUIRED, SHALL BE DESIGNED AND MAINTAINED TO AVOID OVER SPRAYING ONTO THE TRAIL N 13.THE CITY IS RESPONSIBLE FOR THE LONGTERM MAINTENANCE / OF THE REGIONAL TRAIL WITHIN THE DEVELOPMENT. MAINTENANCE CONSISTS OF SNOWPLOWING OF THE PAVED SURFACE,OCCASIONAL SEASONAL MOWING 23'ADJACENT TO THE TRAIL SURFACE, REPAIRING/REPLACING SURFACE DAMAGE \ N• OFTHETTR EASEND ALL OTHER LANDSCAPING MAINTENANCE WITH\ EX. 24'PRPA WATERUNE / \ \ ER.ELECTRIC TRACT 00 0 om \ / TV,R,o. 8 Z W Ke \ 7,, Qp $ Cdaoeo 970 226 225 055% 1230.0009.00 1 F u.uc ,'= Ex. 12"ELCO WATERLINE 30, - AP, 4Aq, 30 0 30 50 JULY 17, 2024 R SEE SHEET 51 °`�• " 50 of 216 SHARED WATER METER SHARED WATER METER SHARED WATER METER F Z tt 0 N 1.5'RIVE'FROM 2-0'FROM 1.5-7.8'FROM 1.5'FROM 1.5'RIVE'FROM 1.5'rf LINE 5 DRIVEWAY PROPERTY UNE DRIVEWAY PROPERTY LINE DRIVEWAY PROPpttt UNE � 3.0'OFF 1.0'FROM 1.0'FROM 25'OFF tY-7.5'FROM 1.5'-].5'FROM 25.OFF 1.5'-7.5'FROM 1.5'-7.5'FROM DRIVEWAY DRIVEWAY DRIVEWAY DRIVEWAY DDVEWAT DRIVEWAY DRIVEWAY DDVEWAT DRIVEWAY ALLEY Ol. G1. AE1E1' C.L. CL u r� w VOL- i r I �� 1 3 BRB g - - - � '� I� 1 DAP !! oc um ■ COURTYARD OdN11YAM COURTYARD BRB PORCH ABOVE P011CN v0.v Li r0009_UTE)TY LOT TWICALS 9IIE�INN mETNNN SIIERALK SDEWAy SpEwlZ T4 T4�W T4 14 T4 T4 F FY!Y ATLACIYD- Cwo F F-Y ATT/�CH�+- SiEGE iAYZY ATTACHED- SMta F FAImY ATTACHED-7>R ]EZ Lou 1�I 95kL LENGTH UVE/woRx ��- 23EI - COMPACT LENGM COMPACT LENGTH COMPACT LENGTH EXTERIOR CORtEN COMPACT IENCRI UVE/WOtt EXrEIVOR CORNER INTERIOR EXTOR NTEP" COMPACT ����ERI �• O01131AIION: 66.OZ 1 OCCUPATION 71.OX OCCUPATION: 09.8% OCCUPATION: 63.9Z COVERAGE: 811E OCCUPATION: 6OOZ OCCIRARON: 6Q41 1 FROIIT YAIO) t ApRT YII� FRpiT TAip COVFRAOE: I= COVERAGE 10OX COVERAGE 100% F.B. PFmmSECONDARY. t00Z COVERAGE: 90.ID COVERNRI 66.OZ �F F.B.PRIMARY 1001E F.B.SECONDARY. t00Z F.B.PRIMARSECOND: 100Z f.8. SE(a7NDNRY:n/a F.B. PRIMARY IOpZ F.B. SEC NDA 1001E -- - i.8.SECONDARY. iA SECONDARY F.B.SECONDARY n/a F.B.SECOIDARY: n/a F.B.SECONDARY. n/a ^/° ^/° �EVAIX SMIINZ TI wT5z2i w� .FAYIV ATFA(lRFil- '� = EXTENDED UNGiH EXTERIORDORMEREXTERIOR OCCUPATION: 683Z OCOUPATOE TIAZ OCC:.ATIpk 60.9Z COVERAOE 90.6Z COVFRAOE 95.4% COVERAGE F.I.PRIMARY: 100% F.B.PRIMARY. IOOZ f9.PRMARY: Z 10 BO.T .7 F.B.SECONDARY: 69.6Z F9,SECONDARY. n/° FA SECONDARY: n/o Z SHARED WATER METER SHARED WATER METER 1.5-8.5'FROM 1.5'FROM 1.0' PR I li RIVE'FROM 2.0'FROM TY DRIVEWAY PROPERTY LINENE - DRIVEWAY OPER7Y UNE 25 OFF 1.S'-].5'FROM 1.5'-7.5'FR04 _ 3.0'OFF PTO'FROM DRIVEWAY DRIVEWAY DRIVEWAY DRIVEWAY DRIVEWAY I I DDVEWA C.L.ALLEI ALLEY C Q 2 J 30 ;"1 '0 c� O bW CC i PORCH AEDVE PDRCII ABOK PpRCN ABOVE T5 SDEWAIX seEvuax RDEWAEx seEwN-K SOflFNY yM1♦AEIr H� ;T5 TS ftLATTACHED- 2ol�r H SENAE fAENIY ATTA _ t. A BNIME FARNEY ATTACHED73 EXTERIOR CORNER ACT ACT�IR IDIOM = COMP CODER 6ETEEIIpIE ACT LENGTH ��= OW��'"m OCCUPATIOI: &11Z Ion INTERIOR EXIEriOR DE1E601E COVfltAOE B9.10 000UPAGE- BS.9; OCCUPATION: 74.0Z OCCUPATION: 7B.6Z OCC7RAIM 611Z OCOIRAIM 67AX F9. PRIMARY: 10CZ WVQNFU WSZ COVERAGE ]9.IO F9, SECONDARY.1001G F.B. PDMMY: t00Z F.B. RCONI) t00Z COVERAGE B7.BZ WPRUA 100: O L PRIMA TBJR F.B.SECpOMY: n/e F.B. SECONDARY n/a FA PECND t00Z F.D.SECOND! 1WZ F.B.SECOND: 100Z F.D.SECONpARY 88.]Z F.D.gWtOANY. n/a F8 9ECOE011R1: n/a Ta W. CONSULTNG ENGINEERS 7481Mol° Way Suite 200 Ft Coll- COla9 8D525 Pnmr 970 226 0557 n8 1230.0004.0E 2D 0 20 40 s<NL 1' = 20' n_ol. I-t :At£ JULY 17. 2024 21 52 of 216 y i AA C-r n,,,. 1.0'-B.0'FROM 1.0 B.0 FROM 1.0'-8.0'FROM 1.0'-&0'FROM 1.0'-B.0'FROM 10 DPoVEWAY � � "���III DRIVEWAY DRIVEWAY DRIVEWAY DRIVEWAY DRIVEWAY = _ty� 1-0'OFF 2.0'OFF 2.0 OFF ZO'OFT 2-0'OFF 0 2.0"OFF DRIVEWAY DRIVEWAY DRIVEWAY DRIVEWAY DRIVEWAY DRIVEWAY 5 / A, C aAILIENCl 30 ;OI 3� !00 3O 3F + O bk J bi IAr BRB alga® g gg B DAP BRB FVN••[ 0003.UTUTY LOT TYPICALS PO N Paa Pa1mE Pao1 POROF RDR1N SmagmY soErNr 5MII1YAr • 41FVYY 9eFrur SCMK ma F FAd oY OFFA m YmL SSNFAF FIINY XnC8M PfIFAIOR OFTL^�^- T4 T4 E N Y T4 ALL CONDITIONS � ONS L oR CM43 ACNFQ YFT1RlY T T910LE FA4LY DEFAbFfI- EXTER T CORNEA SI cuu I E CAIIY DFFAfYiTL yyEBA��� 000LIPATIOIk 51.1; N1paOR IXIEI11di CORNER OCCUPATION, 54.1; OCg1PATI01t SAD; COVERAGE 710; OCCUPATTOIt 01..5; COVERAGE Ma; COVERAGE 78.1; OCCDPATOL N. OLCI.PA70t 04.B; F.B.PRNARY n/a COVERACL 70.5; F.B.PRATARY: BS.O; F.D.PRNNIr: 85.0; F.B.SECONDARY: n/a F.B.PRWARY: n/a F.B.SECONDARY: n/a F.D.SECONDARY:n/a F OVvP Mr: 81.7; F9.PRYIMy M.7; F.B.SECONDARY: n/a F.B.SECONDARY. n/a Fd.SECOIDARY: n/a "� IY vJ SNARED WATER METER SHARED WATER METER > Z 1.5" Q LU FRpF 1.5'-7.5'FROM OPE FROM 1.5'FROM Q 0 PROPERTY LINE f.5'-IVE FROM 1.5DRIVE AY PROPERtt ONE n 12.0 IVEWAY DRIVEWAY Y.. 1.0.OFF 11.0'FROM 1.0'D� FROM 2.5'OFT DRIVEWAY DRIVEWAY DRIVER WAY DRIVEWAY DRIVEWAY DRIVEWAY DRI�WAY 1.5 7.5'FRDY RIV OFF /5 ]5 RROM VEWAY DRIAY A U C.L C.L L CL Q - o� � �o off} }a _� :; S S o Z COURTYARD COURTYARD ODURTYARD PORCH ABOVE �. 5>DETFAIIf smrAtr SaIEY'Atx Ail 1 4 T4 T4 ]M _ CYTpaOR CpBTFA ACT AOi� ✓Pa1af PORQI f;dR YARD FRRONT YARD FRONT YARD aIPAYI . aS.T; NTEAIOR IXTF7RIOR OOYQUCE 7a.1f OCCUPATION: 79.2; OCCUPATION: 67.4% rTT F.B."'w•nv. ',SSE COVERAGE: 80.0; COVERAGE 79.1; F.D.SEWw,nn1. n/a f.8. PRTLIART: f00; F.B. Ffti : IOO; �EWAN 9DFM'All( SEIEM'AU( 9EEWAX $NEWALX F.8.SEOONDARY n/a F.B. SECONDARY n/a T = T4 - T4 T4 T� SNQE FAYIY ATTA-- 9FID F FAYt Y ATFA-- F FAi Y ATT aim- ffimCORFpe �pOED LENGTH LENGTH OOCTEN D OF TN FiOERIOR CORNER NTEF" EXTERIOR om of 1� COVERAGE' 52.11% OCCIPAl1011: 50.5E Cp15ULTNG ENGINEEP.S F.&PRUA n.a; F:l PRINA 78.3; OCxIPATR)t SB.J; OCCWARON: 71.4; OCCIPATION: W.P; F-0.PRwaY n.e; F.E PRNARY: n.e; FA SEONDARY: n/a F.B.SECONDARY: COVERAGE I ' COVERAGE- 100; COVERAGE IDO% 74B Mhalas Way ^/e F.D.SECOND: 100; F.B.PRIMARY: 1001E F.B.SECONDARY: 100; SMII:200 Fort C.1- F.f1 SECONDARY n/a F.B.SECONDARY, n/a F.D.SECONlDARY: n/a Phone 970.226 0557 OB M0. 1230.0009.00 20 0 20 40 uAE I'- 20• xale 1'�20' f«t O•TE DULY 17,2024 53 of 216 I III J. FUTURE ROADWAY If£ INFRASTRUCTURE f::•, HOWN FOR S REFERENCE ONLY %'•I./ 1 o6nw. / .: am ORB DAP \n ORS /' ` sF•, / < %/ y, \ \ I \ / 0009 Fire Hydrant Plop I , l } _:f'�' ;'� >Y• ,' \. °mid,`. ` \\ \ //' I = \ P � "�I KtY MAP N.T.S. Lu �� :I S I -• /�/. ..\ /�� �� �N`\ f/. �� /i n. \\ r ..mac I I oaf.. V''%// \ LEGEND u� lell e1��I l.. 14 \ i ` cc IVA 'ti `�'\�'`\ .;•, jY��//_ / 1/.. �.;` i t� a`� /,{Z�Ot �����./�I - \ \•� ./ / ,,� \ / / �\l cl) W LL \ '// � / \\ Yam`` \ `�t �, \ �,• \ - .� REPRESENTS FIRE HYDRANT O \ '/ ��I% //� \ \ �\ •i�> \ /. �'� \ �/ /' �_—_ £ I COVERAGE RADIUS OF 400 FT C - is \ �; `-\ ,"6 ' ` � / \ .• � \ r• _Y � ; I I I£ HYDRANT LOCATION o // ,b�.��.-.' ,�. •. `•a It. 'S. ..�. Q /,.../// /' I \ EMERGENCY r WALKWAYS NNEL/EQUIPMENT com i3 i / �!`y,i it _1 /.'�1�' \ fx�,., j ..� /•- /i ` �a�PyP •'�iy• / . I S£ TST.INC. v '• y\< 'P\r /\\ �' I •, P \ \�O�.�r! .P." ` �0 .-y ./\ I { CONSULTING- eNcl :tieeRs \r' / i \ / ` / G •\ / /1 it 00 F t way / \ \-\ .f / \i� L �•� %.� '��"7'�� �' // \ "' ' I I I SuiLola as 8M25 ms one 970.226.0557 k 230.0009.00 o O ��.v�'/A � \ ,•� .' ,. ' ' �• _ice / \ � i�I Is 1"= 60• kill 80 Lao60JULY 17. 2024 / xole t'.BO' teat 54 of 216 Y o I 'E1\�� yam,. //�1 t � / •� , 1.,, � � ,\ �/: ,� j/ �\\) , \\ � ;/ /♦ y��' :� � .� /+ \ •, \ •ram• +/ � ££ � I I \ i dMIH I FF � / ..� •fie• �� / \ \ *!; 26� �.. , � � \ `.. I 1/ / `".• •� ,� / / \ I ��£ // I BRB DAP BRB DD09—Fire Hydrant Plan F / C j � h O�dmb'!. — 7`- — ni3 yVp°' �f< `e\ `•� / i` \ /— — — 1 I £I I / CT:e��QRO J c� / / \\ I• y .,� ��, // \ gF g // KEY MAP ONA f N.T.S. I �'� \ II '� 1 � // � I �� / I £g 1 W \ LEGEND v� N.T.S. ¢ = QJz m = cr } •\ \ _ ——— — // ° \\ II REPRESENTS FIRE HYDRANT O COVERAGE RADIUS OF 400 FT Cc / HYDRANT LOCA710N — EMERGENCY PERSONNEL/EWIPMENT WALKWAYS I e I N �,w. NNSULTNG ENQl EER.S N 70 YR°Ip°Key Suite 200 Fort CW:ms Cdatroo 80525 970226.0557 ° • 3 0 1230-0009,00 o` o a o eo o ga 160 DULY 17. 2024 I3 I z9.e i• 80' teat _ 55 of 216 Y r N SEE SHEET 100 SEE SHEET 109 l - A. , } - �� + SET 50.00' YDRANT � .L A. 1 + 2'x12•Croee _ A, 4+ OFFSET 0.00 I _f 12'ON(NW�(SNQ(SEA. _ 54. Ice(' �• _ _ __ OFFSET 22.97 +13.00 -GOODHEA _ i I SET ' � - RT DR- _ - �^- -� _ � L.li ?r4 -m r~-a ' -t3 - ,-'�!-'eo.00•Rorv �' ^' ' ' 'ia.00 ,e.oa 1Nm te.m - 1 - �` - 101 12'PVC 180 LF 1Y PVC � ` � 50 LF 1Y P_ _� 3-- _ _: =3-_� _ ___N 72 P ��. � �1 \ �`, at / •J� WI-Ot 2-12• GN V• e ---_ -- _ '�' , �8�7 7?•P .�4 1NN -8"'GTV(NW) 12 BRB GN(S 1 + Y r _ 2 LF 12• PVC /1 ..C 1\ V ce DAP IF 37 12" PVC I-(SWIVEL ,Q 1-12•GN( ,C g A. 11+ / BRB 1-6"GN(N _9T(p z'`; SET 4.8,61' KEY MAP ...•0009_WATER P&P r 37 LF 12•P °VC - REDUCEw (�•� ti^ N.T.S. . ~ 12"xa•re Q '\ `:CF '`.' JG NOTES.. .....P -8• GN(N �`( Y 1. REFER TO COVER SHEETS FOR LEGEND AND ADDITIONAL 1SQ�VG ` -12"GTV(W �4L T NOTES. 2. ALL WATER SERVICES LOCATED ON LOT UNES ARE 3/4• rpaf�C. 'G2N` A 11+\ io DUAL METER PIT SERVCES, OTHERWISE THEY ARE ili; 4- _, TYPICAL SINGLE 3'METER PIT SERVICES. E TO EX 12 U TK +75.41 NE .` /�O ✓ • ► jj��,..//�� \\��I -12•GN N W E b WATERMAIN JOINT RESTRAINTS 100, PLUGVALVE s >� 1 `k , •RE Lu DULu O \ � ECFR TF: O J BENDS p o 0 5005 ; �y0.L'JF REST1geJEp plcr m W D I j WL-01 I Srv" a 2" Cn Z f el FITTING - Q T ExISRNG - j f ARV N/A N/A , LA. 11 (iiAOE > 90'HOW.BEND ta' 25' Q 1L 5000 1 _ __-- ---_- _� _ _ _ _ 45'HORIZ.BEND 3' IT' 5000 2'nOR12-8EN 4' 5' Z V ! m "• ' _---T_--___ _ �� zn.� '� .11/4-HORIZ BEID 2' 3- O 89 /� REDUCER TO 4" 4J' 74 S a _ �' --- m • Kp5 i REDUCER TO 6" 25' 62 C Lu Da. 184 '� REDUCER TO a" N/A 4:995 9 -- - -- - o -- '`1_ _u 3 •L 4995 _I REDUCER TO 10. N/A 25' ' 1. RESTRAINTS SHALL BE PLACED ON JOINTS AT THE LOCATION OF ALL _4990_ •• - FITTINGS. ADDITIONAL JNGTH OF 4090 RESTRAINTS IS INDICATm IN TABLE. 2. PIE TMWriI E MRS TO 8E RESTRAINEDAMOUNTOF TOGETHER. 3. EACH WA F FROM VAILVESPIANDMBENDS. 4985 - _ - 498$ 4 AEC CON9p REp A PLC BEAD•ENDS APPLICATION. I{ 5. MIN 5.0'GROUND COVER REDD. 6. ASSUMES 150 PSI TESTING PRESSURE. gg • I o g 4980 1� `• $ - 8 8 m • oS ° f 60 m m m- 49 c o n m m"N W N• m o ' M1 mnm - - n w ~ TST,INC. Nx a N I OIh ,NI on ^ N fgKO pg^5o I Q ) Ise Mw'W. YN CONSULTING ENGNE E RSN + + } + Sue 2T^+ ' ' + + 00(M Cdl— NN y zs 0557 I N ' + + ^ mz5 230.0009.00f t9 4975 S ~ N 497$ N 20+00 19 00 16 00 17+00 1 00 15+00 1 13+00 12+00 11+00 70+00 9+50 'u`H:1"=40'V:1•:4' a /h� JULY 17.2024 o`� �/'�` S� w o 40 eO Gxae NORm "-0 r 99 Of 216 VERT: 1'-4' ;SEE SHEET 99 0 �r m h to fit � n -02 I SET,s.00' � r,✓R - NT p I 1 + o 2'x12 Cross 9 LF 12"PVC .? 1, s _ -12"CN(NYn(SW)(SE I I I t � AIr Valve IP I � i>� �� � BRB : _ I I I I �^ DAP A , R s _ _i__ _ — 3_ 3 i )OFFSET 0.00'PT �L - 11L-pp 306 LF 12 PVC - VL-02 _ v� -m.- YDRANT f�i f MAP Ou„,_WATER P&P - N.T.S.`— ST 04 TEALBROOK OR 1 ��1ft�1��pp ,�,ygNpO C/C O]CJ.YY cY: OAO d� -" _ �- -_ -�— �- — T— �—E T •--r-- --rtE - _I 1.E REFT_? 70 COVER SHEETS FOR LEGEND AND ADDITIONAL Pe NOTES. e�O\ O�9••,�� 2. ALL WATER SERVICES LOCATED ON LOT LINES ARE 3/4" -12" p'tE 2 112- Tee(SWIVEL DUAL METER PIT SER.%ES, OTHERWISE THEY ARE /Q4A�EaO CN(NW) TYPICAL SINr c METF` 'LACES. ES.NE V-� ' _�►�l WATERMAIN JOINT RESTRAINTS l N TH OF RPSTRAIN^PIP PIPE SIZE 8" IT. PiUG:_ VALVE `, FITTING L L ,( (` 6� ��; 1 C ARV NSA N/A _ k S j� (.[✓l 90 HORIZ.BENC 16' 25' 45'HOR12.BEND 8' 11, - ---i V RFF1.1(�F' 22 1/2'HOR4.BEND 4' S' TEE Z LLI / 11 1/4'HORIZ.BEND O J 74 LL 4 iLDUCER TO 6" 25' 62' O REDUCER TO 8' N/A 45- '` 5005. REDUCER TO 10' N/A 1 25' -- LL WL-02 — GRADE' PROPOSED `�. ` VGItADE ! III soon ¢ J _-- -- -- -- - ----- �--T- > O_ ^^ 1.V ki gig Z Lu N 0 1 4995 PLACED- RESTRAINTS SHALL BE Q 4995 1 ON JOINTS AT THE LOCATION OF ALL FITTINGS. a ADDITIONAL LENGTH OF 3? o tl. RESTRAINTS IS INDICATED _ IN TABLE. Z AAMMOUN OF PETo TCHEI _ TB E RESTRAINED 4990 _ _ _ _ _ 4990 TOGETHER. 3. LENGTH OF RESTRAINED PIPE N ` \_ sJL` FROMMVALVESE AND BENDSEACH • \ j� JR= • 4. SINCE VALVES ARE CLOSE-ABLE, THEY ARE 4985 U t t� CONSIDERED A PLUG/DEAD END APPLICATION. 4985 5. MRI DD.0'GROUND COVER IJ� 6. ASSUMES 150 PSI TESTING !iT PRESSURE. 4980 m ° 4880 m m to> rz loe W INC < < < < p�Q,5� < y�~j ` 1= }r}r� CONAILTNG ENGGNEERS 4975 `^ �i S" m IS' y S to > _ut �" N 5 _ 4975 use v0 FM Cv Suite 200 FM Cdlrls Caav4o 50525 15+00 14+00 1 12+00 11+00 10+00 9+50 Pne.,e 970226.0557 1230.0009.00 —H:1"=40' V'1"=4' rz JULY 17, 2024 s0 O 40 w — xae HORIZ:,-_-, tot 100 of 216 PERT: 1'=4. ' I 1 •\. •I 1 II I I • I 3 I f WL-02 1 t I 6 I II / mo 9 LF 12'PVC r BRB �' + At V \ OFFSET 16.00 'a 17 \ T VOM Ak Valve �� DAP ,20 LF B PVC ':1-pR-731 �i - _ \��" - -_ �-• - - - - - ._ - ®oen BRB 8 LF B'P 55-O7ym "�f� _.- • —R { .^ KEY MAP D.-WATER PdcP s"PVC -� - - -� ' - # 111.-02 306 LF lY PVC ,I-j - 2u.00 -- - -'0;- -- - 1Mm _ n.m "I BOOK DR -\f si NOTES D ADDITIONAL 17- 1. R TO COVER SHEETS FOR LEGEND AN AL 4Fee NOTES. 7 LF 8'PVC -- - - - -- - + Tee(SWIVEL - - - - - - - _ - - - --— 2. ALL WATER SERVICES LOCATE- �JT LINES ARE t" •'�" + i-12'GN(N \S, 1 + 4. DUAL METER PIT SERv-' ,,rHERWISE THEY ARE 3/4• aOt ...... 1-6' GTV(NE 3 2'x6' Tee(SWIVEL - h#lAl TYPICAL SINGLE`' .,TER PIT SERVICES. S ` WATERMAIN JOINT RESTRAINTS 1Y ) •� ��" LENOiH OF RESTRAINEG PPE - - � � PIPE SIZE 8" 12' PLUG VdLV� Y / �U I FlTTING L L C7 SS\ • Je p-w 90/HORIZ BEND 18' 25' '/� U,e- `1{� 45'HORIZ.BEND 11, v+ 22 1/2'HOR2.BEND 4' 5' RFDJCFR Z W �� J 11 1/4'HORIZ.BEND 2' 3' Ir REDUCER TO 4" 43' O 74' co LL REDUCER TO 6' 25' 62 /0/y 3 r RFDJCFR TO 8' N/A 45' •i REDUCER TO 10' N/A 25' BENDS 10 0 li 5005 r M W ad �WL-02 w1 4 I ! soos N Q Z : a = g -T- r --- _ _1 _ 30OJ - � Z W F �. �,AppppANNINN�LLO F dANLL W F t THE O A 1 v ppp4 C a C 4995 RESTRAINAT$IS(INDICATED 4995 -. 2. (LENGTH Rpp��iF'EEPPRS TO THE MUSWT 9&RESTRAINEDICH o _ TOGETH 40 I�+ I § - 3. NG7M OF RESTRAINED PIPE MEA RED EACH WAY FROM VAL�S AND BENDS 4. SIN VALy�S ARE �C,L0N ABELpE, THEY ARE 0 o ENDUCAIAIOPLUG/DEAD e 5. MIN 5.0'GROUND COVER REDD. 4985 - 6. ASSUMES 150 PSI TESTING -- - --- - - _y 4955 PRESSURE. i I 4950 o v v v v gg n m $ m m m m m. c m ino o�• N i '� b '� 0i tJ m r ai b 4 n •x� O n�n nn b S a o i s 'v) '� '�ro m x m in p .'�p i�H CONSVLIMO ENGR*M ,., + r 17 N.:• N + W ♦ '6 n 'N b M n N-a O o .D C '� .p f %.: m ~ ? n ]48 1MW-Way tNV q N m + O +^ie + m+ m m + 7 N '.f > f���l��• b N N a N N Y N a N N V C. m N N 'eJ P to j a Sake 200 Fwt 25 'e N_ r3 N r m N •� �i cw N^ n Y n°' n $ Cdwaao eos25 �'iS 'l 'S _ p�,;s &&F .. KW qq Phone:9702260557 7. {{-- 11-� FF �j 1230.0009.00 S Vl S Vl S N 2 b N m m )m N Sh- N m f~N N >N f �)- ~ 1<' < .IOe.xA 23+50 23+00 22+00 21+00 20�00 17400 16+00 15+00 14+00 7:7-40,V.1'=4• a.x JUIY 17,2024 b o 40 No at[' scale HORIZ Y�40' --_ feet 101 L,V VERT: 1'.4' r a F 5t k, WL-03 a ♦I I: (, W ! Jr OFFSET 23.00ilkT SS h I't W W I A 'x6'Cron i '� / / e BRB O f I _8"GN(NE)(NW)(S _ S -- - BRB 1 ,_ A. + .-ss-Ga - 17 LF 7Y PVC I' sT-3[ 1114 a- .. KEY MAP , O0O9_WATER P&P x+m 220 LF 8 PVC > _ _103 LF 8'PVC M' S S.S �. ',I`! S 5 S S S 5 - g_- - C/ 16 LF 8 P ,e 31 LF 8"PVC I I_ NOTES l' + "A + •x8•Tee "xfi"Taei SN1VEL "x8 T" �' 1. REFER TO COVER SHEETS FOR LEGEND AND ADDITIONAL -8" GN(NW)(NE �' FF NOTES. C' S ` 1-8" 3+93 GTV N j 21 LF B•P �, n_ 8 LF 8"PVC 1-6" CTV(NE 1 .4 c m , ♦ 2. ALL WATER SERVICES LOCATED ON LOT LINES ARE 3/4" i 40 'P . .!: LF 8 VC 0 P ..••.• I I# � � DUAL METER PIT SERVICES, OTHERWISE THEY ARE /ONA7.F•!� _ -0 _ WATER SERVICE(TYP.) - TYPICAL SINGLE 3"METER PIT SERVICES. I 1 O - I^ IR Z I IRR -IR R IR R - - _ Hen - _ IR R,i— M I atl_. I ..' ,{ .1 .•. , - .I 1 I. -.�_l I , , RR,7-7.- 1 T� -L. ' 'I I - s OR (� IEALBROOK OR WATERMAIN JOINT RESTRAINTS X. ! � VALVE .PLUL *L - Aal RFD.ICFR -ET ZO LLI J V5 LL 0 SENDS CL •tJIL.-j1 OF RES'RANE'�_ m W 06 PIPE SIZE 8" 7' Q Z 50 0's - SO1O 'ITTNG L L I �LW-03 ARV N/A N/A > J 90'HORIZ. BEND 18' 25' < QL 45• BEND 8' III 22 1/2'HOR HORIZ.BEND v 4' 5'' Z — —_ PROPOSED - _ - Lu '- ___. - - - 1 ,/+'NORIZ.BEND 2' 3' O _rz 5005 REDUCER TO a' 43 74' C Q } REDUCER TO 6" 25 62' C REDUCER TO 8' -> REDUCER TO 10" 5000 GRADE i0 - 5OOD i. RESTRAINTS SHALL BE PLACED ON JOINTS AT T�a LOCATION GFiA OF RESTRAINTS IS ITINODNICATED IN TABLE. I 4995 d N I I 2 LMGTH REFERS TO THE AMOUNT OF _ 5 IPE WHICH MUST BE RESTRAINED i 3. TOGEO7TMFi OF RESTRAIN PIPE MEASURED (,E�� Ep EACH WAY FRDM VALVES AND BENDS. 4. SINCECE VALVES ARE�QSE-ABLE,THEY y d AR UCONSIDERED A PLUG/DEAD END 4990 m m$ o b m m $ - m G m o P N fE $ _ 4990 S. MIN 5.0'GROUND COVER REOD. m in m— in h $- m f` nnifl m N NO n hV' N OD m N O N N m nm e H�J ®m .'�F nmf v.rl mes._l..oN n'^es mF' 'pF Oa'm o^•n i o _ m .m_ o�Vl_ m�>>HN FNF rNrVl F�> +.,m_P mm. NHf+n `mroyx�_ _ _ _ _ eNpo_ oNI+n oN _...- i 1 6. ASSUMES 150 PSI TESTING PRESSURE + m+ o+ mn 1 n'° N TOT,IND. CONSULTING ENGrvikS4985 4B 748 ft Su Fort Collis 18+00 17+00 16+00 15+00 14+00 13+00 12�00 11+00 70+00 9+50 CX.80525 Plroee 970.2260557 'm w 723O.DO09.00 —H:1"-40'V:1"-a' e,z JULY 17,2024 40 0 40 80 .�e HORIA,_4G• ft, 102 of 216 WERE 1•-4' -�7 y� JL SEE SHEET 118 L� W1-04 � "x6'Tee(SWIVEL. B•x6•T f g c 23 LF oy 8'P 1-8"GN / 1_6"GTV I S 127 LF 8•PVC IYL-M 129 l.F 8'PVC 126 LF 8'PVC {� •. ✓"� r �,.. -127.77 X _- S- - __ -- - ---TIE TO Ill- TI _ 26 LF 6"PVC tW \, 1� ` r k•-.�1 ''` /p2 � - \ s'���. WATER SERVICE(1YP.) ;d I,: —N _ arm BRB 1 11i � I 'I OAP R IR R �i z BRB ` eC �f 'x6'Tae (SWIVEL gS � p h. y _ . `ti,r-(1 ,-6' GN(S <'`•,S $ • } A N g_ it. f 0009_WAiER P&P NOTES L 1. REFER TO COVER SHEETS FOR LEGEND AND ADDITIONAL ..'��•- ;�� ) NOTES. W- •� 2. ALL WATER SERVICES LOCATED ON LOT ONES ARE 3/4• O •, ?� DUAL METER PIT SERVICES, OTHERWISE THEY ARE a �GNAI E'aG t \ • I I I TYPICAL SINGLE METER PIT SERVICES. lN!► S 1 1Cx N rc I IIbF �i WAN?RMAIN JOINT Pv'- %IS .— PLUG 15 LF B P +• -.RE TO NL-03��—' f I'• { _ -.�_,_{ _wr :I.... _ - l —REOJCER SEE SHEET 102 LL > o 5015 SO15 LENGTH OF RESTRANED PIPE m W 06 v&-04 I PIPE SIZE 8' _ 0) Z FlTTNG L ARV N/A - a- _ 90'HORIZ BEND 18' - Q a Q_ 5010 _ _ - 7 45'HORiZ.BEND If I 22 1/2'HORIZ_BEND 4' 5' Z Lu �GRME TIE TO 7- t/4'�ORIZ.BEND 2' 3' 0 WL-05 REDUCER 10 4" 43' -4' C 5005 REDUCER TO 6' 25' L 3005 REDUCER TO 8' N/A REDUCER TO IO' N/A 2 EXISTING -GRADE 1. RESTRAINTS SHATHE B PLACm ON 5000 _ -- ___ _ I I SGOo FlTTINGS.T ADDITIONAL LENCTH OF ____--- ____ - _ ----_- RESTRAINTS IS INDICATED IN TABLE rcn ' 2. LENGTH REFERS TO THE AMOUNT OF PIPgg WHICH MUST BE RESTRAINED 3. LENGTH OF RESTRAINEEpp PIPE MEASURED 4995 -- -_ _ j 4995 I EACH WAY FROM VALI£S AND BENDS. 4. SINCECE VALVES ARE CLOSE-ABLf, THEY �PUCA� ED A PLUC/DEAD END II • I 5. MIN 5.0'GROUND COVER REDD. o rQ v `j o 6. ASSUMES 150 P51 TESTING PRESSURE. 4990 m F e H n m m 4 8 _° m N - - • - - _ 4990- n I N z r g I o^ r '.x 1u TBT,INO. + q +a m + 0<+1 I + CONSUL ao + + .� +d m S EHGn'EFP.S C IJ N O IV I IV fJ M N "na Co Wo 905 5 l Plrn 970.226.0557 4985 N In _ N �x N i 1 a x u�i x i N �x N m 4985 1230.0009= 9+50 10+00 11+00 12+00 13+00 14+00 15+00 15+00 17+00 - — 18+00 18+50 wa DULY 17,2024 40 0 40 80 vela NOR12 ,'.4D „„ 1C�3 of 216 .T.,'.4- W1-05 /y ► 2 o j Y O I Y v) S a al a al a'NI a al I.'1�' •'I uuwlm W BRS i = C DAP S S WATER SERVICE(TYP.) I w m �:•'� P,�m t F TIE TO WL 06 O SRO t- � owc _ IV I J { 0009 WATER P&P N - ----S x.ao-.- --2.66 L-F B'-P VC - - NOTES 5 �Yg •UC`1 w I _ _ .• c7: _ O�C 8 s I 1, REFER TO COVER SHEETS FOR LEGEND AND ADDITIONAL f.-I NOTES. 14 LF 6'PVC 3 4 I 2. ALL DUAL WMETERPIT SERVI�S, OTHERWISE THEY LINESATER SERMCES LOCATED ON LOT ARE 3/4' ARE �O`f '••••�G2� 3 A.i + 4. I' TYPICAL SINGLE METER PIT SERVICES. IGVAL� GTVTee -6' (NE)(N l I ` t IR 11 _I I R Iq jR IR R r iQ ' _20 h•r • _ MARNUODILN _ I I _ I 1 :. i. A„sLRMAIN JOINT RESTRAINTS ` LF.0'. P I- I �'� PLUS VALVE # a aI a I i I aal J t� ^TIE � Ixv SEE SHEET 103 l 112 REDJCFR -EE Z W LL Is, d/� ��- �r SENDS © � a. e Q� `„ LENGTH OF RESTRAINED RIFF {t7J m W 06 PIPE SIZE 6' 12- (n U Z t FITTING L L ARV N/A Q = J 5 W C 50/5 - ;0'HORIZ BEhD f6' ¢ �- PROPOSED ^`OJ! HORIZ BEND 3' 11 t... GRADE := 2'HORIZ.BEND 4' 5' Z 5010 3 u i 5010 - HORIZ.REND 2' 3' 0 F, Y. r4t V.'CFR 'C< 43' _ Q 25' iN/A N/A 5005 �zO �— S 5005 _.: _ u u 7-- IE>a57MJ4 NaMIk 1. RESTRAINTS SHALL BE PLACED ON - JOINTS AT THE LOCAnON OF ALL 500p I _-- ---- �,---- __-- - I 5000 FITTINGS. AD 1,,n IN I L�JGTH OF RESTRAINTS IS INDICATED IN TABLE 1 2. LENGTH REFERS TO THE AMOUNT OF 1 ( %PE WHICH MUST BE RESTRAINED I TOGETHER. J 4995 3. LENGTH OF RESTRAINED PIPE MEASURED - EACH WAY FROM VALVES AND HERDS. 4. SINCE VALVES ARE CLOSE-ABLE,THEY O C V , 9Cy •C AR5UCONSIZ ED A PLUG/DEAD END m X n m m` m x ; 5. MIN 5.0'GROUND COVER READ. 4990 g ro of "•� ,M _'19 d m in m Y -1_ _ __� +, 4990 6. ASSUMES 150 PSI TESTING PRESSURE '0 a0~pro+ o+ a7 � 'm o IJ< ~�u1m< ~ < K }�m ± m 49Bs m S N u~ = H o H ISM m 5 v� TST,INC 4955 CONSi1LTNlG ENC 748 NM1dms W,y Yioy duns c 9+50 10+00 11+00 12+00 13+DO 14F00 15+00 Suite 200 fort Gao.om 0 Phone 970.2260557 a.n 1230.0009.00 scut H:1'=40 V.1'-4 arz JULY 17,2024 40 0 .0 60 .0. HORl2:1-.40' ,�,, 104 of 216 PERT:1'.4• ,IL-B � F E BRB I r V,� DAP v '1 WATER SERVICE(TYP.) 10 LF 8"PVC A. 1 + 1.1 5 LF 8"PVC 1. BRB '•. _ K1.J. "OD, v^TER P&P ,1 2 x8 BTeGTV(SE S 15 LF 81 PVC 17 LF 8"PVC _� G n-05 IjI M .. 1. REFER TO COVER SHEETS FOR I cr--. 11ONAL f- _ ataoo 317 LF 8'PVC _ .--_- ST,yro7•_ NOTES. Gl _ _ _ _ n 2. ALL WATER SERVICES LOCATED ON LOT LINES ARE 3/4" - S S S S S S S 'I DUAL METER PIT SERVICES, OTHERWISE THEY ARE TONAL Eby TIE TO V/L-05 I'� 5 TYPICAL SINGLE}-METER PIT SERVICES. { _. I.. TIE TO WL-07 N _ ..•i 1,I� IwI Iq R IR R IR R IIR IRR I WATERMAIN JOINT RESTRAINTS PLUG VALVE _ --^ V/ FSDJCER TFE_ Z W O -� O N}t Q 0 LL 5010 LENS 9E .5-kNE '^� -.4 W 0d — PIPE SiZE B. Q - —� ' FITONG L !L ARV N/A N/A y J PROPOSED �___j.� 90•HORIZ BEND 16• 25•GRADE Q' a 45'HOR:Z BEND 8' 11' 5005 _ ._ g I S005 22 1/2'H0RIZ.BEND a' S' Z W 1 T4'HORIZ,BEND 2• 3' O GRADE !C 5000 - _ _ I 5000 -CER TO R' N/A - � - - - - -E4 70 10' N/A _ ARE$ L�gE pLA I- JOINTT ATSTHEEAOCATION�AL1N 4995 _ 4995 R"STN%SNTMINDIC INRTABLE. 2 LENGTH REFERS TO THE AMOUNT Or' PIPE NHICN MUST BE RESTRAINED LTEO�GETHER, Ep 3• EACH WA FFROMT VALLWS%D BEND&RED 4990 �. 4990 4. ARE CDN9DERED A PIUG/O BLF EEAD, THEY END APPUCATION. I 5. MIN SA'GROUND COVER REOD. 6. ASSUMES 150 PST TESTING PRESSURE 4985 c v m 4985 TBT,Iw_ CONSA.TMG ENGNEERS O1y Y h 7<81M.1a War N } N } O + 0 sake 200 Fort CNJems ¢ yy CdaoOo 80525 970 226.0557 H:1"-40'V:1'=4' 4980 to = ' V~<i-^�O ? NSs 4e one _ 4980 1230.0009.00 9+50 10+DO 11+00 12+00 13+DOL 14+00 o.a DULY 17,2024 40 0 40 00 .�. HOR1Z:,_.� 105 of 216 PERT:1'�1' SEE SHEET 50 TRACT 00 "+ 3 r � 3 r � BRB Mom^ DAP BRB � 0009_U TIUTY Ll KEY MAP �p �A NOTES N.T.S. t. ALL POTABLE&NON-POTABLE WATER MAINS SHALL BE CLASS 150.C9DO PVC, BURIED WITH 5 TO 6 FEET OF COVER UNLESS OTHERWISE NOTED AND/OR APPROVED BY THE DISTRICT. / 4 2. CONTRACTOR SHALL MAINTAIN A MINIMUM OF 10-1EET \ �\ \0 F UNEIS AND ZONTALSERVICESnR BETWEEN WATER AND SEWER MAIN ' 4p 3. WHERE WATERLINE CROSSES A SEWER LINE AND THE VERTICAL SEPARATION IS LESS THAN 18-INCHES,THE CONTRACTOR SHALL CENTER THE W' ERUNE OVER THE CROSSING SUCHO THA I EX.24•PRPA WATERLINE / i' / RO4'CO 4p ' ONE TLENGT E ARE WITHIN V, - OF THE CROSSING. \\ o- \O �F r� / / fir^_ BE I WITH A LAYIF':,,LENGTH OF 18-FEET !w BE INSTALLED. I � 4. _, 11NC U':1TY LOCATIONS^ .AN ARE APPROXIMATE \\\ / j 4 / AND NEED TO BE VERIFIED BY - CONTRACTOR PRIOR TO \\� 7 EX. 72'ELCO WATERLINE CONSTRUCTION. tiys\\F // / 5. F FACILITIES. SHALL BE ,ATED MiHW 10-rccl u ,.�•,...,.,� V ALL HYDRANT + THE MAIN LINE SHALL BE SWIVEL TEES \\ Tq /•O '/\ p /fcO / 6• UNLESS OTHERWISE NOTED.F- 7. _4NITARY' .,fR SERVICES SHALL BE 6"PVC UNLESS > Z 4 E%. ELECTRIC EX. ELECTRIC / Qp / OTHE" —NOTED. B. SANITARY SEWER MANHOLES SHALL BE 48•DIAMETER UNLESS Q J C'-ERWISE NOTED. ALL SANITARY SEWER MANHOLES SHALL BE PER STANDARD 9. ALL MANHOLES SHALLLLDER BE AIRNITATION TIGHT ANDSBOXTVAICUU MTEISTED IN D L a \ ,n0ri�n. r '� $ /4 ACCORDANCE WITH DISTRICT REQUIREMENTS. 10. CONTRACTOR CONTEOFLF�Y "TOFF WALLS 10' ITRAM ALMANHOr�NTEPFn Q _nc GROUNDWATER IS Q = J EX. 24•PRPA WATERLINE \� K' it '' / 40 4p 11. ALL. _._ ,-JN-POTABLE WATER SERVICES SHALL BE > n' 3/4•TYPE-K COPPER ON A SINGLE METER PIT AND 1Q p TYPE-K COPPER ON DUAL PITS UNLESS OTHERWISE NOTED.METER PITS SHALL Z ENT AND SHALL NOT BE LOCATED LOCATED RIVVEWAYS RHIN THE DEEWALKS. O 12.LANDSCAPING WITHIN THE TRAIL EASEMENT SHALL BE PROVIDED EX. 24'ELCO/NWCWD WATERLINE \ i �\ ;o r 3 Fp IN ACCORDANCE WITH ALL APPLICABLE CITY CODES AND WILL C REMAIN THE RESPONSIBILITY OF THE UNDERLYING LANDOWNER. G EX.FIBER OPTIC LANDSCAPING MUST PROVIDE ACCEPTABLE CLEARANCE FROM \ \ \ THE TRAIL SURFACES AS SPECIFIED IN THE TRAIL MASTER FO Cp PLAN. SPRAY IRRIGATION,IF REWIRED,SHALL BE DESIGNED AND MAINTAINED TO AVOID OVER SPRAYING ONTO THE TRAIL 73.OF THE REGIONALTY IS OTRAIL WITHIN THE LONGTERMNSIBLE FOR THE MAINTENANCE DEVELOPMENT.0 _\ MAINTENANCE n F � SURFACE,OCCASIONAL SEASONAL SNOWPLOWING OF SEASONAL WI MONG 23 C W 'ADJACENT TO� ~ kp THE TRAIL SURFACE, REPAIRING/REPLACING SURFACE DAMAGE \ OF THE TRAIL, AND ALL OTHER LANDSCAPING MAINTENANCE \ `a WITHIN THE EASEMENT. om O �� Q• b O O Y \ �\ T8T,INO. CONSULtING ENC.NEERI N it,200 00 Fa Ncy 5cile Fort Coti­ \ \ PNene 970 226 O`5> N o a 7230.0009.00 . � \ JU 30 0 30 60 LY 17, 2024 cc� \ \\ 51ot216 �\ ,^ � ate. ,•_36• ,ra N / -07 0 �17 IF 8'P 71E 4_ 16� -2WW E 1 -WATER SERVICE(TYP.) A. + 1 'x6'Tee TVAVEL A. 1 + 4. 1-8-GN(N t r i 8'x8- Ta 1-6-GN NE "1>.ac eL f0, WSp f�E isF/" -8- GTV 1(NW)(S 1 5` W _ • \ �,�m.- - -� t_-"_-- %'j IF P N �. .8 '- 11 tlAx RAN 1 S 1 A. 4+ �W P Tee(SW1VE1. �1 f 114 8• aK 1' r �I.Q V m.wi BRB GTV(SE i o7 - s.� 1-6'CN(NE \ .pVC:_- DAP t :` 1 + 5 1 \ �••W-rt v+ 8 .` P, 1/ l� ~ I , I �� 8RB L 1 A. 1 + 126`EF Xlire 1 ; N N J 4y ¢ V ".44 3 KEY MAP 0009_WATER P&P 11-4 \-12 LF 8'PVC ` \.. m - -'4 NDO L/C a N i2 LF 8-PVC ,I 4 ✓ F I tl 'l -_ 1 I. REFER TO COVER SHEETS FOR LEGEND AND Ate^" f I tI NOTES TIE TO WL-D6 ITV a. £ _ i �� o oEl�•�,L �� i _ �' 2 All WATER ' ,,,,•�LOCATED ON LOT LINES ARE 3/4' 2 p m - .a 3 ¢ 1 ''�? - ��..• `rt vIT SERVICES, OTHERWISE THEY ARE �U /ONAI EaG jl ' 3 - t3 ' W•q TYPICAL SINGLE r METER PIT SERVICES r I - � A A. + a v� 1 p�y • T�.et-06 I LF18'PVC +4. IT+ n i ■ 72 LF 8-PVC o- I S 5 S \ I LF 8'PVC rH o 3 a' f 3 I .._ - o f {¢ WATERMAIN JOINT RESTRAINTS M SS -S I z- ;n N -x8- Tee .. PLu; Vn -8- GTV(NE)SE 1. n n-' F- :k SEE SHEET M ") SEE.SHEET I Z REDOCER =_- W ` 0 ie 16 1 CD BENDS a LENGTH OF RESTRAINED::FE. m 5010 5010 PIPE SIZE _07 '" (n L Q Z ARV N/h - Q (L .J . 90'HORIZ EEND 76• - Q CL 5005 j 45'HCR Q.BEND SC v __ 2112'HORIZ.BEND 4' 5 Z LU 1 '/4'-ORIZ. BEND 2 NE-LCER 10 4- 43. 74' C Q e. _ _ _- 4EliCER 'f, fi' 25' L2' C _ -_ - - y RE,.,CER TO 8• N/A 45' 5000 _- - -- - - __ '' _- - ---- - R"D.,CEY'0 10' N/A > 1. RgES�TRAINTS SHALL BEE PLACED ON o m i o JOINTS AT THE LOCATION OF ALL 4995 I e _ _ - ESTRAINT�I SINDICA DEINT TABLE 4995 2. LENGTH REFERS TO THE AMOUNT OF 1 PIPE WHICH MUST BE RESTRAINED _ TOGETHER. . i c v 1 LENGTH OF RESTRAIN PIPE MEASURED m v y c c ! v EACH WAY FROM VAL S AND BENDS. 4. SINCE VALVES ARE CLOSE-ABLE, THEY 4990 _ c m - m m m o c m m ARE CONSIDERED A PLUC EAD END m o m m N m f. _ g - I.o° H 4990 APPLICATION. m b�' �Y� mBIA n iAN h ' 8�„A 0p hN N O O n N p m n .60 uj �� . N f N n n f n �n .1� tV o.fc 1. .0 O;r m v' = 5. MIN 5.0'GROUND COVER REOD. o N o N N N N H n n v n a0 n 0D $ a0 n a0 u m + m 6. ASSUMES 150 PSI TESTING PRESSURE 1FJ-' 4�J IV '1 f H O 4985 _ rn x rn x 'm x m x ran x v, x _ 4985 7'8T,IHC.9+50 10+00 11+00 __. 12+00 13+00 -- 14+00 15+00 16+DO 17+00 18+00 CONSLLING ENGINEERS SuNe 200 iort C C• 200 80835 t 9•C 1.60`5� •�I230.0009.DO a JULY 17, 2024 40 0 u 80 .-I. —HORN: ,-_..o ,tt; 106 of 216 VERT:,'_4 V � W /i K WL-O6 SEE SHEET 100 SEE SHEET 100 / I I A. 14+ 4. 4 I A. + T. - yc,/ WATER SERVICE(T1P.) J "x8" Tee 2-8•GNB(x6 HW - 13 LF Be'P - 7X'SE) 8' GN(NE)(N 5 S S g 6' g- - __ -F � 8" W'W BRB _ Y D cc to oo n.00 _ _ 351 BRB \ -s s �+ s s- s s- (� s A s �+ S s -- S- - s KEY MAPOD09_WATER P&P Q.. W o . t 5 o y g "• ARD N4ff.$IR I R IR R IR R IR R �:- IR R IR R IR R IR R 1. REFER TO COVER SHEETS FOR LEGEND AND ADD11IONAL 1.at A.1 + IRRR I IR R la R 2. ALL "ERVICES .OJT L.....ARE 3/4• ,�E� -r DUAL METEn _ ._ ,:;;ES,vInERWISE THEY ARE yCNAL E� _ -i-T T7 1 F TYPICAL SINGLE METER PIT SERVICES. m - t.. _. ST-IA o - !.I } - a I HINI a al --r--I'—T-- t�--�---}T--- - yT— I '. I --r-- --�--•---r if I i t W i o a al a HI a al a al al / \, I. ai)al a HI a al a al WATERMAIN JOINT RESTRAINTS TIE TO WL-09 i f $ I E I I I I ,` c •R Puc A, — SEE SHEET 100 Icor . REDUCFP, TFF L W 0 ••i 0 =ems M� o CL ENGTH OF RDTP Ih= PL^E W W 06 5010 P.PE SIZE 8" t< (n 0 r Z WL-08 5010 RTTINC L Q = Q 1 , ' ARV N/A IvjP ` ^ J l�n, HORIZ.BENC 18' 25' Q L'L CL INSULATE h INSTALL j )�•J'},✓ <5'HORIZ BEND B' tt' ry. BLUE-BOARD UNTIL MINIMUM COVER IS OBTAINED. "� �✓ '0 ; i i 22 7/2'HORZ. BEND 5' 5005 tt 1/4'HOR12.SEND 2 3' Z w O L _ I I Q fi r - - - - -• 5005 Ce ; REOUR TO 4' 7a' REDUCER TO 6" _°' 62• L REDUCER TO'0" k/A5000 2� .—�' _ - _ -__-_- - 5000 - MGM �i E� g{ 1. JOINTS ATSiHE LkEIEION W ON FlTTINGS. ADanoNAL LENGTH OF 4995 ! RESTRAINTS IS INDICATED IN TABLE. a _- _._ _ I ( 2. LENGTH REFERS TO THE AMOUNT OF 4995 PITTM MUST BE RESTRAINED R. 3. LENGTH OF RESTRAINED PIPE MEASURED EACH WAY FROM VALVES m >8 AND BENDS. m - ! 4. SINCE VALVES ARE CLOSE-ABLE, 4990 m8 in _ .. - 8_ -. $ o m THEY ARE_CONSIDERED A 4990 PLUC/DEAD END APPUCAnON. ISn m n oo m 5. MIN 5.0'GROUND COVER REOD. w m m +m ! $ o$ o ~$ m $ + _ i° .m $ 6. ASSUMES 150 PSI TESTING I�1 - N $ o m o ++ m PRESSURE 14 I N ULi_5 N f~yl � CON9MC ENGINEERS 4305 N x y x x < < < 4985 ,/ Wntlrc Way 20+00 /9+00 18+00 - - - 17+00 16+00 15+00 - - 14+00 13+00 - - 12+00 - -- 11+00 -'- -- 10+00 9+75 /�' wne zoo Ferr.CaII,s Cdwedo 60525 Plane 970.226 0557 1230.0009.00 'H:I•-40'V:1•=4- wE JULY 17,2024 40 0 40 so Fl—d. HOR2 1.40' f-t 07 of 216 VERT:,--4' i tN �(1i. WL o9 SEE SHEET 107 BRB I 1 t L 1 I •t _ SEE SHEET 107 �`� OAP BRB # E E E , K.S 0009_WATER P&P g TIE TO VM_-08 - �': Fib .��+>" yN Iv I J tl1 t - NOTES ...... 17 LF 8'PVC ,_I_ _ .I __-I-- a tll a I a Ell , V •E1 1. REFER TO COVER SHEETS FOR LEGEND AND ADDITIONAL A + a t Arm All a t _ July i NOTES. al 111 a dl a2�al a7>lat t '-+: ,1 I B�xB' T 1 I % 2. ALL WATER SERVICES LOCATED ON LOT LINES ARE 3/4' OSf ?� r. -8"GTV(SW)(SE � DUAL METER PIT SERVICES.OTHERNISE THEY ARE a /0.NAl 6 LF 8'PVC A.8'x8'T I WATER SHE��•� T 7+t 4 TYPICAL SINGLE 3'METER PIT SERVICES. -8"GTV N � S `W S _F S S W ££_.__ _w S_S S I I _ - - -L. _ __ - - - - - - _S 5-1 S_ TWO 8'PVC _ .s1.y- si�/ ti7 +ts.00 LLEY C tst uwo - .,L 5 - -_� j S S p - S - -- S_ 5--- -S 22 LF 8'PVC - PLUG VP V 1LJ i }rr SEE SHEET 109 T,- ZO Lu 3 A Vj _ solo — so10 SENDS Q� - WL-09 j LENGTH OF RESTRAINED P�P� Lu 06 �w•- i PIPE SIZE 6' 12" Q Z 5005 �.�, ----- -- - - - FITTING L L Q PPDPOSm I ARV N/A N/A � � J -L _i 5003 9G'nOR12.BEND 19' 25' Q a. GRADE - - - - _—. it 45'HORIZ.BEND d' 11' /Y L,L E+OSnNG 1 22 1/2'HCR'Z.BEND 4' S' W GRnDE n a m t1 1/4'HOR1 BEND 2' 1' O 5ooD �- __ —� Sg L I _ I REDUCER'O 4' 43' 74' `'-r 5000 REDUCER TO 6' 25' 62' __-•___ Y _ rj -- _ REDUCER TO 8' REDUCER TO4995 -- - - __ _ 4995 1. RESTRAINTS SHALL BTE1 PLACED ON F INGS.JOINTS T ATMDDI110�IIAAL L�£NGT� RESTRAINTS IS INDICATED IN TABLE j - 2. LENGTH REFERS TO THE AMOUNT OF PIPE IER 49D0 MUST BE RESTRAINED . TOGETHER. _ 4990 3' MEASURED EACH OF WAy FREQ P01AEVAlVES I AND BENDS. 4. SINCE VALVES ARE CLOSE-ABLE, THEY ARE CONSIDERED A a v I PLUG/DEAD END APPLICATION. 4985 a o v j I 5. MIN 5.0'GROUND COVER REOD. - -- - - - - - - m` m F! — — _ ! __ $ 4985 6. ASSUMES 150 PSI TESTING PRESSURE r T %0 4^.mco + g .� T8T,IMG <a <!J F F a f O CONSULMG ENCNr'F:5 <380 f~/1 = I<- R' < Suite 20D Fort Gai�i�s to N N S 5 41 I N S 4950 Ooiaalo 80525 _ Pbpte'970.1111t17 20+00 19+00 18+0D 17+00 18+00 1 00 14+00 13+00 12+00 11+00 10+00 9+50 ce rn 1230.OD09.00 as JULV 17,2024 50 0 50 too stn ,eolo HGro2:1•-5G' fm 108 of 216 PERT:1'�5 S �JeS " - r 1. In SEE SHEET 108 SEE SHEET 113 m N I _ Eli ' rn ¢ _..I -12'GTV 4 / W PusMm 22 LF 8'PVC < '• - >; ut, F i t3 LF 8'PVC r 8'x8'Cr 58 LF 8' SMAA� T 1 STA. T + 1. ( '1. I 6'GTV(NE)( N I : A. g•xg•T + . / DAP -GTV T -8.GN(SE)-6 �' - I�. +- I �. ( 8"GGTVS N -_ // ii. / BRB 'GN T P- - �.u,.1c KEY MAP 0009-WATER P&P _ xL-10 j I I a VOUNTAI�1 YALLOY)WY I I I� I OQ I I t I I -'i N.T.S. -t0 ` 298 LF 8 P 12+00 - .. r 218 LF 8 PVC 'km t0+00 163 LF'B'PVC NOTESDO Up .. 1 R COVER SHEETS FOR LEGEND A-10 ADDITIONAL �y,SLpV NOTES. TO + 4. E 2. ALL WATER SERVICES LOCATED ON LOT LINES ARE 3/4• n SET 21.53' ;� J DUAL METER PIT SERVICES.OTHERIMSE THEY ARE TONAL E� YDRANT40.00 / � y TYPICAL SINGIF fi ME— 1'SERVICES. �l y ail RESTRAINTS SEE SHEET 108 {I SEE SHEET 113 SEE SHEET 99 PLUG VALVE RFpJCFR TEE Z W O J u- 0 m 5010 - " a. VYL-1� ; �0 LENGr�Oe_eEs-��F_e_ m Lu 06 PIPE SIZE 8" 1< (n Q Z FITTING l L 5005 � I ARV N/A N/A Q 2 J 5005 90'HORIZ.SEND 18' 25' Q LL a PROPOSED_ I j 45'HORtZ BEND B' 11'�ADE I I 22 1/2'HORIZ_BEND 4' S' z LiM N g 0 I I I 1' 1/4'�O1RIZ.BEND 2' 3' O F•�, }¢ r I I I REDUCER 1O a 43- 74' C Q 5000 1v II500 0 REDUCER TO 6" 25' EXISTING $ I •^> _ I --- 1 - _ —_ _ REDUCER TO 8"GRAD NA 45 E�1 ��55 PVC i fl R.'000ER TO 10' N/A 25' 4995 -- _ _ ---- _ _ __- _-__--1 _ NNTS SHALL Bgg PlA�y,�YT�ON 4995 JOINTS AT THE LOCA110N UT ALL I> FlTTINCS. ADDITIONAL LENGTH OF RESTRAINTS IS INDICATED IN TABLE Z PPRE ITMM1iCHM USTTOBE RESTMRAAIINEDOF �. $ c TOGETHER. 4990 _ 1 4990 3. LENGTH OF RESTRAINED PIPE MEASURED EACH WAY FROM VALVES AND BENDS. z 4. SINCE VALVES ARE CLOSE-ABLE,THEY ARE CONSIDERED A PLUG/DEAD END m APPLICATION. 5. MIN 5.0'GROUND COVER REOD. 4985 D o i i �_ o f c c I ! o I ��$ $ 6. ASSUMES 150 PSI TESTING PRESSURE. 4985 0 mr¢J g~ <+ a I - }H � wo� GIt ' mN + CONSULTING ENGINEERS S 748 ft,l ,W,y t. SiDOFCVIn 80525(A 2 _ 0 = . N _ 4980 PP 970 226 0557 9+50 10+00 12+00 1 + 00 15+00 16+ 0 +00 a 1230.0009.00 H:1'=40'V:1"-4' 04A DULY 17.2024 >aI4 »0Ra,-.40' «, 109 of 216 IERT.1��4' / �- Ji �- SEE SHEET 107 6 1R R 'y \ \ •N` \ � ! � . l � �� .!'. AF Vd ,_%"_ � '; WL-11 � -a- Tea BRB 'x6'Tsa(SNIVEL 74 Ln DAP .. BRB S, LF 8'PVC- .\ d tll 8 tll tl'Ell tl m \ 1 + t55\ s7 LF 8-1PVC ` F KKEY-TMA�P- D009-WATER P&P A.1 ,N Iv.I.J. Ban IS'11.25 a\`� 51 LF 8 x8'T '•,W 5 - yr!R 81'9 \,- ✓' I. REFER TO COVER SHEETS FOR LEGEND AND ADDITIDNAIG S S S S _ S _S _ _ - pJC`- 1 f NOTES. _ -- --- -_.- 3\f 9 .\' �-! t N ,t,L_tt - - t', \; s 2 ALL WATER SERVICES LOCATED ON!' -.NES ARE 3/4' LF" PVC - •n'OO -- i6i00 - 272 LF 8 PVC .. tS''�: �f t - f�- DUAL TCPICALETER_PIT SE r'T SERVICES THEY ARE 1 _._ S S S S S u - S -_S_ - - S SEE SHEET 107 WATERMAIN JOINT RESTRAINTS PLUS VALVE P [� RFO.ICER FF Z Lu O LL O 5010 > 5mo BCE DS MQ�A Q om.[ r�pP>ntE� I I nL j - I I LENGTH OF RES-RA NED=PE W W OtS `.` PIPE SIZE 8' ? (� Z FITT,NC L L. Q Q 5005 - _ 5005 ARV *`/;. N/F i J 90'HORIZ. BEND 78• 2`_ ¢ a I I CL 45'HCRZ.BEND 3' li• III- M { 22+/2'HDRIZ. BEND 4' S' Z W G b o & I t/4•^'ORIZ BEND 2 3' O �, 5000 «• HE:UCER TC 4" <3' 74' C Q - 8 i REDUCER TC 6' 25' Ge" e REDUCER'C 6' N/A 45. i REDUCER i0 10' N/A 4595 4995 NOTE& RESTRAINTS SHALL BE PLACED ON JOINTS AT THE LOCATION OF ALL a: FITTINGS. ADDITIONAL LENGTH OF RESTRAINTS IS INDICATED IN TABLE 2- LENGTH REFERS TO THE AMOUNT OF _ 1 PIPE 1M11g1 MUST BE RESTRAINED 4990 _ I ''� - TOGETHER. -- _- - -- --- - - - -- - 4990 - 3. LENGTH OF RESTRAINED PIPE MEASURED EACH WAY FROM VALVES AND BENDS. - 4. SINCE VALVES ARE CLOSE LE. THEY I II ARE CONSIDERED A PLUG,D01)END r APPLICATION. 4985 5. MIN 5.0'GROUND COVER REOD. 4m _ 6. ASSUMES 150 PSI TESTING PRESSURE c v a TST,IHQ CONSTILTMG ENGIHEIIK_ 4980 mon<rn:_.iNtyxOn J .-NmHn.<mI:x-J - I Nn!�<-a-�Nx,n: ba<N_Oi2n h<t-i x O<Fm mn O< ~2♦I<V-•I m~1a>J:0<ni m~Yz>€!np°^<° ~¢>m4€1 r<n- ~m<'m.,<m FNm- FyK>€�-.<N t o HYs>me!^<_ >mFyK�'<n-eH{¢>m�0 mmN.<m _ H<O- Kmm0 tio< fzmc oO 4980 �rzn5 ea2-090]cO 2nY 6C.0e_r 5 s ro e0525m Phmm m r+m u 230.009.00m c + O e ++ + 0mO m + ++m � � m <T N NNe H:1'=0 V:1':4 ]' < no N >� % 497$ JULY 17. 20244975 x y 18+50 18+00 17+DO 16+DO 15+00 14+DO 13+00 12+00 11+00 10+00 9+50 40 0 40 so , - HOR@, 110 of 216 VMT:1'�4. --v °f c —� ML-13 R III L fllfJJ TIE TO 11L 13 WL-12 ' L:I__. 8'GN(NEXSYn( _ LF!Y PVC wr SEE NIGHT -- - - - J { ' 1 - r; _¢ ¢ BRB WATER CE(TYP.) r 1 �,\ A z DAP 23 LF 6•P BRB 0.1 1-6 G (SW _ S _IS -8 G N - _ �1 KEY TMAP0009-WATER P&P - I _ S. m + pp0 U0 93 LF s-PVC Ix8•Tee \� - NOTES ,yg -8,CN(NW)( N I' Cl',•' _d(<O�,(�C 3 ,a;1 REFER TO COVER SHEETS FOR LEGEND AND ADDITIONAL C1QN' 8 LF B"PVC + _ _ ¢ 8 r. - NOTES. °j OFFSET 11.44 b I H / ` _ r A I - 2. ALL WATER SERVICES LOCATED ON LOT LINES ARE 3/4" p1 "x8•Tae I I¢ 5 DUAL b METER PIT SERVICES, OTHERWISE THEY ARE a �ONAI.Ea 4 __-- / / /h �, i T8•GN(NW)( _? f a - TYPICAL SINGLE METER PIT SERVICES. 18 LF 8"PVC / S - S 1 I / A.1 f +1 yys / p 8"x8"T LF 8•PVC M-+ 8'P Z 1. 1 / 71E TO IMr11 S -. _ S -8'GN(NE)(N _ -- J r I 1 - W S _ 4411 - _ ��� o LF-8 PVCrf 131 LF.'r P T _ 1 WATERMAIN JOINT RESTRAINTS CEO -13• � PLUS JALo� w FO,)CFR -FE_ Z W LL O cc BENDS CL LEND-H OF RES-RAINED=pF ? W 06 PIPE SIZE Q Z 5010I71�NG l L _. _ 5010 5010 ARV Q 5010 _- WL-12 - WL-13 -- — _ — END 6 Q n. MOPOSED <>h--- BEND n' M GRADE I 22 112'HORr_ a' Z y^ ,� V 1/4'HORIZ. BE 2' 3' 5005 m 5005-_ 5005 -_ - - y'� 5005 - ER TO i 43' 74' oIII _ 2-5 62' n m v w o <F]uCER To 8" N/A 45� o ffi RED'�CER'0 1C" N/h 25' WOO STNG ' 500O �rnuX GRADE I 0 _, i __- _ -\ - 5000 NOTM I. g�g�,�,�NTS SHALL PLACED ON FlZN SAT THEE 0OCA LIN E NC N YN RESTRAINTS IS INDICATED IN TABLE u m 2. LENGTH REFERS TO THE AMOUNT OF _ 4995_ _ T PTM�MUST BE RESTRAINED 4993 - - - -- 4995 4995_ 3. LENGTH OF RESTRAINED PIPE MEASURED - EACH WAY FROM VALVES AND BENDS 4. SINCE VALVES ARE CLOSE-ABLE, THEY AR UCONSID ED A PLUC/DEAD END 4990 49gp 4990 - 5. MIN 5.0'GROUND COVER REOD. 4990 6. ASSUMES 150 PSI TESTING PRESSURE. v v v TBT;IMC. 4985 a 4985 u o v r m m m e Y - - - - - r 4985 e fr v a DDNSV 2001TING ENGINEERS h 0 rag 1Mtlaa%'a ld n ni O F $- v? _ E- m m e_ _ € 49135 Cav�aaoF�eDs1S:^s f O m N m Y m m Prime 9)D.226.OSS1 O b b to ao o m o 'm� + + � + .� + m +'ro I o 230.0009.D0 a :2m 14 4980 H N N N S = 4980 _,4980 = rn x x mm y N w = w _ E�iE 498.0 �h JULY IJ,2024 9+50 10+00 11+00 12+00 13+00 50 10+00 11+00 12+00 13+00 14+00 15+00 o e0 Hm? 1-=.D' ,.� 111 of 216 T.1"=4' X WL-15 - _ w Vd.-14 � as i �a dl a dl -�as a NI a dl W 4 11 LF 8"PVC i _ A. 1+ • 4 I 6 lF 8'PVC &LF,B"PVC 1+ i 1 N5 11' _ 1_ _ _ __ _ _ S S 21 LF B}PVC" FFO B BRB ALLEY G .�-/a - llaWill DAP d'---• ...�--- ,i4a= - 250 LFB�PVC ,1.°0 o6a.a - _ BRB r-- --- ,-' M S KEY MAP 0009_WATER P&P N.T.S. `N A. 1 + NOTES "x8"Tee ' uer p�P d\ TA'tGN(NW)(NE 1. REFER TO COVER SHEETS FOR LEGEND AND ADDITIONAL 1YV�JC� N 55,05 _ \ NOTES. .+,•�' 2. ALL WATER SERVICES LOCATED ON LOT LINES ARE 3/4" DUAL METER PIT SERVICES, OTHERVASE THEY ARE �•.••EaG ` �F" TYPICAL SINGLE METER PIT SERVICES. ONAI W 'x8'Tee y� �J$ 2-8"GTV(NWXNE T 4+ 4. WATERMAIN JOINT RESTRAINTS PLU- VAL�F RFDJCFR TFF Z LLI LL O BENDS 1 0 cl �. LENGTH OF RESTRANEO=IPE M aS PIPE SIZE 8' W.,5010 _ 5010 �ITTiNC L L Q = Q 'M--14 i ARV N/A NIA > CL J 90'HORIZ. BEND 16' _ Q LL L /L 45'HCR�Z.B 11' LM ��.F4X1 i END V a LL 5005 1 22 1/2'HORIZ BEND 4' S' Z LLI 5005 1' 1/4'wORIZ. BEND 2' 3' O j REDUCER TO 4" 13 14' C Q mom- REDUCER TC 6' 25' 62' G ExiSn•;G $ REDI;CER TO B" REDUCER TO 10" 50M 8'PVC 5000 NOTIM 1. RESTRAINTS SHALL BE PLACED ON JOINTS AT T ADDITIIOONNAL LLENGhtA� RESTRAINTS IS INDICATED IN TABLE. 4995 OF _ _ _ 4_gg5 Z PIPE WHICTH H MMUST BE RESTRAINED TOGETHER. 3. LENGTH OF RESTRAINED PIPE MEASURED .- EACH WAY FROM VALVES AND BENDS. a L S 4. SINCE VALVES ARE CLOSE-ABLE THEY o + ARE CONSIDERED A PLUG/DEAD SEND 4990 '. `�'s m m AP CAT N. 0 4990 5. MIN 5.0'GROUND COVER REGD. O N N VI 00 .mx a-+' o _ Y r v� m~g<m 6. ASSUMES 150 PSI TESTING PRESSURE m, + m + %m + m e m n m Of o + + m + m _t! N 1V nj ya N h ¢N 0 0 F 0 f O O H O Tn.Iwi. 4985 m S_! - y 2 N 2 V1 2 4985 CONSULTING p GNIZERS i48 Nna: ¢'Acr 9+50 10+00 11+00 _ — 12+00 13+00 14+00 14+" s.,ite 200 Fw,;nlns Ctlo.otlo e0525 57C 225 0°57 1230.0009.00 XMf 'J.1 :.c DULY 17, 2024 40 0 40 E0 r ;tal- HOPo2: 1'-40' ,_, 112 of 216 VERT. 1'-4' M rn 5 1N.-16 auw BRB am DAP ccsa4n A BRB KEY MAP "`•0009_WATER P&P N.TS. SEE SHEET 109 r� c iI M. sEESH 114 �E NOTES L :—_ -I -L——ITT.1 �-=.—'i ' .f I J 1. REFER TO COVER SHEETS FOR LEGEND AND ADDITIONAL y, p a al a tll attll a tll a BI arJtll - - tla l �a tll a al tj yl a HI '+ anal a tll a BI • NOTES. s 2. ALL WATER SERVICES LOCATED ON LOT LINES ARE 3/4" p'lFa,•_ yI A. + 6 LF 8•P DUAL METER PIT SERVICES,OTHERWISE I— ONAL I II "x8"Cross TYPICAL SINGLE 3'METER PIT 3-8"CTV(NE)(NW)(S j 8"x6'T A. 17 +94. � T7 �":*GTV(SE -- - WATER SERVICE(TYP.) 8" GN NE - I A. Im 1 Fkf. S SI S S _ 5 _S_y7.W5 _. 9. 5_Lis,—,' S _ - _S __. IF _— — - pp WATERMAIN JOINT RESTRAINTS 262 LF 8"PVC. -'t"10 w - u.w_ VC.i6.6o _ t6+06t_ __ n.00127 LF 8•PVC_ -- _ _ t3' 383 LF B-P.. v e` 8 N } - i PLUG �L I 3 + SET 0.Do' YDRANT -- Z LLI RFDJCFR U. SEE SHEET 109 / O a: EN'S d LEt1G_-H OF RES'R4NE0=:PE m W _ sot0 ots PIPE SZE 8' 12" Q Z FITTMG L L ARV N/A N%F. ,J /� PROPOSED 90'HOR12. 6END 76' _ Q a LL GRADE 45'NOR2. BEND22 9' 5* cc E.STING GRADE __ 1' 1/4'HORIZ.BEND 4. S W _ __ Z 3 O REDUCER TO a' 43' '4' _ - REDUCER TC 6' 25' 62 50OpN/A a5 N/A 2� 8'PVC _ _- - - - -- -- -i --- -- - III 1.�. RESTRAINTS SHALL BE PLACED ON JONTS AT THE LOCATION OF ALL 4995 FITTINGS. ATJDD E,, SAL LENGT7 OF - - RESTRAINTS IS INDICATED IN TABLE. 2. LENGTH REFERS TO THE AMOUNT OF PIPE WHICH MUST BE RESTRAINED TOGETHER. 3. LENGTH OF RESTRAINED PIPE MEASURED EACH WAY FROM VALVES AND BENDS, 4990 4. SINCE VALVES ARE CLOSE-ABLE, THEY ARE CONSIDERED PLUG/DEAD END APPLICATON. 5. MIN 5.0'GROUND COVER REOD. I v ! 6. ASSUMES 150 PSI TESTING PRESSURE b B - c $ m 8 m 4985 <p p Or m a o .° n m in vt 8}N a m p x '♦ I .r CONS CONSULTING ENGwEERS p=OWnmen Way <N y.j ID m m a0 Suite 2Do Fon CNIMs F <a H N a Ca—90525 ;Lc _ K El Pnmr 970 226 0557 4980 1230.DOW 00 10+00 11+00 12+DO 13+00 14+00 15+00 16+00 17+00 18+00 19+00 h JULY 17, 2024 4O 0 AD _ e) ctia x Holtz. t-_a'� 113 of 216 VERT:1"_4' N c in a WL-16 BRB oa DAP xscw¢ BRB KEY MAP �rN 09_WATER =&P SEE sH�r los N.T-S -IT j e N a Ij i + t. 1.8 ` NOMS QUO J 'x8'Tee 1. REFER TO COVER SHEETS FOR LEGEND AND ADDITIONAL Pe •�i 2- GTV(NEXSE B- s. 1 NOTES. a _;1 2. ALL WATER SERVICES LOCATED ON LOT LINES ARE 3/4' p'I F .......... LF�B'PVC' LF 8'PVC I DUAL METER PIT SERVICES. OTHERWISE THEY ARE /DNA7.Lip �' TYPICAL SINGLE 3'METER PIT SERVICES. 3 c_c, _ 4 100 LF 8'PVC . .. 57 LF 8'PVC I I 749 LF 8'PVC M j S S I. M -l- --_ - - " +10 + l WATERMAIN JOINT RESTRAINTA* Ir 4. 8'x8'T 1 Ili n {E -8'GTV(SE)( 11 , 1 PLUS VALVE 7 I 4LF8'P i IRRR IRR !RRR V I R IRR P.17D.W.ER TEF Z Lu p J LL -/ 0 fY BENDS �Q Q QL LEND I _ 5010 PIPE SIZE 8" Z�;:' V J ` 5010 - __ FITTING L L 1 I i Q 2 ARV N/A N/A J PROPOSED I 90'HORIZ BE^ID 18' Q a' a. 4�HOR1.BEND B' tl' M +/2'HORIZ.BEND 4' S' Li 5005 - Z - � W t/4•HCR- BIND 2' 3• O ExI5TW0 GRADE _ -_ REDUCER 10 43' REDUCER TC 6' 25' - _ REDUCER' /A -_ _ REDUCER TO 10' N/A 25 SOOJ _ __ 5000 - N i 1. RESTRANTS SHALL BE PLACED ON JOINTS AT THE LOCATION OF ALL m7 FITTINGS. ADDITIONAL LENGTH OF 4995 RESTRAINTS IS INDICATED IN TABLE. 0 4995 2. LENGTH REFERS TO THE AMOUNT OF PIPE WHICH MUST BE RESTRAINED - TOGETHER. �.. 3. LENGTH OF RESTRAINED PIPE MEASURED EACH WAY FROM VALVES AND BENDS. 4. SINCE VALVES ARE CLOSE-ABIE,THEY �990 ARE CONSIDERED A PLUG/DEAD END 4990 . - - 0- AF LJCATION. 5. MIN 5.0'GROUND COVER READ. 6. ASSUMES 150 PSI TESTING PRESSURE 8 0 4985 m' 4985 TsT,INC. °° = °i•'`° o 2? coNCONSULTINGTINO BEN rl, R- Q + .m . m . Of m i to 200 Fv Ctlr°4o eC525 n N O N a N 07 +O m N< < 2 < < r ,e °1230.0009.00 4980 u~i = ur x _ N 0 x m 2 x In x 4980 H� 17+00 18+00 19+00 20+00 21+00 21+50 H:i'-40'V:1'-4' a DULY 17, 2024 40 o a0 80 14 „ORi2 ,.40' 114 of 216 VERT:1•:4' M z C 4 v SEE SHEET 100 I IR R IRR I. � _ BR8 A. 11+ 1 �- -��- DAP SET 0.00' A. 1 + - i _ YDRANT •i- _ BRB 8'x8' Te 3e - 'x'R �wa4 -8'GTV(NW)(NE I \ s _ TAVA A .- 1 _ A: , + I KEY MAP n 0009_WFTER P&P TA_— sr-0. N.�5. -n OFFSET 0.00 - pp0 UC 120 LF 8'PVC-- „ m Oi21 HYDRAN •� r NOTES MONTAVA AVE t 'X 'R •Q '1 P 1 L 12'x12'Te» 1. REFER TO COVER SHEETS FOR LEGEND AND ADDITIONAL U'. _ -1Y GTV(NW)(5 -__ G S -�T L--"-"'E NOTES. Q����G� •;'��i _ -- 8 1 1 881 I 4 I --�---� Z I N'( li 2 DUAL WMETER ATER PIPIT SERVICES,LOCATEDVICES HERWISE ON LOT LINES ARE aO�E ....../ E�G2 5 - TYPICAL Sl Y METFP PIT m•• .� SEE SHEET 100 WATERMAIN JOINT RESTRAINTS LUG VALVE H REDUCER TEL- Z W lV+ J V`_! ��LL / cc SENDS 0 iL 5070 ��,17 SOtO 5005 5005 LENGTH OF RES C9:NEv PIPE m W 06 1 -laOSED PIPE SIZE 8' 12' (n Q EIOSTNO FITTING L L Q 2 GRADE ARV N/F N/A ` J _5005 5005 f 1 - _ 90•HORIZ.BEND 18- 2`_' /� Q. 1 5000T 5000. 45'HORR.BEND 9' it' 22 -•---- _•,D 4' 5 Z W 12'PVC 1` 1/4•HORIZ.BENC 2' 3' O 5000 i 5000 REDUCFR TO a' 43' 74' C a REDvCER TO 6' 25' 62-4995 G --__-. - 4995 REDUCER TO e" N/A 45' REDUCER TO 10" N/A 25' 4995 _ 4995 1. RESTRAINTS SHALL BE PLACED ON 4990 JOINTS AT THE LOCAAqTLTION OF ALL i+ - RESTRASNTS I 5 NDICATEDNINnTAB�I.E. a: 2. LENGTH REFERS TO THE AMOUNT OF PIPE WHICH MUST BE RESTRAINED TOGETHER. 4990 _ _ -_ 4990 3. LENGTH OF RESTRAINEp PIPE MEASURED - 4955 _ _ _ - 4985 EACH WAY FROM NAIVES AND BENDS. " 4. SINCE VALV�EESR ARE pLOSE-ABLE. THEY APPLICATISI- ED A PLUG/DEAD END 5. MIN 5.0'GROUND COVER REDD. 4985 < F 4985 o v 5. ASSUMES 150 PSI TESTING PRESSURE 0 ~ z 4980 $ oo S,p� m c m 1'--_ 4980 om ED N= O One t O t 8 : 19T W- _ g ' CONSULTING ENQNEERS < K <$ + +� + 148 M.1—Nay. 4980 ai s u�i 4980 I o o-Fs�ucaa�aaoF 25.^5 9+50 70+00 -- -" -it+00 ---- -- -- - - H < MPI•m4. 970.226.0557 .. 4975 1--~ 5_ �i S__t x_ _ 4975 11+50 11+00 10+00 9+50 1230.0009.00 a JULY 17, 2024 4O O 40 eo .+x' ;ro- �HORIL 1::40 115 of 216 YERT:1 4. -20 n s �Q $ SEE SHEET 100 - WL-19 o _ + .1 • w _ , A. 14+ 1 rn -B'CN(NE 85EG Sa 8'za'T ... - I . j I _39 LF a'P_ xa'Cross �,1,- ,{,t_ I --- -__---- )( )( I :I =8'GN(SW)(SE 1 - •-I a'GN(NW)(NE�( T' sW1 x6 VEL 6R 'x8' (SWIVEL .. _ - 1-6'GN SE :•Y' - I� 1-p GN SE - c '. E -�L—�--E r A -OFFSET 0.00 " _ 1-a'GTV — 21 U,ar P ¢L - - BRB - - _ _ _ - 19 ____ DAP ,am. 74 LF 8== ,oo � .. ,z:m o III! IN M LINE RD' ,4rm— _1a.00 —_ 16+m - 17♦m ,fi.ma— — ,wao• ,a.,a - - ® BRB _ KEY MAP 0009_WA1ER P&P �- - ` - --- OFFSET 18.00 - -- - - N.T.S. OFFSET 17.96 1 /' I 8 Ar Vd i• NOTE8 •u _g ,• lO�C I: S N 1. REFER TO COVER SHEETS FOR LEGEND AND ADDITIONAL o� T i I NOTES. aG . - d 2. ALL WATER SERVICES LOCATED ON LOT LINES ARE 3/4' ao'�E& I•.� � / '�'- +1-� a TYPICAL D UAL E PIT SERVICES,LE METER P OTHEIT ERRNSESTHEY ARE SEE SHEET 100 WATERMAIN JOINT RESTRAINTS PLUG VALVE r� REDUCER 7F ZO ui !!!/ J `.` 4. LL O V Or- .►.�� BENDS n 0- a_ 1 "w LENGTH OF RESTRAINED?iPE_ LLI 'W^ _„r 5010 111 ,�0 PIPE SIZE 8" t2" (n v' W Z I I FITTING L L TTy PRQ�OSEC- I ARV N/A N/A Q ^ GRti0. / LL li HORiZ.BEND IB' 5005 - - - - - - 1 - - - - --- - -—- I 45'HORIZ.BEND 6' 11, 5005- 22 1/2'HORIZ.BEND 4 5' Z w 11 1/4'HORIZ.BE 2' 3' O $ g m m REDUCER TO 4' 43' 74' C 6 $T u i REDUCER TO 6' 25' 62' L �— 5000 m ro n; _ j REDUCER TO r N/A 45'- - ga. °i S000 N/A REDUCER TO t0" 25' n. 1. RESTRAINTS SH B PLACED ON 4995 I - z i I ! - FlTTI S. LL T ADDIINT)L LENGTHA OF 4995 RESTRAINTS IS INDDICATED IN TABLE. f 2. LENGTH REFERS TO THE AMOUNT OF TOOGETH WHICH ER MUST BE RESTRAINED 3. LENGTH OF RESTRAINED PIPE MEASURED 4990 ! h EACH WAY FROM VALVES AND BENDS «g_. _. - _ __ __ I 4990 4 AR CON SINCE VALVES P UG/DEAD'END� K 1 P i 5. MIN 5.0'GROUND COVER READ. 6. ASSUMES 150 PSI TESTING PRESSURE 4985 m - m - m T6;T,INC. Tj pp m a• m m ♦ N w CONSIILTNG QNxNEFRS o n N a{ b op b N a0 m n N b n /1 b d b o _ C1 00 O +m Ep + +�'m +°+m + + b + + m b N P O O O Sage 2W Fort C.151s 8pp p 748 Wfia—Way Y 8'"•� O }� �}+ °i f Y m f ri .w x Oi . pmvm ITN ' m ' ^ m ' 'm •! � � m N m + O +> + + + b + + b P+ b N < 114 <a(r < ~ t- < f n F rCxj m q 0 l� Ni 970,226 Calvaao 80525 _4990 _ y a N N 11II > N N S 11i1 N N VI-i 1/1 N N > N b y < g t` `" FF<O g f �,7 T. O ►<• ue xa 1230.0009.0057 _ --- -- -- - _ - m b N > N 2_N S N > ul 2 N S d9B0 9+50 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 19+50 a4x DULY 17,2024 40 0 40 M HORIZ: ,=40' 116 of 216 WL-20 SEE SHEET 106 WL-21 -S--• ! 13 LF 8'PVC Il 1 A.1 Air Val" rn 7 LF 8•PVC o x �.I l_ _ _ _ - - 0L18- I 4 � = I N S � _- 1(F I _ N-21 IT 12+00 228 LF 8 PVC r I'1. _ ; �'•�._._''rlf 11�AIN NiLLOW __I +- -lB•z6•T41e(SWIVELTA. 10+00.006. al GTV 21 A. 1 8•P "x8'Tee TA, 1 -8•GTV DO A. 1 + .4 -8'GN(NW)(NE r i' • ,�� 8'x6'T 7 ¢ _ —126 LF 8"PVC- / DAP S r -v�-m.. / L! I GRE1 A. 11+ . -- - — - I r OFFSET 0.00 — - m •'{i� > nuic HYDRAN _ 34 LF B" PVC - - - - _ K MAP UCE • \� -23.00 1 S M S ti _ I p � ti 8,00•L/ a,tl� 1. REFS"rn COVER SHEETS FOR LEGEND AND ADDITIONAL G NOTES. ALL �• I w �',. 1 I F c I I g 1 2 DUALWMETTEER PIT SERVICES,OTTHERWISE THEY ARE D ON LOT LINES ARE 3/4•TYPICAL SINGLE METER PIT SERVICES. E ¢ - ,. 5 -5 -- SEE SHEET 100 —SEE SHEET 116 WATERMAIN JOINT RESTRAINTS ' 1 PLUG 5015 -J 5015 5015 WL-21 - 5015 RFDUf.ER Z J I 1 Q _ -LU ? LL I _ o PROPOgD I I solo - 5010 BENDS 0 0 CL 5010 0 EN- LGTH OF RESTRAINED PIPE � uI I j PIPE SZE _ t2" (n VJ QQ Z 5005 - 5005 ARV, N/A N/A Q 2 •..1 vi w 5005 m I 90'HORIZ BFND 18' 2,1' Q a CL 5005 0 } : 45'MOR17 BEND 8• I1• i _ --- -- - I ! 22 1/2'HORIZ.BEND 4' 5' Z Lu ! 1' t/4'HORIZ.BEND 2' 3' O GRADE - -.__ __ _ 1 -i GR 50� RE, iC<' 43' 74' ADE 50. ( 5000 REDUCER TC 6' 25' ;2 REDUCER TO 8' N/A 45' 31 $ I a$ I O REDUCER TO 10' N/A 25' 1 , I e eA g > m 49954995 p� E 4995 ;i' - m 4995 _ " 1. ARE NI AIATSTHE LOCATIOIU ALLON FlTTINGS. ADDITON GTH OF RESTRAINTS IS INDICATED IN TABLE 2. LENGTH REFERS TO THE AMOUNT OF 4990 I ..I PIPE MUST BE RESTRAINED 4990 3. LENGTH OF RESTRAINEp PIPE MEASURED 4990 _._ 4990 I EACH WAY FROM VALVES AND BENDS. 4. SINCE VALVES ARE CLOSE-ABLE, THEY AR CgJSIDERED A PLUG/OEA0 END v 'c E APPLICATION. 4955 $ m m o o a a v 5. MIN 5.0'GROUND COVER REDD. 0 4 °5 oo �' n 4985 5. ASSUMES 150 PSI TESTING PRESSURE °" 4485 $ .% .' .- }N % .' O r: w N esi m? $ o S� p0• n} Q�ib O m O aD O m O`O-W +p¢ m }} O Y_ O ON} IpyV ^ 1J IV ^ = •^- ^ 1� T6T,1NC. ^ ± IJ N1 m 494D N 2 f~/1 S N m �j ~ f" 1 < < CONSULTING48 Mhdwv ENGINEERS &8 < YA N F- F 496D Sui,e 200 FM C011ina y to y � m9+50 10+00 11+00 12+00 13+0 14+00 Peaa490 _ 4980 970.226 57 12+5 "'1230,0009,00 'H:1•-40'V:1•=4' uA1 DULY 17, 2024 40 0 40 60 ;�- HML,•_m 117 of 216 M WL-21 z - 0 5 SEE SHEET 117 ar =77 _ __ -_ _ _ _ _ -i M ERB LONGWOOD DR eS yam- 1 +\ DAP x 27 LF 8' PVC _ - - M1-21 - -- �� �-.� A 1+ 8RB KEY MAP n,0009_WATER P&P N.T.S. • A. 1 + \SPY(• Li, B'x8'Te ?r.;�,. T + NOTE8 C7 O�p�C 2-8'GTV(NW)(S 1. REFER TO COVER SHEETS FOR LEGEND AND ADDITIONAL JO'O TA. 1 4 NOTES. 38 LF 8'PVC 59 LF 8"PVC--" tf 2. ALL WATER SERVICES LOCATED ON LOT UNES ARE 3/4- DUAL METER PIT SERVICES,OTHERWISE THEY APF t �r A.`1+ 4. ag!� __._�,_,,/ TYPICl' tiGLE 3'METER PIT ero•��- .,," i., 26 LF 8'PVC 17 LF 8'PVC A. 1+ _ Crop "x6'Tee(SWIVEL) -8'GTV(EJ(W 1-8'GTV Q -12-GTV N 1-6' WATERMAIN JOINT RESTRAINTS 11' Nk..z 1 , tl'- PLUG YAl yy a + . OFFSET 0.00 HYDRAN REOJCFR 'EE L W Q J sots I K-21 I sD1s� / 0 --/ SENDS an a 5010 LENGTH OF RESTRANE;_PE coW 5010 PIPE SIZE 8' IY (n Z 1 FITTING L L Q I ARV N/A - J PR0Po5ED j _ 90'HDRIZ BE%D IS' = Q a a- GRAOE - 45•HORIZ.BEND n' 5005 E%ISTING - I - 4 ~ rGRAVE _-_---_ J r _ - - - _5005 22 1/2'HORIZ.BEND 4' 5' Z Lu } 1' 1/4'NORIZ.BEND 2' 3' O REDUCER TC 4" 43' 74' C Q ` REDUCER TC 6" 25' 62' C �! 500D n a REDUCER TO R" N/A 45' 0 N/A 25' 0l3 1. RESTRAINTS SHALL BE PLACED ON JOINTS- -- _ - - _ - - FIALL TTINGS--T DDITIONAL LEnONNGTH OF 4995 4995 RESTRAINTS IS INDICATED IN TABLE. 2 LENGTH REFERS TO THE AMOUNT OF PIPE WHICH MUST BE RESTRAINED TOGETHER. 3. LENGTH OF RESTRAINED PIPE MEASURED EACH WAY FROM VALVES AND BENDS. 4990 4, SINCE VALVES ARE CLOSE-ABLE, THEY ARE CONSIDERED A PLUG]DELD END APPLICATION. 5, MIN 5.0' GROUND COVER REOD. 1 I 6. ASSUMES 150 PSI TESTING PRESSURE 4985 4985 h c. m—fV O CI ♦ N O m O m h= Oc"SULIM ENG REM b r m %yam49 ftdas Ol +tv m^.� ,O aD O N r'f ♦ N' - Om S.K.200 Fort Calms p q j + + N Na a N N N fJ N 13 N m N pm, N ?I one«97�G,222 0557 4980 _ _ w _ y h y ' (n K y g 4980 xa 1230.00D9.00 15+D0 16+00 17+00 18+00 19+00 20+00 21+00 22+00 23+00 '-H:1'=40'V.I"=4' JULY 17, 2024 40 0 40 e0 ..I, NGRIz ,'.40' f,o1 118 of 216 'Z, ,•.4. i WL-24 F Z - O y 5 _2 SEE SHEET 99 SEE SHEET 109 i SEE SHEET 118 -w- �I� o r•.- I I ERE x y AN A. 1 + DAP S A. 1 + . o 1 + T 'x8' Tee T OFFSET 0.00 I o 2'x8'Tee ' _ —8'GN(NW)(SW BRB HYDRAN I �� —8"GTV(NW T. 4.1 t w� R _II Tit" +N(SW 35 LF 8'PVC 1O4Op KEY P _N0 09_WATER P&P 49 LF 8 00 L:TFA �� � A8.'1 G ,LINOTES TTV C.c N 1. REFER TO COVER SHEETS FOR LEGEND AND ADDITIONAL p PSQS�Jp S to.m Nn•-- ��� p�1 W W 32 LF 8'PVC S I I 2. ALL WATER SERVICES LOCATED ON LOT LINES ARE 3/4' pt -�• _ _ I DUAL METER PIT SERVICES, OTHERWISE THEY ARE _4 TONAL F-aG" '1 0 I u WWW TYPICAL SINGLE 3'METER PIT SERVCES I SEE SHEET 99 SEE SHEET 109 SEE SHEET 118 WATERMAIN JOINT RESTRAINTS PLUu VALVE Y REDJCFR "" LLI LL \ I Q J55 BENDS ,� 5015 _,,;H�r orrvaaf',°iPE m W 06 SODS _ 5005_ 5 — - 5015_ WL-22 WL-23 IL-24 PIPE Stec 8"/ Z ///��� E PROPOSED FITT-NNC L L ¢ Q EXISTING / I Q GRADE - ARV \/A N/A J _� I on•�..o,-. BEND 18 2`_ Q E 05nNG 5000 50DO r000 - - —. •0N ```�0��I� - �GRAI L 5010 s5'HOR�7 -c 8' 11• L M ` GRADE ROP05m 22 t/2'HOFIZ. BEND 2' 5' Z LL �FROPOSED PR� I t`4U E R1I BEND 2' GRADE a'P� I 4F:.L'CF.R 1C<" 43. ''4. Q B" PVC CER TO 6" 25' 62 4995 ?995 4995 —__ _ 4995 SODS ,._ 5005 +E;JCFR TO 8" N/A 45• _ EXisnec ' pVC REDUCER i010" N/A 25' GRADE L7UCJ.Yf< 1. RESTRAINTS SHALL BE PLACED ON JOINTS AT THE LOCATION OF ALL 4990 499D �� RESTRAINTS S�NDICATEENGTH OFE. <990 4990 - _. — .— 5000 2_ LENGTH REFERS TO THE AMOUNT OF PIPE WHICH MUST BE RESTRAINED TOGETHER. 3• EACH W Y FROM VALVVEESPANDMBENDS ED 4985 - a 4995 4995 s985 4985 4995 4. ARE CONSIDERED A CLOSE—ABLE. LCC—ABLEDEAD.THEY APPLCON! 5. MIN 5.0'GROUND COVER REOD. 6. ASSUMES 150 PSI TESTING PRESSURE. ?98D F 4980 4980 = _ F _4980_ 4990 4990 p <p`p o z r�� ~ 78T.INC. 8 pp 8 a T O O F K CONSULTING ENGNE E7_ 1D} N +2 + S i4fi Whdera Woy p _ _y }} Suite 200 Fort Cotline +x + O O O O Oa �'eN Fg <dN <O F Cdaatlo 80525 A _ _ 4975 � _ .�.P0t•y+e 970 22ExS T v 49&549,5 4975 1230.0009.00 71+50 11+00 10+00 9+50 11+50 11+00 10+00 9+50 9+50 10+00 + 11+50 x_ JULY 17, 20.4 40 0 <D __ eo , ,I. HORI2:1' 119 of 216 'IERT: 1'-4' WL-25 F N o_ O U S W � SEE SHEET 99 WL-27 T+50.00 eeI BRB TA. it A. 12+4. o os, DAP T 0.00' ': i xscxc -.-. - - YDRANT - A. 11+ c a _ BRB 3 _' 3 —._ -_�_ _ = 7------3c— -12'x8"Ta DO 48 LF 8'PVC 1 8" GN(NKEY MAP 0009_WATEP, P&P K-25 _ - -12'GN(W -- A. 1 + 1 N.I.J. - -10i00- 11D0 247 18' PVC ,z.w A. 1 I' 0.00' OFFSET YDRANT p,DO. - IIp -_ F—LL rL-2i NOTES- '•.•- _ - F - t - 1 -i ( r� I 1. REFER TO COVER SHEETS FOR LEGEND AND ADDITIONAL NOTES. 2. ALL WATER SERVICES LOCATED ON LOT LINES ARE 3/4• 11j DUAL METER PIT SERVICES, OTHERWISE THEY ARE TYPICAL SINGLE METER PIT SERVICES, II.I 1111 it SEE SHEET 9E Wei„sn.r HINT RESTRAINTS PLUG VAI-v�- REDUCER 7F Z W O —� 0 > O SEND a cl a LEN-G_TH-OF}- M-A N PIPE. W W/�' _y PIPE S.ZE 8" ZW PITT-NC L L �•l 5015 5015 5005 5005 ARV NIA la/A Q = J WL-25 WL-27 9G'HORIZ 6E.D 18' 0- ¢ a CL 45'HC'R-Z.BEND 3' 17' M F. PR 2 HO.'a1Z.SEND a 5' Z �L .,C10 5010 -- - - ww - DRIZ BEND O 1 - 6 *ED,CER'C 6' 25' 62' REDUCER TO 8" N/A 45' - EIDSiNG REDUCER TO 10" N/A 25' GRADE 5005 _ 5005 I 4995 B•p �--_ _ _ 4995 t 1. RESTRAINTS SHALL BE JOINTS AT THE LOCATION MnOF ALL OF EXISTING• 5' PAC RESTRAINTS IFITTINGS. DS INDICATTIONAL ED IN TABLE. GRADE 2. LENGTH WHICH WHICH MUST BE RESTRAINED OF 5000 I 4990 4990 TOGETHER. 3. EACH 'E M VALVE PIPE MEASURED EACH WAY FROM VALVES AND BENDS. f4. SINCE Of ARE CLOSE-ABLE, THEY �PL1CATpj RFD A PLU(;W END 4995 _ $ _ - - _- _ 4995 4985 ° 4985 5. MIN 5.0'GROUND COVER REOD. o m g m z< 6. ASSUMES 150 PSI TESTING PRESSURE. c M + m �•J I I g H �Q 14 o a T8T,INC. F < R <O CONSULTING ENGWLER� rt99p -x 4990 4980 of = N a 4980 gab wnole.c xur Site 2M FM 3+50 ,O+DD 11+00 12+00 73+00 9+50 10+00 11+00 60525_c! Cgwatlo�nme 97c.226).5", •�1230D009.D0 x-H:1'=40' V:1"=4' o"a JULY 17, 2024 HGN12: 1'-' 120 of 216 ART:,-..• of o x £ I, IBr I s 1 111 _ � 3 0� 3HG 3H03H0- -�"W�w W Ny F 1,� 2 f1C%LINE W W_ -___---_---- --- --- twm tww I '-W EX 1t•PRPALINE-W W_ 2 ------ O O � I £� 3 0-�— 3H6-340 3H0— � N GIDDINGS RD I i -� ONE _ Oj�:, I W W— / I I to 1 PVC WW - - 24'PAPA LINF W_ --W46 0 - FO EO— _ FD _— _ FO E —O.,E 0' i _,IE—T—OF7E�,.,c p.i twao $ tas. m.w�¢ BRB N GIDDINGS RD _ Fn �0 O uoco DAP 1 a - m - - _ t` 1I FO--FO F0--FO FO— ucs n BRB W 3 W MOUNTAIN VISTA OR I o 1 FO - - - EX ELCO WL-02 oT 777-UUD -' I -EXISTING WATER P& --`w t-- DNW-- 7 - I� EX PRPA 111WL-01 tl,Dlr -` Z ' - - - - f lwm tw74 P -'-1 ...... �• z - —FO .0 I si-De I -- EX ELCO WL-01 Qddci� :r �1 G A 1W 1 L--J - z KEY MAP N.T.S. 17 j I W o/w '— SooD soon 5M °C EX'PRPA V�L-Ol CL EX ELCO WL-01 5000EX EL iNL- 2 j 5M i m W 46 _ 4gg8 TQ 99 Z 4996 - 4996 4996 Q 2 __ a 4992 4992 L.L. 4992 4992 4992 ` 4992 Z W g� _ OC H u I G m s 4968 _ 4968 _ _ _ 4968 49°9 4988 :0 1- _ --ca_ _4968 �1• 2 Pic `~ 2 PVC 4984 4984 -. - - 4984 _. n 4980 4980 4980 4980 4980 4976 4976 4976 _ _ 4976 4976 ' 4976 -- - -- o O O o m = m m o o o p 4972 _ m I w i 4972 _ m m _v.. m -v.. m_v„ _ 4972 tZJ w W w �.1 w 4Zi w J .m.N m �N m .q�.N m 4972 TOT,INR 4972 m m Gz� m C c 4972 < n n < r J V--_ - v v S v m -S v N N N < M J N J ^ r J N O po U M ui U U N CONRILTNG EN4INEERS U N m U n M U n I I U N IC J Oq < N JJ n J m F m n N n l V U h M j < m m F O m m F O m OD K O m SuIteB20D Fort Cones b q h q 1'i q m q V m ui V in Cl U m FJ U m ~ ~ - 9•C 2=50'S� m F m o m m q m yt m q+ CaoraUo 110525 mwm m ¢mN m m 4968 N 1 'n 1 M tl n~ 1 1�^m m ~ m ♦ q _ 'n+1 f. +1 1 - 4968 »�n 1230.D009.00 4968 4968 < n6+ w 't}' t- "}+1 _ �n+1 to+1 r Y+1 m tl H m+1 w tl 1 ro p m 1 o O O Y t- �o w+ 4968 in+1 +11- p 4968 ?� Y z� Y Z� 2Z8 Z ZO a Z-8 w+ H - YO ♦+ F- +Ir G 'r N N N N Z 2 C N< N� N N .� <jj Fjj <jj N N N ?� N Z� Iy~j-a IN22 Iyll IyZ2 1'= 40' � ZZ - Z2 -NZZ -q22 <jj <2Z IF jti 4965_ 4965 I N Z Z I v~i-_ N i i y z i - --- - - -- - -- 4965 O T 4965 _ 4965 c JLJLY 17, 2024 40 0 44D so MW HORIZ.1-.4D t— 121 of 216 VMT: 1'-4' List of Appendices Appendix A: Map of AB Lands subject to the 1986 AB-LWIC Agreement Appendix B: Stormwater Model Map prepared by Martin/Martin Appendix C:AB's 1999 Hydrology report prepared by Ayres Associates (with excerpts of 1983 AB Drainage Report attached) Appendix D: Section Map Appendix E:AB's 2009 Master Drainage Plan Appendix F: 2024 survey of land south of Phase D Appendix G: List of aerial photographs showing box culvert connection to LWC with link to aerials. I o z it C) U, w w 0 I o F Q I I J�D EJ � ❑ I I II II =k'I � j TI X ° I IIIIILL m DRAWN + Y EXCEPTION T;! BAMG D I I T \' CHECKED ❑ BNSF RAILROAD $'I; DAP X [-1 E I II II ''�I DESIGNED T'I BAMG r FILENAME ti _ , n LEGAL DESCRIPTION BOUNDARY EXHIBIT \/ �- 1 ° `� IIIII ill D � Ila °o ( ❑ ❑ D XQ DD X tlll� ° ❑ II D IIIII D II DX ;I m � x II i IIII I I I II wIII �� x LEGAL BOUNDARY / T I o - D, r � X ��ID D �� 0 0D III I Ili III CO Q rrIIII,, t Z �'I ID a CICJDD�CICI ` Q Q op O a y Uk 7L,,� rfI. lT ICI �II DD �� � Z I. t a. y it I I I O V LU D / J I I x I� J T I I � T BNSF RAILROAD i r- T X X D X _ . r I XKr / L&W CANAL TST, INC. CONSULTING ENGINEERS x x p Whalers Way Suite 200 Fort Collins Colorado 80525 kkk Phone: 970.226.0557 L&W CANAL k/ / JOB NO. 1230.0000.00 Ykkkk SCALE 1 n = 500' DATE 500 0 500 1000 JANUARY 2024 scale "=500' SHEET 1 feet of 1 z � LEGEND / ' 11' uj w o N _ 00 BIRKY ORDER LANDS BASIN 1 (TRIBUTARY TO BIRKY OUTFALL WEST OF BNSF) - - _ 01 / / JI l / - - - - - - - - \ - ICI( W \ \ \ f / �JI / r \ >/ _ \ III u BIRKY ORDER LANDS BASIN 2 / 11 \ \\\\\ _ _ _ - - - \ I J / �� I( / / /�� / I / / 1 I III�I� z o (NOT TRIBUTARY TO BIRKY OUTFALL) � � \�\\ - — - - - - 1 \ ��� ��� 1 ( / �VI I-- - RI HAR DS LAKE _ . - - __— � - _ _— _ � \� r BIRKY ORDER LANDS BASIN 3 = � �\\\ \ z a z (TRIBUTARY TO BIRKY OUTFACE EAST OF BNSF) '` r ���\\����\� t w I ` \ \ \ J �I I� , - _ \k- \ �� uLd of � � I \�\ \\\�\ \ /III IIIII / \\ (� I111(III z a MONTAVA PROPERTY BOUNDARY \\\\ -- / \ \ III IIII i / / I h / — \ `�\IIVI III x II \ I ICI a a MONTAVA PHASE D BOUNDARY f \ \\\\ � \\\\\\ II /11�11 I I , / - - � - - - IIII II /-/ _\_ _ p > ANHEUSER BUSCH OUTFALL PATH \\ \\ \ .M O NTAVA \\ \ �� \ \ r\\\\ I I I \ 400 200 0 400 800 w (FUTURE \\ - _ � \\ \\/ �I\\ \\ \ - \ �I II\\\ SCALE: 1 "=400' r' \ \ \ rn L I 1 \ \ \ HASES ���l�\� \ — \\lV/}`�\ \ \ \ III \��� /� _ ALL LINEAL DIMENSIONS ARE IN U.S. SURVEY FEET > BIRKY ORDER OUTFACE PIPE \ \ \ �\\ �\ � \ \ \\ \ I(u \� BIRKY LANDS TRIBUTARY SUMMARY N o —> PRIMARY BASIN FLOW PATH BASIN AREA /ACRE - 1 124 ♦ FLOW DIRECTION 2 319 I � � \\\ \ ��� BIRKY ORDERr �llivll � ,\�\\\\\\ -�� _ \ ii 11 3 108 JI 1 \\\ \ \ \�� � � / 11�� , ^\\\\ \ \ \ \ BIRKY ORDER \ `� 14r NDS BASIN 2 \ �\\ _ � /� \ \\ III \\\\\\ 319 ACRES \„\,_ , \ \ LANDS BASIN 1 _ \ I I �(�I I ,- TOTAL 551 \ \��\\\ �\ \ r \�\\\ \ _ III r \\\\\\ _ \��� �\ ` \ \ _�\\\,, - / � \ \ � � (124 ACRES 1 I�r �illl I z � � �•r � �'�' \ III = a' � �� \\ \� , \ t� - -- - � \\���I �"- �` � \ � � I I ���( I I� / �\� .•. \��\ �\\ , ��� ��'1`�- �� \\\� \ \\ \\ \ MONiAVA \ - �- \ f I \\\ \ �� 1 _ �\ \ \ TUTURE ( It \�\\ ` - � \\\\ 1 \ \\ \ O 00 t� l LL i•l l ,-_.. `►• _ r - •-_ }^ III \ \ \ r \ \\\\ O '•, �i r ' ; . Ik , 'i,l;^�" ' II O \ \�\ a \` �, ���\�\\� , ^ _ � \\� h� � ��\�~ Z ,d�- �, � _ -�"• III Z 1 \ \\ \� - "�` \��\\ _ / \1� \\\\ �\ l \ \ \ 1 / / I MAPLE HILL /I III I ; SUBDIVISION z — \ \\�\ ;\ \ \ I I / I �� ANHEUSER BUSCH <7 F \ � )�90 -COUNTY CLUB RD.f — I) 1 1„�ss���� � . j - > �• - — sL� _?_ , = � — = _���\ L\� \ - _ \ _ IIIII 'l�% x m v � o 0011111i �\ �'t�oNrAVA = 6 � \ pI�/ _ _ � f \\\\\ _ _ _ � / r /� o � Ln I -- ,moo ti � � 11 \\ \ \ \\ / w `4 /�PHASED � � �=� I �` r �\\�\�\ _ � � r�l�/// EXISTING PIPE UNDER BNSF TRACKS. MAJORITY Z � Q z I 1 /� /� // ) v' / ' _ t ✓I I \ \ \� - ^ - \ \\� ` _ _ ��/ OF THE UPPER COOPER SLOUGH WATERSHED Q a = / / j / / li 1 , h� ° Q \ \� , I \ \ � \ \\ \ \ \\\\ _ 1 RUNOFF REMAINS WEST OF BNSF ROW. N u = � 1 FUTURE CITY BASED ON THE CITY OF FORT COLLINS UPPER 111 I\\I \ o� J ��� \ - z �` L COOPER SLOUGH EXISTING CONDITIONS SWMM OF TORT � I � � \� ���� } �• �'ll _ _ � � � � � _ � � Q m \�\ } \ � COLLINS \ \ \ \ � II \ � �,�� V �r���, �-� �, \ I � � _ � ��- \ \ � � ` ` � � I MODEL, DURING A 100-YEAR STORM EVENT � � z 111\ \ c�\L ��\ ° �~ I I - �\ APPROXIMATELY 1 794 CFS ARE TRIBUTARY TO Q a a \\\\\ \I\ ` PARKS , 1 t \ \ h�� \� \1 1 �\ Lit/\ I \- 1 \ �\� THIS POINT, WITH APPROXIMATELY 459 CFS Q z o r vli� \ "' ���\ \\\\`\1\\ \ > v \ DRAINING TO THE EAST SIDE OF THE BNSF a ROW 25% OF THE OVERALL WATERSHED PEAK z DISCHARGE). THE REMAINING 1 ,335 CFS O = ► 11 "\\���\�����\ - �I °� �� �> 7 \ -z ��I�/111\� / BIRKY ORDER 1� REMAIN WEST OF THE BNSF ROW AND ARE NDS BASIN 2 \ ` `\ I� v JAI I J TRIBUTARY TO THE EXISTING 24"X12" BOX 319 ACRES, _ __ I �I -4, CULVERT SOUTH OF MOUNTAIN VISTA BLVD. ��..�,� ✓1 It,, � �`>ZL \, --- ___,- s , -- v ~ ♦ � � \���____ ti III ��\ � � III -' IIII J I - J�� MONTAVA \ \', I11IIl I HISTORICALLY TRIBUTARY TO THE L&W CANAL THE UPPER COOPER SLOUGH WATERSHED IS L p (FUTURE , \ \\ JII )) MONTAVA \ I�I� II� �/ WITH NO FORMAL MECHANISM FOR RUNOFF TO \\ 1 PHASES) \ \ JI I l /� / / FUTURE I JI I ( ~ III I� I� I IIIC \\ \`� \ \ \ �� ��� \ ` / / PHASES) �� / �J� II `�CRO� THE IRRIGATION FACILITY. -W- 1 �� / / III ANHEUSER BUSCH OUTFALL z / I / \ IIIII l MONTAVA (FUTURE \ \ \\ \\ \ \ / � 1 PHASES) \ II II II/ / I� I � ,� II IIIII 1 / IIIII I o _ � \\\ \\\\\\\\\ \\ \ \� � 1 � -� �\�\ �, 11 t / / l � � III IUIII /" Il I I 1 I l I I x \ � � : z w STORYBOOK I \\\\\�l \�\\\\ \ \ \ \\ \ z�� a -, \ \ \\ \Il �I► 1 / / / / �m I III /IIII, I I� 1 1 III I r I III SUBDIVISION \ \\\\ \� 1\\�\ �v�\\`\\� `iJl+ / III II / 1 _ I III 11 \ \ \ \\ \\\\\ \\� \ \� �` I I ��III III I �)1� / \�1 I ) I - \ \/ III I /)�II Illl )III IIIIII/ � \ \ � � \\\ \ \ tb � � \ \ �� /II1 I � � 1 I � � IIII I / �� � `- / I�} � _ \ IIl �� I>J^ \\ \\ \\ \ 1 1 1 _ _ I l/,\ Imo- _ )1� -- I -_ �v- �I_>� m MOUNTAIN VISTA DR.- — > - — — — — --- =-— � _- —� � — == =-= V—_ s I`II l _ cn ,]I" T, Q) X � �/ / / r � �� \\\� \ ' � � 1 ��\ �� �� - \ l - v - 1 ��~ IIII Il� � j MOUNTAIN VISTA DRIVE \ \ti r III �\ 111 � II dull III - - _ 01�\ \ , I /III \ 111 II ( III III IIII/III-� �� } \ I ( `\ � \ \ -- LOW POINT \ 1 � ��\\ � II'�Ill�l \lhlllll� � Q' b / I I �' \1 1 / � 1 / s� ��\ 1 I t / 1 I V\\�\\I / 1\ 1 \ 1 � 1 \ ll� r II l \\` / \ ' � i / - I�I 1�I III_ \\ \ I /1/ \ \ \\ IIII II IIII I I D Y / `\ 1 �/ N I I I I � � \\ ck� / % I / \\11 I I _ \ _ J _ jW \\ � _\ 1 1 \\ \ I \ \ � I \ \ I /_ , ` \ \ -III ( / / I _ - - 1 /rlll` III II�J - \\ \ \ \ m I -- z \ \ � � / I I // \ \ 1 \ itII � \ Itl� � / I I - - � �I / I I I-l� �L _ _ 11 , v vv -1 _� I l! \ \\ 1 \ III _ 1 v V A V A III I I / / v _ _ ��'": ����III II IIII m �� ��� \� /1 � \ \ \ \ / \ 1 IIIIII III w ��� �;W �_� - - - _ ,\ / 1 \ III III J1/� l Z m - � ��-� �m J _ -- \ \\ II\ \ _ ' \\� 1 I / \I \ v II l�s�lll II('ll�/I` / /� � 1� ��� \\ \ \ ��� i IIAV ( i \ / �w X \�� _ _ _ _ - ( BIRKY ORDER \� !, �i;/ ' z�Of w � - - ����\\ � � \ TUTURE PSD .\ I I � BIRKY R \\ I /I \��� �� \ � \ \ \ HIOH scHooE IIII NDS BASIN 3 I II� �/i// X� z \IJIII - -- �" III �I /�/// / QO m m � I � \/ I— •_�_\�\� - ��� \\ \ � � \ , — � �� / \ ( Ill ,; ouTFALL 108 ACRES '1� 141�1► I J�> w g III/IIII l� - - � � 1�\\\ \ \ \ \ - \ �\ \ J \Illlp ( I (No LONGER I� I�/ / �- �w4� i ��J 111 IIII II \ _ \ \ \ � _ I III - \ II ;I/ // IN USE) III I41II 1�� J w z�6Xz ( � �ti.�\\ \ \ \ �� I r A 11 Q Q _ Q w w - Q oz ,- \ 1� IIIIIII�� \\ - �\\N` \\\\�\\�\\\ \ \ \ C ` \\ - � I �.i ^ ' IIII1111 � III\�Illllllly�/�� �' QL0,w1 IIIIII II\\ \�1�� \ \\ \ \ \ \\ \ t I ��Illlrl�� � III IIIgl1 //jl m m z�ooz g IIII - \\� \ \ \ \ II(1 _____ - I �' v " - - IV 0 NTAVA ��II\ IIIII I I� / v rz rz o ILL] / IIIIII lI v - - - ' � v\� �v \\ V\A 1 \ \ VI JI'II1Ili �/ v 1 r D w✓\ 1. ,! /5 P�..r S a,I _j W S Q ul — \� r x Tq \ \ \ 4 S (> �� v7?L ) r U T U R C —' t I" II I U 0O Q / — 1 ul 1 \ 4 \ \ h \ t I Lo z. 1 L i '., Idb 1, i "` S ( I I w r o u H\E S IT I I I ��� ��' a) a) m m � z o ° I d I I I� . ��- \ �.� ,.��M '\ � �� � �`. - �� �� `\\ �" � � \� \ � � � � - _ �� �. "��� • �...I; . I I . c. o � j" �, o. I �. � - ., .�.�.. I I.IIII>I III. L � z I I a� •��� � \ �.. � ` , �� '��� ,. '"� -.��:�'.�.. (``� \\�\ � \�,\ ��\�\� � �. � � �� , :, •�:t x �. 1 �� 'il,�'`?.l s�;. �� °bL a ,��I I�.� -6°� , Y:�, ��" }° ha. . �, ,� Ila�l�; Iillpili• w ? I I �' : b `� \ $ • <°zs �' e,r•. ,� N \\\�\� \\\�\�\ 3 p 4^ L '•y tiPi �� ooc�� III z�� . t• 0.Ih �II�II 1 �, =00 0 \ IIII �, �� � . �� �.�\\ \\� ���`\\ 5 �� � S r`-. f�`" I. ' \ Ilhl I,IIIJ �� 1 � I z �z < � '� �. � �, d. � •I \ ��• ' �;-� t I•'� I ; I I �' o. .� III �- � � �Q N ;� } .,� \ `��� ,,�, �. REGIONAL r`° o _ _ r. ``5 l I I.IIIII o o w " L —, b �� s \\\� \� �� \�\\ \` `" . I° I POND 425. to I — ��w n >�- o (`� \ \ i ��� REGIONAL ! U ; I � I I I ��, I,I� III+1 1 w z w N \� I v h q I ��I `�� s� ICI h If IIII l�r _ w w o _ — , �� _ _ ,i \ \\ , t} POND 426 jl. I �'' I� g�a. off. �I �I�I I I �V1be• �;�I z L i �_ �I Iry 1 'r, �\ t � ' ,�`� � FUTURE PSD `\ _\ °� I ,°��, °Q111'''' —. —___ �r11' (�' o w0Zo 1 ° / mot z . _ \ tMIDDLE sCH00L1�1 '��ti \ l f g. r� 11 �r ' �!%��� —«_,�— ~, 14 oQQ� \ gI t C I �I ����/ �� �l���� �- �S r s '` phI //, f \� In = z o } \\ \ `. \\ 11 ��a o� 1 f i I z t�,,. y I n �,� 1. J I� (I f C n PRIMARY HISTORIC UPPER COOPER SLOUGH ��� �° ��'� J l \ 5 L I III/� „ „ �� I � , I �i � J c � , � ! I { I Ie� \�. OUTFACE (EXISTING 24 X12 WOODEN BOX) 1�� III I (/ Sheet Number: BASED ON THE CITY OF FORT COLLINS ^- /� I I II I I/ �1 I � III f } b o UPPER COOPER SLOUGH EXISTING CONDITIONS = WATERGLEN SWMM MODEL, APPROXIMATELY 75% OF IIII I � i ` — •o �� Qr ,� \\ r = r -- —°f ���� ,�� �, ` ;SUBDMSIONfIIIU� r � OVERALL WATERSHED PEAK DISCHARGE OR _ I� O J I y�° b ° a i \ I� ���\ �� �-- - { z — 3 �3��_i� — z. w J � _� S o� ,. �< . .: �. � �� � �� � _ �! �f �'• J 1I1 Lam\1 ,400 CFS ARE TRIBUTARY TO THIS POINT, ��>/% Q U 71' � � V � \� a� ` ti � \ `� �`'- `=�f��`-- (� d'C� � v� J 2 WITH APPROXIMATELY 661 CFS OVERTOPPING / /f� t !I III IIrII I I M� �, k`,.� -.- - dl(,( �_ f.✓ o _ 1� ��\ \� _ •I�li�\��� l �v �ti �I¢ � ���THE RAILROAD INTO THE L&W CANAL. l1 o1. � o HYDROLOGY REPORT Anheuser Busch Company, Inc. Project 0510 Expansion Prepared for Morrison Knudsen Corporation 1010 Market Street St. Louis, Missouri 63102 AVM.S AIRES ASSOCIATES December 22, 1999 Mr. Basil Hamdan City of Fort Collins Stormwater Utility 700 Wood Street Fort Collins, Colorado 80521 Re: Anheuser-Busch Brewery— Project 0510 Expansion Dear Basil, Enclosed please find the hydrology report for basin improvements at the Anheuser-Busch brewery. This report and analysis were performed in accordance with the City of Fort Collins Storm Drainage Design Criteria as revised in January 1997 and reflect the City's review comments dated October 1, 1999. The following are our responses to those review comments: 1. It is a concern that an increase in the historical release rate of 250 cfs may put downstream properties in jeopardy. The Waterglen PUD modeled spills from the Larimer and Weld Canal using the 250 cis in their models. Also, the interpretation of the agreement between Anheuser-Busch and Larimer and Weld Irrigation Company may need to be clarified. Please contact our offices to coordinate a meeting concerning the increase in the release rate to the canal. A meeting was held on November 2, 1999 between the City of Fort Collins, Anheuser-Busch Companies, the Larimer and Weld Irrigation Company, and Ayres Associates. We understand that the City is concerned with the capacity of the Larimer and Weld Canal and how it effects downstream properties. We also understand that the revised 100-year rainfall data alters runoff projected from Anheuser-Busch properties and the long term adequacy of the offsite basins is a matter of future discussion. By using the City's revised drainage criteria, rainfall hyetographs, and current modeling techniques, the projected historic and existing conditions runoff is significantly higher than originally determined for the 1983 Anheuser-Busch master plan. These results highlight a potential drainage concern to be discussed during development of the revised Cooper Slough master plan. Since a new onsite detention pond is proposed (pond 224), the Project 0510 brewery expansion will not increase runoff above existing or historic rates entering the Larimer and Weld Canal. 2. According to the text of the report, a separate drainage report will be prepared by others to address onsite drainage conditions and improvements as required by City criteria. Please provide this drainage report, which should also include erosion control information. Engineers Sciennsts,Survevors ' - - - 32-0158.00 t Mr. Basil Hamden Page Two December 22, 1999 The previous report incorrectly stated that others would provide a separate drainage report. It is now our understanding that due to the master agreement between the City and Anheuser-Busch, Anheuser-Busch only needs to submit a report documenting the extent of runoff leaving their property(such as included in this hydrology report). Anheuser-Busch is responsible for design, review, construction, and maintenance of onsite storm drainage improvements so another drainage report documenting onsite facilities is not required. This is consistent with past work done on the property. 3. The plans provided are very difficult to read and do not provide the level of detail required by the City. Please provide grading, drainage, and erosion control plans with the other drainage report that provide the following.,cover sheet with general notes,proposed grading for the whole site with tie-ins to existing grading, finished floor elevations for all buildings, drainage basin delineations that show the entire area that drains to pond 224, analysis of all inlets, storm sewers, and swales with appropriate cross sections and WSELs, erosion control measures, etc. (refer to the City Storm Drainage Design Criteria for additional requirements). Please see the response to comment number 2. 4. Why is a 10.5 hour detention time provided instead of a 40-hour for the water quality capture volume? Please provide a 40-hour detention release rate and provide a water quality outlet structure as shown in Volume 3 of the UDFCD design criteria manual. The detention pond outlet structure has been revised to provide an extended detention time of 40 hours for the water quality control volume. 5. Based on a cursory site visit in the watershed associated with this site, it appears that several of the conveyance channels and detention areas(along the county roads)shown on the drainage map (Figure 1)are not actually there and/or may flow in different directions. How were the rating curves for the county road detention ponds determined? Has there been any recent field verification of these assumptions? Does the updated model actually reflect existing conditions? Please justify the values used in your regional SWMM, keeping in mind that this revised model will govem future release rates that would be allowed in future developments north of the AB site and for the AB site itself. The SWMM model has been updated to reflect current rainfall, criteria, and modeling techniques, but the entire master plan itself has not been revised. Rating curves were determined for the original master plan based upon field observation and available 2-foot contour mapping. The offsite existing conditions have not been revisited as part of this report since its purpose is to document drainage effects from the Project 0510 expansion. Additional investigation beyond that contained within this report was not necessary at this time. i AS-12LTA.DCC 32-0158.00 Mr. Basil Hamden Page Three December 22, 1999 6. How were the conveyance element(CE) values determined in Table 4, especially for the undeveloped basins? It appears that some of the CE widths match the basin widths when they usually represent an actual channel width. In conjunction, the 1:1 side slopes would not be possible with a channel that spans the basin width(50:1 slopes would seem more representative). The length of the CE should be measured from about the midpoint of the basin, since using the whole basin length indicates that flow from the lower portion of the basin would be routed back up to the upper portion of the basin. Also, the Manning a n values of 0.200 for these CEs are too high for grassed channels. Values around 0.035 are more acceptable. Please explain in the report why the CE parameters were used or make changes to the CE parameters. The undeveloped basins contain agricultural fields, primarily consisting of cultivated crops, both row and field. There are no channels or even concentrated flow routes draining these fields; however, the CE values have been changed to better reflect the area's hydrologic routing. Bottom widths, lengths, and side slopes have been updated. The Manning's n values of 0.200 are consistent with overland flow across agricultural fields(see Table 12, FHWA HDS4). Since the runoff across these basins isn't concentrated flow in grass lined channels, Manning's n values of 0.035 would not be accurate. In addition, the flow depths on the fields would be very shallow, consistent with overland flow characteristics and high Manning's n values. Several of the CEs represent irrigation or roadside ditches, which do have concentrated flow. The Manning's n value used for those locations was 0.040. 7. The master planning department recommends using 5%imperviousness for undeveloped areas. Please use 5% for all undeveloped areas in the model. The percent imperviousness of the undeveloped (agricultural) basins was originally based upon the actual impervious area of each basin. We have since updated those numbers to a minimum percent impervious of 2.0 percent (see Table 3-1, Undeveloped Areas: Greenbelts and Agriculture, UDFCD Drainage Criteria Manual). It is our opinion that using 2.0 percent provides a more accurate representation of the true conditions than using 5.0 percent. Raising the undeveloped basin percent impervious area to 5 percent would greatly increase the projected amount of historic, existing, and proposed runoff leaving the Anheuser-Busch properties and contributing offsite basins. This would not necessarily be a correct prediction of runoff and would possibly increase the historic rate at which developed properties could release their runoff. In either case, this report's purpose is to document drainage effects from the Project 0510 expansion, which is accomplished regardless of percent imperviousness assumptions for the undeveloped areas. 8. The map shown as Figure 1 is listed as proposed and existing conditions. What's the difference between the two? Please provide separate basin maps for these two conditions or at least show what the differences are between the two. Also, please provide schematic diagrams for the historic, existing, and proposed SWMM models that show each basin and conveyance element. There is no difference between existing and proposed conditions basins in the basin map (Figure 1). The basins are the same, but the percent impervious area changes. The proposed condition includes detention pond 224 whereas under existing conditions that pond does not exist. AB-12LTR.DOC 32-0158.00 Mr. Basil Hamdan Page Four December 22, 1999 9. Please list the parameters for basins and CEs 9 and 16 in tables 3 and 4 for the historic conditions analysis. If these basins are removed in the existing and proposed conditions models, please note this on the parameter tables. Also,please list the differences between the existing and proposed parameters for basins 18 and 22 in the tables. As stated in the report, Tables 2, 3, and 4 show parameters for the proposed conditions only. Tables were not included for the historic and existing conditions, but that information can be found in the SWMM input and output files as shown in the Appendix. The percent impervious area for subbasin 18 changed from 31.5 to 32.1 percent under existing and proposed conditions, respectively. The percent impervious area for subbasin 19 changed from 40.3 to 45.8 percent under existing and proposed conditions, respectively. The percent impervious area for subbasin 22 changed from 5.1 to 49.2 percent under existing and proposed conditions, respectively. 10. Please use a pipe diameter of zero in all SWMM models for ponds 107 and 118. Ponds 107 and 118 have been revised as requested. 11. Please provide a map that shows the location of all HEC-RAS cross-sections and includes grading to verify cross-section data. A map has been included in the Appendix. 12. How were the flows used in HEC-RAS determined? They do not appear to match any of the SWMM results. Please document where these values were obtained. As stated in the report, the flows used in the HEC-RAS model came from Table 5, which has results for the proposed conditions with the 1999 rainfall on the subbasins proposed for this development only. The flows used in the HEC-RAS model match those from the SWMM output for elements 213, 214, and 216. Thank you for your time and consideration in reviewing this report. If you have any questions, please feel free to call. Sincerely, ' Owen/Ayres && Associates Inc Chris Carlson. P.E. Civil Engineer CC:sp Enclosure A&ULTR.DOC 32-0155.00 HYDROLOGY REPORT Anheuser Busch Company, Inc. Project 0510 Expansion Prepared for Morrison Knudsen Corporation 1010 Market Street St. Louis, Missouri 63102 AVMrs ASSOCIATES P.O. Box 270460 Fort Collins, Colorado 80527 (970) 223-5556, FAX (970) 223-5578 Ayres Project No. 32-0158.00 Ae12Txr.DOC December 1999 TABLE OF CONTENTS Introduction .......................................................................................................................... 1 Historic Drainage Conditions................................................................................................ 1 Existing Drainage Conditions................................................................................................ 1 ProposedDrainage Conditions.............................................................................................4 Proposed Conditions- Hydrologic Analysis..........................................................................4 DetentionPond 224..............................................................................................................5 StormWater Quality.............................................................................................................5 HydraulicAnalysis................................................................................................................ 9 LIST OF FIGURES Figure 1. Existing and proposed condition drainage map. ...................................................2 Appendix Figure- Expansion Site Plan Phase One and Two...............................................— LIST OF TABLES Table 1. 100-Year Historic and Existing Conditions Results................................................3 Table 2. Subbasin Constants. ............................................................................................. 6 Table3. Basin Parameters..................................................................................................6 Table 4. Conveyance Elements...........................................................................................7 Table 5. 100-Year Proposed Condition Results...................................................................8 Table 6. Comparison of Existing Versus Proposed 100-Year Runoff...................................8 i Ayres Associates INTRODUCTION Anheuser Busch Company, Inc, is proposing to expand their brewery facilities and has titled the expansion Project 0510. As part of this expansion they plan to add or expand twelve buildings, a parking lot, and a detention pond, all of which will change the existing drainage conditions. This hydrology report addresses the basin-wide impacts of increased runoff due to the plant expansion, detention requirements, basin-wide hydrologic analysis, and water quality improvements. This study was prepared to meet City of Fort Collins Storm Drainage Design Criteria for the development. The Anheuser-Busch Company property consists of 1,130 acres located northeast of Fort Collins. It is generally bounded by Interstate 25 to the east, the Larimer and Weld Canal to the south, the Windsor Reservoir&Canal Company Outlet Ditch to the west, and Larimer County Road 52 to the north. The property is primarily agricultural with the exception of the brewery plant site. HISTORIC DRAINAGE CONDITIONS The historic drainage conditions were documented in the "Drainage Report for Site Master Plan and Phase I PUD, Anheuser-Busch Companies, Inc., Fort Collins, Colorado" (RCI, November 1983). Anheuser-Busch Companies' property lies within the Cooper Stough drainage basin and immediately east of the Boxelder Creek drainage basin. Historically, runoff flowed off farm fields, through a series of irrigation ditches, culverts, and road crossings, then eventually into the Larimer and Weld Canal. The 100-year peak flow rate into the canal was 250 cis (RCI 1983). The historic conditions model was revised to reflect current modeling techniques and criteria. For example, the overland flow length of basin 16 was 3,250 feet in the original master plan model, which is too high by current City criteria, so the overland flow length was changed to 500 feet. Conveyance elements were added to account for shallow concentrated flow and channelization beyond the 500 feet of overland flow length. With the updated historic conditions model, the peak flow rate into the Latimer and Weld Canal was 455.43 cfs and 648.44 cfs using the pre-1999 and 1999 rainfall distributions, respectively. SW MM output and the historic conditions basin map is included in the Appendix. EXISTING DRAINAGE CONDITIONS Since the master plan was prepared in 1983, the following improvements/developments have occurred in the overall basin: • The brewery was constructed on sub-basins 18 and 19 (Figure 1) • The interchange at Larimer County Road 50 and Interstate 25 and the frontage road/brewery access road was constructed and/or improvements made. 1 Ayres Associates uy wy�Muw I . pasodad puu 6uysx3 -G em6j i ) F y4 ` We to - / -1 i t pc: (A mm > p o P i - } e I fit'' .• tl � r� 0�� � � x r . "r II i CA 11 I / 1. •xe r °°' sue-�—. �4j z f 1 i i I > f 1 { f` I nI I , P) Zvi � �x �`� T y •:��r —�. l I I I _ I F e � �1 xhz'4 e . . � � , � ; \ ! � \ / / } � � ` �°�k « Hsƒ[) � r\ ) a B ���k a `���� ƒ\ \§ � � ! �� b! / �: �( �(\ � -/ � . . 7 iƒ � ' ! � ; . ! , , , ) � � , � . & � . � | - - . � � \ ' _ ° ' � } © : � � ' � © ` } , � � § � - ; - [ % /\� ¥ • t : � � � � | - ) ! : . � , , , , } • Two drainage channels were constructed along the west boundary of subbasins 18 and 21 and along the east boundary of subbasins 19 and 21, respectively. This work was done in accordance with the Master Plan. The channels are SWMM elements 211, 214, 210, 212, and 213. • Three 3'x9' concrete box culverts were installed under CR 50 where the two drainage channels converge. • A channel was constructed from the box culvert crossing of CR 50 to the regional detention pond, SWMM pond 217, which is along the north side of the Larimer and Weld Canal. • The remainder of the basin, both Anheuser-Busch Company's property and offsite contributing basins are still at historic conditions. In order to determine the drainage effects of the proposed brewery expansion, the existing conditions were modeled with several rainfall configurations. Modeling was accomplished using the Storm Water Management Model (SWMM, UDFCD 1985). The rainfall configurations include modeling the existing basin (all subbasins) with both 1999 and pre- 1999 rainfall, modeling just the sub-basins within the proposed development with the 1999 rainfall (all other sub-basins modeled with pre-1999 rainfall as per the Master Plan), and modeling the original historic conditions with 1999 rainfall. The primary area of concern is the release rate from the regional detention pond (pond 217) and the total basin runoff contributing to the Larimer and Weld Canal. Of secondary concern are the drainage channels to the pond and the box culvert crossing of CR 50. Existing conditions results are shown in Table 1. All model input and output is included in the Appendix. Table 1. 100-Year Historic and Existing Conditions Results. Model Element Element Element Pond Element 214 213 216 1 217 123 Revised Historic— Pre-1999 rain 455.43 Revised Historic— 1999 rain 648.44 Existing Cond. — Pre-1999 rain on 300.77 377.52 576.97 298.93 333.20 all subbasins Existing Cond. — 1999 rain on all 432.37 444.81 673.69 432.42 480.59 subbasins Existing Cond.— 1999 rain on 313.80 415.11 641.35 318.08 357.39 developed subbasins only Anheuser Busch Companies has an agreement with the Larimer and Weld Canal ditch company that allows it to release developed conditions runoff into the canal at historic rates. At the time the regional detention pond was designed, the total historic rate into the canal was assumed to be 250 cfs for the 100-year event. Using current modeling practice and updated criteria, the historic rate was more accurately found to be 455.43 cfs using the pre- 1999 rainfall and 648.44 cfs using the new 1999 rainfall. Under existing conditions, the property's runoff contribution to the Larimer and Weld Canal is 122.23 cfs or 167.85 cfs below the historic 100-year rate for the old or new rainfall, respectively. 3 Ayres Associates PROPOSED DRAINAGE CONDITIONS The proposed expansion project consists of twelve new buildings or additions, a new semi- truck parking lot on the south side of the brewery, and access roads to the parking lot. It is our understanding that the work will be done in phases. The increase in impervious area is enough to warrant detailed investigation of the drainage conditions and constructed measures to reduce runoff flow rates. The main criteria for controlling runoff flow rates, is to be at or below the total historic rate into the Larimer and Weld Canal. In addition, it is desirable to be at or below the existing runoff rate into the canal. Two alternatives were proposed to achieve this result. One alternative was to allow the increased runoff to flow from the brewery site to pond 217, which would be expanded to accommodate the additional volume. Preliminary calculations indicated that approximately 24,000 cubic yards of material would need to be excavated from the pond in order to meet detention requirements. A second alternative was to construct onsite detention immediately south of the berm that will surround the new semi-truck parking lot. The onsite detention pond would release at a significantly reduced rate to account for the increased, undetained runoff in subbasins 18 and 19. The release rate was set so that discharge from pond 217 would be at or below existing rates. Due to economic and planning factors, Anheuser Busch proposes to build the onsite detention pond as described above (alternative 2). The hydrologic analysis included in this report document only alternative 2, as it is the preferred alternative. Most of the building additions and expansions occur within subbasins 18 and 19. Runoff will continue to flow along existing patterns. The largest building addition will occur on the south side of the brewery and will include a large semi-truck parking lot. A new subbasin (subbasin 22) containing this expansion and parking lot area was added to the Master Plan SWMM model. Subbasin 22 drains to the onsite detention pond, pond 224, which will release to the existing western channel (element 214). PROPOSED CONDITIONS - HYDROLOGIC ANALYSIS The Master Plan SWMM model was revised to reflect the proposed percent imperviousness, basin boundaries, and onsite detention pond. Since there was earlier concern over which rainfall distribution to use and how to apply it, several rainfall conditions were evaluated. They are as follows: • Model all subbasins (the entire Master Plan area) using the old, pre-1999 rainfall • Model all subbasins using the new, 1999 rainfall • Model just the proposed development subbasins with the 1999 rainfall distribution and model the remaining Master Plan subbasins with the old, pre-1999 rainfall The City has previously accepted the third modeling method for areas where development occurs within an existing master plan that was originally analyzed using pre-1999 rainfall. We decided to investigate the other two rainfall scenarios to document that the basin would meet release criteria regardless of the rainfall distribution used and to provide both Anheuser Busch and the City with updated Master Plan area hydrology using the 1999 rainfall. 4 Ayres Associates SW MM input parameters are shown in Table 2, subbasin parameters in Table 3, and conveyance element parameters in Table 4. Proposed condition results for the different rainfall scenarios at pertinent locations are shown in Table 5. The basin map can be found in Figure i. All SWMM results are included in the Appendix. A comparison of existing and proposed conditions runoff into the Larimer and Weld Canal is shown is Table 6. As shown in Table 6, the proposed condition runoff into the Latimer and Weld Canal is less than the existing condition runoff for all rainfall scenarios. This runoff comes primarily by release from the regional detention pond, pond 217. In addition, the proposed condition runoff is significantly less than the historic runoff into the canal. DETENTION POND 224 The onsite detention pond, pond 224, was designed to detain runoff from subbasin 22 and release it at a low enough rate so that pond 217's release into the Latimer and Weld Canal would be at or below existing conditions. Pond 224 will have a staged outlet structure consisting of a water quality/extended detention release, an orifice to control low flows, and an overflow spillway. A figure showing the outlet configuration is included in the Appendix. The water quality/extended detention release is discussed in the section titled "Storm Water Quality." The low flow portion of the structure will consist of a 15-inch diameter RCP with a 5-inch diameter orifice. The orifice effectively reduces small storm event releases. During the 2-year storm, the detention pond will store 1.12 ac-ft of runoff and have a peak release rate of 1.09 cis. The 2-year water surface elevation (WSEL) is 4991.98 with a maximum depth at the outlet of 2.98 feet. (Note: these results assume that the water quality control volume is full at the beginning of the storm.) During the 100-year storm, the detention pond will store 5.23 ac-ft of runoff and have a peak release rate of 34.24 cfs. The 100-year WSEL is 4994.05 with a maximum depth at the outlet of 5.05 feet. The overflow spillway will have a crest elevation of 4993.50 and be 30 feet long. During the 100-year storm, 32.79 cis will flow over the spillway. At a top of berm elevation of 4995.00, the pond has a capacity of 8.25 ac-ft (7.73 ac-ft excluding the water quality control volume) and provides approximately 1 foot of freeboard over the 100-year WSEL. STORM WATER OUALITY In accordance with Anheuser-Busch Companies' stormwater management plan and City of Fort Collins criteria, water quality best management practices (BMP's) will be included in the proposed improvements. The primary chosen BMP will be an extended detention dry pond that will be incorporated into the onsite detention pond. 5 Ayres Associates Table 2. Subbasin Constants Parameter Value Mannin 's n for im rvious surfaces 0.016 Mannin 's n for envious surfaces 0.25 Surface retention store a for im rvious surfaces 0.1 in. Surface retention store a for envious surfaces 0.3 in. Maximum infiltration rate 0.51 iNhr Minimum infiltration rate 0.50 in1hr Decay rate 0.0018 Stone duration 2 hours Time step 5 minute Table 3. Basin Parameters Overland Width Area Percent Slope Subbasin Connected To: Flow Len th (ft) (ac Im envious fttft 1 1 495 32000 363.6 2 0.007 2 2 500 34220 392.8 2 0.008 3 3 500 12550 144.1 2 0.016 4 4 500 22450 257.7 2 0.007 5 5 444 31360 320.0 2 0.007 6 6 500 17700 203.2 2 0.007 7 109 452 800 8.3 2 0.010 8 8 500 11700 134.4 6 0.004 10 10 499 17000 194.7 2 0.006 11 11 500 7400 85.0 2 0.008 12 12 505 16000 185.5 2 0.011 13 13 501 11900 136.8 2 0.004 14 14 500 6700 76.9 2 0.010 15 15 502 9300 107.1 2 0.007 17 17 499 19200 220.0 2 0.020 18 211 300 11161 76.9 32.1 0.005 19 210 300 14151 97.5 45.8 0.005 20 222 135 8981 27.8 50 0.050 21 213 500 5275 60.6 5 0.013 22 224 300 4870 33.5 49.2 0.015 6 Ayres Associates Table 4. Come ance Elements Width or Side Slope Gutter Connected Type Diameter Length Slope Left Right Manning's To: ft ft ft(ft) (H: H:V n 1 120 Channel 500.0 5000 0.007 500 500 0.200 2 105 Channel 500.0 5000 0.008 500 So0 0.200 3 104 Channel 500.0 1500 0.016 100 500 0.200 4 121 Channel 500.0 3000 0.007 500 500 02M 5 108 Channel 500.0 3500 0.007 500 500 02W 6 112 Channel 500.0 3000 0.007 Soo 500 0200 8 214 Channel 200.0 1700 0.004 500 500 0200 10 114 Channel 500.0 1700 0.006 500 500 0.200 11 115 Channel 100.0 1300 0.008 300 100 0.200 12 119 Channel 100.0 2000 0.004 20 20 0.200 13 123 Channel 200.0 1200 0.004 100 100 0.200 14 101 Channel 100.0 1000 0.010 100 100 0.200 15 107 Channel 500.0 3500 0.007 500 500 0.200 17 118 Channel 200.0 2000 0.020 100 100 0.200 101 102 Channel 2.0 1000 1 0.005 2 2 0.040 102 108 Channel 4.0 4800 0.007 2 2 0.040 103 121 Channel 1.5 4900 0.007 2 2 0.040 104 103 Detention 105 106 Detention 106 112 Channel 3.0 5300 0.007 2 2 0.040 107 211 Detention 108 110 Detention 109 110 Detention 110 214 Channel 2.0 3600 0.004 2 2 0.040 112 222 Detention 217 123 Detention 114 116 Detention 115 117 Detention - 116 119 Channel 100.0 2200 0.004 50 50 0.040 117 119 Channel 100.0 3500 0.004 20 20 0.040 118 115 Detention 119 123 Detention 120 105 Detention F2162 Detention Channel 30.0 2800 0.001 2 2 0.035 Channel 10.0 2000 0.005 4 4 0.040 Detention Pi e w/Overflow 4.0 3200 0.002 0 0 0.013 8.0 3200 0.002 4 4 0.040 Channel 8.0 1900 0.003 3 3 0.040 Channel 10.0 1400 0.004 3 3 0.040 Channel 10.0 2100 0.004 3 3 0.040 Channel 15.0 1400 0.004 3 3 0.040 222 1 213 Channel 10.0 5500 0.004 1 3 3 0.040 7 Ayres Associates Table 5. 100-Year Proposed Condition Results. Model Element Element Element Pond Element 214 213 216 217 123 Proposed Cond. —Pre-1999 rain 303.41 399.25 529.57 297.77 331.60 on all subbasins Proposed Cond. — 1999 rain on all 450.39 470.88 621.96 432.39 480.46 subbasins Proposed Cond.— 1999 rain on 332.78 441.25 593.08 318.00 357.15 developed subbasins only Table 6. Comparison of Existing Versus Proposed 100-Year Runoff. Model Runoff Into Larimer&Weld Canal Historic— Pre-1999 rain 455.43 Historic— 1999 rain 648." Existing Cond.—Pre-1999 rain on all 333.20 subbasins Proposed Cond.—Pre-1999 rain on all 331.60 subbasins Existing Cond.—1999 rain on all 480.59 subbasins Proposed Cond.—1999 rain on all 480.46 subbasins Existing Cond.— 1999 rain on developed 357.39 subbasins onl Proposed Cond. — 1999 rain on developed 357.15 subbasins only Extended detention dry ponds are depressed basins that temporarily store a portion of runoff from a storm event. They are similar to a regular detention pond but release runoff at a much lower rate, thereby increasing detention time significantly. This increase in detention time allows pollutants carried in the runoff to settle out. The minimum acceptable detention time is 40 hours to provide a reasonable level of pollutant removal, with additional detention time desirable. The volume of water detained for the extended period is called the first flush or water quality volume. There are various methods used to calculate this volume ranging from an amount of runoff over just the impervious area of a basin, a runoff amount over the entire basin, and others. For purposes of this design, a runoff amount of 0.21 inches was assumed over the contributing basin, which equated to a required storage amount of 0.527 ac-ft. The detention pond was designed to provide this volume at a water surface elevation of 4990.68. Two 1.5-inch diameter PVC pipes with a gravel jacket and wire mesh will be used to drain the first flush volume at a peak rate of 0.16 cis, which will provide a minimum detention time of 40 hours. The pond will have a staged discharge outlet structure to accommodate up to and including the 100-year event. 8 Ayres Associates For 40 hours of detention time, approximately 85 percent of suspended sediment, 83 percent of lead, 44 percent of phosphorus, and 36 percent of nitrogen can be expected (HEC-22). Increasing detention time beyond 40 hours will have little effect on the removal efficiency of soluble pollutants and a diminished return on the removal efficiency of suspended sediment and heavy metals. In efforts to provide additional water quality benefits to the extended detention dry pond, the following measures have also been included into the design: • The pond will have approximately 840 feet of flow length from the location runoff enters to its outlet, which will provide increased opportunity for infiltration and biofiltration. • The pond bottom will have a flat slope (average of 0.60 percent), a trickle pan, and flat sloped bottom width to increase hydraulic residence time as the first flush travels to the outlet. The pollutant removal efficiencies of a well designed, well maintained swale are approximately 70 percent of total suspended solids, 30 percent of total phosphorous, 25 percent of total nitrogen, 60-90 percent of trace metals, and 46 percent of soluble metals (HEC-22). Combined with the extended detention dry pond, pollutant removal efficiencies of a well-maintained system are approximately 95 percent of total suspended solids. The following maintenance requirements should be followed for the detention pond, and particularly the extended detention/water quality portion: • Mowing. All areas above elevation 4991.00 (above the first flush volume water surface elevation) should be mowed at least twice per year. • Debris Removal. Debris will accumulate near the outlet structure and should be removed at regular intervals. • Inspections. The pond should be inspected on at least a bi-annual basis to ensure that the outlet structure is performing correctly. If debris accumulation is a problem, the pond should be inspected more frequently and debris removed to prevent clogging of the outlet structure. • Sediment Removal. When properly constructed, the extended detention dry pond will accumulate sediment over time, particularly near the outlet structure. Sediment deposition will decrease the available storage capacity, increase the risk of clogging the outlet structure orifices, and may eventually become resuspended. For these reasons, sediment deposition should be removed as needed to allow the pond to operate as designed. HYDRAULIC ANALYSIS A hydraulic analysis was completed using HEC-RAS to investigate runoff flowing through the existing east and west brewery channels (SWMM elements 213 and 214, respectively), through the box culverts under CR 50, and through the channel (element 216) to the regional detention pond (pond 217). Although the proposed condition runoff in these channels is less than existing conditions, the capacity of the channels and box culverts had not been previously investigated. 9 Ayres Associates As stated in Table 5, the proposed condition runoff in the channels is 441.25, 332.78, and 593.08 cfs for elements 213, 214, and 216 respectively. The analysis indicated that the west channel (element 214) has enough capacity to convey the 100-year runoff, though with minimal freeboard. The east channel (element 213) does not have capacity for the 100-year runoff. The 100-year runoff spreads out from the north edge of CR 50 to north of the channel into subbasin 21. Other than cross sections taken at the immediate channel, detailed topographic surveying of subbasin 21 has not been undertaken. We recommend that at least the east half of subbasin 21 remain undeveloped until the 100-year floodplain is mapped to accurately define the flood boundary or the channel is improved to carry the 100-year runoff. The three 3'x9'concrete box culverts under CR 50 have capacity for the proposed 100-year runoff without overtopping the road. In addition, the channel running from the culverts to pond 217 also has adequate capacity, though with minimal freeboard in some locations. HEC-RAS output is included in the Appendix. The analysis was done using runoff generated from applying the 1999 rainfall distribution to the proposed development sites only and pre-1999 rainfall throughout the remaining basin. 10 Ayres Associates J J 1 i l5 �N c I � O .. My A i N A!T 1 NNo � � - -Srti da wa Dory u wling ---- _ e Rxur IF I 1 I �J ply Il / - W O O co LLI g sEm Q � C (n 0 CC W C m U Q �R ' C N CD � Q y wU o W = i y .K chow QW . T FF M I . I 1 Ec w: D mac aOma r % ; k , | , , , ! ) ! 1 1 1 I o� I 4 I 1 y 1 I I 1 r w I 93'f rl® LN I 1 1 1 I I 1 1 I I I I 004 Ed 1 1 1 1 1 1 1 1 d. 1 I 1 I O I 1 T 1 C $ � a 1 8 S 1 09b i I 1 1 I I 1 1 I i i i i 1 I I 1 i I 1 o 1 PIAP ON079 90IQ Fig. 3. Fig. 3 delineates the general drainage patterns in the vicinity of the 1,130-acre Anheuser-Busch site. As can be seen from this figure, the 1,130-acre site receives storm waters which drain to it from lands lying to the north. Historic use of the 1,130-acre site and the lands surrounding it for irrigated agriculture has resulted in farmers leveling their fields and eliminating natural drainage swales. In addition, development of county roads along section lines has resulted in culverts which cause ponding of storm runoff upstream of the road embankments during major storms. Ponding areas, culvert sizes and locations are also shown on Fig. 3. Storm-water runoff from areas north and west of the drainage basin limits shown in Fig. 3 are diverted into Boxelder Creek and the Reservoir No. 8 outlet canal respectively. Detailed field investigations were conducted in order to verify the existing drainage patterns, pending areas, and culvert sizes which affect storm-water runoff. During major storm events many of the county roads are overtopped by water ponding. In order to adequately predict storm-water flows for existing conditions a computer model was used which can account for storage and routing of runoff in these ponded areas. Storm-Water Flows Storm-water flows were computed for the 2-, 5-, 10-, 25-, 50-, and e 100-year storm events. The flows were computed using the EPA Storm Water Management Model (SWMM) as modified by the Army Corps of Engineers, Missouri e River Division. This model simulates overland flow, runoff, and channel routing within a basin and develops storm-water hydrographs at selected I points throughout the basin. The model has been used extensively for drainage master planning in the Fort Collins area and was also used by f Simons, Li & Associates, Inc. (1981) . This model can account for storage routing effects of ponding areas as they occur within and near the Anheuser- Busch site, Appendix A presents the design storm information that was used I throughout this study and also presents a detailed listing of the input data for the computer simulation. Peak flows and storage for all drainage elements are also tabulated in Appendix A. Table 1 summarizes peak flows 5 RESOURCE CON ULTNN7 INC L LThe third section of this report presents the conceptual drainage plan for the remainder of the proposed Master Plan for the 1,130-acre site. LThis includes proposed detention facilities, drainage channels, and other drainage improvements necessary for implementation of the Master Plan. LThe last section of this report examines the effects of Boxelder Creek floodwaters on the 1 ,130-acre site and, in particular, on the proposed Interstate 25 interchange at County Road 50. The URS Company, as part of Lits work relating to the design of the Interstate 25-County Road 50 inter- change, prepared a detailed drainage study of the interchange and how it Lrelates to the hydraulics of the Boxelder Creek drainage basin. The ORB study was analyzed with specific portions of its data, analysis, and Lconclusions being included with this report. The design of the interchange allows for maintaining historic flow distribution of floodwaters in the Lvicinity of the interchange. EXISTING DRAINAGE CONDITIONS L The general area of the 1,130-acre Anheuser-Busch site is in what is Lknown as the Cooper Slough Basin; Fig. 1 shows its general location with respect to that basin. The basin contains numerous irrigation reservoirs Lwhich store runoff from its upper portions. Simons, Li & Associates (1981) estimated that 10.2 square miles of the basin is tributary to the Cache Is ` Poudre River. The report also indicated that the basin has poorly defined drainage patterns due to the historically irrigated lands which have been leveled for irrigation purposes and due to the existence of irrigation ` canals. These canals capture a significant portion of the storm-water runoff. LImmediately east of the 1,130-acre site is the Boxelder Creek drainage basin. This basin drains approximately 251 square miles of which approxi- mately 191 square miles is regulated by flood control reservoirs located north of the town of Wellington, Colorado. Recent studies by the Soil LConservation Service (1983) indicate that floodwaters are diverted by natural topographic conditions at a point approximately 1 mile northeast of the 1,130-acre Anheuser-Busch site. At this point, the storm wafers are directed to the southwest affecting areas along Interstate 25, particularly near the County Road 50 overpass. This area is more specifically shown on RESOURCE CON ULTkNTS INC 4 at various points throughout the basin. The reference numbers in this table are correlated to the drainage elements shown in Fig. 3. I� Existing Drainage ` As shown previously, drainage waters enter the 1,130-acre site from Sections 28 and 29 on the north. Existing culverts under County Road 52 lconvey storm waters from the north to the south. During large storm events County Road 52 is overtopped at two locations along the north line of I Section 33. The first of these locations is in the northeast corner of t Section 33, the second is midway between the Burlington Northern Railroad and County Road 9. Drainage waters exit the 1,130-acre site at three locations under existing conditions. The first exit is through an existing culvert under the railroad at approximately the center of Section 4. This drainage water then enters the Latimer & Weld Canal. The second point of release is through an existing 18-inch drain tile located in the Northeast . of Section 4 which ,also drains into the Lorimer & Weld Canal. During extreme storm events, storm water will pond along County Road 50 at the inlet to the drain tile, overtop the county road, and flow through the field in the Northeast 4 of Section 4 into the Latimer & Weld Canal. The third area of release is from the Northeast k of Section 4. Storm water currently flows through a series of culverts under the canal maintenance road and into the Latimer & Weld Canal. The results of the analysis indicate that all drainage water from the 1 ,130-acre site and from areas to its north enter the Latimer & Weld Canal. During a 100-year storm the combined peak flow rate from all three discharge points entering the Latimer & Weld Canal is 250 cfs. It is not known if these waters would then cause the Latimer & Weld Canal to be overtopped since overtopping would depend upon the flows in the canal at the time of the storm and the amount of drainage water captured along other reaches of the canal. The existing canal capacity for normal irrigation flows is approximately 700 cfs. Existing freeboard on the canal might be capable of carrying an additional 300 to 400 cfs of storm water. A detailed hydraulic analysis was not completed to verify these results. 3 RESOURCE CONSULTANTS INC ComtY Rd.52 r— 17- Brewery . 1 Ref---F ly II i i--- �I 1 11 II $elNCea/ � a�e IBrawttY O I Reatlaft II V V I I MtlUalrlil I �� i I II aM l ' poaat4 I" Ytluatml M.-Fa"y I NagMpRlppa� I ^Auto-ReWsol ResEw+rel J oOa" -- `Hgnway C a1/ comfy Rd.50 / Land Use Summary \\ Mugtrul I I yEualrW/Y.Comm 1` ayes aeM Auto-RehteE Hw .` ` Auto-Rel Brewery: 12, i J -- \\` Hwy.Comm. Pats aree: 26 GraiNge Ore Nmga Swam.: 2 \ tlelaplipn ports petmf p°MSwam.: Oelmpon/Umw olr 9 way5: 125 I yqustmil 5i,ye-Font/RegiueaW 128 Ur rer am Wed Ca l MIYFeniy Reaoentlel: 60 �--_� Ho,,.(:amwrcW/Offca: 23 Ruaresa 5ervicealUlca: 75 Auto-Reated Hwy.Cmme W[ 55 �R TOTAL mt Acres1116 Ipowmawl 1197,74 appoxmle acce!!poaos for 0 500 1500 FIGURE 2 MASTER PLAN ANHEUSER-BIISCH REsCURCE CONUTkNTs INC COMPANIES Wilsey & Ham, Inc. November 1983 4 I \ T N N I 4 I \ 1 1 C b ✓� N P O n v m m O I 1 rl N W N � O O b r W u m q I \ V a c � W T I NO ti Nb O r P V m m W P P O L I I N m V V m Vl b TI C I .Q T C I N O Y U 1 \ f i-1 1!� I r N •+ Y 0 I ti w w d w Y o a m � H � G W W v Y C W a N a VI w N •O ^I Y O Pl f"1 W C a N m u O C 3 ur v + n u 1+ y v m a u µl w T .0 Y •�1 .Oi o v o a vi y H O m ur w m u u m V o N 3 vl w u 3 �n w c m e c Y a c c c m m c m N C O C G I'J N C C G C N C Z U EC O C O L L O O O O n 4 O O V U dl _ C ^I la+ N t9 C aJ O y w n a a o c a x 7 J 00 11, I MHP Oil l $ MASTER DRAINAGE PLAN ANHEUSER BUSCH COMPANY, INC. FORT COLLINS, COLORADO Prepared for Anheuser Busch Company One Busch Place St. Louis, Missouri 63118 mms ASSOCIATES MASTER DRAINAGE PLAN ANHEUSER BUSCH COMPANY, INC. FORT COLLINS, COLORADO Prepared for Anheuser Busch Company One Busch Place St. Louis, Missouri 63118 JUIMS ASSOCIATES P.O. Box 270460 Fort Collins, Colorado 80527 (970) 223-5556, FAX (970) 223-5578 Ayres Project No. 32-1360.00 AB109-TX.00C January 2009 TABLE OF CONTENTS Introduction ..........................................................................................................................1 Background............................................................. ............................................................1 Historic Drainage Conditions.......................................... ,,,....,,,........,..............3 . ..................... Existing Drainage Conditions ................................................................................................3 Proposed Drainage Conditions.............................................................................................8 Proposed Drainage Conditions—Hydrologic Analysis..........................................................8 APPENDIX A—Existing Conditions ModSW MM Input ......................................................... APPENDIX B— Developed Conditions ModSWMM Input ..................................................... LIST OF FIGURES Figure 1. General Vicinity Map. ...................................... 2 ............................................. Figure 2. Existing conditions map with SWMM elements......................................................5 Figure 3. Existing conditions SWMM model schematic. ......................................................6 Figure 4. Anheuser Busch property proposed land use....................... 9 Figure 5. Proposed conditions map with SWMM element..................................................10 Figure 6. Proposed conditions SWMM model schematic...................................................13 LIST OF TABLES Table 1. SWMM Model Results Comparison—Existing Conditions.....................................7 Table 2. Subbasin Constants. ...........................................................................................1 i Table 3. Basin Parameters................................................................................................11 Table 4. Conveyance Elements.........................................................................................12 Table 5. Ayres SWMM Model Results Comparison...........................................................14 Ayres Associates INTRODUCTION Anheuser Busch Company, Inc. has retained Ayres Associates to develop this Master Drainage Plan based upon the "Company Option"for stormwater management as described in The Master Agreement(December 14, 1982) between Anheuser Busch Company and the City of Fort Collins. The Company Option specifically states: "In lieu of and notwithstanding the provisions of Sections 2 through 5 of this Article, Company may elect to provide sufficient stormwater detention on the Site to control stormwater drainage and surface water discharge from the Site, or upstream flows from off the Site which have historically passed over the Site, so as to maintain historic flows except as may otherwise be agreed upon by affected owners of property adjacent thereto and affected ditch companies. In the event that Company elects to pursue this option, Company shall provide City with an engineering report describing the historic flows and Company's proposed manner of dealing with such flows as well as with any increased runoff due to development on the Site." This report is intended to fulfill the requirement to provide the City of Fort Collins with an engineering report that addresses Anheuser Busch's plan for managing stormwater drainage. The report will document historic and existing flow conditions across the Anheuser Busch property as established by previous studies. The report provides results from an analysis of proposed conditions assuming full development of the Anheuser Busch property. Proposed conditions include improvements that convey and detain increased flow due to on- site development as well as convey existing flows through Anheuser Busch property. BACKGROUND The Anheuser Busch Company property consists of 1,130 acres located northeast of Fort Collins. It is generally bounded by Interstate 25 to the east, the Larimer and Weld Canal to the south, the Windsor Reservoir h Canal Company No. 8 Outlet Ditch to the west, and Larimer County Road 52 to the north (Figure 1). The property is primarily agricultural with the exception of the brewery plant site. Previous drainage studies specifically involving the Anheuser Busch property include: "Drainage Report for Site Master Plan and Phase I PUD," Anheuser-Busch Companies, Inc., Fort Collins, CO (RCI, November 1983). "Hydrology Report," Anheuser Busch Company, Inc., Project 0510 Expansion; Prepared for Morrison Knudsen Corporation, 1010 Market Street, St. Louis, MO 63102(Ayres Associates, December 1999). "Technical Documentation For The Hydrologic Modeling Of The Boxelder Creek/Cooper Slough Basin,"prepared for: City of Fort Collins Utilities, 700 Wood Street, Fort Collins, CO 80521 (Anderson Consulting Engineers, Inc., January 2002). "Final Report, Upper Cooper Slough Basin, Selected Plan Of Improvements,"prepared for: City of Fort Collins Utilities, 700 Wood Street, Fort Collins, CO 80522 (Anderson Consulting Engineers, Inc., June 2006). 1 Ayres Associates HISTORIC DRAINAGE CONDITIONS Anheuser Busch property is located in the Cooper Slough drainage basin. Historically most of the land in the basin has been agricultural and runoff primarily consists of overland flow from fields that concentrates at low points behind roads creating inadvertent detention that is released via culverts or by overtopping roadways. Runoff eventually reaches the Larimer and Weld Canal to the direction of the Anheuser Busch property. Anheuser Busch property historic drainage conditions were initially documented in the Site Master Plan completed by RCI in 1983. SWMM modeling completed for the 1983 Anheuser Busch Master Plan resulted in an historic condition 100-year peak flow rate of 250 cis into the Larimer& Weld Canal. The historic condition model was updated for the Ayres 1999 Hydrology Report to reflect current modeling techniques and criteria. With the updated historic condition model, the peak flow rate into the Latimer and Weld Canal was estimated to be 648 cis. The large increase in peak flow from the 1999 model when compared to the 1983 model is primarily due to the implementation of a new 100-yr rainfall distribution by the City of Fort Collins. Other modeling assumptions, such as overland flow length, were changed to reflect Fort Collins SWMM modeling criteria that had been revised since 1983. EXISTING DRAINAGE CONDITIONS Since the original master plan was prepared in 1983, several improvements, developments, and other changes occurred in the Cooper-Slough basin: • Anheuser Busch Brewery was constructed. • Interchange at Larimer County Road 50 and Interstate 25 was constructed as well as the frontage/brewery access road. • Two drainage channels, one along the eastern boundary of the plant site and the other along the west side,were constructed to convey flow around the Anheuser Busch plant site. This work was done in accordance with the original Anheuser Busch Master Plan. • Three 3'x9'concrete box culverts were installed under Larimer County Road 50 (CR 50) where the east and west side drainage channels converge. • A channel was constructed from the box culvert crossing of CR 50 to the Anheuser Busch Regional Detention Pond located adjacent to the Larimer and Weld Canal. • Brewery facilities have expanded. Several buildings were either expanded or constructed. Additional semi-trailer parking lots were built. This changed the drainage conditions resulting in the addition of an on-site detention pond immediately adjacent the plant site's southwestern parking area. • Remainder of Anheuser Busch Company's property as well as contributing basins north of Anheuser Busch has not significantly changed since the original master plan. Basins located west of Anheuser Busch, specifically west of the No.8 ditch, are experiencing rapid development. Based upon 1999 assumptions and modeling methodology, the 1999 Ayres existing condition model resulted in an estimated flow of 480 cfs into the Larimer and Weld Canal. The existing condition model of the Upper Cooper Slough including Anheuser Busch property was changed significantly in conjunction with the latest hydrologic study of the basin completed in 2006. Anderson Consulting Engineers submitted a report to the City of Fort 3 Ayres Associates Collins entitled, "Upper Cooper Slough Basin, Selected Plan of Improvements." The following changes to model assumptions and existing conditions (as compared with the 1999 modeling) were included in the report: • Land located north of the Larimer County Ditch was added to the tributary area upstream of discharge points to the Larimer& Weld Canal located on Anheuser Busch property. In addition some area west of the 1999 model basin boundary was added to the 2006 existing condition model. Considered together those areas increased the model tributary area by approximately 12,850 acres. • In the 100-year rainfall event model the No.B Outlet Ditch spills to the east at three locations that contribute additional off-site flow to the Anheuser Busch property. • Basin delineation of Anheuser Busch property and the area immediately north of the plant site were changed by combining several small basins into two larger basins. • Overland flow length was increased from 500 It to 1,000 it for basins consisting primarily of agricultural fields. • Minimum percent impervious was increased from 2%to 5%. • Maximum infiltration rate for subbasins north of Larimer County Road 54 was increased from 0.51 inches per hour to 2.0 inches per hour. • Detention pond rating curves were revised to include additional data points obtained from Fort Collins 2-ft contour mapping and hydraulic analyses. • Overflow channels were added to most of the conveyance elements and dimensions for bath the main channel and overflow were revised based on field observations and topographic mapping. • A flow split that occurs immediately to the west of the plant site along the railway was added to the model. Including the above changes, the 2006 existing condition, 100-year event SWMM model produced an inflow rate of 1,475 cis to the Larimer and Weld Canal from discharge locations on Anheuser Busch land. The 2006 model, "Cooper Slough with Upper Cooper Slough flows only in L&W Canal Existing Conditions with Existing Facilities MODSWMM,"was used as the starting point for this study. The portion of the model that includes Anheuser Busch property was extracted from the larger model. Several revisions to this model were made for the Anheuser Busch Master Plan existing condition model. Figures 2 and 3 show the basin configuration and SWMM schematic for existing conditions. • Basin 29, the Anheuser Busch plant site, was divided into five subbasins based on Ayres' 1999 model. The five new subbasins are 91, 92, 93, 93, and 94. The boundaries for these basins were delineated from the 1999 report map and adjusted according to changes that have occurred on the plant site since that time. The additional subbasins provide a more accurate representation of the drainage patterns in the area of the plant site. • Basin 35 was split into two basins to represent two inadvertent detention ponds located north of the plant site. Basin 35 is not included in the Anheuser Busch model however there are two inflow hydrographs, 435 and 600, used to model the flow from basin 35 into the extracted model. 4 Ayres Associates B41 437 436 600 435 237 236 90 834 74 Anheuser Busch 34 500 Plant Site 24 235 5 0 34 91 W z 32 Anheuser Busch 92 33 833 on-Site 30 32 Detention Pond Railroad Flow Split 940 43 222 Mountain Vista Spill 94 93 31 73 432 942 941 27 29 31 30 830 234 428 82 226 831 27 232 829 431 72 22 42 826 822 26 227 Symbols 229 39 Subbasin 200 26 25 231 235 Conveyance 25 Anheuser Busch Regional Detention Pond 400 Detention Pond 891 25 90 Intlow Hydrograph C85 RR Regional Detention Pond 42 800 Node 900 Diversion 897 Laniner&Weld Canal Figure 3. Existing conditions SWMM model schematic. • Inflow hydrographs (2-, 10-, and 100-year)were used at all points where the smaller model had been extracted from the larger model. SWMM elements with inflow hydrographs were 33, 240, 428, 435, 436, 437, 600, and 841. • Conveyance elements (CE) 222 and 500 were added to the model to represent an existing channel and 48-inch storm sewer pipe, respectively. CE 222 is located east of the Anheuser Busch plant site between the frontage road and 1-25. CE 500 is located along the western side of the plant site. The goal of the smaller model was to produce results very close to, if not exactly the same as, the Selected Plan existing condition models (Anderson 2006). Table 1 below compares flow results at input hydrograph locations and several other important shared model elements. Appendix A includes all input and output files for the existing condition models. Table 1. SWMM Model Results Comparison-Existing Conditions. 2-YEAR 10-YEAR 100-YEAR Element Descri flon COFC A res COFC A res COFC A res 33 CE inflow hydrograph west of No.B Ditch 16.7 16.5 38.6 38.6 160 159.7 34 Drainage channel AS land west of lant site 73.6 73.5 320.5 319.2 1641.8 1633.8 240 CE inflow hydrograph west of No.B Ditch 6.1 6.1 31.6 31.5 134.6 134.5 425 Anheuser Busch Regional Detention Pond 18.7 18.5 76.6 85 556 528.2 426 Colorado and Southern Railroad Detention Pond 19.4 19.6 154.9 154.5 919.1 922.7 Inadvertent detention,NW 427 comer of CR9 and Mountain Vista 0.3 0.3 1.8 1.8 244.3 239.1 Combined 425 8 425 897 discharge to Latimer B We Id Canal 24.4 24.4 159.6 158.5 1444.5 1431.0 Inflow hydrograph-Storybook 428 Patio Homes, regional . . detention ono 0 0 3 3 203.4 203 430 Anheuser Busch on-site detention and 1.1 1 1.3 1.2 34A 16.1 Inadvertent detention, NW 431 comer of CSRR embankment and Mountain Vista 73.1 72.8 310.6 310.1 1294.8 1292 435 Inadvertent detention,north of lant site 25.6 20 45.5 37.1 361.8 223.9 436 inadvertent detention,north of CR 52 72.3 72.3 294.4 294.3 1423.1 1421.8 Inadvertent detention, 437 intersection of CR 52 and CR 9 2 2 48.1 48 298.2 297.9 600 Inadvertent Detention,north of lam site 0 0 89.9 830 Mountain Vista s ill 0 0 0 0 304.5 301.3 841 Inflow hytlrograph-No.B Ditch 165.4 165.1 254.5 254.2 394.4 394.2 Flow split east of railroad I 941 tracks 0 0 13.5 13.2 406.3 404.2 942 Flow split west of railroad tracks 73.6 73.5 307 306 1235.5 1229.E 7 Ayres Associates PROPOSED DRAINAGE CONDITIONS The primary objective of the Anheuser Busch Master Plan is to provide conveyance of both off-site and on-site flows to two regional detention ponds that will release water at or below existing rates into the Larimer and Weld Canal. Figure 4 shows planned land designations for the Anheuser Busch property. Figure 5 shows the proposed elements of the plan. Proposed drainage channels on AB property have been sized to convey the combined on- site and off-site 100-year flow through the property. Channels were located to maximize developable land area. An 8-inch high weir plate installed on the existing spillway of the North Poudre#6 Reservoir is proposed to help reduce the volume of flow reaching pond 426 during the 100-year event. All inadvertent detention areas will be removed when the property is fully developed. However in the interim, certain parcels may be developed with on-site detention prior to improvements to the regional detention facilities. The Mountain Vista spill from the No. 8 ditch would either be diverted via radial gate into an 84-inch pipe or conveyed via an improved channel to pond 426. The on-site railroad flow split would be eliminated so that flow no longer crosses the railroad tracks located to the west of the AB plant site. The Colorado & Southern Railroad Regional Detention pond (pond 426) has been sized to hold a volume of approximately 375 ac-ft and release water to the Larimer& Weld Canal at a rate less than the existing rate of release. These releases would come from the existing 2'x l'box culvert and an improved spillway. The proposed grading of pond 426 allows the frontage property along Mountain Vista to be developed. PROPOSED DRAINAGE CONDITIONS-HYDROLOGIC ANALYSIS The Existing Condition SWMM model was revised to reflect the proposed improvements as outlined above- Full development was assumed on AB property while existing conditions were assumed for all surrounding areas. Therefore all inflow hydrographs from the existing model were unchanged except for detention pond 436. The inflow hydrograph for pond 436 was changed to reflect the 8-inch high weir plate added to North Poudre Reservoir#6. All revisions are specifically listed below: • Increased impervious area percent in all subbasins to account for anticipated future development. • Revised dimensions for conveyance elements 25, 26, 27, 30, 31, 32, 34, 227, 228, 229, 231, 232, 234, 236, and 237 • Used a conceptual design rating curve for pond 426 • Removed inadvertent detention ponds 427, 431, 432, and 437 • Removed C&S flow split • Changed inflow hydrograph from pond 426 to reflect the addition of a 8-inch high weir plate to the spillway of North Poudre reservoir#6 SWMM input parameters are shown in Table 2, subbasin parameters in Table 3, and conveyance element parameters in Table 4. Figure 6 is a schematic of the proposed condition SWMM model. 8 Ayres Associates fI i I ! Empp Gymroent _ Nfr EMPGOymsnC IEMP� Oymerft I i 13e1<enflgn Pond _ � f N �s U en lantl use-propoaetl s O E.&yment O P.h D nenwn Pond Figure 4. Anheuser Busch property proposed land use*. The land uses depicted on this map are preliminary in nature. The land use plan may change through the review process or assumptions made during property development planning. a N N O 6 O 6 N N O N a N N y N o E 0 `o a n N n C y o y 3 c E m cm N w n o 0 p c c n o N � m V O L L N O N � O1 �' S � m ❑ � U1 � ❑ O t4 O � Z d s oN O LL O N O W o 4a Z � ❑ o Figure 5. Proposed conditions map with SWMM model elements. Table 2. Subbasin Constants. Parameter Value Mannin 's n for im ervious surfaces 0.016 Mannin 's n for pervious surfaces 0.25 Surface retention store--'--;---- ious surfaces 0.1 in. Surface retention stora a for ervious surfaces 0.3 in. Maximum infiltration rate 0.51 in./hour Minimum infiltration rate 0.50 in./hour Deca rate .0018 Storm duration 2 hours Time ste 5 minutes Table 3. Developed Condition Basin Parameters. Overland Subbasin Flow ID# Connected Length Width Area Percent Slope Units-> to CE ID# It ft ac Im rvious fVk 22 822 250 1850 10.6 5 .020 25 25 200 28120 129.1 46 .032 26 26 500 13512 155.1 50 .010 27 27 250 12680 72.8 52 .020 30 430 200 5445 25.0 80 .015 31 31 150 53580 184.5 82 .021 32 32 250 37170 213.3 55 .020 34 34 150 37316 128.5 82 .010 90 500 150 25439 87.6 82 .010 91 29 150 28895 99.5 70 .010 92 222 150 6247 28.4 50 .010 93 29 150 7782 26.8 50 .010 94 30 150 10164 35.0 50 .010 200 478 600 2440 33.6 40 .016 201 237 200 3220 14.8 80 .020 i 11 Ayres Associates Table 4. Conve ance Elements. r - Width or Side Slo CIE ID# Connected Type of CE Diameter Length Slope LaR Right Mann rig Depth to: Ig) B (fVft R:V H:V n It 897 Detention Pont BW 225 Node - - - - - - - 25 425 Channel 4 1100 .002 0 0 .016 0.5 Overflow 13 1100 .002 6 3 .035 6.0 229 25 Channel 4 1110 .1 0 0 .016 0.5 I Overflow 13 1110 .004 6 3 .035 5.0 426 897 Delemlon Pond 478 26 O Ports n - - - 26 891 Channel 55 21/0 .003 4 4 .035 231 891 Channl 75 2600 .003 4 &0 4 .035 8.It 891 426 Node I 227 26 Channel 40 1690 .003 4 4 .035 5.0 82 227 Node - - 27 826 Channel 20 1500 .003 4 4 .035 4.0 228 826 Pi 1 2500 .003 0 0 .013 6 overflow 8 2500 .003 4 4 .040 100 428 g28 Inflow h d ra 29 829 Channel 5 3520 .004 fl0 10 .035 5 ellow Channel 100 3520 .004 80 100 .045 5 235 29 Ch 5 2910 .009 10 10 .035 $ Overflow 100 2910 .009 80 100 .045 5 30 UsChannel 12 1960 .004 4 4 .035 4 Overflow 42 1950 .004 100 100 .045 5 500 30 Pi 4 3200 .003 0 0 .013 4 Overflow B 3200 .003 4 4 .040 100 222 29 Channel 10 5500 .00q 3 3 .040 100 4so 30 Detention Pon0 - - 234 231 Channel 75 2650 .003 4 4 .035 6 31 231 Channel 45 1 2800 .006 4 4 .035 6 232 826 Channel 25 1630 .004 4 4 .035 6 32 232 Channel 50 3000 .003 4 4 035 5 33 833 Inflow h d ra 240 &33 Inflow - 74 833 Channel 20 2060 .006 1.1 1.4 .035 10 34 234 Channel 75 1400 .003 4 4 .035 6 834 34 Node 236 834 Channel 55 1575 .003 4 4 .035 6 237 834 Channel 5 1500 .004 4 4 .035 q 600 500 Inflow h dr ra - 435 235 Inflow - dr - ` 436 236 Inflow h dro r h 37 237 Inflow h tl re A 244 237 Inflow ra 830 228 Node 73 Ull Channel 20 1710 .002 1.1 1.3 .035 10 t 833 73 Node 841 41 Inflow h tlr ra - - - - 12 Ayres Associates No.6 Reservoir B"weir plate added to spillway 841 37 244 436 600 435 201 237 236 90 834 74 Anheuser Busch 34 500 Plant Site 235 240 0 34 91 m z° 32 Anheuser Busch 92 33 on-Site 30 833 32 Detention Pond Railroad Flow Split 43 222 Removed Mountain Vista Radial Gate 94 93 31 73 27 30 29 31 830 234 428 828 228 27 831 y Alllnadvertent 829 o�o�e 232 Detention Removed �s 72 22 aA P 826 822 26 227 Symbols 229 39 Subbasin 200 78 26 25 231 235 Conveyance 25 Anheuser Busch Regional Detention Pond 00 Detention Pond 891 25 490 Inflow Hydrograph C&S RR Regional Detention Pond 2 800 Node 900 Diversion 897 Larimer&Weld Canal Figure 6. Proposed conditions SWMM model schematic. A comparison of proposed condition results with existing condition results are shown in Table 5. The basin map can be found in Figure 2. All SW MM results are included in Appendix B. r Table 5. Ayres SWMM Model Results Comparison. I i YEAR 10-YEAR 100-YEAR Element Descri tion` Existin Pr osed Exisfin Pro as xistin Pr sad 1235 Existirg channel 17.6 17.6 36.9 36.9 220.2 220.2 236 Improved channel 72.2 20.2 292.4 204.2 1410.2 1403.4 237 Improved channel 2.0 23.7 38.4 59.9 258.9 298.4 34 Drainage channel AS IarM west of ant site 73.5 158.2 319.2 357.5 1633.8 1444.5 29 Existing channel 41.7 81.8 106.9 193.4 357.8 556.3 500 48"Storm Sewer 42.4 93.2 72.2 158.8 179.2 394.4 430 Anheusar Busch on- sitedetention and 1 1.1 1.2 1.3 16.1 21.8 30 Improved channel 31.3 99.9 79.2 188.9 513.8 494.9 31 to channel 16.5 178.1 40.0 408.2 172.2 1092.7 234 Improved channel 73.4 78.8 304.3 201.3 1220.6 1421.6 32 Improved channel 10,9 117,7 32A 301.6 161.5 936.9 228 W Mountain Vista storm sewer 0.0 0.0 0.0 0.0 258.5 297.8 27 improved channel 5.9 56.4 23.6 131.5 286.6 393.5 227 Improved channel 0.3 116.0 1.8 327,0 156.2 1067.6 231 Improved channel 71.9 163.3 289.8 416.8 1220.1 1492.8 229 Existing channel 69.7 168.8 181.6 362.6 689.6 1008.4 25 Existing channel 69.1 191.2 197.9 458.0 719.2 1378.6 26 Improvetl channel 18.9 138.8 42.6 403.4 188.4 13724 Anheuser Busch 425 Regional Detention Pond 18.5 56.7 85.0 171.4 528.2 398.7 891 Inflow tadorand 72.2 302.1 295.3 618.2 1394.7 2617.8 CobrnR ilro 426 $Demers Railroad Detention Pond 19.6 19.3 154.5 26.3 922.1 789.9 897 CamWnea flow from '� Dods a25 a a26 24.4 74.2 158.5 193.9 1430.9 1103.2 'Description is of Proposed Improvements r r 14 Ayres Associates APPENDIX A - Anheuser Busch Master Drainage Plan 2-, 10-, and 100-Year Existing Conditions ModSWMM (Input and Output) Anheuser Busch Master Drainage Plan 2-year, Existing Conditions ModSWMM Input 2 1 1 2 3 4 NAPEPSHEp 0 An he user E seh MASTER p INAGE PLAN FILE: ABMF-EXR.IN 2-YEAR EVEN; cx`9"NG ONO[TIOXS N/ sATN'IN6 FACILITIES - Ayres %soc. 10/20 pB rev isia ns z e ee 0000 1. z 1. 0.3A 0.6q 0.83 1 5] 3.A5 LIB .... D.q3 0.19 p.11 O.I3 .13 1 0.21 0.31 0.35 .60 0.11 I,q6 I p.31 0.28 0.19 D.Ld 0.11 0.16 p.16 0.15 0.19 0.19 0.1] 0.13 0.12 0.13 1 -2 O.OIfi 0.25 0.1 0.3 0.53 0.5 O.p03A AN OAA I ex 1. 1 2D0 26 zg" 33,6 1p, .O lfi 1 22 B22 1150 10.6 5. ,c12 I }5 25 5630129.1 5. .00I 36 26 61S6111.1 1 2] P 1]30 ]$,B .026 1 Spllt basin }9 in[o five baal n¢-90-91-92-93-99 Ayi Ba ""A'.. Sp/3008 90 50012]IO A].6 33. .105 1 91 2919991 99.5 10.. .O 10 I l 92 R32 9163 2A,q . , 1 93 R9 3331 26.8 r , .11 99 30 3049 35.0 6. .01, ( L Re I [he Ia[eaL of Cas1n 30 antl lne real etl cle ac ea of Wsln 90 Ayr ea sevfsi on 30/YOOB 1 30 q 3630 25.p 99. ,015 I 31 666516].1 .031 32 929p2]].3 6. .O 3q 1 34 63R Di P,9 ' ENp Anhe ut e[ Eu scb pr ope[ry BASI H9 p • FLOW A INTO L EIMEA ANc 9ry1D CANAL IANNCCSEP EXECN .,ONAL AF,S,IOX pON 01 425 8 91 6 R 0.0 I.p.0 9.9 11.7 1,1 162.7 31.0 272.6 59.1 392p $5 411 4 9.0 110 ,002 0. 0. .016 0.5 13.0 1100. .003 6. .035 1, R29 }5 4 q.0 t110. .009 0. 0. .p16 0.5 1),0 1t30. ' FLON INTO I.N. AND WELD CANAL ICSAA EIIDANKMEN[I 926 B91 16 } ], O.D 0.p IS.B 15,2 199 20.4 IAE.O .1.2 .0 2z 4.6 21L6 321.8 221.3 g25.p }29.0 5}5.1 235.A 625.3 30z s 2AS 9 ]25.1 }49.q ALI, 355.2 925,E z60.1 .] 29. 1125.8 269.1 1225.F 273.6 1326.0 89] 225 3 36 B91 4 0.0 SIID, .002 2. 2. A,0 3110. .M2 100. 100. .M 5.0 231 .1 4 2.0 332 . 003 2. S. .035 2,p 10.0 3320. .003 50. 100. .060 30.0 12] z6 A 0.0 tB90. ,00t 2. 2, '0" p 0 B.0 1A90. .001 100. 100. ,060 5.0 A91 q26 3 i B26 22l 3 1. AN CORNER OF CP9 AN. MOXNTAIN VISTA DRIVE b 626 ] } L 0.0 0.0 1i} 10.9 19.5 !p0.0 20.9 }00.0 2].2 3D0.0 z2.z gDD.p z9.0 spD 27 4}] 9 0.0 1290, ,005 N. 1.2. ,035 2.0 8.0 II9p. .005 00, 90. .s60 .0 228 21 q p.p 13]0. .00J - 2. .sIl 1 2 AEPE .0 IN B.0 t3]0. .005 In'Spg2 By AYBr aZ h3([om V2 - PONO 938 POP YBOOK PAPI OOHp`1EE OFF-SITE PE 6I ONA4 OETENT[OX POHp - No ps schar qe Ou[l og 2-yr ev¢c[ 0.00 0.0 qA.00 0.0 B29 $ON 3 0. 39 d39 9 5.0 353p, .004 10..Ir ➢. .035 5.0 100.0 3530. .004 SOrD. .095 5.0 235 29 q 5.0 2910. A09 10 10. .015 5.0 ]00.0 2910, ,s09 9p. .0, 5.0 30 829 9 10.0 MS. .00, 1. q. .p35 9.0 42.0 1950. .O. M. 100. .095 5.0 ..,I LE 500 equl va 1p n[ [ CE 311 Ay[ea "99 - Ay[ea revis, ]0/200$ 00 3p 5 9.Oa 3200. .00z 0. 0. ,01, 1., 8.0 3200. .003 1. .,1c ACtletl CE II9 eqW vat en[ co [E 2RY Py[es •99 - Ay[e6 re i p IO/}OOA 332 2 t 1010 5500. ,p01 3. v35-e .090 100.0 ANIN.S. BVBCN ON-SITE pETEMION pOryp 411 30 9 2 3.d 1.3 4.0 1.9 9.9 B.q 5.t 29.0 9 9.5 + NN 3PNEP OE PR EMBANKMEN} AND .'A IN VISIA 4 pPI VE 31 23] 11 2 0.0 0.0 9.] B.t 12.5 1p p.p 15.1 900.0 Anheuser Busch Master Drainage Plan 2-year,Existing Conditions,Input and Output Ayres Associates Page 1 of 6 ModSWMM L3 601.d 19.0 B00.0 ..I 100E1 11.6 IM 0 22.a 1900,p $3.0 1600.E I 0 18d0.a 234 431 9 $.0 299p. .006 1. 2. .035 2'a 10,E 211.. .00c 5. Is. .05E 10.E 3I "1 4 2.0 2030. ,"1 $. 2. .035 2.0 10.E 2030. .003 Is, Io.. .06E 5.0 232 .1 4 p.0 I630. .d0] $. 2. .035 2.0 8.0 ]630. .,a, M. ]00. .05E 5.0 Ilo i E932F ]2 J 1 1. 0,0 1.. 3i.9 0.0 11.1 100,E 33 9J3 4 2p 2310. .E 01 $. q35 2.0 t 4 l0A 9I0. .001 100, 60. .d60 5.p 2J3 32 3.0 1210. .00] 2. .035 $.0 ]d.p 1010. .00] 100. Its. .010 S.a In E lov Xyamgr 11 Imrt .9EXEVR - LE 3] 16 3 I. 1 0.0E p.0 0.35 d,3 0.]E 0.5 d.40 1,2 0.93 2,2 p.9) 3.B 0. 2 ].0 O.P 12.1 0.65 16.1 p,)8 14.2 0.12 9.9 I. 9.1 2.a 3.05 O,B q.5) Imm g 0.1 9H.00 0.0 I nflw -III,I.al BpEV2 _ C1 240 -1 240 H33 I6 3 1, 0.00 0.0 0.9> 0.3 d.13 1.9 0.6E 2.1 0,)H 5.9 0.82 6.1 0.87 6.0 1.92 3.9 I,9S 3.5 $.23 2.1 1.10 p.9 9.42 0.1 9E,00 p.0 ]9 B3J 1 20.E 3d60. .006 1,1 1.9 .035 10,0 J9 840 9 2,0 1850. .ral 2. 2. .035 2.1 M RR SPLIT 10.E 185 p. .Op3 1p p. I00. .06E 5.0 941 940 942 II 3 1, O.d 0-0 260.E 0.1 100.0 97.8 B00.p 12 B.3 100 d.0 196.2 1100.E 259.) 1900.E 131.1 1500,E 368.9 1]d0.0 921.1 1B OO.d 961.fi 200E-0 520.E "1 30 3 9Q 114 3 i BJ4 34 3 236 114 q 0.0 IDBO. .p06 $. $. 2.a B.I I.': :I. 10 d. ]00. ,OfiO 5.0 23) H39 q 0.0 R090. .p09 1. 1. .p05 2.0 O 2 SCM qN CR9 .004 P 100. ]dp. .06d 5.0 IT- r',Jro...pp as. BU fs m AEHEV2 - FOn WB - a,, Ei a GNa cge tluclo9 I, evep[ -1 6d0 500 2 J 1, r.tc 0.0 4B.a. 0.0 Influx tlyOEog ' f'- co". a - "a" q35 - 435 231 t) 3 1. 0.00 0.0 0,45 I.t s.P ].10 15.d $,1.21 1>.5 1.53 00 2d.0 1.95 16.9 $.1H 13.5 43 0 . 3.38 .0 3.68 11.> 4 4.13 0 .0 ' NORSH OF CPSE p£TWEEN RP NJO CR9 1 -1ut'1 aw36yB136E Qa3f mm ABpEV2 - pONO 9]fi 900 0.0 0.50 1 d.l 2.5> 9.6 3 68.E 3.13 13.3 3.43 40.q 3.>3 6i.5 9.0 1.43 ]0.0 i68 ]2.1 5.13 T2.3 ].]0 )O. 10.28 55.9 2].32 . 26.fi] 11.] 32.9E 11.3 41.pS 133 pp l.3 98.0E 3,9 IN=SELTION OF CR9 sau Cp52 I-I.. f- ABa. - IaN' 93) - III 9] IB 3 1, I d,00 0.0 0,32 p.0 0.91 0.6 1,45 1.3 $.90 1.9 3.2B 3.p 4.00 1.1 >.63 1.q 12.0E 0.9 11.62 d.6 IB.dO 0:5 20.)2 pq 45.00 0.3 P.53 p.2 32.00 0.] 90,Op 0.1 45.0E 0.0 IB.dO 0.0 B21 )I ] 1. 72 822 1 25.E I530. .009 1.5 119 .all ".I B31 ]2 3 SPILL FNON NO B a, VE2BH 031 I2 5 1 0.0 p.0 50 550:0 26.E 600.E 69.E 650.E "a-a >OO.p I58,0 950.E 201E BOd,I 199.d B S0.0 $95.0 900.E 34 .0 950.E 111.0 30 E0.0 9]S.a Ila 120 3 ]3 B28 1 20.E 1730. .002 1.1 1.3 ,p35 10.0 033 >3 3 I nftll Hydl.'cap I[ ACREV2 - N00E B91 -1 341 79 20 3 1. d.00 0,0 0.98 0.1 1,p] ll1.9 1.t0 135.2 .3B 156.6 1,EB 165.2 2.65 15].1 3.p2 1 2 I ] > 49,E I.oa p9.0 1.6S 1]4., 130.3 2s.. 138.3 12.Op 1D.9 15.3E 12].I 2L25 126,e 2 e.pp 1$6.6 39.00 111.5 Mac t26.4 11,Op 126,3 EM1 AaaccOaas ... 1.a'. N OF .1 0 0 ENOppWPAM Anheuser Busch Master Drainage Plan 2-year,EASt'Ing CoadItem nput aW Output Ayres Associates Page 2 of 6 mwswMM Anheuser Busch Master Drainage Plan 2-year, Existing Conditions ModSWMM output €NV AOlR2NTAL PA03ECSI ON AGENCY - ,- - 11-. NANBIGENINT MCpE3 - vER9I ON pC.l DEM WED BY N1. I EDGY, tNG. VNIVER32 TY OF FLORIDA HATER PE94VRLE9 ENGINENERS, INC. SEPTG®ER 19]N' NPBATED BY UNI VEA91}T pF FLOA[OA ..WE 19]31 XYDROLOGIC ENGI NEE PS XG CENTEB. CO ,, OP ENG,NGGNG NI990VR1 RSVER pryI610N, [011p3 OF ENG INFERS 13EPSEMeEP 11111 EOY LQ EHGt NE ER ING T6 TAPE DID D[9X A691 GNXE 'W"BESION INARCX IIE1, JVLY 19E51 N J[NI LI RJldl J[N OI G 1 SN IqI JIN I51 n1161 J[N I]I IN ISI SIN 191 INI I01 j z 1 0 p a a D 4 p D G p m[3] p40i 1a1 uT 131 d4pn ql S 7(5) OOUIW UT I]1 1.1ral G.(11 .]Mn l m 1 1 a GO 0 p p o dp o D O 0 N6C PAt111 NECBA}1]1 NED.01 NIG.191 N9CM1191 D NA}ERSXED P... CALLED '•• ENTRY➢APE IO N.B17 NODEL • r Basch NA6SER D AG NE W PL ILE: A6Np-E%a.IN 2-YEAR EVENI1 EXIEIING CONORi.S M/ E%ISSING EACI1z I.E - AY-E Assoc. lcl.r3 "MEN OF 1. YEP9 2E61 IN}EGAATION I. INTEPVAL NI'm 1.pB IM LOP RrEN} OF PENV30U9 AREA XAS EENO DETENTION DEPTN IS E29 RAINFALL S}EP6, TNE' TIME INIEPVAL 11 1.10 HTNIIIE9 FOR PA INGPGE NVNXER 1 BAINFALL X}G'0" IN 1NCXE6 PEP NWD .29 39 .33 69 .61 l.A 2.N5 1.1E.BY .Go .20 .39 .IN .11 ,I] .16 .15 .11 FOX PAtNWGE NNfBER ] RAINFALL X[9TOpY IN INCHES PER NO4R .2T .31 .11 .,1 115 Lpfi G." L1p .SN "I.33 .23 .19 .IS I .16 .16 .11 .11 .11 .32 IT .19 .19 sch MASTER DRAIIAGE p .-EN2 IN 2 YEAPCEVENT, EXISTING CONDI}IDNS N/ EXISTING FACILTTIF9 - Ayres NI,. 10/1 p p3 9 VSAREA GNT'TEN AID}X ANEA PERCENT SLOPE EES}9TANCE FACTUB 9VPFAC¢ BIO AGE11N1 NEI L tPA}I ON PAT¢12 N/Ipil GAGE NVMSER 4R MANHOLE IF II IACI INP&AV. IFT/£rl INPERV. PQPV. 3NPEBV PERV, NNE I NVN N[N I MVN DECAY PATE -2 0 .p .0 .0 ,03 p0 .016 .250 ."D ,3pC .51 .50 .NDISD NO 2In 26 29q 0.0 33.6 q0.0 ,Bt5B pI EO .50 .O 22 S. ]I Sp.O IO.fi 5.0 .03]0 .IIS .250 .t Bo .I. .5{ .50 ..'ED 1 25 25 563 p.0 89.1 5.0 .0010 ,01E .210 .100 .3p0 .51 .50 .pp1 E0 I 26 26 6t56.0 I55.1 5.p AM .Ot6 .25p .1 p0 ,300 .50 .Op]E4 1 21 27 9230.0 72,E I.0 -DIED .pi6 .I50 .I pO .300 .11 .50 .0080 1 9p 50I II12B.0 916 32A .0050 .036 .250 ,100 .5p .Op 180 1 91 29 1.110 99,5 95.0 A050 .016 .250 .3 p0 .3 p0 ,51 .50 .B 0 92 222 9163.p 28.9 SO.p .0500 .016 .25p .100 .'Ea .51 ,5p .O C1 Ep 1 93 29 2339,p 26.E 60 ,OI30 ,016 .25p .100 .300 .51 .SC .00100 1 99 30 3B99.0 11.0 6.D .B,IB .p16 .251 .lIB ,3p0 .9 .50 .001 Bp I 30 q30 ]63 p.0 25.0 3t 99,0 ,0150 .IIN .250 .I'D .3Do .51 .50 ,BI190 3 ll 6665.D "'.] I-- .Q tD ,016 .25p .1IG .300 .51 .50 3q 622 ,pOl Ep 1 32 32 9290.0 213,3 6.0 .B19B ,016 .250 .1Bc .3 p0 ,51 .50 .00IEO 39 0.0 t2 i.9 9.0 .p100 .c16 .211 .100 .1 Op2E4 F BV ,zl .50 .1 MSAL N{MBER OECATCNMENIB. 19 1 TOTAL TRIBVIARY .. "'DEE' . 123I.90 Anheuser Busch Master Drainage Plan 2-year,Epsting Conditions,input and Output Ayres Associates Page 3 of 6 MOCSWMM M MEIN eI Ru 1, NA9IER pOINNA.A.I p,NI N. . AEM E%2,IN d-YEAG EVENT.c E%I9iSNG CCX...±W.9 W/ E%I S..NG FPC±III'. - .qy rex As mc. 10/2006 1 • CONi1NWIV CH¢CN I' saaIIICXMEnT ROOT}NG IN II.MM , MOOSE wnlERsxEp AWEA IacRes) Iz3l.eoo TOTAL PAZNFALL IINCNE S) .9I8 TOTAL INFI L3 PAT]ON II NONE 61 ,81E TOTAL WA'CEPsaso 09IFLON IIN[HE S) ,1q6 TOTAL S'N""s STOWAGE AT IWO OF STINN ,INCHE61 I. ENPOP IN CONi INO1TY. PEPCENTAGE OF RAINFALL .Opp 1 Muse[ ti-L MASTER pPAINAGE PLPN FILE: 2-YEAR EVENT, EXISTING CCNOIIIONS N/ E%]STING FACILITIES - Ayies As mc. 1p/d00S 1 GVI I. iti NOP L � AM Nq In INVERT E SIAPEs NE OVERBANoOPTH /SVP<XARGE .. CONCT.W ENGTN 31AP¢ 12 10 VENT MgNN MG SE 0 IETI IFL IEI/FI) pRL P N I,, 925 89T I 2 ",a .C .0 .001 RESEPVOIP STOWAGE IN ACNE-FEET VS SPILLXAY OuIPLON .p '00 0 .000 ,0 9.900 xI, 19.100 Ill., P.000 2T2.6 59.300 392.0 13L900 136.9 25 q25 I 4 CHANNEL 9.p 1100. .0020 .0 ,0 ,015 .50 0 229 25 p t C VERF IJ.O 11 0 0. . 6.0 3. 6. XANNELLOW 5 0 1110. .pO29a s -a. .50 50 0 OV¢MLOX 1J.0 11]0. ,o09C 6.0 J,p ,035 q3F ¢97 ]6 2 PIPE .p 1. .po 1p ,0 ,p S.pO RE9ERVOIR 9TOPAGE IN ACPE-FEET V6 SP LLWAY OViF L OW 'Opl 221.300 g25.0 2z9.000 525.1 ]236.8" 625,1 211,610 Iz5.4 249.400 825.5 25i 200 925.E 360.1Op 10 x 5.• 269.900 lIIS.E x69,I00 122i9 213.500 1321.1 E9I xzs 0 3 .0 1. .1110 .0 z6 69t p q .11 .111 10.00 0 cNANNEL ,0 213a. .p0 x0 2.0 x.0 .0n z.p0 0 v1 691 p pVERFLON e I zv O. I. ii lop.p loo.o .p6o s.pp q CxANrvEL z0 31 z0. . 030 ZA Z.o .035 zp0 p 2tT 26 p OVERFLOW 10.0 )32 p. .003o s0,0 la,a .060 Io.00 q CPAXNEL .0 IE90. .00Io $.0 2.1 .p35 2.00 0 1% 116 0 3 OV¢RF LOw E.p ]R90. AO10 n., 100.0 .I" 5.00 926 x2l p ) .00I0 .p �Q .001 tp.p0 p 921 82E T 2 PIPE .001 10.00 0 PE9ERVOIR STOWAGE IN ACRE-FEES VE SPILLWAY OIL. 1 ,0010 .000 ,0 15.Epp 10.9 19,Sp0 100.0 20.90p 2C 0.0 22.200 M,,.0 23.z00 g00.o 21 39.p00 500.0 9N7 0 cXANNEt ,p 1290. ,p050 I.p i .p35 2.00 9 OVEPELOq 8,0 ]Olt, AIIL E2.0 3p.0 .pfip S.OO p 428 21 0 9 HANXE1 0 13 T0. .0030 z.0 2,p .035 2.00 0 9EE E28 2 f OVEPFIgN BA I310. ,Op 30 I00.0 300.0 .060 S.pO 5 .0 1. .00t0 .0 .p .001}I ME I Mt9 V !BLOW IN CFS OOp E,0 g8.000 .0 E29 229 0 ] .a L .0030 a .p .001 ID.pO p 9 929 0 q CHANNEL I, J520. .I.I ":a10,0 .WS 5.00 235 21 q .to" Po 500.0 )520. .pOtlO EC.O I00.0 .095 5.00 p 0 CHANNEL 5.0 39I0. .Op90 11.0 1,1 .035 S.Oo 0 30 839 a OVERFLOW 500,0 2910. IM EOA 10, .Q's 1.00 0 CXAN9EL 1p.0 ]950, .0040 q.o q.0 .035 "00 0 500 30 OVERFLOW 2 1 1950. .06iI aI.0 ]00.0 .pq5 S.Op 0 5 p]1E 4.1 3200. .111 .0 .0 ,OI3 1-ta 0 2x2 2s p OVERFLOW 8.0 3200. .p0 x0 9,0 .090 ]00.00 1 CHANNEL IOA SSp O. .00g0 3.0 3A .pqp Ip0.00 p 530 JO 9 2 pteE SO N S SPI .001 -0p 0 AE SERVOIP ACNE-FEEIn'. "ON p00 .0 .3 p0 .200 ,9 I.300 1.1 2.90o t.3 9.000 1.9 i 9.90p 8.4 5.100 29.0 fi.900 19.5 I PS ERV OIA STOWAGE IN ACR6'PEEi F VS SPI LLWA.Y OOV TFLON I 'OOIO .0 .0 ,001 .p0 O .000 .I 9.100 8.1 12.500 M.0 15.I00 400.0 I1.2p0 600-0 I9.0o0 EC C.p 20.900 234 1000,p ".600 1200.0 22.90a 1900A 23.9 as 1W 9,80 0.0 30 1E00.0 431 p q CHANNEL I.I 299p, ,OOFO 2.0 2.0 .pJS I OVEPFLON 10.0 2940. .0060 5.0 30.0 .060 10.0p 0 3I 931 p 4 I.'aL 2.0 2030. .tii,U 2,0 $.I ,p35 CVEPFLOX {I:I a030, .Li ID0.0 III, .060 5 00 0 232 9x6 0 9 CHANNEL .0 1630. .0010 2.0 2.0 .015 2.0 532 232 OV64F'LON 8A I630, .0010 IOO.0 500.0 .060 5.00 p 3 x . 1310 I L , . .0 .001 OO ,PE9ERVOIP SPppA 2N ACRE FEET Vs SPI LLNAV.0 01110.Ia POI➢ •2 93 .000 ,1 0 5$.900 .0 fi900 I 0 q rNANNEL 2 2.0 2330. .OWO 2.0 2.0 .035 2.00 Anheuser Busch Master Drainage Plan 2-year,ExIsVng Conditions, Input and Output Ayres Associates MOtl$W MM Page 4 of 6 r 233 60.)2 q OVERFL Ox In.p v3o. .o01G o0.p 0 .O6o s.so ° CNANl21 z.p 1211. sill 1 zG z.I .035 zaa 0 33 033 OVE PFIOW 1p.0 LUO, IG]0 III.0 Ip , all Tlss IN xn1 vs 1Ne1Gx IN CEs '0 1' .o01a .p .p .oal 10.eo -1 .OaO _+00 1.3 All 2.1 41v 3.B.52G l,p .5]0 t .650 I6.1 ,1so 19.2 .92° 9.9 i.990 1.2 L.10p E.E 3.°50 f.B 9.Slp .l 90.0a° .0 290 till 16 3 .0 L .O o10 .0 I tll8 }N NR3 VS [NEL Ox IN CFS ,0 .GOI 10,00 -1 970 .3 ,530 .9 .6p° 2.4 .6Ee q.)."a 8,1 1.Sp0 4A ].92° 3.9 1.950 E.5 2.23G 2.1 3.tca .9 1.9E0 .1 9A.l Il .0 74 833 0 1 CHANNEL 9 940 2p.G 2060. .Oo60 .I 1.9 ,035 10.0a 0 3 0 4 CWWXEL 2.0 105 p. AM 2.a 2.p .035 2.00 0 99° 99E OVE PF LOW ]0.° 1094 ,00)° 1°0.0 Ipv.o .a60 1.00 31 3 .s 1. .GOIa .0 .0 .GOI 11.10 991 OSVEPPS ON t0 Glli}ER NONBEP 991 - t0}gt Q VB B[VEPTEI 0 IN CFS .OGp .0 211.OG° .1 )O s.OpO 9].0 00°A00 129,2 Ip00.Osa I9I.z 1200.OOt 111.1 1900 A°0 339.9 1500.°oG 369.9 I>p0,00o 921:> 1BGG,OpOz000.p00 S2G.8 991 3G G ] .p 1, .0°10 .G .0 161. Ia.aJ s 992 E39 0 3 839 34 10.00 0 236 EJ9 '° 1. ,a010 ]0.00 °0 9 CFNNNEL ,p IOB O. .006° 2.p z.G .p35 2.00 ° 23l OVEPFLOW 6.0 Ion .0060 IGa.O ISO.G A31 0 q CHANNEL .p 2090. .0090 2.° .l .035 2.OG 0 fi0G 500 OV¢PFLOH B.° "Is. .OWO lap-0 SOO.G ,°60 ia0 E 3 .0 iI NE IN M19 VE INFWN SN CFE 3 -1 0a0 .p 935 23S 1] 3 ,0 I. .sill ,a ,0 i. E INFLOW IN VI .o% ]p.a0 -1 �.,LB P V .G .45, > .BGO 5n 1.300 1s.0 1.22e 11.5 L 530 2°.0 1.95a 16.9 2.1AO 13,5 2,930 11.1 1,730 3,13a 5.] 436 £36 2 3 .0 ),600 2.1 9.T 1.0 9 t I NE -I .°GO 9E-0p0 l.0 0 .o01s 1.0 .0 .Oat 0.00 -1 IN S V [ 1 NFLW [N CFE I .00a .0 .[°0 3.930 91.4 3.A0 69.° 9,430 )a.0 5.090 lA1 S.l3G >2O 1.)00 1a.3 10.2 Ea 69.5 32.99G 55.9 21.320 13.3 29.611 13.1 32.Isa 11.2 9 p.JG° l.3 4B.OG0 93l 23> 18 ] 3.9 SI as IN HRB VS INFLOW IN CF9 .a .0 .pal 30.OG -1 A00 .p .52G .0 .920 .6 1.950 1.3 2.'sa 1,9 3.E80 2.0 4.vJ0 1.9 1.630 1,9 00 9 16.62a ,6 It.O as .5 20.120 21.63p ,3 21530 .2 32."a .I 9o.OG° .1 95,000 .0 0.2 ]1 ° 1. .0°l0 ,0 .0 .till IG.Oa 0 ]2 E22 a 1 CHANNEL 25A 1530. .aG 40 1.5 L9 .035 till l2 p 3 .0 1. .011a ,a 0 1°.0° O 02E 8]1 .0 1. .0010 ,0 ,s .001 OIVEPPSON TO EVTTER NNIPER °30 - TOTAL p VE OIl2PTEO 0 SN IFS .Opl ]O.pO E3a .till .0 SO D.opp .0 SSp.oG° M. 6a°.On, 11.0 650.00p ]13.pOG0 ]SB.p l5 a.p0° 203.G 000.0°p N9.a 090.000 295.0 9°O.G00 ]@,0 95G.°00 38],0 1°p v.a OG 435.0 E30 228 G 3 ,0 13 °20 0 f 1' .1 .a01 Iv.°0 0 till l3 1 'HNMEL 2G.G 1]I0. .00Ea 1.1 l.3 .035 ]0.00 0 3 89t ]q 2p ) ,Is I }I0� SN MP9 VF INFLOX }N CF .OG 10 ,a .0 ,pGl G.Op -] .p00 .0 .9 a0 F .l LpIO 2.6 11L4 1.Ifi0 135.2 1.380 IS6.6 I's0 111,2 50 15].l 3.02p 152.] 3. In 149.° 4,9Ea 139.a S.6B0 111.1 1.80e 130.3 LO.1B° ]2E.3 12.G00 12].9 15.310 1E1.+ E9.250 126.8 28.000 326.E 14.Ga0 126.5 TOTAL NOMBER OF Wi}EP S/F¢pEE. I50 s. MR5Iso BINAGE PLAN FILE: ABNp-EX2.IN 2-YEAP¢ M EVENi, Ex15TI1 CONOI}]ONE N/ E%I S SING FACSLtiIES "'n" MENi OF 90ECATCHMENTB ANB c""i,E/PSP , GUITEP }RI0U2ARY GUi}ER/PIPE TP I EUSARY SUBAREA 25 229 a a 0 0 G o 0 a G 25 0 0 0 0 0 G G p....(Act 931C9 26 22) ° 0 0 ° 0 0 0 p p 2W 26 ° I ° I 0 0 a ° 9>4.a 2l 229 0 a G 0 a G a a a n 1 0 a 0 0 o G p z9 z35 qz2 ° v p a 0 0 p ° 91 93 G 0 0 0 a 30 sao 3a 941 o v G G v p p 94 ° G p p G G a 0 19).6 31 a 1 0 a p 0 a a p 31 G0 a p ° 0 p G 0 1ev G 0 0 0 a 39 E3q 0 a a a 0 p 0 G o 34 0 p G G Gp 0 0 lE till a G G l o a a 0 0 G p p a a a a G p G 11 fill 1 G 0 0 ° l G 0 p 0 0 ° p 0 l9 E91 v p p 0 G s a a 0 I 0 p a a G a 0 o s .n i I. 0 0 o a a zzl 92 0 G 1 0 0 0 G o a z0.4 Bz6 ° p a G o p p 0 p 0 ° 0 s s G 0 O s 2efin 220 61 ° z29 0 0 a ° o 1 a o o n1 931 0 ° G p p a 0 0 p s p 0 0 a a 0 23E 432 G ° 0 ° G o v5.o G° 0 0 ° 0 0 a ° p s C 113.3 233 p s G G ° o ° p G o a o e 0 G 0 1 2 + 9+3 0 °0 e o 0 G 1,0 a. p a a 0 G a 0 o p In.S 5 935 o I Anheuser Busch Master Drainage Plan .0 Ayres Associates 2-year,Existing Conditions.Input and Output ModSWMM Pape 5 of 6 236 4J6 p o o p 0 o p v a z37 +3] 0 0 11 a D p D o o c o t o 0 t I z90 c o o c 0 p p D D p t a vss 2s p 0 p p v o p a 0 c D a D v 0 0 c p v1.9 936 991 0 o v p c c a D o o D o p o 0 0 0 o 0 e9.6 s2] Ro] p D o c o p 4ze 9Jo 0 p c o c o 0 0 0 0 0 30 p n 0 p 0 p o c 0 xs.0 p 1 +31 z39 31 p p p c 0 c p p 0 0 o c D 0 o p p o 31 s.0 43S 3x Jz o o c 0 0 e 0 0 0 0 p o c v 0 D a 0 0 o p 0 0 c 0 0 0 0 0 c 0 0 0 .o 36 0 D v o o p D o D p p p 0 p p D D o 0 e o a 937 I s0D 6oD D p 0 o D 0 v o 0 9p 0 D 0 p c 0 0 p a ez6 6c0 0 0 0 p 0 0 p p a o 0 0 0 0 0 0 0 0 0 p .0 ez2 ]z o 0 0 0 p 0 a 0 p 3x o p a c o 0 p o D na.6 ez6 +n 33x D 0 c o 0 0 p p p 0 0 p p 0 0 c p za6.1 azE 920 ]; 0 p 0 p 0 0 0 p 0 D ex9 z9 30 c c 0 D I o 0 0 0 p D p o p p o c 3a z.3 630 0 0 i o D 0 v D o 0 o a o 0 E33 03e p p 0 c c o p D o e 0 e3- v z9p ]+ 0 0 c o 0 0 n n D 0 0 c 0 c 93a z36 e41 0 D 0 p o o c p a 0 0 0 0 0 0 p 0 ( B91 26 231 0 0 0 p 0 0 0 0 a p 0 p p p 0 0 p 0 1e9.6 "1 4 3 9 420 0 0 c 0 0 o p p 0 0 p 0 0 0 0 c p 0 iRL2 0 0 0 0 a 0 0 0 0 1. p c 0 0 p c 0 0 p 12].9 991 0 c 0 p 0 0 I 0 c p 942 940 e 0 a c I 0 a 0 0 0 D D p p 0 0 0 p c 121.9 -h ..t te, NAGS 'L E; p6Mp-EXR.1N R n4EAPeEVENL EX I3IIN6 IIacITIUN3 N/ ot""NL. FA[ZL R[E9 - Ay me lulu c. l0/20pB PEAR III., 3IAGE5 A o 3TOPAGEE 0 CJSTER6 M'O OET6NTION II,' • .1E :E leell.F A 3URC Iso ELEMENS ANo :C 1MFLIEE A 3URCNARGEp pE TENit ON FACT LI iT ANCE PEA, STAGE STIWE TINE 6 L EMUN is TIt 16FE1 IFII (AC-FTI IEIVMIN) 33:9 69.1 L6 1 2. 26:9 10.9 2.Z 0 96. 1 2];9 L3 0 3E. 29:9 9 l.x LO a 50. 31:+ 16.5 1.5 0 ql. 32:9 10.9 1.6 t 46. 33:3 76.5 IpIRECi €SDXI 0 40. 39;9 2.3 6 32. 71:1 1E 9,1 (DIRECT FLONI 3 8. ]3:1 169.0 1.] 3 B. 169.3 79:1 16q.3 232:1 6.0 .5 p 225:3 Y9.9 IOI RELi FLOXI ] s]. nw • 35. 329;9 D sfi. E31:9 ]1.I 2ll ;q 23+:9 13.4 235:9 0 236:4 1 25 S 9c. 24D;4 z.p .0 ] 30. z 4 p:3 6.1 IpIN<1'FLONI 50. 435:D IB.S .0 6.9:0 3 10. 936a 11.t .0 I+A:o 36 36. 92]:2 .3 .p .4:D 3 30. +20;J .0 (. RECI FLONI t. 43a:2 L0 .p ,9:D 2 fi. 931;2 ]2.0 .0 9:p ] 3l, +32:2 .0 ,c 1.1:1 0 ). 933:3 It" lo.R.T FLONI 1 32, t:3 ] IDIRECT F I. S 431:3 2.0 11,RECT ELONI 3 9 It D:S IIA 3.9 0 90. IN:3 e2Ya 169.1 10[PECi FLONI 2 0. 02fi:3 .3 Ipte.CT Floel 3 2B. lia;3 169.3 to to RE CT FLONI Y 3. 829:3 )2.I o;. T FLItl 0 50. 03a:3 ,0 ID IRECT FLONI a t. 031:3 169.3 Ip1AECT ELZ 2 3. 83]:3 169.9 (OI pECT FLONI 56. J 03Ip3flEfT FLONI E91:3 165.1 IDI SECT FLDYI ell;l 12,R (olesll F oyl a 46. B9 i:3 24.4 11,esnl FLDUI Sl. 99 p:3 ]3.5 IpIPECT FLOWI 6 21, 991:3 ,0 (OS RE CT FL..l 6 22. 992:3 13.5 IOI RE CT 11.1 F.N DPEOCPAM 111. CALIEl Anlleeser Beach Master Drainage Plan 2-year, Existing CDntlitions, Input and Outpu Ayres Assacialest MotlSWMM Page 6 of 6 Anheuser Busch Master Drainage Plan 10-year, Existing Conditions MOdSWMM Input , 2 AlIO.D G l ..0 E n .1. GPAlx . "LAN -Exl p.Ix 10-yE EVEN], ENISIING CONOIi"uD N/ NIISFING FTCILIFIEE - Ayi ea Assoc. 10/2008 [ v Iglu p000 1. 2 1, ] -siov 24 5. 0.99 0.56 0.11 1.09 1.]9 2.89 S.BI 2.02 1.21 O.Il 0.60 0.52 1.11 a." G.35 0, G.32 0.3] G.GG 0.29 0.38 I., G.26 G., 0.96 0.52 O.fO Lpl 1,29 5.50 1.11 1.00 I'll 0.66 0.56 p.90 0.36 O.J9 0.33 0.32 O.,G 0.29 O.2B 0.2] 0.36 0.E5 0.24 0.2] "2 I.016 1,21 I.I D., 0.51 a, G.001B AP D"AINAGE 'A6INN 1 IG, 26 2440 33.6 40, .016 22 822 1150 10.6 5. ,031 1 25 25 5830121.1 5. .00) I 26 2E 6136155.11. .030 2J 2] 9Ila )2.B 5. .026 1 Epiit paeln 1p ]nco five eosins-90-91-92-93-9q Ayres ie visv on IIIODG0 90 50012]20 A,., 32. ."0 1 91 29111g1 Ga., 46. .005 3 92 222 5160 28.4 50. .050 1 93 19 233q 21.1 6. .all 1 99 30 3049 35.p .013 1 AeG-.0 tfe area vt D"" 3a e a no rea neE spe a[ea v[ Deal. 9a Ayres r S'I, 30/10OB 1 20 SIG 3f30 25.0 11. p l5 rn I 31 3I 6fi Ilel] 1 .021 2 32 32 SO,G213.J .all 1 39 P]9 622p1 .9 9. .GI. ' EN G An heuae[ PuscL proper q' HASINE G G FLON INTO L Ixnr AND MELp CANAL "N"N' 9u N] 8cH ITOTONAL DE]EICN PON, 89] 6 z G.O 0.G 9.9 1 28.] 19.) 162.1 31.0 2,,.1 r 54.3 392A 131.9 ]38.8 15 QS 4 q.0 1,I,. .GOG a. 0. .p16 0.5 la.0 1100. .G02 6. 3. .035 6.0 229 25 4 4.0 0. .016 p.5 ,,.p ]Sl p. .009 6. 35.0 FLON IN'O LARIMEP AGO XF LII CANAL IDS PA sun"NMENt1 926 III 16 2 1. 0.0 G.0 15.0 I5.2 12.6 2G.4 us.0 I24.2 199.0 229,6 211.1 329.0 221.3 425.p 229,0 $35.1 236,8 625.1 3q 3.1 )25.4 249.{ 023.5 255.2 9L.6 260.1 1111., 264.9 097 225 J 1.1125.0 269.] 1225.9 213.6 1126.0 tE B9] q 0,G 211G. .002 2. 1. .GG, 2.G I G 2110. .002 IGO. IGO. .OW 5.0 231 091 9 2.G 332G, .,a, G. I. .p15 I., 1 G.0 332p. ,p G3 50. 1G G. .. ]0.0 221 26 9 0.0 1090, .Opt 1. 2..1 121 .035 2.0 B.4 1890. .001 Ip O.3 100. .I', . 211 5.G 1 26 8) 3 1, NN CDPNEp OF CR9 AND MPlNIP3F StA ORI VE B'e6 ] 2 I 0.0 G.0 15.2 10.1 19.5 30 G.0 'a 2p0.0 12.1 300.0 23.2 4pp.0 29-0 SpO.p 21 921 q G.G ]290. .aa, I. D31 I.0 a.p 12s0. .pps aG. 9a. .a" s.a .035 2.0 _ fi.0 131p. .GO3 I. ]p0. ,GIG S'a ^11 p928y 009 r 18 N3C vm A'S"'C" - PoNO q28 "...I PAIIO HOMES OFr-BI]E PEGI ONAL GDT,N.LON POND 0.40 0.0 5.95 1 0.G 5.A, I., 5.90 2.a fi.00 2.5 8.25 2.6 6.62 ].0 1.02 I., 9.Sa p.6 Ip.08 0.9 21.0s p. ,a.00 0.1 12.90 0.0 16.00 0, 1q.00 OA fi29 229 3 1 29 829 4 5.0 3520. .409 ID. Ia. .035 5.0 300.0 3M0. .0G4 0G. 100. 5�0 235 29 q ip 293 G. .009 10, l0. .WS 5.0 I .G 2910, .0G9 80. 3p0. ,pq5 5.0 30 "ag q IG IG.G 1950. .a09 C- O. .045 4,0 AO".. CE 50G 42,0 3550. .O 04 IG G, 100. .095 5.p equ1 vet enc co CE 21I Ayres •. - Ayres ie L on IG/2 p OB 5p0 3p 5 I.G 1.1. .0G2 D. v1 sr 040 9.4 8.0 320'2 .G02 g, q, ,09p ]p0.0 Atl peO CE 2IS equ Iva lent [o CE ., Ayras `99 - Ayres [evisl on 14/20p0 222 29 ]0,0 I.0. .Op9 3. 3. .C9p 100.0 ' ANH EpSEP EVBCH ON-B tTE DE SENtI ON pONp 9]0 30 9 2 I, O.p p.0 I., a.0 0.2 0.9 1.1 I., 2.1 L3 9.G ,I q.9 I, 5.1 29,0 6.4 Ta.S NN O"S GF AN --NI AND 'ACNIAIN IIIIA .VE Anheuser Buse Master Drainage Plan Associates 10-year,Existing CenddOns,Input and Output Ayres MotlSWMM Page 1 of 6 4J: 2)1 11 3 0.p G.a 9 1 1. E.l u.s mo.4 Isa 9cp.p n.z 6pa.o la.p eap.4 z4.q 1p0p.o zl.b ¢4p.p z z.e 190 a,0 z).0 160a.p zq.6 ]60p.0 2J9 931 4 P.0 Z940. .p06 z. 2, 10.0 299 p. .a06 5. 10. .060 ]2.0 31 q31 q $.0 2G3a .035 .0 ]0.0 201l.. .003 300. 300. .460 S,p 23} BRfi 4 1630. . cl sA 3. E.0 I130. .Ip> ]00. I00. ,080 5.0 OF d32 232 j R ], a.p 0.0 c2.9 0.0 69.9 1a0.0 33 93$ q 2.0 2330. .001 2. 2. .035 R.p 233 ]2 9 1 p.p alp. .441 lop. 10p. .06p s.0 I nflov Hytlsoq t aptl [i om ABgEV iO - CE 33 I - 31 833 19 3 1. 0.00 O.p 0.10 0.0 0.33 0.1 0.35 3.0 3.33 l.6 3.90 5.3 O.l tn(]ov Xytl[ogia ptl fi m AEgEV 10 - CE 250 - 290 633 30 3 1. 1 oA0 4.0 0.18 O.p 0.23 1.0 0.35 0.2 14.1 11, 11.1 1.10 31.6 ).Zl 30.3 1.92 26.2 1.95 1].l 11.3 3,33 3.95.10 ].0 0.2 0.0 l9 BJ3 1 24.0 ID60. .006 1.1 1.4 .035 10.0 ]1 990 9 2,a IB50. .003 P. 2. .p3iss }.p 10.0 1930. .00]1I7 100. ]00. .060 5.0 941 AE 890 9q2 I] 3 1, 0.0 0.0 211.0 0.1 1p0.0 91.9 BO p.O 128.2 1000.0 ]96.2 ]200.0 239.E 1q 00.0 111.9 1504.0 368.9 1 1100.p 921.] IB40.a g61.6 2000.0 5}0.8 141 30 3 949 239 3 83 39 J 236 834 4 0.0 Ia 80. .006 $. 2. .p35 2.1 B4O ]OB O. .006 100. IM .M S.a 23] 039 9 0.0 2090. .po4 2, 2. ,035 2.0 3.0 2030. .G04 100. 100. .4fi0 5.0 ' N OF ANH EU3 EA BUSH ANp LA 52 1 Snt lov Nytl mgrapA fmm ABPEVIO - lHip 600 - No tli acAaige tluo ing SO-yi eV fi00 500 2 3 1P °ni G.40 0.0 a.aG 0, � inf lox xye p o9[apn f[om. VLSExl00 - ppNp q35 -1 935 Z35 30 3 1, a.00 1.0 ,Is 2.q O.PO 13,6 1.30 2 .q 68 1. 28,2 193 31.9 }.9J 39.0 ].p3 36.1 j.66 I nN(t o5)x..9lH3] . 9.59 35.9 53) Jt.z b zE 294 6 4,6 a03 I1.0 2].10 )l3..3 OPtN E ss Aa rR9 5 04 0 00 ynFxpti 9 f m ABPEV1p - EONp q3E 0.00 1 .0 1.00 IA .]) 13.8 1.95 I00.5 2:$) i11.9 z.38 202.5 $,55 353,1 2.9) $81.3 3.11 399.9 3,95 285,Z 5.10 B 2q 211 3 1. 6.SB }31.6 ).53 233.5 9.67 211.q 12-I0 1 15.3} t69A 11.10 129.5 2C00 89.] ' INSERSECSI ON OF rq5 ANO CA52 I-11 1Xytl239i'Ptljf[om ABgEVIa - PONp 93] 1. 0.00 O,p O.P 1-0 L5l 5.2 LBa )8.2 1.95 96.1 2.41 qB.l 2,$) qS.B L95 30.6 ).BS 36.6 4.qp 1p,9 q.Bl 0.1 5.6] 5.3 s 24p p }z ll 12 P22 1 25.0 IS]0. .00§ 1.S 1.q Bil ]3 J VIE?A 9PIR PION NO B B]0 020 031 1} 3 1. 0.0 0,0 500.0 0.0 550.0 600.p 69.0 650.0 IIJ.O 100.0 130,a 130.0 2016jA 800.0 399.0 890.0 295.0 900.0 39 d.0 930.0 381.0 IOU, q15.0 B30 22B ] 1. l3 B28 1 20.0 I)10. .403 1.1 1.3 .p35 10.0 » 3 J Inflo'a Ny6 [o9f apl (f om AEP EV 1p - NppE 891 -1 891 ]q IB J 1. 0.00 0.0 0.90 0.1 O.B$ 10.4 LIB ROI.O 1.)0 239.E S.B3 259.4 2]8 3q6.] 3.q0 211.5 9.4E 104A :.63 t6i9 6.30 13a.0 ].30 150.5 fl.9) 193.2 117 14Z.3 32.00 I]9.a 16.30 115.9 t 9.Bl 334. 29.00 112.1 Anheuser Busch Maslen Drainage Plan Ayres Associates 10-year,Existing Cantlilions,Input and Output MotlSWMM Page 2 of 6 • exo ANxFV3EE FG.IM PED". pF no. 0 exDereECRAn Anheuser Busch Master Drainage Plan 10-year, Existing Conditions MOdSWMM output E NVI'ONwFNrA1 Pe,qe.l ;, e.. a - SToss NATER VAGEMFG' NEOP, . vEDSI Ox eC.; oEVE Loeeo or wS rcn LF . EOOY, I., IINI VERSI TY pF FI.IEA WATER RESOMCEE ENGINEEEE3. INC. I,E,,EMRIS ]9]OI Op"ATEE BY .'.111 OF I.e OA JONE 1111 HYDROLOGIC ENGINEERING CENTER, CORPS OF ENG315ERd M3SSONT RIVER DIVISION, CORPS OF ENGINEERS ISEPTEHBER t9]ql IAPE OA OISE AEEIWISHAD 3 eOYLE ENGINEERING CORPOPA 'oN IMARCN ]9X5. JOLY 19851 J]H 111 JIN 121 ]IN131 'IN I" INI" 6IN15) J INIEI III t1, JIN f01 JItl l91 ID,I,, I 0 0 0 0 0 0 0 J 0 JO1R 111 JOO}121 JMiI]I O O DX 141 JOOT 11) OG 001' OT 16) JODTITI TI01 191 JON111 a 1 2 p 0 1 O 0 O 0 p NSCRATI LI XG.T(Ol ry EAAT I I REWRAP I11 NSCMi151 3I 0 p p NMERSXED PROGMM CALLED ENTRY MApE r0 PAIGE, NODE, Anp¢u aei M-h YA IER DRAINAGE PEAR ITEM: Asse, X10.IR IO-YEAR EVEM, EXISTING CONDITIONS q/ EXISTING FACILITIES - Ayres Agcoc. 101200E NUMEEP OF 1IME STEPS 1990 INTEGRATION TIME INTERVAL INIMVTE51 l.po 1.0 PERCENT OF IMPERVIODE ARE A NAS REPO DETENTION DEPTH OR 2I RA MFL STEPS, THE TIME INTERVAL I 5.00 MI ND T¢5 F AL I OR MINGPGE GAMEER 1 EAINFALO s.GRY IN 1NCXES F.A NOOR .56 .d5 1.09 1.39 2.fi9 9.E1 2.al L21 .11 .IF ,J9 .ID .31 .as .Is .OR .25 u FOp gAIHWGE NDNBER 2 AAINFALL Fla. IN INCNES PER NWM -06 .,a ,60 I.Ot I.29 2.50 q.53 I.E. l.D .6fi.56 .9E ,36 .14 .33 .32 .30 .2e .20 .2] .21 ,25 .29 ,23 Ann eusee 9uecR NAIIER DRAINAGE P FI": HEMP F.E.IN 10-'FAR EVENT. EXISTING CONWIIONS N/ EXISTING FACILIIIES - Ay[es Ae me. 101200E E DEAREA GNTTER IETX AREA PERCENT SLOPE REXDTANC¢ FA[TOB EMFACE ETOFAGE..... rNI 3NFI LTRATI ON pgiE It N/HA1 GAGE NIIMEER OR ryANNOLE NIF I1 IACI IISEPV. IFT/FTI IMAMS'. PERV. IMFERV. MAXIMUM .,AT.. DECAY RATE NO -z 0 .0 .0 .also Lm6 .250 .300 Pas, .,I .so .DOER' 200 26 2q 90.p 31.6 qs,0 ,O3€p .01E ."a .100 .300 .FI 23 022 115 p.0 ]0.€ 5.0 .OEO .O tfi .250 .50 .00100 co ass .1cc .sl .sp .pm BO 25 25 5630.0 129.1 5.0 .c2cI .016 .250 .100 ,300 .51 .50 .O p180 26 2fi 6]56.0 155.1 i0 .0200 ,046 .250 .100 ,300 .53 .50 1 2l 27 TSa.0 ITA 5.a .02 E0 .00.E0 1 .016 ,25p .10' .3 p0 .51 .50 .Op100 I 9s 521 1.2120.0 11.5 32.0 .0050 .a1A ,I,, .100 .300 .5, .50 .p01B0 1 91 z9 31111.0 28.4 50.0 .0050 .015 .250 .300 .300 .51 .50 .Iclso 1 92 222 9153,0 2B.q 50.0 .0500 .01E .25D .1 as ,IaD .51 93 29 2134.a II.E d.0 ,0130 .01fi .250 .I00 .300 .51 .50 'DOTED 1 9q 30 ]09➢,0 3i0 fi.0 .O I30 .Old .250 .100 .O pI BO 1 30 41' )610.0 25,E 99.0 .0150 ,016 ,250 .100 .300 .53 .,a .003E0 ] 31 31 €665.0 3011 71 .30s .11 .11 .DOTED 1 .El's .all 150 .100 ,30p .51 .50 .0.FD 1 3e 3R 9290.p 21).) 6.0 At90 sTE .110 .,Do .30s .1, .11 .EIIIE 39 39 fi220.0 1D.9 9.0 .p100 .rIF .211 ,Ica .Ra .SI .10 .00I EO iOIAL NDNEER OF SOECATCEMENTS, 1 TOTAL }RIEVIART ➢AEA IACXE9. 32)I.00 Anheuser Busch Master Drainage Plan 10-year,Existing Condition.,Inputand Output Ayres Associates Page 3 of 6 ModSWMM r AMeu se[ I-ii, ..a L.,GSGE P x10.1N 10-YEAP EVENT, Ex I"DO CONO"'O'ss " 'is SIXG FACILITIES - ILE- Assoc, 11,111, CONTINUITY CW£CR FOR 3UECATCRNENT ROUSING IF UOSWn2-pC MOOR 1 ...SWEO. ISO." 123LE00 IOTA, RAINFALL IINCHE91 1.11, TOTAL INFILTRASEEN I3 NC XE51 SOiAL VASE REXEO pIrtFLOW (INCHES) .599 TOTAL 6URFACE STORAGE AS ENO 11 51RO14 IINCXESI ,O]♦ I" IN CWiFNUISY, PERCENTAGE OF Si ,000 AmenMASTER DRAINAGE PLAN E; A6NF-ExIO.IN ]0-YEAR EVENT, NcleiING WNSITI ONE W/ ."TING FACILITIES - AY-4 A-. 10/2008 N � CONNi TER NOP XP WIS.AM ENGS INVERT SIOE SLOP °VEREANE/SURCHARGE NPER 14% °PI.I. NORIE TO .,an pEPIn JR IFiI IILIX IFT/FL L R S N IFTI q25 ell 6 2 PIPE 1 EENERVOlR ESOPAGE IN ACNE-PEES VS SPILLWAY OVEFLOW .IS, .p 9.111 OF.I I 4100 let I 31.000 T2.6 59.3°0 392.0 131.90° ]39.E 25 q25 0 I CHANNEL q.I II Op. .ISSS .0 .p .Olfi 229 25 q OVERFLOW 13.0 ]1 p°. .O D20 fi.p 3.0 ,035 6.00 0 HANNEL 9.p 1110. .0090 .0 .p .SN .IS 92fi E9> C OVERFLOW 13.0 11I0. .0090 6.0 3.0 .035 16 z FIFE .pp 1 .opl0 .p .0 .p Ol .00 D RE SEPVpIP 9SOPAGE IN ACRE-PEST VE EP IL LWAT OUTFLOW .OpO .° 15.EO0 3.2 20.9 16E.000 12g2 I9 y.000 229.E 211.60° Rq,R 221.J00 g25.0 229.000 525.1 2]6.e00 625.3 293.600 ]25.9 Ila-'D0 E2i5 255.200 111.1 260.100 1°15.1 26..9 p0 I325.6 269.100 1225,9 b3.600 1326.0 891 215 0 3 .0 ]. .D.'D .0 .0 .00I 10.0v 0 26 651 pp 0 GYANNEL .0 2110. ISIP 2.0 2,0 .all 2,0p 0 231 all pVEPF LON e.0 2110. .°020 100.0 100.G .°fi0 S,Oo 9 CHANNEL ,GP,G 2.0 2,0 .01, 2.00 22l OVER,1. ID,0 1121. .DOJO 50,0 111, .060 Ip.00 0 26 0 q CXANNEL .0 I890. °°30 2.0 2.0 .03: 2.IN 0 89I OVERFLOW e.0 3e90. .0010 1p0.. I00.I .mo 5,00 426 0 3 .p .polo .p .p .00l 1°.p0 0 Evfi z2] 92 m.o° p > a26 > 2 PIPE 'I- .p .0 .00] .po 0 I- IR STOPAGE in ACRE-FEEL VE SPILLWAY OUTF LON 000 ,0 11.2,a IS.9 19,500 100.0 20.900 200.0 2$,200 300,0 23100 900.0 27 T p.0 9 "2l 24. 1 cxANNEt .o Iz90. .0010 I., 2.0 .L35 2.00 0 OVEPFwW 9.0 1290. .o0 so .p it IS, .oEp 5.00 2z8 2] 0 q c..I, .0 13>0. .003p 2.0 I., .035 2,00 p q2a 82e OVEPF I. 6.p In p. .p03p mS.O lI..O .060 s.00 1H ,0 .Omo .0 .0 .pal I0.00 TINE I XR9 VS INFLOW IN CFs 1' -1 .000 .0 FLO SA10 .0 1.650 1,1 5.900 I'S 6.°e0 1.1 E.250 I-S 6.6IS J.° ].02p 2,E 8.100 1.1 9.StS .6 10.08G ,9 S1.O10 .2 12.000 12.900 .0 I6.°p0 .0 29.0°D .0 Ell 229 ° 1 .0 .III 1S.. p 29 E29 0 CHANNEL o D 3R0. .AGED ]0.0 1p.0 .031 5.0p 0 235 29 ° OVERFLOW 100.0 3R p. .0G9S eI.S I°0.0 .0$ s.00 9 CHANNEL 5.0 291 p. ,°WO 10.0 IGA .035 5.°0 0 30 E29 0 OV FDw 101 2910. .ISIS E0.0 ]p0.p p95 5.0, q CXANNEL 10.0 I950. .0III 9,0 4.° ,p3i VERPLOW 42.p 1950. .I.IP 101.0 10°,0 .p45 5,0S 500 30 0 5 Pt PE q.0 32p 0. .OW° ,1 .0 .121 1 00 0 222 21 OVEPFWH 9) 32D°. A020 9,0 .OfO tp p.00 930 3p 1 HANNEL IS:0 5500, ,0040 3,0 ].0 ,040 10°.I0 0 Y 2 PIPE '0 .0010 .0 .0 .001 .00 0 RESERVOPP SSOFAGE 2N ACRE-FEET VS EPILLXAY .111. I . I0 E.4 5.100 op0 .0 .100 .0 .20p 9.I .9 1.10S 1.1 2.ev0 1.1 4.°°0 1.9 9]1 231 1 PIPE 1 29.0 .900 ]9.5 2 .0 I. .O°I0 ,0 .0 .001 .So 0 RE 6ERV09P 6TOPAGE I.ACRE-LEES VS SPILLWAY.0 '000 .° 8.1 12,500 200.0 15dp0 IGG.0 IL200 I", 19-00° 800.0 2°.4 p0 1000.p 21.6CO 1200.0 R,800 1400.0 23.GIS 160°,° 29-0OU I.E.0 234 931 0 4 CHANNEL 2.I 299°, FFn 2.0 2.0 ,035 2.00 OVERFL. 10,0 39no. .ISIS 5.1 1°.0 .0. 10.00 0 31 q31 0 9 C11ANN6L 2 G 2030. .0030 2.0 2.0 .pJS 2.00 p 4 232 °VEPFLOW l0A 2030. .003p L00.0 100.0 .060 IA0 826 ° q C1D.EL ,0 1630. .°DID 2.0 2.0 .1,, 2.00 ° 432 211 1 OVERFLOW H.0 1630, .v 0]0 I°0.0 100.0 .O6° s.p0 RESEPV°IR SIORAGE2] ACRE-FEES '0 1. ,0010 .0 ,0 .001 .IF I V6 sPI LLXAT WTfLON .000 .° R.9p0 ,0 6, 40° 100.S 32 q33 0 4 Cienni 2,p 2330. .00LO 2.p 2.0 .GSF 2.0° I OVERFLOW IG.O .,I. 00ID I30.0 60.° ,060 5.°0 233 -2 ° S CHANNEL 2.0 1210. .00]0 2,0 3,0 .035 2.°0 OVEflF LOW 1°.0 ]210. .Op 10 1p0.0 I30.0 ,060 5,00 Anheuser Busch Master Drainage Plan I0 Ayres Associates-year,Existing Conditions,Input and Output MotlSWMM Page 4 of 6 r 33 933 ,0 I. .Ov 1p ,0 ,0 .Ovl ]O.Op 19 3 i NE tN X 5 3XF LON CF -1 .000 PP IN 9 V ,0 .I BO .0 .230 .I ,150 3.0 .530 2p.5.650 35,q ,B]0 38.6 1.100 ]6.5 ].qZO 3L1 1,950 Zp.9 2,gJp I3,p 3 J30 ],6 3.980 I S.]Ov $,B 6,2503ev .fi 8.610 OI.000 .v .1 240 .1 20 3 .0 1. .0010 .o .Om t0.00 t1 ME IN Np5 VS iNPLON SN CFS .p00 .0 ,IBO A .230 .2 .430 1.1 ,510 3.] .650 19,5 .n3o 21.5 ]100 31.6 1.2In 30,3 4Z0 211 1.950 ]l.) 3.910 11.3 3.330 5.L ].9Bv 3.B 1.100 1.I 6.250 ] 1,380 .2 9.500 .v 29.pv0 .v ' )q 833 0 1 CHANNEL 20.0 2060. .pOfiv Id 1.q .035 12.00 v 39 990 0 q CXANNEL Z.v 1050. .0030 $.0 Z,0 L. $.00 0 540 5+2 OVEPF LpN ID.v IB SI. ..IQ 100.0 ]00.0 A60 S.Ov 3 .0 1. "I 10 ,0 .p .001 3p.00 991 OIVEPS ION T GVT}ER ..O.Q 991 - CSpL 0 Vs ➢IVE11.9 0 I CFs .000 0 ,0 260,000 .1 ]00.000 91.8 Qt,Qll 128.2 100p A00 196.2 3300.O po 259.] 1400.v00 339.4 3500.000 "I.,9 1100.pOv 9 ) 110Q800.000 q61.6 $pp p.000 SZ p.e 3 991 30 0 .q 31 I. . 010 .0 .0 .001 30.00 q 942 $34 0 3 .0 p10 .0 .0 .001 10.00 0 839 35 3 .0 t .00Iv .0 ,0 001 tv.Ov 0 236 839 v 9 CNAMJEL .0 1GB 0.237 .0060 LA 2.0 .035 2.00 0 ➢VERF LOW P-0 1➢00. ,0060 ID0,010Q., -060 5A0 839 G 9 CHANNEL .0 2090. .009v 2.0 E.0 .r3l 2,p0 0 6qp 500 OVERT LOW BA 209p. .0090 ]Ov.O 10o.0 .060 5,Ov 2 B ,➢ I. .pam .o .o .qv la.po Ixls xx x PF vs I eL LW cs ow s -t .000 .Ox 29.G00 .o +]5 z3s 20 3 A 1. .opl0 .0 .a .00] l0.op -1 Z NE IN XR0 VB INFLOW 1N CFS .000 .0 ,950 ,5 .57. 2A .80v 13.6 1100 21.1 L220 29,2 ].950 11.1 Z.430 "A 3.QM 36.1 3.680 1.1 9,590 33.9 S.Pv 33.9 3.820 312 fi.281 29.9 1.110 11.0 ),150 3).3 ),]30 q.0 8.400 3.2 A 950 .6 29,000 .p 436 236 113 .0 1. .Oe lv Tll¢ IN NPS VS 1xFLOH IN CFE .000 0 11v00 ].B 1.1nn 32.8 I'll. 100.5 2.11c I11A 1.380 20$.5 2550 z531 $.910 $0),3 'IQ. .,I.l 3.950 295.2 5.100 253.a 5.760 291.3 6.5 H0 $31,6 1.55p 223.5 9.6)v 2rlA 11.SBo 199.9 1i320 169.0 19,I00 129.5 000 I. 931 zn 31 3 .0 It WE 1 1. .00lo .0 .o .opt 1v.0o -1 x➢s vs 1x1L ON 1,; CFs ]]0 1.510 5,2 1.too 3aQ 1.950 +b.l 98.1 2.Z]0 95.8 2,950 3QA 3.850 16.1 L9p0 ]0.9 I.0]0 8.t i,63v 5.5 6.SID 5.3 10.710 3'a 9.080 2.] 18.25p LB 29.000 1.0 922 2 v 3 .0 1. .0010 .p .v01 10.00 0 n ezz o 1 canxi 25,0 1530. .pv+o I.5 I.a .vas lo.o0 0 E31 i2 0 3 . ID .p .QLl .00 0 6$e B33 12 3 .v L .0010 .0 .o .00] lv.00 930 O}VEPE EGN ZO GVTTEP NIMBBR B3o - IDTAL 0 VS DIVEalsO 0 IN CF9 .000 .0 SOO.p00 ,0 55 p.O v0 30.0 60v.00G 69A 65L,000 113.0 ]p0.000 156.0]S O.000 20].0 800.000 299.0 85G,pv0 495.0 900.000 QI1.1 950.p00 3Bl.v ]Ov 0.000 g35.0 93I z2B G ] .0 1. .0010 .0 .001)3 BZB 0 1 CHANNEL 20.p Plo. .O o 1v LIp 1.] .035 30-00 0` 933 )3 0 .0 1, .0010 .0 .o .om 10.. o e9l )4 16 ] .0 1. ..In .0 .0 .om m.aa T N HPE VS INFLCX Zix CFS -1 NE.000 .0 .980 ,3 ,820 10,9 I.1B0 201,0 1.380 2311 1.830 359.,2.3B0 246,1 3,900 231,5 +.+00 189.0 5.62v ]6iq 6.300 158.0 1.300 150.5 B.9]o 14 S,d 9,510 1+2.3 12.000 1]9.0 111 p0 p5.9 19.8]0 13i.p 29.O o0 TO}AL ones p OF GOTTGE/PS PEP. 50 Anted en Bosch Ms TER pPAINAGE PLAN ILE: AB -sXIG.IN ]0-YEAR EVENp ExSSIIXG CON➢]IIOrvS N/ E%IBTING FACILITIES -Ay[ee A55 oc. 10/20pB NUAN..T of SVECATCHl6NT9 ANp GUTTERS/PIPES CVTTEP 25 }RI BVZARY GVREfl/PIPE TPI BVlARY SUBAREA x.A.IACI 229 0 0 0 0 0 0 0 v 0 25 0 0 0 0 v p 0 v p 931.q 26 227 v 0 0 0 0 0 0 0 0 2p0 26 0 0 0 0 0 0 2) 238 0 0 0 0 0 v 0 0 0 2l 0 0 0 0 0 0 0 0 v 12.8 E9 235 2z2 0 0 v 0 0 0 0 0 91 93 o p 0 0 0 v 0 0 154.1 30 500 930 911 0 v 0 v v 0 0 99 0 0 0 v 0 0 0 0 47.6 31 0 0 0 v o 0 0 o v o 31 0 e p o 0 o a a 0 le].1 12 v3 0 0 L 0 v o 0 0 0 32 0 0 0 v o e o p zvd 33 0 0 0 o p o o v L 0 v v o o p o o v o a .o 3q 839 0 0 0 0 0 0 0 0 0 14 0 0 0 0 0 0 0 0 l.9 3 lz Bat 0 0 0 o v o 0 v o p 0 a o o v p o 0 0 2 .p ]3 B33 p 0 v 0 0 o L 0 o v o a v o a o v 0 0 .0 ]4 e9I I 0 0 0 o v o 0 v 0 0 0 0 L a 0 z22 v 0 0 0 0 0 o v 0 0 92 0 0 0 0 0 0 0 0 L 2a.9 22l 826 0 0 0 0 0 0 a 0 0 0 o v a 0 0 0 0 L ze6.1 2Za 030 0 v 0 v o 0 0 0 0 v 0 0 0 0 0 o p 0 0 .o 239 for 0 0 o c 0 0 o v 0 0 o v 1 0 0 0. 0 0 p 3o2J 1,I 31 0 G o 0 v o v o o p 0 0 0 o v o 0 L v 3I s.0 232 I. 0 0 0 a o 0 p o 0 v p 0 v 0 o v p 0 0 21D.3 z33 o a o v o 0 o a 0 o p o 0 v a 0 23q 942 0 v o 0 0 o v 3 p v 0 0 0 0 0 v o v o vn.9 235 435 0 0 o v o 0 0 0 q z36 q16 p 0 0 0 0 0 0 0 0 0 0 0 0 0 I z3] 91 0 0 0 v 0 0 0 v 0 0 0 0 0 0 0 0 z9p c e L o p o o L o rI 0 0 o v 0 L 0 v o 0 Anheuser Bunch Master Oralnege Plan Associates Ayres 10-year,Existing Condiitions,Input and Output MotlSWMM Page 5 of 6 r 425 zs o 0 o e o o a o 9 a o o D a o 0 o a D qv.4 q26 6y1 0 0 p a 0 0 0 0 0 0 0 p 0 0 0 0 e 0 0 +a 9.q 2] xl a 0 o p o 0 0 0 0 ¢q 0 0 0 p o n o p o +z.E p 0 0 0 0 0 0 0 0 0 3 0 3 o p p p 0 0 0 0 ,p 40 a 0 0 0 0 0 0 0 0 0 30 p 0 6 0 0 0 0 p 0 F 32 931 23 33 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1, 432 0 0 0 a 0 n o 0 0 1 -00 0 35 0 0 0 0 0 v 0 0 0 0 z13.3 + p 0 0 0 0 p 0 0 0 p 0 0 a D 0 0 a o 136 p p p 0 p o 0 o D p 537 0 a 0 0 a 0 p 0 0 a 0 o p o 0 00 boa a 0 0 0 0 0 0 0 0 90 0 0 a 0 0 D 0 0 a eT.6 bop 0 D o 0 0 0 n o 0 0 0 0 0 0 0 o a a o o .0 ( 92z n o 0 0 0 0 o a o o zz o 0 o a o o D p o ]p.6 az6 1n z32 0 0 D o p p D o 0 0 0 0 p o 0 0 0 0 ze6.1 qze q2¢ 13 a D p o a D o 0 e29 xy 33 p a o D 0 D o a o D p o D p a D o 0 3pz.3 Sao 0 0 0 0 o D o 0 p p p p p 0 0 0 0 ev a26 0 0 0 0 o q o v D p D 0 p p p o 0 0 .O E33 33 2s0 ±4 0 0 0 0 D 0 a 00 0 0 0 0 a 634 136 2]l a o 0 0 0 0 0 D 0 0 0 0 0 0 0 641 0 D D 0 0 p D 0 0 0 p o 0 0 0 0 0 0 0 0 091 25 nl o p o D a 0 0 p 0 D 0 0 0 0 0 0 0 0 1e9.9 e91 11 426 34 0 0 0 o p 0 0 0 0 0 0 D a 0 p a o 0 1121.z 940 0 0 0 0 0 0 1 9a1 D o o p o p a o 0 3 0 0 0 0 3 3 a o p o 9+z 940 D o 0 0 0 o D 0 0 0 0 0 p 1 0 0 p D o 121.o A�Feu eer ¢ scF MASTER re".GE PLAN E; AEMP-E'X 10.IN I ]0-YEAR ¢VEN}, EXI bT[NCi CONOrT"a W/ EXISTING FKILI}I. - All- Assoc. 1e/2009 ' PEArr FLOHE, STAGE¢ AN iOPAGEb OF G,,, A n pE RNTI pN pAMS ' ' NOIE :S IM+LI EE A SMCHAPGEp ELEMENT ANp :D RrPLI E3 A SHR[NARGED pETENTI Ni FACILtTY COWVEXANCE ETAGE STOPAGE TIME EL EMENi a (OFF)ICFS) (PT, Al, INR/MINI 25H 191,9 z.l 2. IF:4 q2.6 2.5 x 9:1 306.9 LB q 19. 30:9 l 31:1 41.0 1.2 129 32.9 30,6 IOIPEC} FW 11 X) 0 53, 39;4 J19.3 3.9 3 19. 11:] 295.1 IpIPECT FL OHI 1 53. R:1 299.9 .1 I 1 SJ. I ]3:1 194.6 .9 Eo. 14:1 253.0 2.2 222:1 1.9 225:3 150.5 (D[pECi FLOW, I0 98. 221:4 1.8 1.1 9 40. 228:4 .0 .0 0 0. z29:9 101.E 2.3 0 50. zI L9 2E 9.0 3.1 5 6 233:9 .0 239:q 3pq.3 3.9 q 2 t 135:9 36.9 .9 3 51. Z]6:4 292.i 6. 231:9 30.4 2.3 2 3 . 290:3 11.5 IDI PEC} FLONI 1 1 425:1 1 14,F 926:2 5 .0 9 1 I91.;:p 1q 53. ' 921:x .0 dE:3 3.0 IpI P EC} FLpq) 6 30. 930:2 2.0 D x 15. 931:x 310.1 .p 13.9:p ]2. 432:2 .0 ,0 q.5:0 0. 435:1 11.1 uu.R F FLO, 9 931:1 llq. 10 -R T 1'. .1 q8.0 IDI PELT FLOWI 1 5. 500:5 12.E 9,q p q 600:3 ,0 (p3RECT FLOW] 0 0. 922:3 $95.1 Ipt REC} FLOWI 53. B z6:3 LB IOI REC± FL'WI 15. q 2B:3 291.E IDIPECT FL04 E 29:3 103.E IOI PEC} FLOXI v 53, 1DI.1 FLOW I 0 v. 031:J 94,6 IpIRECT FLOW 295.6 IpI PECi FLFLOWI 039:3 32 x.2 IpIRECT OW' 3 21. 041:3 111.2 IpIPECT FLOW 1 50. E 91:3 211.3 IpIPECT FLOW' S q. 9913 i58.3 IpIPECT FLOWI 10 q0. 990:3 319.E (Ot PECI 1LON1 3 991:'. 13.$ IpIRECT FLOW 991:3 306.0 IO1pECi FLOWWI 99. F.NDFRCGPAM PROGPAM CA WEO Anheuser Busch Master Drainage Plan gyres Associates 10 year, Evsting Contlltions.Input and Output MotlSWMM Pape 6 of 6 Anheuser Busch Master Drainage Plan 100-year, Existing Conditions ModSWMM input 3 u 1 xAleasxsD p e 100-1 ec vscA MASTED pMINAGE PLAN FILE: IBMP-E%]DO.tN 100-YEAR VEM, E%I9TI NG CONI]IIION6 N/ EY IO}ING FAC I LI T IE6 - Ayres Assoc. ]0/$008 [ry laa 900D 1. z 1. 2. 5.99 9.95 q.I2'i 2.90 1.96 1.22 .06 1.D0 0,95 0.91 O.BI 0.. 0.01 p.19 p,15 0 ]J 0. .lt 0.69 0,67 0.93 1.0E 3,59 2.17 1,11 5.11 1.25 0.11 0.11 .11 1.36 Lt3 0.99 0.9J 0.A0 0.05 p.01 0.]0 0.]5 0.r3 0.60 0$66 0.69 O.6R I2 p.016 0.25 0.1 0.3 D.St 0.5 0.0010 ` AB DM IXAGE EAEI NS 3 200 26 2190 33.6 .p16 x$ 622 ]150 10.6 9 1. .03$ 1 25 25 5630129.1 5. 1 26 2fi 6156155.] 5, .c al i 5230 12.0 5. .926 Spt lc bae i nxx9 Sn[ f v s-90-91-92-9]-9q Aytea [av,ta ton 1D/x 000 1 90 91 S1 2O12 921 v1 9 9lt,5L e 9fi25, 05 0 t 92 222 91g 5D. .0 1' I 93 23 Me 6. 1, I 99 30 1099 i5.0 aced In. a a pa sln 30 and in ea setl [D¢ area of Cas 1n 90 Ay[ea rew¢ion iD/2 p09 30 9]0>630 of 1 3] )3 6665181.1 .WI 1 ]3 32 9x 90213.3 b. .014 1 3q 39 62201 b.9 ,p10 ' ENO AnNeuear Bu sep pr oper[y PAS!NE 0 0 FLON SN}O 6AAIt4A AND NELO CANAL IANNEVS ER BD9[X REGI DNAL OE}ENTI pN ppNpl 925 897 6 d I, 1E2.1 31.0 29Lf 56.3 ]3x.0 13!.9 13sA 25 925 9 9.0 llp 0. .p02 0. 0. .016 0.5 13e I10 D. AU 6. 229 25 9 9,0 llt p. .DO1 9, p. .016 0.5 13.0 I110, DG4 r. 3 D35 5A M INTO LAN}MER Ane NEW CANAL IC 6PR EMBANEME NSI i W926 89] tfi 3 1, 0.D D.0 15.0 11.2 12.6 20.1 191A 129.2 ]99.p 229,6 211.fi 329.5 $R1.3 925.0 229.0 525.1 2J6,8 A25.3 2q 3.fi @5.9 Rq➢.9 935,5 25i2 925,E 39] $60.1 21 1@S.l 269.9 1125.0 269.1 I225,9 29,6 1J26.0 5 3 I. 26 891 4 0,0 x1r D. ,0D2 2. 2. .035 2.0 0.0 2110. .002 rr O. 300, .060 5.0 231 99] 9 2.0 3320. .003 2. 2, .035 2.0 10.0 ]320. ,003 50. 10D. .060 1➢.0 221 2fi 9 p,0 I690. .00] 2. .035 E.0 1090. .001 1D0. 100. .OW S.p � 041 426 3 1, A26 221 J NW CpPNEP OF 1P9 AND MgMTA{N oI STA DRIVE 921 836 l 2 1. 0.0 p,0 15.a 10.9 11.1 00.0 2p,9 2D D.p 2 11 300.a 23.z q0 o.0 500 2q.0 DO.a n 921 1 0.0 129p. .15 $. x. .03s 2.0 9.0 1z90. . 0 00. 9p. .060 s.p zze 2] 9 o.p .003 . .03 2 1,0. 119. 1e 5..cln[ ae2yd9 tm AEV100 - pNO 42s STOVEOpR PA"eMEBITE PEG DNAL DESE TI ON 21 0.3 t, .5 1.10 1.21 115.0rA2 110.2 ppND 155 395.6 1.10 203.1 1.85 191.0 . Ill 3.90 .9 2.82 ]01.0 3.33 62.9 3.65 ql.] 39.I q.52 21.9 5.I0 R0.2 5.65 16.6 6.259.50 l.1 1R.00 9 1 229 3 1. 29 029 9 5.0 3520, .009 Ip, Ip. .035 5,0 100.0 .009 90. 10 .045 1.0 235 29 9 5.0 2910. .009 10. ]0. .p35 5,0 100.0 29!0. All re, .Op. .095 5.0 30 029 q 10,D 19501 .D09 q. ,D35 q,p 92.c 1950. .O04 100. 10 D. ,r45 5.0 Adtled CE 500 egv!ralenc [v Ic 211 1 es 11 - pyrex [ev t n ]0/200e 500 30 5 4.0 3200. .DO2 0. p 81O .013 4.0 Aetl2 2r2 2$2 egvi val a n . ..009400 IDD..DO Y- Ayres 10/ HcOpx 55 0` 3. N N q3p EOSEP 009 CY. pN-.TE c.S.i. PoN0 3D I, 0.p o.0 0a n.0 0,z D,3 1.1 1.1 Anheuser Busch Master Drainage Plan As Associates t OPyear,Existing Comitlons,Input ar Ou yre tput MOESWMM Page f of 7 f 2.6 l 4.0 L9 ' NN CO.RNER pF AS qp EMBMTyENT Al9p MOVNTAIN VyE£9 DRIVE G.I 0.0 4.1 B.1 ]2.5 200.0 - g00.p ).2 AS 19,0 qO p.O 20.q IGOO.D 2L6 1200.0 22.q 190 M, 2].R 1600.0 29.0 1800.0 $J9 93I 9 $,0 2940. .M 2.A ID 2390. .pDA 5. I0. .060 I0.0 3l 9]1 9 i0 2030. .D" 1. 2. 1035 2.0 10.0 $030. D01 100. 1DA. .p60 5.p ! 232 0$6 4 0.0 1630. .00] 2. $. .035 $.p A, 1111. DDI IOD. 1p0. .060 5.0 O CR5 �H9]a 232 3 a 0.A D.D 12.1 1 p.0 11.4 500,0 32 432 9 a.0 2330. :-1 D. 1. 4 ,035 2.0 1D.0 2330. 0 100. 60. .060 5.0 z33 zz a.D lain. .oa, 1. m.p mD. .Dm mD. 1Dn. .OeD ;.p I of l ox Xva zph rrom ABREV IDO - 33 - 3 033 20 3 S,CE l0. W 3 pp 0.0 O.lfl 1.2 0.23 JA 0.35 la.i 0.93 23.] 0.53 q5.8 0.55 9p.8 0.8> 195J 1.30 ]fi0.0 1.92 19i9 1.95 109.A 2.9] 3.33 39.9 3.98 l>.10.5 E.25 ).38 a.3 8.6] A.ID C.5 la.p0 0.t ' In L lox Xy tl[o{r apA f[om ABgEV 100 - C. 290 t -1 a40 833 ]p 1. O.Dp D.0 O.IB 0.0 1.21 0.3 0.35 2.0 0,q3 5.1 0.53 1R.3 1.fiS 1.10 12H.2 1A2 L41 69.9 5,11 $.I 0,3 ]9 BJ3 2 .0 2060. .006 1.1 IA .035 IG. 39 990 q 2.0 1B 50. .00J 2. 2. .p31 2.D AS RR EPLIS 10.0 1d5 p. .p03 1p0. 1p D. .060 I., 911 9'A 9q2 11 3 I, 0.0 0.0 260.A 0.1 >O C.O ".A 8W, 300pA 196.3 I200.0 25e.1 tg00.0 339.9 1500.0 360.9 11C0.0 q2L] 1g00.0 461.E 2p Op O 520.8 112 30 ] 1, 2 239 3 B]9 39 3 1, 2]6 Biq 9 0.0 A. "I a. a, .035 2.0 6.0 ICBO. .006 102: lO1, .060 SA 2P 839 9 0.0 2090. ,004 2. 2. .035 2.0 9A 2030. .009 I00. {00. .060 ;.A NYR]X OF AXXEVSEA . ANp CR52 I nY lux X rape fi-om AHRHVIOo - PONO S00 -1 6Dp 1.5pD zp 3 1, p.nD p.0 l,e] 1.z 1.HD z.0> 65.e i a.28 >9.l $,55 BB1 2.]3 89.9 3.08 81.3 3J5 02.3 3.9a 68.9 q.9J 20 38.9 6.IS a9.0 9 U 6.1 9.02 9.4 10.]l 2_5 11.00 0.0 Intl ox Nyaro grapy fr rt YCECX l00 - POND 935 - 935 231 a0 3 ` 3 0,00 0.0 0.95 1 2.l D.5] 9.p 0.80 a9.2 1.10 3a.1 1.q$ J9.5 1.65 q6.5 1.Y5 58.6 2.18. >9,0 2.q3 99.8 4.58 P0.9 3.03 3.30 223 3.68 3MD 9,58 16;.5 5.8a 231.0 6.28 9 L, fi.83 09,0 B,qB 5;.8 12.p0 31.0 NOP3X.Op CRSa B MEEN RRAHp CR9 t n Llaa Xya[agfaPR H[[om ABREV100 - PON. 936 -1 436 236 20 3 1, 0-0D p.0 10 0 ]9.0 1.1) i93.6 1.27 3A,_0 1.4 59E.B 1. 3 1005.E 1.95 1a101 2.$3 1364.9 2S5 3423.1 1.91 1351.0 3.52 1189.2 ].15 Sp61.E 4.58 958.0 5.30 905.1 625 050,6 B3>-0 B.fi> gJOA 9.51 8a 9.1 SO.IJ 809.1 i2.00 180.5 I NTER9 ECi ION OF I ANp CR52 2 nl l or Xyarpp[aph ff om pRREVI pp - pONp 93> -1 437 23l $0 3 0.00 0.0 p.69 I 2.2 5.3 O.B] a9.8 1.30 a12.6 l.El 266.9 01.92 2S 1.59 29E,2 1.E0 289.9 2,07 252.a 2.]3 t56.5 3.35 9B.p 1.42 99.4 5.20 24.1 6.10 13d 5.95 8.0 ].3B 6.2 1,61 S.i 0.>l 4:6 I2.OD g.3 822 ]1 3 ]2 022 3 11.0 I530. .oW L 5 1.4 .pIl 11,C JI >$ N VI61A sP}LL FROM NO E • 830 828 B31 12 3 1. 0.0 0.0 S,0.O p.0 550.0 3R.0 600, ".A fi 5 p.0 ]13.0 ]00.0 156.0 7s0.p 20J.0 800.0 299,0 B..o 295.0 9C0.0 lll.0 950A 11 .0 Ip p0.0 435.0 30 a20 3 1 B$B 1 20.0 1710, .0p2 1,1 1., .035 10.0 33 )3 3 Anheuser Busch Master Drainage Plan gyres Associates 100-year.Existing Conditions, In Wl and Output ModSWMM Page 2 of 7 S�f lov N}rtl[og[ap0 [[om HXPEV 100 - NODE &91 - 0.00.or T< $0 3 L 1.1 OAB 99 1.01 IRS, 11E 11R., 3.40 39q.] 2.11 374.9 4.03 3E3.4 3.02 3E6.9 ,.I, TH.3 ±.. IOl, 4.01 261, q.qC 3SC.6 RAI Z]9.4 1.11 293.d 1.11 164.] 1.30 195.3 P.q] ITBC TI. 110.3 ]0.]5 164.9 t2 p0 t61.3 ' ENO ANXEVE EP 0V E[H POP?I py OF IbOEt 0 0 ENOPIYOGMN Anheuser Busch Master Drainage Plan 100-year, Existing Conditions ModSWMM Output ENJI PONNENTgL PROIEQION AGENT - STOPN EST EP HANAOEXENT 1pOEt - VENSIDO pGl CEVELOPEO BY NN'TIF ENOY, INC. ONIVERCI9Y OF FLORIDA EMIR PFACFACFS EE REEFER', INC 1,FIF..E 191N1 VP DATED eY N9I VE PA I TT OF FWRIOq (DIME 19131 1 X1OFOLFA1D ENGSEN,YEE CENTER, COHEN OF EDDISFA,A "Is"' FIVER NIVIQ iON, CORPS OF EN6INEER9 (SEPSENSEN 19741 bOYLE ENGINEEPING CORPORATION IMAACN "$I, SULT t.11 TAPE OR DISK AE SI GNNENiE IN(SI FNIRI n 1N131 IIN141 ,ISNIAI S INI61 SINI11 .11N... T,N191 dIX 1101 2 1 o C N n o 0 0 0 .1111 TOUT(2) 0111, Ga141 1C 03M11 OOUTIEI OOOTI]1 JOVI(EI .lOUI191 J UT I101 2 N O N 0 N o N o N o 1 N..,II NSCPATIRI as'.I,, NHORAF141 NSEPA3151 3 N p NATEPS NQO ESCREAN CALLED • 'CRY IMNE TO RVXOFF MOTEL AMeps a[ 2ueG MAE IER OpA INAGf N. FILE: PbNF-EX100.tN I00-YEAP EVENT, EXISTTNG CONWIIONS 11 DIETING FACILITIES - AY[es Aaso[. ]O/20N NIMBEP OF i HILEE ]20 IN9QGEAIION TIME INIERVAL IN INOSEEI I.NN 1.0 .,.AT OE INFERVSOVs AMA HqE ZEE, N NTION O _ 2a RAINFALL S?EPS, TT@ TYKE TNIEPVALTI, s.0o nINC,CA FOR RAINGAGE NVM+EA 1 RAINFALL NIA TOR, IN INCNES PER N., LON l.lq 1.33 1,11 2.R, 5.,, 3.93 q.12 2.qE I, 1.22 LO6 ].NO .IS 91 N] 3 .It .ES '84 .8] .18 .IS FOp pAINWGE N.A 2 RAINFALL HISTORY IN WIFE' PER SIR .93 1.16 1.24 2,07 2.E9 511 9.S, 3.N3 0", I.a6 L13 .99 .9S .>5 .IT .], .AN .66 .69 ,tS 'BS .S1 .]B AngeV E¢r .-h FACIER DRAINAGE PLAN FILE. ANNP-QX100.IN Anheuser Busch Master Drainage Plan Ayr es Associates 100-year,Existing Co aoitions.Input and Output ModSWMM Page 3 of 7 r 100-YEAS EVEN; ENI RSNG 'NEO....a, N/ .."'A' FACILITIES - Aya¢ A-- ",I, SUBTPEA GUPIF. HI.. AREA PERCENT SLOPE PEEISTANCE F.,.A SE ACE 9SCRAGE IINI JNFI yTpAII ON PATE IIN/XPI LOGE NWIPEP oA MRNRILE IFTI IAO INPERV. IFT/FI, IMPERV. EPtl INPEAV. pEPV. MAXINUy NININON MI- .ATE NO IISOES -2 0 .0 .0 .p .030E .Olfi P250 .30E .]00 20p 26 2q q0.0 ]3.fi q0.0 AI60 ,OIfi .25E .1p0 J. .51 .50 '...R0 22 922 15p.0 10.6 SA .012E ,016 .25E ,1 SN 'S. 0 1 25 25 5630.. I29.1 5.0 .001E .Olfi .25E .]Op .30E 'S1 .50 ,OOI Bp I SO 2E 26 8156,E 15it 5.S .Oz00 .016 .25E .10E .1.S 'S1 .5p .001 B0 1 2> 21 -0230.0 ]2.8 5.0 .026E ,015 'S1 ,50 .p0380 1 9p 500 12130.E B],fi 32.E .0p50 .Olfi '25p .10E .30E .51 O ,0018E I 91 29 1a99>.0 99.5 1,0 .p050 350 .IpO .3 p0 .51 .50 .GOT B0 1 .016 .25E .10E .30E .11 .50 .001. 1 92 222 9t63.0 28A 50.E ,050E .016 .25E .ISO .30E .51 .IS 93 29 2134A 26.9 6.0 .013E .Elfi ,255 .100 .3p0 .00IBO 1 94 30 3p99.0 35.E 6.0 ,ODD .p35 .25E ,10E ,30E .11 .A0 .pO 18p ; 30 q30 3630.E 25.E q9.p .015E .016 .255 .10E 'S0 ,p0190 31 31 6fi r5.0 ].1 ] 0 .L210 .pt6 ,2gp .30E .5] .50 ,Op 1.0 1 32 ]2 9290.E 213.3 6A ,019E .I00 "S .51 .50 .00IBO i .Olfi .25E .IDS 100 ,51 .50 .0019E 3+ 3q 6220.E 19.9 9.p ,p I00 .p16 .25E ,10E ,30E .sl 0 ,p0190 I }OTAL N..F .1 S.`A 1FNEMS. TOTgL TP}9U TARP AREA IAC ." 1231.B0 1 100eY ¢ euscq MAETEA sc WAGE PLAN Fi LE: G PAOIL]00.IN EgP EVENT. P,Nt SSI NG COYDI TI OXS N/ E%I ST IHG FKILI T IEE - Ay¢ee A¢¢oc. 10/200 • COM NUt TV "'A FOP 9VE'T"AMT .OVITXG IN N SNN2-PC mcpsl NAT-A.. AREA IACPE51 1231,B00 TOTAL RAINF.4L IINENE9I 3.AE9 TOTAL I.E."PATTON IINCREEI I.S]b TTOOTTAAL NATER9NE0 OUTFLOW 1111-91 2.311 SURFACE STORAGE AT E O OF STAON IINCXEEI .251 ERROR ON 10Ei2NUl TV, PERCENTAGE OF PAINFALL .000 gSL..... emcp NgST. pRAIXAGE PLOW FILE: ARMS-E%10p.IN 100-TEAS EVENT, ENSSTira CONDI TS ONS N/ E%IETING FACILITIES - Ayie¢ Es soc. TO/200 I UTTEP GUTTER NOP NTOI L M9 N INVERT EI OE SLOPE OVEPEANx/6URCXARGE NUMBER CONE ECTTON SE DP SAN ENGTN LOPE q19 TO AT M.W ne,, EFT, OF FTI IFT) IFLFTI L P N IFTI 925 B9> E 2 PIPE .0 .opl PE9ERVCIP ETOMGE IN ACRE-FEES V, SPILLWAY ENT". .00 0 .OSO .0 9.9 p0 2B.7 9.]p0 ]62.) _b.0pp 2]2.6 59.30E 392.E 111,110 111.B 25 925 0 q CHANNEL 9A 1I00. "PS .0 .0 OVERFLOW 3.0 1100. .0025 6.0 ].0 .035 .50 0 229 25 0 9 CHANNEL ]q.0 1130. -0p90 ,p ,0 .516 6.5E OVEEFLON I3.0 111S. ,009E 1.' 3.0 .035 5.50 S 926 89I 16 PIPE .0 ]. .001E .0 .0 RE,ERVOIP ROPAG,SIN ACM-FEET V9 RPSLLNAY cu,nI .00t .00 0 .OOp ,0 15.90E lit >z..N 20.a I..OS0 329.2 199,OO 224.6 211.60E 111.1 2z1.300 425,E 229.00p 525.1 236.E00 624.3 293.,0E >23.9 2q9.q00 925.5 25i200 925.E 26 p.I00 1025.] 269.9 SO 1125.1 2E9.100 1225.9 2I3.61c 1126.E 89] 225 0 3 .p .pSll .0 .0 ,001 1p.00 0 26 B91 p q CHANNEL .0 211" .0020 2.0 2.S .p Al 2.00 0 E31 99t 4 OVEPFLON 9.0 e110. .p02p 100.E 100.E .06E 5.00 p cxMT`EL 2.0 130, ..m0 2.E 2,S .o3s z.0a o 22> 26 0 DVERF LOW 30.E 3320. .Or 11 50.E ]Op.O ,SfiO O.Op 9 CHANNEL .0 189E. .001E 2.0 2,S .035 2.p0 0 R91 g2fi p OVfPF LOW B.0 1.A. .OSIO 100,E 100,E .560 5.0E q 926 2p) S I ,C L .ISI➢ .0 .0 .001 30.00 0 52] B26 'p 1' .001E .0 .0 .00I 1S.OE 0 PIPE ass.IR STOMOE TN ACSE-FEET VS SPt LLYWY OUTFLON 1 ,SO10 ,0 .0 .SO1 .00 0 15.20E IS.9 19.50E 300.E 20.90p 20pA 22.2 D0 300.5 23.20E 900.E 24.00E 1..a 2] +2] 0 a C EANNEL O.S 1290. . A z.S 2.A .O1s 2.0E 0 22S 2> q OVERFLOW 8.0 ... .001. as, 90,E .0O S.pp p CWI , .0 1370. ,003E 2.S 2.0 .035 2.0E p 42E 929 20 1 .1. 8'A I3IS, .0030 100.0 IS0.0 UN TS ME IN XPS V5 I.".W IN IS 0 1. .pOlp .0 .0 .p01 IO.OS -1 1.7rS. 20].,0 ],p30 L5 1.10E 24.E 1.210 115.E 1.120 110.2 LESS 195.6 DO 9 1.95E 191.E 2.410 137.4 2,82E SOLO 1.33E E2.9 2.65E 9l.]3,9d0 1B.1 9.520 2].9 5.10E 20,z i650 16,6 6.25E 8.61E P.2 12.000 9.1 19.4 Anheuser Busch Master Drainage Plan 100-year,Existing CGNtlitions,Input and Output Ayres Associates Page 4 017 MotlSWMM ez9 zzs p 29 829 0 5 CyANNEt 5.0 3520. .004E ..0 10.n .035 1.00 0 235 2g 0 OVERFLOW 100,E 3520. .0°q0 Bp.O 100.G .045 5.0E -NANNEL 5.0 24 L0. .004E 10.0 ID.0 ,035 5.8E p OVERFLON 100.E E930. .'P. 80.E .1.0 .D45 5.°0 l° 829 0 q cHANNEI 104 I9eI. .Da4° 4A 9.° .035 9,°° 0 OVEAELOF' q2.0 195 p. .009a 1pp.0 IMO .°95 5.00 50a 30 0 5 PIPE 9.0 3z dI. .002E .0 .0 ,p l) 22Z 29 0 OVEPFLOX 8.0 3I.. ,°OEO 9.° 9.E .oqa 100.0E 1 cNPNNEL I0.0 ss o p. .004E 3.0 3.0 .090 t°0.00 °q)o 3a 9 PIPE REsePUo R sxoRAGE2IN ACPE_EEET vs SPILLWAY OUTFLOX 1 .pp0 .0 .20E .9 +.m0 I.1 2.80E 10 4A00 I, S.I00 29A 6.400 )4.5 °31 z3i +1 PIPE .1 .pm0 .0 .v .00+ RE EEPVOIP 5I.R x AGE$I EET VS sP V IL LXAY 0 '. 1 1 A00 .0 gCR100E-P 8.1 12.SOO 200.E 15.10E 90 p.0 ]).200 600.E 19,°00 BOO., 20.9 a° 10'N 21.Epp 1200.I 22.80E +900,0 23.°°0 160a.p z`ilol 1800A 239 931 0 4 CHANNEL 2.11 299 p. .006E 2.° z.0 .III 2.0° O DVERPIpW ]0.0 29q 0. .006E 5.0 1p.0 .06E 10.00 3L qt1 0 9 CHANNEL 2,0 2010. .003E 2.0 ,035 2.0E 0 pVEPPLOw Ma 2030. ,p0]0 In.I IH I ,06E 5.00 i 232 e16 0 9 CHANNEL .0 2.1 2,0 .035 2.00 p 432 232 Lew °.p 16J 0, OO Id 100.E I°0.0 .06E 5.0E 3 2 1PE 00ta N. FLON 1. . .a .0 .p 01 .P6RVOIR E 9TOPAGE IN AC PE-FEET VB SPILLXAY OVt ° .00E .0 52.900 30 932 p 4 CHANNEL 2.0 2334 .O IN 2A 2.N .035 2A0 0 233 32 ° DVERFI IN 0.0 .003E 300.p 60.a .OfiO 5.00 4 cxAHNEI +z.0 121°. AOIa 0.11 $,0 ,all 2.o0 0 J3 033 atiRFL.w la.p 1210, .001E I00.0 100.E .06E s.p0 I NRs VB 2° 3 ,a I. .polo .0 .0 .pal 10.0E -1 N INi IN C11 .000 .18E 13 21° 1, .35E 12, .430 23.) .53a 11.8 i .65° 90.8 .BJO tg5,3 1:1. 16a,0 1.92E I47.4 1,550 119.9 2A11 12.l 3.33° 39.9 ].980 I).1 5.100 8.5 6,250 9,5 ).]8° 2.1 B-IIN 1A 1 9.Sp° t2.0 a0 1 z4p 833 i ME IN xas vs "'NON : CFs 1 .00E .0 ."O .0 .23a .J ,35E E 1 .530 18.3 ,65p 41.3 B)0 91,) S.IDO 130.E 1.2 J0 139.fi 1,92E III., 1.45E 58.°2.91E 69.9 3.330 23.E 3.98E 1a.6 SdOA q 6 6.25E 2.2 ),390 0,610 .3 9,50a .1 '4 19 B33 ° I ANNEL 20.° 2p6°. .006E 1.1 1.q ,°JS 10.0a a 34 44p 1 4 CHANNEL 2.0 185a. ,Oo3p 2.0 z,0 .°]5 2.0E q 10 9q2 II OVERFIOX 10.E IB 50. .003E 100.0 100.E00 SO,Oa 141 OI VERSI CN TO Ni NNOEP "I - TOTAL c IN VE.1RTE° 0 tN [FE 700.00E 47.8 HO.030 128,2 3000.00E 196.E 12°°.O a° 211.1 1900.O p0 3]4.q 3500.°GO ]68.9 I10°,0°0 921.) 1BOa..0 g6L6 2000.00E 520.°941 0 .3 .a 1. a01a .0 .00t 10.0E a 992 239 0 ] H39 39 336 839 9 9 C)UNNEL ,0 1p80. .p°6 2.0 2.0 .035 2.p0 0 211 B39 0 pVERELON 8.° 1p80. a,p06 tOp-O 10a.0 .06p i00 9 CHANNEL .0 2.I0 1.4E $,° 2,° .035 2.p0 p OVERFLOW B.0 2a90. .00<0 I°p,p 100.E .p60 5A0 I 600 5°0 IN 3 .p L A010 .0 .° .001 10,0E -1 Ill TIME NPs YS [NFLON iN CFS .O aO .I 1.9E 1.2 1.80E 37.1 2.01E 6I-E 2.20E 19,I 2.55E 88.1 2.v3G 89.9 3,09E B1.3 3AE0 Bz,3 392° 68A 4.4z0 56.1 2Ba 6.18a 21.0 6,111 I8,1 1.300 I, 0.25E 020 61 9.820 9,9 16 .0))0 2.9 12E .0 9]5 235 2E 3 .0 1. .polo .a .0 .011 10.0E -I TI.4 IN HNO VB IN". IN CFS Apo .0 A50 2.J 90 g.a ..0 24.2 1.300 12.1 1,42E 39,5 1,65E195E 50.E 2.I B02.q3a 9g.0 2.)30 P0.9 3.01E 209.1 01 ]l 1.38E 229.1 3,60E z16.3 q.5°p 1fi 5.6 5,820 9 A 6.280 91,E 6,830 8q.0 BA EN 55.8 22,0 .B q36 236 203 _ A L .O plp A .001 10.0E -{TINE IN HP6 V N CEB ° -J .00E B LJw.I l 0°0 19.E 1 ". 193.E 1.2)0 ]89.8 1.92E 596.8 L)30 1005.E 1.95E lzl a.1 2.230 1369.9 2.540 19 Z3.1 2AJ0 335).0 3.520 IIB9.2 3.900 1061.E 4.58° 950A 5.]0a 9II 6.250 B5 p.6 >,550 011.0 8.61E B31A 9.6 Jo 029.] 3°.J30 809,1 12,00E I", 417 z3) 20 1 .0 1. .0mo vnE xx xPE Vs IxF X IN CFs '0 .65E 2.2 .BJO 28:1 2.100 2,6 1.2)0 266,9 1.420 2911 LSIp 290E 1.Bo0 289.9 zA)0 252.E 2.J30 156.5 3.]50 90.0 q.9 Z0 44,q 5.20E 29.9 6.18E 13.3 6."a 8.0 L380 6.2 ) 630 I.5 11, 4.6 12.00E 4.I 822 )1 ° J .001° .001 IO.°° 0 12 B22 0 1 CXANNEL 25.E 153°. .009° 1.5 1.9 .035 ]O.Op a1 12 ° 3 .00ID .p ,0 .001 1➢.00 0 820+ B31 12 aI VE0.9 tON TO GUTTER NN91ER 831 - TOTAL 0 VS IIVEETED..a 0 IN III .00E ,0 500,.0E ,0 I" 000 20.0 900.O D0 64.E 650,000 113.E N0.000 158.E 150.00E 203.E 900.E°a 299.E B50.000 295.E 9°0.00° )42.1 950,000 3B1.0 1000.000 935A B3° ZEE 0 3 .0 ,0°1 10.0E 0 1J 820 ° 1 CXANN EL 20.E .0a 20 03] 1j1, .001 0.0E 0 1oAnh .a0 -1 100-ye r Busch Master Drainage Plan A Associates 100-year, Exislinq Contlilions,Inpm and Om pes pul MoESWMM Page 5 of 7 i LNE I HRS V INFLOW IN CF9 .ODD B.0 .q80 9,g 1,a90 3r9,1 1.1so 38H.B ].38C 399.3 2.",1 "i's 2.650 385.9 3.0]c J06.9 3:ls' cls.3 3.150 339.9 L03a 36i.B 9.110 391.E 5.1'10 ]19,9 5.6Bc 1.1, fi.3d0 2I9.2 1.300 195.3 8.00 1]9.1 5.s10 10.3 la.l5c 369.8 12.000 161.2 1 iOtAt NIL�EP OF GCTIE¢5/p}pQ9, 50 Anp¢user ii-I M sS ss ra"l GE PLAN Ft1. ; ABIID-E%1p0.tN 100-YEAP f EVEN2. Ex1BTING Ccou'll it W/ E%ISi[XG FAC11111E5 - Ay[ex Assc[. ]0/zD0 ARgANGFMNt OF sVBCAYCNHENll A c GVRER9/PIPEE GV3l. t2audo AEY GVIIER/PIPE BpiARY SpEAREA p.P.ltil t 15 9 c 0 0 0 c 0 p 0 a 21" 0 0 D 0 0 0 0 D 0 933.9 26 22i D 0 p 0 0 0 0 p 200 06 0 p p D 0 0 p 0 111, 27 22B p 0 n 0 0 0 29 ]]3 2<2 0 0 D 0 p 0 p 0 9t 93 0 0 c 0 0 0 p D t59.i 30 SCp 930 9+1 0 p 0 0 p e 0 99 0 0 p 0 0 p 0 0 0 191.6 t 31 0 0 o D o 0 0 0 0 o u o D p o 0 0 o c teu 32 233 a D D 0 0 0 0 0 0 3z C o 0 0 D a o a 0 213.3 39 639 D D a p o 0 0 0 0 9 0 12 0 0 0 0 c D o 0 0 0 121.9 H31 D 0 0 0 o p o 30 D 0 D 0 0 D 0 0 .0 n o33 p o o D c d d o 0 2s 2 0 0 0 0 0 0 0 0 0 0 92 0 o p 0 0 0 0 0 2e.9 12 ez6 0 1a 630 c 2 0 0 0 0 0 0 0 a 0 0 D 0 22 B33 a 0 0 a o p 0 e 0 D 0 0 0 2J2 932 0 o 0 o D 311.1 233 9 o a a p o o D o 0 0 o D o 0 0 0 0 0 0 o vs.D( 0 D e a 0 0 0 o e o 0 D 0 o a D c e o ev.3 233 c o o D o D o 0 0 o C o 0 0 o d o o a 23+ 912 a d 0 0 a D o a c p 0 D 0 0 a o 0 0 1n.9 231 931 0 0 o c 0 0 0 1 0 0 0 0 0 0 0 93 36 936 0 D a D o 0 0 0 0 233 1 0 0 d o 0 0 0 0 z2 c 0 D 0 0 0 0 d p a D 0 ti 0 I 0 qz5 0 2s o 0 0 0 o D p o 0 9J1.9 I 926 E91 0 a a o o a o v o 0 a 0 0 0 0 o p o 0 'ie9.p 921 r o o D o o a o p o D a c p p o p o D p vz.e+za o 0 0 0 o D c o o a p c D o a c p o 0 D .o +3D c o 0 0 D 0 0 a 0 0 932 239 31 D 0 0 0 0 0 0 0 3c 0 0 0 D p 0 p 0 pp p 0 ]5.0 932 32 D 0 0 0 0 0 0 315.0 0 0 p 0 0 0 o 0 p 0 0 0 0 0 0 21J.o vl 0 935 c 0 0 C c o 0 0 D G 0 c 0 D 0 0 0 0 p 0 0 0 936 0 0 0 0 0 p 0 c 0 0 0 0 0 0 0 0 0o 0 0 0 0 .0 o 0 0 o c o o c o 0 o p o s 600 0 0 0 0 a o 0 C 0 90 0 0 0 o e o 0 0 0 91.6 coo D o D D o c o D c p p D D o o D o 0 0 0 o ez2 vz o 0 o a 0 0 0 0 D 22 0 0 0 0 0 0 0 D 0 10.6 ez6 qn 23z o 0 0 c o 0 0 0 p c 0 0 0 D 0 0 o zB6.t B2 92B 13 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 82 9 29 30 0 0 0 0 0 e 0 0 0 0 0 0 0 0 0 0 0 0 312.3 e3o 0 0 0 0 0 c 0 0 p 0 D 0 eze c D 0 0 0 0 a 0 0 0 o D 1 B31 D D 33 33 V1 71 o D 0 0 0 0 0 0 0 s3q 216 231 e93 0 0 0 0 0 0 o 891 26 231 0 c D e 0 0 0 0 0 0 D 0 o c 0 0 0 p 189.E p97 935 926 0 0 o 0 0 0 0 p o c p 0 0 0 0 0 0 0 II21.2 990 q 0 c 0 C 0 0 0 p 0 0 0 0 0 991 0 0 D 0 0 0 0 0 0 0 p o 0 0 9q1 990 p 0 0 0 0 0 0 0 0 0 0 0 0 a 0 p 0 0 0 121,9 Anheuser Busch Master Drainage Plan A Associates 10 year Ayres,Existing Conditions.Input and Output MotlSWMM Page 6 of 7 Mpe user H scp Mq P OPAINAGE P P-E%1 p0.IN ' SOB-TEAP EVENT, E%SEIING CUN pt iIDN9 N/ EX IF SING FACI LS T IEB - Apes Psmc 30/2G0 FlAW6, STAGES AXp BTORPGEfi pF GCTTEPE AN OFTEN ION DPNL ` MTE :S 3MPLIES P SCPCNAPGED ELEMEM ANp :1 IMPLIES A 6MCNAPGED OETEMI. FACILITY NVETANCE iUPAGE TIME ELEMENT ItYPE ICYFI LI FTI IAC-FSI (HP/MINI 399 3 36:9 188.9 1 1q. Z):4 26fi.6 ..3 2 C $9:9 9.0 2.9 0 q). JO:q St3.L 9.0 3 51. , 32:9 IL 1.5 J.9 3q, 34:3 159.T IpiPECT FLOWI 1 ), 34:9 lE]3.A 9.B 2 9E. 7 1:3 564.0 IpSFECt FLUNI 1 J1. )2:1 556.1 )3:1 610.0 5.q 2E. t ]9:S 393A 2.5 1 30. 223:I 225:3 ]930.9 IOIPECI FLOWI 5 �. 22l:9 154.2 220:4 4 1 9:4 81.E 231; 12$0.1 3 25. 233:1 .o .B7 233:q 234:4 12 .6 6.4 z 15. 235:9 2M20,$ 2,0 3 32, 36:q SU p.2 <. 2 2 38. 3 T:q 235.9 3.2 2 I, 39 p:3 I39.5 IDIPECT FLOWI ] 1). 9 R5:2 926:2 928:] $0].0 IpI RECT FLOWI ] 93. 911 2:2 1252.0 933:3 31:3 223,9 PELT F1ON 3 23 1 , 136:3 1 . T FLOWI 2 39. 31:3 .1 39).1 IOTPECP FLOWI 3s. 50 0: 1)9. 6.6 03 4 99B.. B :1 89.2 W 21:3 mru 11 F JI, 026:3 239.1 Ip IPECT FLOW) B3B:] OS6.l IOI PELT FLONI 1 )9, 829;3 609.0 10 pECi Ftgil 3 I5. 830:3 301.1 IpIPECT FLGNI 831:3 315.9 .1 PEGS FLONI 39. 0330 171A IDIPECT FLUWI 1 SB. R34:3 lE)6.2 1.1 PECT Ftu"' $ 35. a";, 11,,, IOIPECS FLZ 3 29. s11:3 I399,] IDI PELT FLp L9):] 1q 30.9 IpZ PELT FLOWI 5 29. t 99 C:3 16 i3.R IGIPE11 FLONI 2 391:3 909.$ Irl.E T FLIMI 2 :6. 942:3 ll39.6 I.1.rT FLONI 2 U. LHDPPIXFPAN pppGPAq CALLED Anheuser Busch Master Drainage Plan Ayres Associates 100-year,Existing Conditions,Input slat Output MatlBWMM Page 7 of 7 APPENDIX B - Anheuser Busch Master Drainage Plan 2-, 10-, and 100-Year Developed Conditions ModSWMM (Input and Output) Anheuser Busch Master Drainage Plan 2-year, Developed Conditions ModSWMM Input 2 eATZRSHED p 2-"a'Ae[ Euach NASTEp LOIADE P FILE: ABM O$,IY $-TEM EVENT, FULLY pEVEL0PE0 C npI lI ONE pN AR LM'p ONLY H/ ANHEVEEp BVECH Mg3TEq 14W FA[ILR[E6 - Ayres 'din. lc/2ppp revl¢t o nor E880 0000 1. 2 1. 1 0.29 0.33 OJ6 0.89 O.EI 1.57 2.95 1.18 p.]t 0.42 t _ p.35 D.30 0.20 0.19 O.Ip O.1) D.II p.16 0.15 0.15 0.19 0,19 0.13 0.13 0.2] 0.3] 0.35 0.1. C.15 L9E $.65 L10 MY 0.39 0.33 1. n 0.19 0.16 0.1] p.16 0.11 0,15 p.39 g.14 0.13 A.. 0.12 0.11 -2 0.016 0.15 0.1 0.1 0.51 0.5 0.0018 . A8 �q ". aAEINE, AE 0 EAAI.E 62NE ufch deve lopetl impervious P[Om VC51006P 1 SDO 916 299D 33.E q, .016 tltl Basin 101 anp ve[ Pond 9,L 1 $01 23] 322D 19e0 E0. .020 1 a 622 IE50 10.6 5. .il2 25 2528120119d In. ..is 1 26 26135t ll55.1 50. .0$0 3 27 211 d6U ]YA 12. A21 Sill[ basin 29 iota Elva pa si n¢-90-91-92-93-9q Ay[es ieva ei on 30/2009 90 50025939 6).6 62. .p10 1 91 2920895 99.5 l0. .030 1 92 222 .2 12E 1 93 19 ))R2 11.1 5p. .OtO 99 30301fi9 35.0 510 -dr RetluceI [M1e M ea oP pa83n 30 antl r¢a sep [he area o£ Ea 61n 90 Ayrea [evi st on 30/1008 1 30 g30r5995 25.0 sy. .0151 nc l 31 J15]50016q,5 e2. .p21 1 31 313)1]0213.3 55. .D20 1 343]31612E,5 . • ENp qnh euae[ Eu¢ch pmpe" .y gA9I NE D 0 X [xPp L am Ax0 W6 LD CANAL IANMEV9ER rl9 asdI.A4 E%I6TIXG p¢I.gnIg. nY., D.0 0.0 9.9 2r,I 11.1 112.1 37,0 112.6 59.3 392.0 t33.9 T36.p STIXG CE 15 antl CE 2$9 - . changes m exl sc i ng dl me nor l ons 25 125 q 9,0 Ilp1- ,112 0. O, .016 0.5 13.0 1300. ,002 6. 3. .p35 6. 229 25 4 4.p 1110. .p09 0.5 13.0 1310. .g4 3. .035 5.p CE 15 antl CE 229 - r mem v om is.d .sing rilo Ti VC 6100EP 15 q25 1 B5.0 1I D0. .gi, 1. 4. ,035 9,p 239 15 1 60A 111 p. .p03 9, 4' .035 q,0 CdE PP ping ' "n' $89)[oneZp[u al Cesign -1315 ac-£c storage, ..is[ing .u[leq impi.vetl spfllaay 0.p 2.1 ].0 I., is, 13.5 3L5 19.0 53.) $2,b pl9 19.6 129.9 16.9 1)3.E 2E.120p.T 299.] 514.9 335.3 921.2 E9) 211 J 2 YR LONCEPTVAL PONp - SAEIN 200 47p 26 2 2 1. 0.0 0.0 CE 26, CE Y., antl CE 221 r¢ asatl Ol msn sl ons - Arr.i sort Eu scn Mas[a[ Plan 26 E91 1 55.0 2110. ,ODJ .035 6.0 133 99l 1 15.D 2660. .003 4. 4. .035 6,0 g11 926 S21 26 1 90.0 1690. .0p3 9. 9 035 5.0 626 23) 3 as C.. OF Lq9 An. edV.,A1NI V 57A DRIVEpond ... ' 427 626 ) 2 l rna vet zn D.0 0-0 15.2 30,9 19.5 30 p.0 20.9 1p c.0 ' 21.2 ]OOA 23.2 g00.0 2q.0 500.p CE 9 [¢v18ed tllmenal one - Ann ei Bsch Nds[e[ Plan �.E 22E Mcun Vtsca 89' dis. Pipet ins - Anhause[ Rusch Master plan 1) 026[ar nl 20.0 1500. in 9. 9. .D35 9.0 32R 626 5 l.0 1500. .pp3 0. 0. .Oil bop 6.p 2500. .pp3 9 .0 q. .,In 100 in".v Hydmgraph fc m AsAarA - long 42E EIDPYfiODR PAT3p NOME6 DFF-611'E AEG,. nATENiTON POND - N er s charge d.r ing 2-y[ ev¢ -1 41E p2E 2 3 . pc O.DO 0.0 5 9B.pp 0.0 P19 219 3 Ex]E1NG CE 29 and CE 235 2 9 829 9 5.0 3520. .pp9 10. 10, .ig3Is, 5.0 100.0 3520. .111 60. 100. .pq5 5:n 115 29 9 ng 2910, .009 30. g: .035 5.0 'in D0.0 1910. .p09 EO, 300. .OqS 5.p Changed he[t.m eidch if it 30 no reflect [evisetl chann6l design - Ayres ]D/1 p08 1p B39 q 12.0 1950. .009 q, q. ,p35 9,0 4 E.0 1950, .009 1D0. ]00. .095 5.p Adr.d CE Ins egvl vdle n[ [ Ce 231 Ipl pet Ayres 'A morel 500 30 5 q.0 3200. .003 p. 0. .113 9.0 Anheuser Busch Master Drainage Plan& Ayres Associatesyear,DevelOP.d Conditions,Input and Output MotlSWMM Page 1 of 6 e.a Jzac. .ap3 9. .wD 10D.D ' AtlOetl [E 322 equl val en[ [ E 2a2 Ayc es "99 motlel 322 29 ]0.0 v 5500. ,Op9 3. 3. .09p 3p0.0 • ANN B10 IV I ON-51]E pE}EN}IW ppNp q30 30 9 2 0.0 O.c 4.0 1.4 D.2 1.1 1.1 2.8 1.3 9.0 L9 4.q 0.9 5.1 $9.0 6,9 ' N COpNEP OE RR EMRANRMENi AND MDON}AtN VI p9A DRi VE - 0.ertvve In atl...... no 431 ' 931 2'1 I1 2 3. ` 0.0 c.c 9.I B.l 12.5 1 . 900.G 1.2 6c0,0 ".Ic 800.0 20.9 lOc a` 11.6 12 pp.0 22B ] I",8 1fi 001 24.8 .O ' CE 239 CE 11,]1, -1tl CE 232 ievi se0 tli mens iv ne - Anhe._u¢ei 6m cM1 r„-sc ee plan 239 331 I 15.0 165p. .0036.0 31 9t qic 2B C 0. .0C3 A', 6.0 332 B26 25.D 163 D. .Oc9 f. 9. .035 E.p NES} OF CR9 - ve Sna Gve[[a nt pontl 932 f 932 232 3R2mo 1. ' 0.0 O.c 52.9 O.p 69.4 1p 0.c • [E 32 t iaeG tli rten si vv¢ - !ch Plan M J2 e231 1 ".1 'n",rer ED03 al c4� a_ ,035 5.0 In El vu Hytlmg[aph Emm AERE@ - 3] B3] I6 3 IE 3 013 0.38 p.5 0.40 1.2 0.9] 2.2 p.9] ).0 0.52 i c.65 ]6.] 0.18 ]9.2 0.9R 9.9 1.90 I.In 2.0 • tnftox Nytlr vgrapM1 ri am ABPovt - rE 210 -1 290 833 16 ] 1. 1 0.00 0.0 p.p 0.3 p.53 0.9 0.6a 2.q a.!o 2.l 1.41 9.E 1.9] ).9 L95 3.5 2.9] 1.6 3.10 0,9 4,92 0.1 90 A0 a.0 ]9 633 1 2a,a 2p6 p. .a06 1.1 L9 .035 1p.c ' CE 39 [ vi setl tllmensl vn¢ - AMpu vac 39 a339 1 3.0 1f 00_se[ B0 p3h M an q 15 .035 1.1 • PP EPLIP - pEEbVEO 940 4? 11 3 ]. 0,0 p.2 260.0 0.1 ]p0A 34.4 BOOR 12R.2 • SOO a.c 196.3 IIOc.a 259.1 2n".0 319.9 1101A 168.9 I]O p.O 921.1 1B00.0 161.6 2C Cp.0 5dp.8 991 30 3 9q3 219 3 )9 ` E 236 and CE 237 [ d tlt menai on5 - gnM1 eusev 0 i Plan E 236 039 L e55 g0 15]5. .a03 vscn be sce e35 6.e III a" 1 5.0 15p 0. .p09 9. 9 .035 9.a ` NOPRH OE ANNEOBER BVBCX Ane 11352 Infl o6 De y di t a2 h3r os PBREV2 - YD .0 - Nv Das cp at ga dutivq 3-11 even, 1 1. C.00 5 00 0.0 Fn." a.0 Inrlou .ydfo9raph [i m AB RE@ - PoNp 935 - 435 335 11 3 ¢ 1. 1 p.p 0.95 0.1 C.sl 0.80 5.] l ].SC 15.0 1.32 1],5 3.53 2C.c 1.95 16,9 93 S0.] 2.11 3.0] 5.] 3.8 3,60 2.l 4.59 1.0 ao 0.1 90.00 NOWX OE 1R52 2E}NEEN qR n. CA9 ' tv[lox NSd[vq- " from ABPEv2j0 - PoND 436 no, Ilp atldetl - 936 236 2q 3 1. 0.In 0.0 0.55 c.l 2.43 1:B 2.BD 9,p 3.1fi 9:q 3.5E 9.5 3.92 9.9 9.32 9.3 S.IO B.l 6.95 ].3 8.55 6.3 1p.35 5.4 11.1. 9 ] 13.t1 C3 19.52 93 ].l ].9] 1.3 10.11 3.0 22.51 2.8 24. I"In 2,3 30.B0 2.4 35.0 0 2.1 4E.p0 2.p nI R 1}ICN 0E CR9 ANp CP52 [n(10w Nydr pg[apM1 [[od ARp'2 - POND 411 p¢move lnadvartavc pond 437 - 437 237 18 3 I. OAo 0.0 c.52 c.0 0.93 0,6 1.q5 l.J • 2.40 ].9 31E 2.0 q.00•' 241Z35...60p030 60..93 16.6] p.6 18 00 L.95 dq01-0.612 3 .a I.1 O.0 48.00 1, [nrlw Hydm g[apM1 fi om PBREV? - 2OND 93B - no ov[[l vw fo[ 12 no ois • a.cD e.p c.pc 0.2 lnilvu PYdro9 t a In f an --vI _ CE 31 -1 3] 23] 13 3 0.1O C.c 0.30 p.] 0.48 1.9 0.52 J.6 0nn ]0.0 1.a1 1 3. 0.2 1.Os 0.9 63 4.s] O.D qE.pO 1.0 In e1w xydrvgfapn rr om ABPavz _ eE aqq -1 391 23l 16 3 p.78 l",a.D D.a .27 D.z .61 1.0 one 3.5 .eD I Ian 1.11 3s 1.q2 Bn L50 ].3 1.E2 3.B 2,q] 3.3 3.9E O.l 5.]5 822 l] J 1. 12 02Z I 11.1 11T .p09 1,5 1, .C35 ]a,0 3J ]2 3 Anheuser Busch Master Drainage Plan Ayres Associates 2-year,Developed ConCrtions,Input and Output ModSWMM Page 2 of 6 V L SON NO B B30 929A BJI 1 1, T.0 0.0 1..0 0.0 50.0 29.0 6p➢.p 69,0 S5I.0 LI J.O 100.0 138.0 SOA 2p3.0 800.0 2440 P50.0 295.0 900.0 "S.0 950.0 3tl.p 3000.0 g35A HIS I29 3 t3 BIB 1 MH 1130. .00p ].I 1 3 .035 MO P35 l3 3 I nftox MytlrograpF. Lrom ABR£v2 - NO➢E $,I -] 811 l 20 3 0,00 0.0 O.qP 0.] LOt 3,q 1.1P ITT., 156.E 1.SB 165.E I.. 15].1 2.0E 110.1 3.15 'I"I 4.99 139.0 5.3O 111'. 4.25 130.J 10.10 IE 0..1 12.00 12L9 t5.J0 ]Et.q E4.26 126.E 29.00 126.6 R"On I26.5 q0.00 126.q 48.00 I26.3 END ANI6USET BUSCH PL0.if ON OF MO➢EL ! 0 EN UPROGRAN Anheuser Busch Master Drainage Plan 2-year, Developed Conditions ModBNMM Output ENV IROIIMENTAL PROSECTION AGENCY - "OHN WATER XANAGSNENT NOEL - VEROr. p,,I ➢EVELUPED 51 XETCALF ♦ on" INC. UNIVERSITY OF 11USIDA HATER RRRUO-E5 ENGINLERS, INC. ISEPTEHPE0. 19701 1 UPDA TEG BV UHIVERSIII OF F60R1➢A IJUNE 19 tJ1 XY➢ROLOGIC ENGIHEERING CENSER. CORPS OF ENGINURNY U" 19P51 A ISSOURI RIVER DI715TONE CORPS OF ENG INEE pS ISEpTENNEE 19541 OR ➢IGR 9SI GN!¢NTS IMAACX VLE ENGI NEERINf LOPPOPATI ON 19B 5. . TAPE ! JINI11 JIN121 JIN131 J IN141 IN(51 IN 161 JIN ISI JtN101 JIN 191 JfN 1301 2 1 H 1 J 0 J C 0 S 0 0 ' JO UT I II JOOT u1 .1131 I.UT tI I IP 1I JI IOU,I6I .LOUT I II 11 BI ux l nl JOLT II OI I 2 0 0 JU 0 p 0 0 JD 0 0 N YMTI11 NSCTAT121 NY1.YI31 R.RS1141 NSC RI151 3 4 0 0 0 NATE`F1SL PFO. G11E1 EN1 RY . SO RUNOFF MODEL - Mhe user .-I MAS F RAINAGE "AH FDI.IN E-YEAR EVENT, FV11YE➢EVEL11RT CONDTTIONS ON SH 1AN0 ONLY N/ ANNEVSER PUSCN MFSTE I RN OF TIME 1IRRY IPPO I NSEGRASI LN TI%E INTERVAL IMINUSESI 1.IS ].0 PERCENS OF INPERWOUS ApEA XA ZERU UESENTIDN UR,TR FOR Iq RAINFALL STEPS, i E SIMEE INIERVAL IS 5.00 HINUSEB FOR RS'.. NHRRRF I RAINFALL HISTORY IN INCXFS PER HOUR .39 .ST '39 .64 LSl 2.0, I.1B ,TI .q2 .IT .11 .15 15 .19 .39 .13 .li .10 .1J .II .16 FCP PAI NGAGE NUIIDSR I pAINFALL 'A I.UR1 IN INCHES PEP HOUR '2I .JI 35 .60 .t5 1.96 2.65 1.ID .g5 ,l9 .IB .I] .Ifi .16 .l5 .34 3 "1 .12 .12 1 AnDe user Ru sc0 HASTEN OR NAGS PLAN FILE: AEN1-1U2.IN 2-YEAR FVENT, FULLY DEVELOPED CON➢ITIONS ON AE LAN➢ ONLY N/ ANHEUSER BUSCB HA SIR Anheuse,Busch Master Drainage Plan les Ry Associates 2-year,Developed Conditions,Input and Output ModSWMM Page 3 016 f ¢VEAPEA GUTTER WIOTN APEA P..l SLOPE IS DANCE FARpp IIRFACE ETOMGE(t Nl NF ILTPATI ON pAtE IIN/11R1 WGE VX➢EP O INN HOLE IFTI IAC) IN Tuts. IEl/DTI NPER PEPV. E MP6RV. DEE, h1%IMVN N NVM DECAY M N _2 R D .D .0 .D300 T.016V .d50 I.100 .300 .Si IN500E NO 200 OB 299 D.0 33.6 i0.0 .0360 .016 .250 .100 .300 .1. .50 .00180 1 ZO] 23i 3220.0 19.8 90.0 .0200 .D16 ,230 .100 .3p0 .51 .50 .003 B0 I 22 022 3030A 3➢.6 5.0 .0320 .016 .250 ,100 .300 .11 .10 .pp180 25 25 2012 D.0 129.1 96.0 ,v I OD .0]6 .211 tD0 .JDO .51 .50 .00180 I Ifi 26 13512.0 15Z1 50.0 .D 20D .Olfi .]50 .IDO .300 .3l .50 .OD1 0 1 2] El I2600.0 12.E 52.0 .0260 .DIE .230 .IDO .300 .il ,50 .ODI00 I 90 5Do 21g1 .0 81.6 E2,0 .0300 .016 .250 .IDO .JOp .51 ,50 .001 E0 1 1 91 29 20093.0 99.5 )0.0 .0100 .016 .250 ,100 .300 .53 .50 .p0180 92 222 0291-0 2EA ED, ,0100 .016 .250 .300 -300 .51 .50 .00300 ]1 93 39 11p 2.0 26.E .DIOJ ,250 .1 p0 .3D0 .Sl .50 ,00100 1 99 30 0169.0 Ji0 SD.O .0300 .016 ."0 ,300 .)00 .51 .50 ,p03 E0 30 930 I5455A 25.0 E0.0 -0ISD .01E .250 .00100 I 31 31 535E 0.0 3B9.5 E2.0 .0230 .p16 ,290 .300 .JOp .51 .50 .p01E0 1 32 32 3i P0.0 213.3 SS.D ,02Ol .It, .250 .IDp .300 .51 .50 .pO 1 1 39 i9 I1316.0 128.5 02.0 .O.0 .014 .$50 .100 .300 .53 .50 .00100 tDTAL XONRER OF EVECgiCNXEN It, IS T03AL }fl IEOIARY APEA IACREE I. 12..6G l Any.eul EETcN Illl ¢ pEL NID E PWN Ft LE: A¢ - D2.IN 2-Y EAp EVEN i. FULLY pEVE LO pEO COXDI T TONE ON PB LAXpFONLY N/ ANXE VE¢R Ep 3CM MgSTE I C TfllurTY CNECp FOR EUECATENNEXT ROUTING IN U➢ENR2-PC NOOEL ` WA3EREXEp AREA IACpESI IZq 4,600 1 TVTAL PAI XFALL ft DI EDu ,9)E IDIAL TNF3LTMTION IINCXEEI .339 SOTAL NAIEPE NEO OU SFIAN IINCHE61 .SP 1 TOTAL EUXFACE EIOPAGE AS END O1 5]A0N ITPCX ESI .062 ERPOR IN CONTINVITY, PERCENTAGE OP RAINFALL ,000 ➢ METER o NAGE P F1 LE: A➢Np_FO2.IN 2_ e seYEAPDV6M. FULLY D.11pPD CON➢IT IONS ON AE LAD ONLY W/ ANHEUSEE BUNCH METE GVTTEp GUSTEE Npl Wp XI➢THsE INVERT EIOE E OPEN OVEP➢ANR/EVPC HARGE NUNPEP CONN¢[S!ON OR pI OED,H SLOPE tl0RI2 TO VEPI MANNING DEpTX JE I FtI LIFTI (F /M I R N IFT) 1 925 E9l 6 PIPE 1. .Op IO .0 .0 .001 .OD 0 R EPVOIR EIOPAGE 2IN ACRE-PEE, VS 3PILLWAT OVIELON 9.900 2E.]925 I9.i00 162.] 31.D00 212.6 59.300 392.0 131.900 llE.B$9 0 1 CHANNEL1300. .O v30 .p35 229 25 p CHANNEL W.0 I10. .v030 9.0 q,0 ,035 9.00 0 1 i26 E91 12 PIPE ,0 I 1. .0010 .0 .0 .001 .DD 0 R¢E ERVOW ETOPAD ¢IN A[RE-FEET VE SPILLWAY OVTFL OW .000 .0 2.000 T.OOD ] q I6.900 1D.5 31,500 19A 51.100 22.4 09.900 29,fi 129.9 p0 26.9 17J.000 2E,1 2}$,300 200.) $99.]00 519,9 315.J00 921.2 09l I25 0 I ,0 I .O010 .0 .0 .p01 10,00 0 9l0 $6 2 2 PIP¢ .0 1- .1010 .D .p .ppl .00 .DID E MGE IN ACRE-FEES VE E ItLNAT OVI FLDN 0 .000 O .0 6.E00 36 091 0 1 CMANNELa E 55.0 2110. .DOJO 5.0 q.0 .035 6.00 0 231 891 0 CHANNEL 75.0 2600. ,0030 9.0 <.0 .Dll 6.00 0 E91 426 D ,0 1. .0010 .0 .D .D0, IO.. D $2) 26 0 1 CHANNEL qD.O 1690. .0030 4.0 9,0 .035 5.00 0 0$6 32l 0 3 .0 1. .ODIO .0 .0 .00] ID.OD 0 21 "ID 1 CHANNEL 20.0 I500. ,0030 q.0 9,0 .D35 9.D0 p$20 E36 C 5 PE 1.0 250 p. .0030 .0 .0 LOD 0 PIOVEMLON EA 2EE0. ,0030 .040DJ 928 E20 3 3 ,0 1. .0010 .0 .001 30.00 -1 DIME IN X E INFLON I "O .00P V .O 90.o. .o E29 225 0 3 .0 1. .0D10 .0 .v .OD1 0 29 E29 0 9 CHANNEL 5.0 3520. .0050 10.0 10,0 .035 5.ED 0 235 29 0 ptRRF LbA SO D.O 3520. .ppSO BOA 100.0 .095 S.Oo . 9 CHANNEL SA 2910. ,p090 ID.O IDA .035 S.OD 0 30 029 p i pVEE, ON 100A 29t➢, .0090 00.0 100A .Dql S.OD 12.0 1950. .0090 q,0 4.0 .p35 q.00 0 500 RPLOW 92.0 195p. .0090 1p 0.0 ID0.0 .095 5.00)0 0 5 P1 P 9,0 3200. ,0030 .p .013 9.OD 0 2$2 29 E pVEPFLgI 0.0 3300. .0030 q.0 4.0 ,090 ]00.00 1 CHANNEL 3D.0 5500. .0040 3A 1.0 .OqD 100.00 930 30 9 2 PIPE .0 3. ,OOID .0 .0 .001 .OD REE6EV0]R 9IDMGE IN ACEE-FEET VS 9PILLNAY OUTFLOW .11, .0 .`OL .0 .2M .9 L100 I., 2.E00 113 9.ED0 1,5 Anheuser Busch Master Drainage Plan Ayres Associates 2-year,Developed Conditions.Input and Output Are. Page 4 of 6 r C 41c 0.I i100 29.0 6.100 19.5 234 23l 0 I CHANNEL 11.0 2650. .00 JO 31 231 pSNN 4.0 q.0 .035 6.00 0 1 CHANNEL 15.0 280 p. .003p 9.0 1.0 .035 6,00 0 232 B26 0 1 CN,N,r 25.0 I630. .INU 4A q.I ,OIS 6 00 0 32 232 0 1 LXANNEL 50.0 3p00. .00]0 9.p q.p .035 5.IS 0 33 033 .0 1. .p010 .p .p .001 10.00 it XE IN q5 VS INFLON TN CFS -1 .000N .0 .1. .3 .]9p .q00 1.2 ."a 2.2 470 3.S ,520 ).0 90 Iz.] .6W 9 Is.i .]00 2 .92P 9.9 1.980 4.]2.100 2.B 3.050 .B 9.P0 .1 qB.000 .0 290 B]3 16 It NO 3N HAS V9 INFLON IN CFE .001 ID.00 -1 t .Is1 .0 "0 .J .530 ,9 .600 2.1 20 6.1 .B]0 6.0 1.ID0 9.0 1.920 3.q 1,950 2.5 2.230 2.1 9l0 L6 3.100 .9 4.921 .t 40.000 .0 913 1 CHANNEL 20.0 2060. .0060 1.1 Lq .035 50.00 0 14 239 0 1 CHANNEL 15.0 1900. .0030 9.0 9.0 .035 0.00 0 B39 ]9 0 3 .0 L .0 30 .0 .0 .003 ]O.Oc 0 Z36 BJq 1 ] CHANNEL 55.0 IPi .p030 9.p 9.0 530 0 1 035 6.Ov e IN 00 2 CXANNEC 5.0 1'00. .p090 9.p 4.0 .035 q,00 0 3 .0 1 .p010 .0 .p ,p01 1p.00 -1 TIME IN HR$ v5 [NFLOX SN CFS .000 .p g0.000 .0 9]5 2J5 [ME => 3 ,0 I. .00. .0 .0 I MRS VS INFLOW IN CF3 .001 10.00 -1 .000 A .110 .1 .5]0 ] .BOO 1.l 1.110 ILO 1.230 1L5 1.530 20,0 1.950 16,9 2.190 13.5 3.930 10.> 2.x30 1,9 3.030 5.l 3.300 J.0 3.600 $.] 9.500 1.0 0,000 .1 48.000 .0 936 236 24 ] .0 I. .0010 . -1 SINE IN .1 VS INFLOW IN 00] 10.. CF$ f .000 .p ,550 .1 2,930 7.0 2.000 9.0 3.t60 1, 3.Sc 9.5 3.920 9.220 9.3 5.100 I.) 6.950 i,3 0.550 I , 10,250 5.9 11.9 B0 9 l 13.2 i0 4A 14.120 9.0 15,930 ➢.9>0 3.3 rt,lu 3.0 22.D0 2.8 d9.p00 2.] 28.000 2.5 3p.000 2.4 35.000 2.3 90.000 2.2 3) 23l 12 .p O0 ,pW 10.00 -I' TIt6 IN NRS VS INFLOW IN CFE A00 .0 .3Bo 3 .2 .qt. 1.9 .520 6 .,Or 10.0 1.010 5.1 1.5>0 2.5 2A00 L) ].050 .q 3.630 .2 9,510 X .p 90.000 .0 J .p 24q 33] IE 1. , . . i E IN X 3 VS I FLON IN CFS 0010 .0 0 p01 1p.00 -I .WO q .pN .530 .2 .650 1.I .>00 I.5 1,100 ]0.)LPO 919 1AU 0.> L500 7.1 1.1 5.0 2.110 13 1.050 1,]3.500 1.3 3.900 l 5.150 .2 11 000 .Op IO 0.1 .0 .001 10.v0 0 022 0 1 CHANNEL 25.0 1110. .00gc 1.5 l.q .p35 10.00 Us l2 0 3 .0 I .0010 .0 ,e .Opt 50.00 0 02B E]1 .0 1. .0011 .p01 IO.ON III V IVEE SI ON ro cmTEq NUNBEq 03p - r AL p VE B1,NNIEO a IX "I '0 .0 .000 .P s00.ao0 .c S 11,000 2O.0 ba0.o00 69.0 650.op0 113.0 7111 oo 150.0 ]S O.p00 203.0 "a 000 299,0 850.000 29i0 900.000 J92.0 950,Op0 301.0 IO p0.000 g35.0 B30 z20 0 1 .0 1 ,00I0 .0 .0 .001 1p.00 l3 020 0 1 CXANI6L 20.0 1110. .0020 1.1 1.3 .035 IO,ep 1 033 >3 0 3 ,0 1. ,0030 ,0 .0 ,001 10,OD p 011 11 20 3 .0 3. ,p010 .0 .0 .epl ID.00 -2 TIME Xca VS INFLON IN CFS .000 .0 .,NO 0)c IIL4 1.100 135.2 1.3E0 "I's LBBO I65.2 2.fi50 Ill.] 3.020 ]52.1 3.150 9.480 139.0 5.600 ]39.q ),800 1]O.J 10.1 1 )q.00O 126.5 H0 II8.3 IP.000 II>.9 15.300 I21.1 29.250 00 26.E O.., 121.1 It.000 121.3 126.0 28.0 TOTAL ryVXHEP OF oil Iet5/PIPEs. 45 i INI- ee Bvsch F NANTE gA1NAGE PLAN 0 ILE: ANNP-F02.[X z-YEAA EVENT, FULLYOEVE60PEO CONc ITI'NSON AB LAND ONLY N/ µNEVSER BVSCH MAStE AR0.pxGEHENt OP SUECAICN ,,.µ0 GUt tEP3/PIPES GU STEP Sfl IOVSARY GO'a IEP/PIPE 6 4] IEU.1 SV O.A.IA CI 2 229 0 0 0 0 0 0 0 0 0 25q 0 0 �0 0 0 1 0 0 0 g1'A 6 B 22i 0 0 0 0 0 p p 0 26 0 1 0 0 0 0 0 0 0 g14.0 21 0 0 0 0 0 0 0 0 P 0 2l 0 0 0 0 D 0 0 0 0 ]1.B 29 ]35 222 0 0 D 0 0 0 p p 91 93 0 0 0 0 0 0 0 0 159.1 30 SOO 430 0 0 0 0 0 0 0 99 0 p 0 0 0 0 0 0 0 I9),fi 31 0 0 0 0 0 0 0 e 0 0 3] 0 0 0 0 0 0 0 0 189.5 32 0 0 0 0 0 0 0 0 0 0 12 o O a O 0 0 0 0 0 zv.3 33 0 0 0 0 o 1 0 0 0 0 0 p 0 0 0 0 0 39 e31 a 0 0 0 0 0 p 0 0 34 0 0 0 O c I 0 0 c 11J.3 3] 0 0 0 0 0 0 0 1 P p 0 0 0 0 0 p P 0 O O l2 031 0 0 0 0 0 0 0 p 0 O 0 a 0 p 0 0 0 0 1 ,0 n B]3 0 0 0 D 0 .0 0 0 0 0 0 0 0 0 0 0 v 0 O t9 aq] p D B o 0 .c p o P D o a o P o o a P 0 P 0 .c+ 222 p 0 0 0 0 0 0 0 0 0 2 p 0 p 0 0 0 0 0 0 2e.q z2i ex6 o p e 0 v 0 0 0 0 00 0 0 0 0 0 o 1 0 286.1 320 030 0 0 0 0 0 0 0 0 0 0 0 o p 0 e o 229 ez9 0 a 0 e 0 0 0 0 0 0 o p. p 0 0 0 0 0 0 3o z.3 v1 z34 31 0 0 0 0 o p 0 0 0 0 0 0 0 232 J2 a p 0 p 0 0 0 0 0 0 0 0 0 0 p 0 0 0 213.3 23+ 31 0 p 0 0 0 0 0 0 p a 0 0 0 0 0 0 o 1 0 Iq J.3 z 3ss 93s D vo p n p D o P p o P p e a p p 0 P o .n uB p o 0 0 0 0 P Anheuser Busch Master Drainage Plan Associates Ayres 2-year,Developed Conditions,Input and Output MDtlSciMM Page 5 of 6 f vl n x9+ e 0 o a 0 D 0 0 zm a 0 0 0 a 0 a D 0 19.B 294 a a 0 o a 4 z5 2s 0 0 0 0 0 0 o a a 0 a 0 0 0 0 0 0 0 431.4 zs 093 0 0 0 0 0 a o 0 v o v O 0 0 0 0 0 0 0 Oozs +ze 0 0 v v v o o v 4]0 0 0 0 0 0 0 0 n v 0 30 0 0 0 e 0 a e 0 0 3s.0 us a 0 a a a s 0 I 936 c a o 0 0 0 a 0 0 a 0 0 0 O 0 0 D 0 0 0 .0 ITS v 0 0 0 a e 0 D 0 0 20C v 0 0 0 0 0 0 a a 33.6 soo 6na v o D o a v D a a 90 v o o v o p 6vU e 0 0 0 0 0 0 V 0 0 v 0 a 0 o v 0 0 0 .0 t exz n o p o v o 0 v 0 v r v v e o a 0 n 0 v IBs ex6 a xze z32 0 0 0 0 0 v a 0 D 0 v D v 0 0 0 0 216.3 azs 4za >3 a a 0 0 0 0 0 0 0 0 0 0 0 0 0 c 0 v .0 az9 z9 Ja 0 a o a 0 n 0 0 0 0 0 0 0 0 o a 0 0 30 x.3 a3a 0 0 v 0 0 a 0 0 0 a 0 0 0 0 0 v 0 0 C 0 .0 B31 e11 0 0 0 0 0 0 0 a 0 0 0 0 0 0 0 0 0 0 0 .a 833 3 z90 +4 0 0 v 0 0 v 0 a a o 0 0 v 0 0 0 0 .0 E34 231 z37 0 0 a p 0 0 0 0 0 v 0 a 0 0 0 0 0 0 19.6 641 0 0 a a v a o 0 0 o v 0 0 o v a e Ell ne x33 0 0 0 0 v 0 0 a 0 c o 0 0 0 a 0 0 a B0 x.6 e9+ 4u 42fi v o o a a v v a o a o o v o v o 0 o Ix34.o r Anheus p[ EUSCN IMEIEP DRAINAGE PLM FILE! .-FC2.IN 2 YGR evEM, FVLLY N.,MOPEO EONDISI ONE ON AE "N ONLY M/ MXE VBEP ROECH MAS SE • PEAR FLOWS, 9TA,ES PAG WON 6TOM OF G S}EPE MO OE}EN}IUN pMG • NOSE :E TWELIEEA ENFISMGEO MENENi ANO :D IMPLIES A EVRC-LM OEYENTOe FACt LILY VM MCE PEAR ETAGE TIME ELEEENT;IYPE ICFEI IFTI IIN-F TI IICV/MINI 25:1 191.x 1,0 26:1 13E.B 1.0 t9. l:l 56.9 1.1 0 19. 29:4 81.B L6 0 95. ( 30:4 59.9 1.1 96. I 31:I ]15.3 1.3 0 9 32:1 33:3 6,5 IOORECT 'LOW) 0 10. a 39 IIO.B 1.0 0 0. 3+:3 9.9 (pI RECT F UW) 0 i3. 11:3 1fi 9.1 (D SPELT FLO, 2 e. +z:l }9:1 169.3 1.1 t SB. 2xx:L .e ,q a B5. x :3 14.3 IOI PECt FLOW) x 21 ]a. ' 22>:I 116.0 229:1 SBB.S 0 9f. 23 :1 P1.3 D2:1 99.1 1.E 0 13. 239:I 89.9 0 59. x 35:9 11.6 + 1 49. x 36:1 9.9 .x 9, b+;l i.+ 29 c:3 6.1 (LIREC} FLOW) 0 50. 299:3 30.1 (D I PE4i FLOW) 416:1 11.1 ,U 11.9:0 x 15. 926:x 14.3 .0 33.q:D 499. 93 R:3 .0 12 PELT FLOWI 0 0, 9]0:2 .0 1.39 x 9. 435:3 x0.v (.S." F NW, 1 12. 4363 5.5 I.S RECS El. 1 ]5. 411:2 ,0 IS, S C0:5 93.2 ,0 IDI WEN} FLOW, 0 0. B2x:3 1691 (p I RECS FLOMI 2 S. E25:3 I35.fi Ip3 PECt ELOWI 0 49. 920:J t69.1 NiI MIT FLOWI 2 3. E 29:3 1BO.7 IOIRECT FLOM) 0 46. 030:3 .0 Ip WELT FLOW; 0 0. • 8IT;3 169.3 IO1PECt FLOWI 3. 833:3 169.9 IOr FLOWI 839:1 23.9 or PELT FLOW) 0 96. 891;3 165.I LOT NEC} I= t ES. R91:] 310.1 REFT FLOWI 9. 891:3 +4.3 (OIRECS FLOW 2 15. MNES GPM MOGFAM ONLLEO J Anmiuser Busch Master Drainage Plan Ayres Associates 2-year,Developetl Conditions.Input and Output MotlBWMM Page 6 of 6 Anheuser Busch Master Drainage Plan 10-year, Developed Conditions MOdSWMM Input e MASTER oRAINAGe PLAN E: Asne-E01 D.rN ]0-YEARrEVE T, FULLY pEVEIVISo CONO S TI ONS I ON AB LAND ONLY W/ ANNE VIER AVECH MASTEp PLP A)'fes A..... INS.. nev l sl one , !q90 0000 1. 2 1. 1 N FAC I LI TS E6 - 0.99 0.56 p.65 LO➢ 1.39 2,69 9.0> $.02 1.2] 0.>I 0.60 0.52 0.39 0.31 0.35 0.39 0.32 0.31 p.30 p.29 O.ze 0.2) 0.26 O.xS 0.96 0.51 0.60 1.p1 1.29 x.5p 9.51 1,BB 1.13 C.6fi 0.56 0.40 0.3E 0.34 0.]3 p.3E 0.30 0.29 p.28 p.2> 0.26 0.-2 0.21 0.2] 1 -2 C.Olb p.25 p.l 0.3 p.51 p.5 0.0010 ! AD OR AI NAGS BASINS S S AB IANV O NZ, EA NS vlcb tlevel apeE impervi aua f[om VCEI OO EP 3 ip0 9 Is>B 21G9' 33.6 90. ,016 Atltl 0asln 2p1 antl 4. . . 93> 1 201 u2 3220 Iq,B 1v ,Dl, 1 z2 022 1020 10.6 5. .D32 I 1 25 2528120129.2 96. .p1C l 26 26 t351215i1 50. .020 1 2> 2Il 26B0 12.B 12. .111 • 6pt1[ A ... 29 into true Oa¢tn a-90-91-92-33-94 AV- [wl¢Lon 10/2D08 I 9p 50025939 B],6 6x. .010 1 91 292 BB 95 39.5 ]p. .010 r 1 92 xu Bx4] 93 29 11R2 26.0 Sp. .Dln 1 ]010164 35-0 11. .Oln Retluce0 'S. azea of Wain 30 and in d..... t. area of Basin 90 A,.. avl¢3 vn lO Rp08 1 3D 9]S 5A5 xs.D Bp, .pt5 . EI l 315356018cl 6z. ' ,p21 r 1 32 323)1]C213.3 55. .020 J 93)3161z0.5 P2. .030 ND Arenas[ ...D p[vpei Cy EASI NS 0 0 I' To" "I' - NELD CANAL IAN-N- --In REGIONAL E%ISIING OSIDNIInd PONOI ' 425 All 6 2 1. 0.0 28.] 19,7 162.] 31.0 P2.6 9.3 392.0 tan n3A.8 E%I E23 CE 8 antl CE 229 - o changes [o rst lnq tll-""on • 25 425 9 9,0 1100. .002 s 0. 0. .01E 0.5 u.p +1IS .0 SS 6. ], ,035 6.0 229 25 1 4.p -I10. .009 D, 0. .016 0.5 3. .035 5.0 CE 25 antl CE x29 - sing d naions tom 'SAID... 25 425 1 [B 5,0 tl 1100. 1 2 29 25 1 6p.p ]]I➢. .003 q. 9. .OJS 9.p 65 RR POND ' PINiO2 lA 91C111IS1vdl SAAIgn - 311 -1, scai aqe, exl s c... outlet. lops.Vod apt l lvay 0.0 0.0 2.p 2,1 ].D 1.9 16.9 13.5 31.5 19.0 53.) 22.624.6 129.4 26.9 111.8 2B,1 231.3 200.] p99.> 519.9 315.3 921.z ell 225 3 1. 2 YA CONCEPTUAL POND - Da IrN 200 9]B 26 0.0 O.D 6.B 9.B CE z6. CE 211, anJ CE 2P re ADS ¢er Bu scM1 Mya[e[ P1 26 B91 1 55,0 2110etl tltmO nei op¢ - q ,SlA 6.On 231 B91 l 15.D 2600. .Sol 9 9, ,n35 6.0 091 q26 3 2z] 26 1 10.0 1690. .003 9. 4. ,035 I.. Bx6 2Z] NN CORNEA I OF CA AND MOUNTAIN VISTA OAIVE _ Aemwe 3nadvrztanc pond 427 421 B$6 ) 2 0.0 0.0 I,.z t10.9 ]V.T 1n0,D 20.9 200.p 21x ]00.0 23.2 9SD.0 29.0 No. 0 CE 'e] [evl s etl dI-nai on¢ - Anheu¢es ...TN Md stet Plan CE x20 Mon st sin Vista 04' tll a, Pil ell ne - MApu¢e[ Bo- Mast.[ Pl An n a26 1 za.S 1s00. .poi 9, 4 .03s 4.1 226 Bzb 5 I.0 1100. .1. 0. 0. .pv 6.0 6 d 250r. .., 1 'S".. Nytltvgraptl from AER"D - ONO .zd EIORIEOM PATIO NONEE OFF-N"s AECSONAL OETENISON POND -I 920 020 O,D. p-0 5.95 0.0 5.65 l.t 5.10 2.0 6,08 2.5 6.25 2.6 6 62 3.0 7.02 2.8 9.ID D.6 ..S. 0.4 I1.DE S.2 1 R.0p 0.1 12.90 1.. 11.01 1.0 24.SO 0.0 B29 229 L E%I6 TING CE x9 antl CE 235 29 E29 4 5.0 35z0. .009 30. IS. .035 S.n ,0D,0 1520. .1" AD. 101. D. 5.0 ,IS 23 q i0 2910. .009 I0. 10. .035 5.0 IS1e S,1`I .009 B0. ]00. .045 5.D • _hanged Cci c om "dIn o[ cE ]0 [o rer-C[ revised nl--1 d-111 - Ayms WlSDB 0 B29 4 12.0 1950. .Do, 1. S. 35 910 Anheuser Busch Master Drainage Plan t 0.year,Developed Conditions,Input and Output Ayres Associates MotlBWMM Page 1 of 7 I Is.0 19". .so+ 10a. ma. .04s 5.0 ' Aatletl CE 500 equl vat a n[ [o CE oil �plpel Py[ea •99 matlel .a Ttlaea CE 22S equl vale O 0 9' 090 Sp0 nt1. CE 222 A a0] 4 , .0 ea •99 mo 22S 29 1 ID.0 55 a 0. .p0q 3ei 3. .OiO t➢0.0 • ANXEUSER XUSCY, on-s'. DETEN}ID. PpNO r i,a 30 9 o I. O.p O.z a9 1.1 1.1 2.E 1.3 q.a 1.4 1, 0.9 5.1 Ms A NN CpRNEP OF AR Et@AN xMENT gryp NpUNTAIN V15 TA pPi VE - Xewv¢ 1nflEve[i a nt pofltl q31 f 931 $al 11 S 3, p.0 o.a 9J Ed 1s spa.0 I5.1 +p0.o 2'.$ 600.o is ,Ms 00a,0 20.9 ]000.0 21.fi 1211.1 22.0 I31, $u2 160 o.p 04.E 1000.0 CE 239• CE J1. ana CE z32 iev tl e [ EuscM1 N an 239 2J1 1 15.0 MO. 0. [m0031oeq oJS Pt aL ei 6.0 13I S31 1 q5.0 2E 00. .003 9• $ [E32692 - e V¢ SnaEve rt a n[ pontl I q9. .a03)55 wS2 } . . ID 66.,0T93Of R 0 3R$mo 1 0.0 o.p 53.9 0.0 is, Its,0 CE 3$ [e.i sea Ot mena5 ona - e[ Plan 1 32 $)z 1 0.0 300043P[ ,o03h Naa[q. 9. .p35 5.0 nfl ox Xy tlrog[aph 1-A9gEylp - CE 33 -1 33 033 19 3 0. 0.43 1,0 0.30 O.a a.23 a.l 0.35 3.0 ] 1.42 11.5 0.65 2a, p.0] 30,E 110 36.5 L42 31,1 1.q5 2p.413.0 3. Lq ).30 O.E 0.61 0.1 2q,0 0.0 I nE l ov Xya[ograph (Tom ABPEVIO - CE 290 2+a 833 }0 3 1. 0.00 0.0 0,3E 0.0 0.23 0,0 O.JS o.2 0.93 1.1 0.53 3.] 1 12 19.5 0,0] $9.5 1.10 ]l.6 LSl 30.3 L92 }P.} 1.95 I).l ).33 s.9 J,9E 3,E 5.30 LB 6.25 0.) 1,30 0.$ 9.50 0.0 29,00 0.0 )9 0i$ I }oA za 60. .006 1.1 1.q .a35 10.0 • cE 31 [¢vleea el men alcna - Iis, r a n Maaf ei elan 1 23+ 1 ]s o 1400, C65 flP SPLIT - XEXOVEO 9ql 9-00 9q2 11 l 1. 0,0 O,o s.0 1.t )Oo, 97.0 00a.o 120.2 ' 1a00.0 19i.I Ms.. 461.6 190a.0 ]i9.9 1s0a.0 3de.9 • t]0141 ;Zl.l 18p 0.p g6l.E $p00.0 520.E ' 991 ]a 3 1. 9i2 2)9 3 • CE z3d and CE 2]) `--od al men sl ona - Mnau eeT 9oacn Ma elan })6 BJ4 3 55,0 $3] 034 1 5,a 1500. .004 4. 9, .035 i.s • NOPTH pf }WME US EP BUSCH ado CRSJ l n]1a6 a0 tlS1Or a2h 3lr om._40REV 10 - .. 600 - No ai-1 [ge tlurinq 10-y[ event 0.00 a.0 29.00 1 0.0 of tox Eytl[ograph !i om g V10 - (Rao 4]5 I -1 +3s 23s zp J IP o.e0 a.o p.9s p.s 0.5] 2.4 a.0p 13.6 1.10 26.4 1.32 29,2 1.15 31,9 }.9l J4.0 3.03 36.3 3.68 32.1 9.58 35,9 5,1) 335 9 .E$ 31.2 1.21B 29.4 3. I➢.6.E3 ].]3 4,0 BA2 95 ]10. 29.G0 0.0 IgOPTH OF CRS, ss aps, xR qNo Cx9 I n(l ow Mytl[p9[ap0 £rnm AEPEV 3o�'o - ppNp 936 No.d 11p atl tlea 936 $36 20 3 1, 0.00 O,p 1.33 ,9s 76A }.10 II9.fi 2.93 159.0 2.1] l)SO 3.}5 1)l.a 9,5E 131.3 0 69.8 1.02 30.2 ]3.3 0.20 ] .]3 31.E INRas 1 IDN IOP I 13.)CR9 ANO CPS} 9,0 }O.Oa E.$ s9.o0 ).0 • ^ Inflow Xyarog[aph f[om aaREVla - ppNp 93l semi- lnaav¢itant po nE 437 T n it ow HydrogT apA from.A60EV1a - ppNp 411 1 93l 23] 1' - 6 3 1. 0.00 0.0 l) 1.0 LS] 5.} 1.Po 39 6 . 1,95 q6.1 i,90] q0.] 1:21 95.E3p.6 ].05 1 .6 q 30.9 q E] 0.t 5.63 5.5 10.)]0 J.a 3t0E S,) of low Xya[og[aph I- APBEVIO - PONp 00 - no oe[tl ou [or 29 u[9 1.E • o.ap a.p p.po o.z 1n[l ow xrarc9[aph e[am A9Revlo - ce 3] l -1 -) 2P 16 3 0.00 p.0 0,35 1.5 Al 93 3.9 0.53 11.3 0.fi5 O.BI 2$.E .10 16,3 1.2E 15.6 1.6p 0.0 203 5.9 }.92 3.3 3A00,3 29,.00 Is Inflow XytlT o9upp (Tom. ABPEVIs - CE I" -1 $4+ S3] $0 3 1. 0.00 0,0 1,93 0.1 a." 1.2 0.11 5.5 -1.9 1.10 19.3 1.17 9L0 1.42 93.fi Anheuser Busch Master Drainage plan Ayres Associates 10-year, DEelo Vpe0 Conditions. Input and Output Ayres s.ti Page 2 of 7 f t.56 q6.B 1.82 95,1 y.p 33.9 3.0E 2].9 3.E0 IB.I 3.90 12.3 9.50 B.l 5.10 6.1 6.35 t i38 Li e.61 O.E 2q.p0 p.0 ]2 PY0 1 25.0 IS)0. .ppq 1.5 J, .035 10.0 33 )2 3 N V:STA SPILL FOM NO 8 r 030 B3P 63I 12 3 1, 0.0 0.0 500.0 0.0 550.0 2S.0 W0.0 69,0 1 650.0 i13.0 700.0 IB8.0 )50A 20).0 BOOR S11.0 850.0 295.'v 90D.0 )@,0 950.0 )8],p 1000.0 q]5:0 830 226 3 1 )I 628 I 20.0 Ilt9 002 035 63X 3 3 1N In flay yQe ograpp fi om. gAAEV10 - W 891 841 lq i8 3 1 ,.IS 4 0.0 0.q6 1 00.3 O.BY ]0.9 1.18 20],0 . 238.8 L83 259.4 2.38 296.1 3.90 IlLS .1. IB4.0 5.62 Ifi 5.9 6.]0 1E 8.0 B.O 195.E 9.51 192.3 12.00 139.p 36.10 135.9 • 19.81 139.0 ENO ANNEYSEA B'J6CM pORSI ON OF MOEEL 0 0 ENYPRUGRAM Anheuser Busch Master Drainage Plan 10-year, Developed Conditions ModSWM Output ENV3 RONMENiAL pppPECTIDN AGENCY - STOPM p'TET MANAGEMENT MODEL - VE PE ION PLI YEVELOFQp BY XETCALF r EDDY, INC. VNI'JE P6[]Y pF FLORt VA NAtEA AESJVPCE9 ENGI NEEE P9, INS.. I9 EpRE XBER 19)01 VPVffiED EY DNI VESEt TY OF FLOP[OA IJVNE 19]]1 pYDROLWIC ENGINES Rt NG CENtER. C09pS OF ENG I NEEPE M1350URI P[VEA pI V]SI ON, CORP6 OF ENG INEER6 (BEPTEMEeq 19)41 I VR J. ROYLE ENGINEEEtW CURPOAATIDN (n,, 1S,,, JNLY 19S5) APE D AEB IGNXENT6 SIN I11 JMS1 JIN131 TIE... JIN151 S3N 161 JINI II ""'IBI JSN111 IINIIPI 2 3 0 0 0 0 0 p 0 0 UT lli JW i{21 JOUE 131 JO'Jtlgl JOVT 11) SOOT 161 JJUt I)1 JOYT I JOV1191 JOUT I301 + 2 0 0 0 0 0 0 0 0 NSCM'fIII N CRATI21 NST.1II ..EAT191 NSCPLT III 3 n 0 0 0 WATEpSNEp PROGRAM CALLED ENIRV PA.E 70 1.1 MppEL ••• ' Anpeveee E L MASTER Gpp I.E IL# TILE: AV,VP-FDIc.IN I O"V AR EVEMT, ELL" DEVELOPED CONDITIONS ON AB LgNp ONLY F/ ANNEYSEA SU,NASI NWOEP Op TINE STEPS 111a INTEGAATt ON }INS INTERVAL INTNVIE91 1.. 1.0 PERCENT OF xHpEEVIpUS AREA NAB QERU DETENI ION VEPTN 24 A 'EEg L STEPS, i INTERVAL IIME IS 1.00 N:WI. FOR LE PA INGAGE ... 1 NAIN .L LIStORY P.1 ]NCXE9 PEP NLS, ,SE .65 1.09 I.39 2.69 .60 52 .36 '] .35 .39 ,32 .31 1.1, .29 Anneuser Bused Master Drainage Plan Ayres Associates 10-year,Developed Conditions,IniNBt and Output MotlSWMM Page 3 of 7 r FOP RAINWOE NNAEEA 2 RAINFALL HISTORY IN SNCNES PEA NO. I.Oi 1,29 2.3E 9.53 1.E0 1.13 .66 .56 .,a .36 .]q .D .32 .10 ,a, ,10 .27 Ao pe UlL RISER MASTER PRETENCE PLAN FILE: ARM-FOIO,IN ]0-Y PAA EVENT. PuLLR OEVELOM, CONOt TIONS ON AN LANE ONLY X/ ANMEIER PLACE MAST 1 50AAREA 6 ORE8 XIDTM AREA PERCENT ELOPE -"I-" FACILA NENWFAC. STLAAGEIINI -NFILYEATION pN/rypl WEE a- E OR MANHOLE IFTI (ACT 1WRNEV. IF2/FTI IEME'. ERV IXPERV. PEEV. IMEM MINIMM NE. RATE NO -2 0 , .0 .030E .016 P250 .1 p0 .30E MXS! .50 .001 B0 200 9l0 29q 0.0 73.E 10.E .016E .016 150 .200 .30E .,I .IT .00I BO 1 201 23] 322 p.p 19.0 00.E .030E .pI$ .25E .I pO .]00 S] .50 .0010E 1 32 022 105 p.p 30.6 S.O .032E ,016 .2 Sp .30E ,3p0 .51 .50 .pp 100 1 13 2s 2012 p.p 129.3 q6.0 .0100 .016 ,35E .t00 .JW .11 .50 .00I BO 26 26 135i 2.0 1551 30.E .02p0 .p16 .25E .]Op .30E .51 .50 ,0018E I El T 1260p,0 12.E SLp .026E .0I6 .25E .10E .300 .51 .50 .p0100 1 90 SOp 25939.E 81.6 82.E .O p0 .016 .2'0 .tOp ,30E .51 .5E .001 Bp 91 29 28095.E 99.5 ]OA .010E .016 ,25E .10E ,30E .51 .5p .001 B0 1 I 92 332 B297.0 29.4 10'. .EICE ,p16 .25E .I00 .30E .S] .5C .OLE, I 93 29 AB2.0 21.A Ir.O .0100 .016 .25E ,10E ,3p0 .51 .50 .0010E 1 99 30 Ip169.0 35.E 1P.0 .010E .016 .25E 100 .30E .51 ,50 ,p01 B0 30 930 5g45.0 ":$ 80.E At50 ,Olfi ,25E .ION .30E ,5] ,Sp .0010E 31 31 53580.N 104.5 02.E .OT 10 .016 .25E ,INN .30E .11 .SO .p01 B0 1 32 32 3]I]N.E 211.1 55,E .p200 .016 .35E .10E .3pp ,51 .50 .00I Ap 1 39 39 31316.E 128.5 121 .010' .11, .25N .30E .30E ,51 .50 .p0180 1 TOTAL N MBER OF $E.CATOHMNIA, IS TOTAL TRIEOTANY AN EA ""AMI, 1294.60 I ALL.-' B�ECN MAAREP RAINAGE PLAN FIM: A PM_,10,IN TO-YEAR EVENT, TILLI' EPN"L "� WNOiit ONS ON AN LAND ONLY X/ ANHENSER BESCN EAST • CONIINOiTY CNECA FOR aIBCATIOLNEMS R.MN IN O.A.,-PC HOPPER XATERSMED APE, IACRE51 1299.60E TOTAL RAINFALL 6NCNE1I TOTAL INFILIMIION It NCRESI .931 TOTAL WATERSHED OUTFLOW IINCNE51 1.98 TOPICAL SURFAM STOPAGE AT EEN OF PIECE TENCHES) .01, ERROR IN CONIINUIIY, PERCENTAGE Cl SAINFALL .NE Anhe.s¢c N-1 WATME CES'NAGE P PILE! ABM-MIC.IN I 10-YEAR EVENT, NLLY DEVELOPED 'PETITIONS ON AN LAND ONLY N/ ANHEU9ER BUNCH MAST GDIIEA' COTTER NOP RI0TM IEYERT SIDE SLOPES OVEPRANN/SI1R ..E NP OP TIAM LENGIa SLOPE ..IL 2c NETT, MAN NINE O PTN NW4EER CONNECT t ON IFTI IFTI IFT/FTI L R N IFTI dN 925 all 6 2 PIPE .0 .001E .E .p .p01 .00 0 REAEAVOIP STOPPAGE i ACRE-.I VE SPILLWAY OUTFLOW 1 25 y25 ,000E .E N 9,90E 20,7 19.100N 62.] 31.00E Y71.I 59.70E 392.E 31.90E 70B.0 1 '..EL BS,p 11100. ,00]0 9.0 1,0 .035 1.00 0 229 25 0 1 CHANNEL 60.E I110. .p0]0 9,0 q.0 .035 4.p0 E 926 A9l 12 2 PIPe .0 .0 .001 .pp 0 PESEPVOIP STORAGE IN A[PE-FEET VS SPILLWAY OlIMLON A00 .p 2.0 p0 2,] T.000 L4 16.90E 1].[ 31.500 19.E 53.70E 22.6 09.9 p0 29.6 129.g00 26.9 1, 3.Bp0 IB.t 232."0 2p 0.1 299.100 111.1 315.,0E 9z1.2 89] 225 0 3 .0 1 .p010 .p .p ,0p1 10.0E E B 26 2 PIPE ,0 1. .Op]0 .0 ,0 E. .DO 0 1 REASPVOIP STORAGE 2t ACRE-MET V MCILWAY OOTFLOX .00E .N A 6C000 45B 26 89] O 1 CHANNEL 95.E 2110. .003E 1.0 q.p .p35 6.0E 0 2J1 091 0 1 CHANNEL ]S.E 26p 0. .003E 9.p 4.p .Os b.ON 0 227 426 p 3 .0 .001 20.0E p 22T .p I. .0p 10 .0 z6 I 1 CHANNEL 90.E IrrT .003E a.0 1 a .015 S.In 0 J .1 227 0 3 .0 1. .EOIO .0a1 Ip.Op 0 2] 111 0 HPE 20.N t900. .p 1, 9.0 9.0 IS 9.0E p 220 B26 0 5 PIPE l.0 2500. .003E .p .p .0t3 1.16 3 920 Op 0 OVERFLOPo B.p 2500. 020 .003E 1.0 4.0 ,p90 IOI.oO .0 1. .001E .0 .0 .OIl 10.0E -1 i IN NPS VE INFLOW IN CF$ .M .0 5.95E .0 5.65E 11 5.90E 2.0 1.O10 2.5 6.25E E.0 6.620 3.0 7.02E 2A 8.10E 1.1 9.50E .6 10.01E .4 11.08E".I,, .1 32.9E0 .0 16Ap0 .0 29.00E ,0 .2 Anheusel Busch Master Drainage Plan Associates Ayres to-year,DevelopEd COntlitions,Input and Output MotlSWMM Page 4 of 7 f ez9 xis E 3 ,° 1. .polo .O ,0 .am 1o.as P E9 BB9 0 q eve .0090 ]0.0 10.E ,035 5.00 ° OVEFELOW 100.0 3E10. ,0 ,a 6p.P 100.0 .°95 1.00 235 29 0 9 CH,9NNEI. S.a E910. .009° 10.0 y0.° tEl 5.0° ° 30 B29 0 °vMaELON 10a.0 2910. .0a90 01A I°0.0 .0q5 5.00 9 CIWMEL IE.O I950. ,0090 9.p CO .IE5 9,00 p i00 3p p 5 VEFFLOM qd.° t95a. ,0a90 ]0°_0 Ip0.0 .095 1.00 F IME 9.0 3200. .00J0 0 .0 .013 9.00 0 22d Ey DVENEI. 8.0 33a p, .OiIa 1.0 4.a .090 100.00 0 1 CHANNEL 10.0 5500. 00In 3.° I,0 .090 00.00 0. 9)p 3p 9 E Et Ee 1. :1110 .D .p .001 RESERVOIR si OPASE in ACRE-FEES VS EEILONAT OVTEI. .0° 0 9.4. 0° .a ,tOp .0 .EpO .9 LSOp 1.1 1.100 1., 40a° ].q p0 9.5 5.1 an d9.0 6.1OP 11.1 239 2It 0 1 CEMMEL )5,a 265a. .°030 4.0 9.0 .IEl 6.00 0 31 Ell a 1 CHANNEL ql.0 2800. .0030 4.0 4.0 .035 1.00 p 23E R26 p 1 CHANNEL ES.a 1630. 50 q.0 9.0 .015 I." p 32 232 ° 1 CHANNEL 10.° )000. .1030 q.P 4,° .035 5.°0 0 J3 833 19 ,0010 ,0 ,0 ,0°1 10.00 -1 ZS N£ [N NPE V9 1NFLON IF CF9 .OaO .a .180 .0 .23° .1 .350 3.° .9]0 1,9 .53° 20.5.65a 35.4 .Blp 36,6 1,1°0 36.5 1.420 31.1 1.950 20.4 1.330 a,6 ].560 5.3 5,10° E.S 6.250 24.000 .0 f 290 833 z0 ,0010 .0 . TIME IN HIRE VE INFITN IN T11 I, ° .001 10.0E -1 .000 .0 .1. a ."a .0 .350 .2 ,930 I,1 .530 I.) .65° 19.5 ea0 E9.5 1.100 31.6 1.Z)0 )0.3 S.REp 28.2 1.95p z,91° 11.3 J.33° 5.9 ].9 p0 3.° 5.100 I.9 6,25° ),JSa 17 .2 N.0°a .0 "T ' )4 ltJ 0 I CMANNEL 20.0 30ll. .0060 1.1 1.q .035 10.00 0 39 239 p 1 1HA 1 11.,1 I500. .p°30 5.0 CO .035 .to 0 934 )9 0 ] ,0 L .0010 ,0 .0 Db BJ4 p 1 CHANNEL 55.a .001 10.00 0 L ba 939 q.a 9,0 .135 6.00 0 00 510 Z 3 ,0 1 CHANNE 5.0 ISp p. ,Oa90 .0 0 .POI035 _. .G010 . 9. 1o.ao -1 TIME 1N xxs vs txe Low IN Ees 0 0 , .000 .0 2q.00a ° e3s z3s 2P .0mp .0 .0 .°ot IO.oa -1 IIME IN HRS VS INFLg9 i CF9 .00° .0 ,950 .5 ,5)0 2.4 .B°0 13.6 .1°0 EIA L220 29.2 ( 0 31.9 2.g30 39.a 030 36.1 Ba 31,1 ° 35.9 $.Bx° J1,2 6.28° 29.0 6.R3° 11A 1.I50 7,3 1,130 4.8 <16 21E 10.900 .6 29.O P° .0 T I!¢ IN xas VS Ix N '0 1' .°PIo .0 .o .0°1 In.ap -1 .O OO .0 EON I.6 a0 CFs 1.1 1.330 l.] L)80 z , . . laI3t..pi 1.151 )6.4 2.180 ,9]0159.8 t5B0 ", 5.58°) 02 13699,.68 550 19.3 B.2°° III.3 I°.130 II.B 13.6°° 10.1 I6.570 9.0 20,0°0 B3 2q.Ial l.8 3) 237 I6 3 TIME 1N Mal Vs INEL N IN CFS '0 .0°0 ,0 ,35° 1 5 .430 1.1 .530 1L3 .111 24.1 ,11O 21.1 .p0° NCA .9a° 22.6 1.10° 16,3 1.280 12.6 L420 L2 3.08 0 1 4.500 ,3 24,000 .° 299 23l 20 3 ,001 10.0a f Zt nE IN MPS V INFLOW IN CFS '° 1" '0°1E .0 .0 _y .a 11 S.1 .q30 .1 .53° 1.2 .65a 1.5 ,190 ]3.9 1.100 ]q.i 2l0 91,8 ]A20 95.6 1.SH° q6.9 1.E2o 1.1 2,q]0 3].9 3.110 23.9 3.5°0 10.1 3.980 12.3 4,500 5.100 96.] 6.25° 3.1 a,3B0 LS B.6a0 .6 29.000 822 al 0 3 I a. .0 1. .0010 .0 .° .pIi 31 ix 10.00 0 p 1 l..L 25.0 1510, .DD40 1,5 I, .p35 IO.Oo 0 8 0 2B .0 I, .INIl .0 .0 .001 B 831 12 a 10.00 ° 1. .0010 .P .0 .00t la.Oa B30 a1 VERSZON TD GUTTER NVNSER 930 - POTAL 0 VS pI VE RSED 0 IN CF9 .000 .0 50 p.0E0 ,0 550.0p0 28.0 6D O.OOa 69A 6W.000 113.0 ID°.00a IS°.0 150.000 203.a R00.0°p 299.0 BSO Ap° 295.0 9p0.°00 )42.0 950.000 l8).0 1°00.000 935.° 9J° 228 0 3 ,0 1. .00]0 .0 .0 .°O] tp.0a p 3 9'B p 1 CHANNEL 2p.0 l)10. .O pzp L1 !.3 .G35 1p.00 0 83] ] p 3 1. .p010 .°°1 8 91 aq 18 I ,° 1. .°Olo .° .0 ,001 1p.Op SI 1!a3 V INFLOW IN CFE -1 .ea S.a ,q BO ,3 .BEO 70.9 1.180 2PaA 80 1.JB0 2]9.8 1.BJ0 254.q 2.3 296,1 3,5400 211.5 4.4n 1B9,0 5.620 165.9 6,3°0 158.0 a.300 150.5 NUMBER OF GVITEP E/PIPES. 9l B.PO 19 9.sa0 142.3 UAaa 139.0 ICI. 115.9 19.B70 134,0 24.000 132.7 TOZRL Aahauser Busch Masle2 Drainage Plan Ayres Associates 10-year.Developed Conditions, Input and Output MotlSWMM Page 5 of 7 1 MM�ses BuaM P.A9TEP OPAINPGE PLAN pS LE;pN A. I've O.SN 1V-YGA EVPNI. FULLT pEVELOVEe CONGSPTONS ONLY W/ ANHEOEEA BVSCX HART APPINGEPoENT OF EOBCATCHMENiE ANC GVTTERS/PIP¢9 4LIIER TRIBUTAPV GVP3EP/P1PE TPtBUTAPT sVBAPEp O.A.IACI '3 339 p 0 0 v p 0 p a a 25 0 0 0 p 0 p O 0 0 931.1 26 q]B x3l 0 0 0 p a 0 0 0 26 0 0 0 0 0 0 0 p 0 Pq.B 0 0 1 0 0 a 0 0 a p 3l p 0 0 0 0 0 p a 0 ,+2.8 29 500 332 0 0 0 a a 0 0 0 91 93 a 0 0 0 0 0 p V S5 .3a 500 930 0 0 0 0 e 0 0 0 99 0 v 0 p 0 0 0 a 0 15i, 31 p 0 0 0 0 a a l, 0 0 31 0 p 0 0 0 0 a 0 a IB9.5 32 0 0 0 a 0 0 a 0 0 0 >2 0 0 a p p 0 0 a 213.3 33 p 0 p p 0 0 0 0 a 0 D 0 a 0 a 0 1 39 p3q 0 a 0 0 0 0 e 0 0 39 a 0 a 0 p 0 0 p 0 E93.3` 0 0 o a o]z 831 n o D p o o p 0 0 0 n 0 0 0 0 0 0 0 0 .o]3 933 0 0 a 0 p o 0 0 0 p o v 0 0 D a a 0 0 .0 T+ au o D o 0 a o V o 0 o p 0 2z3 0 0 0 o D p 0 0 a o 9z 0 p a 0 a D 0 a h, 4 zn eza 0 0 a p a p p 0 p 0 c 0 n 0 I D p a p 3ea.1 I zze e3a 0 0 0 0 a a 0 0 0 p 0 0 D 0 0 a a a 0 .p 1 129 Bx9 e 0 a 0 p 0 0 0 0 0 0 0 0 0 a 0 0 a 0 303.3 31 z3 01 0 0 0 0 0 p 0 0 0 0 0 a 0 0 0 p 0 0 3 .s z 32 3z p e 0 0 v v p a 0 n0 0 n 0 0 o p 0 a z13.3 z3a 31 o p c D 0 0 0 0 a a 0 0 0 p p a o 0 n 393,3 33s aIs 0 0 0 a 0 o D s D 0 0 v 0 a 0 0 0 a 0 .0 z3a 436 v p a o o a p 0 a a p a O D o o e ,0 33] 3] 39 za q 0 0 0 0 0 9+ 0 0 a 0 x01 0 0 0 0 0 0 0 19.8 p o 0 0 0 o p o a 0 0 o e p o D D 0 o p .D z 0 p 0 p 0 0 a 0 o a. p p o a 0 p 0 0 0 0 9z5 0 0 0 a a a 0 0 0 o e 0 0 0 0 o p 0 O .:0 +36 en1 0 D 0 0 a p o O a 0 0 n p 0 o D 0 0 0 epz.6 axe o o p 0 Q o o D n v 0 0 0 0 D o 0 0 Q o .o 0 0 e 0 a p a p 0 0 3D p p 0 p 0 0 0 a a 1s.p a3R a v 0 0 o v 0 q36 0 0 a o p p 0 a p 0 p a 0 p a a a v a .p nE D 0 0 0 0 0 0 0 0 p zoo 0 p 0 0 p 0 p p o 33.a sop Eap o a p o a a a p a ac. a o o a e p a o a ens apa o p o o a o 0 Q o 0 0 0 o D v o p o o .o exx ]] zza B2a D 9x 0 a p 0 n 0 o a c a 3rz a v p 0 0 o n pee 92E 13 0 0 s a a o D 0 0 0 1a.6 1 a 0 0 0 0 p o 0 p 0 0 o a o sea.l a D .o e29 29 30 o a p o a a a a o o 0 o D a c 0 oa o a p a a o 0 0 3oz-3 30 633 ate 0 0 p D 0 0 0 0 0 0 0 p 0 a a 0 933 33 xq0 ]9 0 o a 0 0 p 0 0 D p 0 a o p 93q z3a 23T 0 0 p v 0 0 D o v a a a 0 0 p 0 aq1 0 D o o a n 0 a Q o 0 0 0 0 0 o a 0 0 0 .o a" 26 331 n 0 s p 0 0 p 0 0 0 0 a a 0 0 0 0 0 102E 9nT 43s 93E 0 0 p p a a 0 0 0 0 0 0 a 0 a 0 0 0 lz".a Anlleuser Busch Master Drainage Plan Ayres Associates I0-year. Developed Condilipns,Input and Output MotlSWMM Page 6 of 7 AnFeS se[ Bss ch RAS?E pRA 1NAGE PL.V9 FtL E:�M.0 oO,IN 10-YEA0. EVE NTr EV L LY RDEVE L'JPED C 1TS ON9 ON qNp NlY X/ AN NEGSER EVSCX Mps? 1 CAM F OWs, srAFFS Axp siGRAOes OF GprrERs ANp vW revlt GN DAX6 ... TE :eL MPLIE3 A SVRCWACIEV ELEMENT ANU :O 1NPLIEF A BVRCXAp D DET6WT10N FAC IYItt NJEYANCE STAGE MGE TIME E LEMEX""0 I1191 "T, IAC-111 INWMINI 25:1 958.0 1,6 26:1 903.9 Is. 29:p 93.9 2 1.]3 0 93. 30:q I0 8.9 JLI 908,$ 2.2 0 39. / 39:1 301.E L] 0 42. D:3 38.6 Ipt-ITFLOWI I 34:1 3X6.z 3):3 25.] (pI RECT FLONI 0 q4. 29i$ IpIRECi FWWI 1 53. T2:J 299.9 2.4 53. 10 19:1 253.0 2.2 1 55, 221:1 19.0 .B 0 13. 115:3 199.0 Ip]RECS FLogl 1 41. 22]:1 3220 118:1 .0 .0 0 0, 019a 362.E 1.) 0 50. 51. 232:1 16 E.3 2.1 0 9, . 1 J 4:1 225.9 12 0 51. 2354 36.9 ,9 3 51. r 036:1 ]13.4 1.1 3 5. L1 59.9 1.0 I 31. 1 240:3 31.J ID[pEC[ ELpHI 1 244:3 46,8 IUI REC? FLpgl 1 35. 35:2 ll1.9 .0 21.LD 1 926:1 E6.3 ,0 9:G t. r 918:3 3.0 IOIRECi 1L.OW1 E B. uB:2 la .B .p z I 12. Ip[PEGS FLUWI ) ] 13fi:3 179.9 Ipt pECT FLGPI 978:2 1., .0 1.3:D 2 )q, 500:5 158.8 6.0 v 91, 600:3 .0 mvPEcr eY0W1 0 0. 11:3 293,5 IpI pECi FLOMI 1 53. B]6:3 36).] IWRE[T FLOWI p 96, 62B:3 194.6 ID IPWI FLTWl 1 54. BE 9:3 380.9 IDI PEG? ELOWI 830:3 .0 Ip1MCT FLOWI 0 0. 831:3 291, IL1.11 FLOW, S]3:3 295.E IDIp T FLOWI X 34:3 201.8 Or RErr FLOW, 2 893;3 2542 1D1TECi FLBWI 891:3 B]BA p1.0,ID FLOW, B9 T:] 199.0 I RECr 1 41 4], ENUP ppGgd.Y PEOGPAN CAL11O Anheuser Busch Master Drainage Plan s Associates 10-year,Developed Conditions,Input and Output AyreModSWMM Page 7 of 7 Anheuser Busch Master Drainage Plan 100-year, Developed Conditions ModSWMM Input mr T- iFemm MASTER DRAINAGE a -PD ln9_1N 101-YEAR EVEN}, FOLLY pEVEIApEp CON➢t TI DNO LON A8NWN0 ONLY W/ NINEpSEP BVSCH XASSEP PWN FACT L3 St E9 - Ay[e¢ Asw c. 30/2 p00 tevi sons 1152 pp 00 N %L00 1.iq 1.J] 213 n-F1 SA9 I." 4.12 nAl 1.16 1.22 LO6 L00 0.95 0.91 0.8'/ 1,111,11 1,111,15 0.13 O.ll a.19 1.61 0,9] 1.06 1.29 2.01 1.1, 5.13 9.p5 3.03 2.33 1.Jfi l.11 0.99 0.93 0.00 0.95 0.81 p.10 p.15 0.13 0,10 0.60 0.6fi 0.64 p.12 -2 O.rls 0.25 r.l 0.] 0,53 p.5 OA018 • Ap ..WAG. .M .l AR WND ..1.E ssS,.I el cp tlev¢lo p.G inryeavlo us £tom VCsl005P $00 410 2N0 13.1 11. .036 Atltl Ras In 2a1 and [ w poM 431 1 201 211 3$20 11A 50, 020 1 22 51. 1$1, I4,6 5. .,p32 3 ES ]520120II 9.1 96. A10 1 1 26 2613512155.1 In .020 t $1 21126In In, I, .p$6 9pl i[ basin E9 inm f1 Ve bast a6-9p-91-92-9J-99 Ay . 1-I.- 10/24p0 90 5p025139. 11.1 12. .010 1 91 $92I., 90., 11, .BID ] 9$ 222 8291 2EA 50. .ntl ] 9) $9 11 an nIA 50. .010 1 99 3p10164 35.0 50, . 10 Pe Evicetl !M1e F area of baa!n 30 atl Ina easetl C1e .tea o[ basin 90 gy[ea rev[5 on 1OR 009 I 30 430 5995 25.0 00. .c21 • ; 31 315]5A 03 Eq.5 02. .021 32 1.111p121.3 In. N. 1 3q 301316I2 S.5 92. .Is END Anbe use[ Ausep prace[cy BASS NS I 0 • Fun N 1 p WRINEP ANp -In CANAL IANILLM1IPEP 9YBCN REGIONN, E%TST}NG DES .Fe FONpI 925NT81, fi 2 1, c.c 0,0 9.1 29.1 11.7 111.1 31.0 212.6 11.3 392.0 111.1 13E,1 cslnllN6 CE 25 -n CE 229 - o cM1a nge¢ [o Ast i ng tllme vione I ; 25 935 9 4.0 1I p0. .p p2 t3.p u00. .40$ 229 25 4 4.0 1110. 13.0 I310. .p09 6. ]. A35 5.0 25 925 1 05.0 1300, .p35 4,p 229 25 1 60.0 1110. .4a3 4, 4. .p35 9.0 ' CK PP Iu. PONp 26 - Conceptual Deslga - 375 ­-Itstorage. exas inq wcle[. iri¢[ovetl spi l lvay 926 991 11 2 1. 0.0 p.a 2.p 2.1 l,p L4 16.9 13.5 31.5 19.0 53.i $2.6 8q.4 21.6 329.9 26.9 313.5 20.1 232.3 20 p.1 299.1 534.9 315.] 921.2 991 $25 3 • 2 YR CONCEFPWL roo. - .5$N NO 0 26 2 2 1. p.0 0.0 6,0 4.8 CE 26. CE $31. antl CE 2$l [e tll ms133o ns - Anbecser Busch Na st et Plan 2fi 991 1 i.0 21 1p. .0p3 4, 1. .p15 6.0 23] 891 1 15.p $600. E9 2 3 .003 C 4. .n31 6.p 1 96 1, 221 26 1 44.0 1.a. .p03 9, q ,pJS 5.0 826 22l 1 • NW CGRNEP OF CR9 ANp MVNSA ZN VI S}A DPtVE - Pemova Inative[c a n[ pontl 937 ' 927 926 1 3 1. 4.0 C:c 15.2 10.9 19.5 100.0 20.9 2n0,c 22.2 ]00 e3.2 qp 0.0 29.0 SOp.O ' E 21 [ ,ea tl3measlona - pobevse[ auslu Nasca plan • CE 220 Movoc sin Y a 89' tl pipeli oe - gnbeu set 8u¢cM1 N P1 an 21 026 1 1sc 20.0 15p 0. .pp3 q, C 5[p 35 4A 220 826 25U. .003 D. 0. a .013 6.0 8.0 25p0. .pa3 4. 9. ,a4p 1..1 I n tl or Nytl[ogta ph f[am.ABREY300 - O Nc q,I sTOAYBWE PATIO NAMES OFF-E}ic PEG}p1.TL DETENTION BONA-I 92a 820 20 3 1 P 0.00 0.p ],p3 L5 1.10 25,0 l,$1 115.0 L92 110.$ L55 195.E .lp EO J.4 1.Is I91.0 247 131A 2.0E ]01.0 3.33 62.a 3.65 91.1 ;95 381 L R 21A 5.13 20.2 5.65 16.6 6.25 19.4 0.61 0.2 I." .50 l.1 I2.00 4.1 829 229 3 E%IST ING CE 29 and cE 235 29 929 q 1.0 112, .nr9 I1. no. .035 5.0 p0 2 9 095 I.0235 29 5.0 2910. .Op 30. 300. .035 5.0 • CM1 an9eE W[com vl 100e 0CE A091 p, tefleR r B0tl dulp0 5.0 I dee 39 5 q 3p &9 9 t12.0 1950. OOS vise 4. 4 035 y[gyp 30R040 Anheuser Busch Masser Drainage Plan Ayres Associates 100-year,Develaped Conditions,Input and Output AyMotlSWMM Page 1 of7 i 92,p 19s 0, .009 0 lop, .pAs s.a Aeaetl LE sop egmvazenr to cs vl IPI FeI Ayres ^99 motl¢1 500 3p s a.p 32 p o. .Apt I. 0 .it" 9.0 sense CE 121 equivalent ta CE 222 Ayres 199 meni 222 29 I 10.0 Is I1. .p 04 3. 3 AnaEV . .04p t00.p SEP BYSCx us ITE .'sn"on srso r 00 3p 9 2 8 0.0 p.0 p.l p.0 0.2 0,9 1,1 1.B 1.3 qA 1.9 9.9 BA 5.1 39.0 NN CORNEA OF RP E6IDANHMENT ANO MOTA IX ViS TA 4PI ve VE - Remo rna tivet[ant I.re q31 ' 1931 131 11 1 1. VN 0.0 p.0 q.t B.1 I2.5 200.0 I5.3 1 I ra.a2 14 .0 1128e1.0,0 MI ]800,0 <E Ill1. 1'' anp III 23 1;1em - BvL Nstet P1 239 III 1 5,0 003 1. 1. 135 .31 Ill 1 45.0 IAM 00 s. q. 035 ,I 816 1 25,0 1630. , 4 60 £ LR9 - Remvve .n pontl t12 93$ 2R ] 1 1 ' O.I 0.0 52.9 0.0 69.9 ]00.0 CE 31 revlsee tltmeneivna - .1 v¢er an, ,rM1 Maa[er Plan r 31 232 1 1-I 3p00. ,rr1 .035 i0 n23ar Xytltagr aptl l£S vm AEPEV 100 - CE 3] , 0.1E 1.2 0.23 I.ss 10.1 9p3.9 0.3s . I 192.5 3 32 1.11.11 60 4 0.6 0 . 5J J.33 39. m J.6E .1 S.ID R.5 6.23 45 I.J 9 X 2 9.67 1.1 9.50 p.5 II.le 0.1 I n£tou ytltl f[ ]00 - E 9p - v l.0 1 0 240 33 0.00 All In l 0.0 0.1E 0,0 p.23 0.3 0.]5 2A p.93 5.1 I.53 38.3 0,65 9l3 O.B> 91.] l.lp 12E.2 L3l 3]9.6 L91 131.9 195 9e.o 2.91 69.q 3.J3 13.6 ].90 In, 6.0s 2.2 >,31 B,6> 1.3 9 833 1 2t.0 2060. 0 9.006 1,9 ..1 11.0 CE J9 i e elms nsl a na - Anne- Evsctl N I - ae[ Ilse 34 ¢239e 1 "1 11.0. .001 l. 9. .035 6.0 C65 PP 9PtIT O. - PEMOVEp 991 9q0 111 p pA 260,0 0.] 410.0 9).8 BOO.p 128,2 1000.0 196.$ 1200.0 259.> 19Ir,0 III.. 1s t0.0 368.9 ' 1100.0 g21.1 180p.0 961.6 2p p 0.0 520.8 . 141 842 134 3 39 ] CE 236 aa1 CE 1]> [ev3aetl tllmans3 ane - AMmaeI Bu scn Ma¢t er Also 236 EJd 3 s5.p ] I'. ,n03 9, .035 6.0 23] 1 39 1 5,0 1IsIl ,Op9 9 .035 q.0 H OF ANHEV9 EP -sn ANp CR51 Intl" xytl c 0g raptl £rem.AXREv100 - IgNp Epp -t in s00 20 3 Min p.0 1,51 L2 1.E1 3],) 2.01 65.8 135 18B.t 2.>3 89,9 3.08 B].4 3.35 82.3 3.91 68.9 9.92 SE.1 5.28 38.9 6,18 2A.0 6.EB 4.4 >.3E 11,6 2.20 B.3 6.t 481 "or 1p.l] 2.9 12.00 0.0 1.11 vv1 Xye rvq[aptl 'I- OL SE%IDO - p U5 -1 935 AS 20 3 r 0.0p 0.0 OAs P2.1 0.11 1.0 0.50 29.2 1,9$ 1 35.5 1,65 9fi.5 1 95 5A.6 2.tE ]9,1 2,43 99,E 2.]] Ilp.9 3.03 2p 9.) 3.38 224.1 3.fie 116-1 L58 165.E 5.8E 99.1 6.28 93,0 E.83 89.0 A.98 It, 22,01 31.$ HORTN CF ER52 BETWEEN pp 0 ... In".. xyEm1-i'n From. VCst00EP - '.1 136 11 11p added 1 - 436 236 20 3 1, 0.ro 0.0 0.82 ..1 1.Is Inq.0 1.1> 113.1 IA1 692,q 1.l] 100 p.0 .95 1t13.1 2.18 158.1 2.93 1135.9 2,9> 92L8 332 111.1 3.11 1558.. 4,5E ""'.il S.I, III, " 3>6.4 I.ro VIA 6.15 ]99,6 9.pB 61>,6 10.>3 66>.9 11.Op b]0.1 • SNTEREECTION or CP9 µp C0.s2 "I'll XyemgvapM1 fmm Ai - son. 411 - remove lnativercant pend "I r - 93l 23> 20 3 1 p.00 p.0 0.65 2 •• S L91..B9120O 3$891299...99 V25C.,92p E8)%]00 1-2 5Po21...2 vn[£lI0sv61..[1vt 12 p60.u9t0 5 2Bq88.,. E 1.27 29 . O.P 218.l05 1 2 9I 6 Inf10u Hyerro-le £rm].]E 6.1 9 12.05 0 -3B 23l 1 3 0,p0 0,0 p.00 0.2 of l0e Hy et Oq raptl Ir Om YCSEN 100 - CE D 1 3] 237 16 ] I aq103t I',30,9 0 81,] 0 B9.3 L6 1 2 qq.]O 20 . 0 E 60 2e.d 3,6 3 Anheuser Busch Master Drainage Plan Ayres Associates 100-year,Developetl conditions,Input and Output MotlSWMM Page 2 of 7 f xy.7 zoh cram vcsexia0 - E z99 r -1 299 111 19 3 pA0 O.p 0.q3 1]O.].p p.53 6.2 p.65 IP.3 OAfi qi.3 1.1p 10 1,R] 239.9 1.92 R51.9 1.5P Ze O.I 1.92 2q i.6 2.q1 Ill.] 3A5 11a.R 3.11 ]1.8 3.9° 53.3 5.10 2L5 1.3E 5,6 8.61 2,fi 9.50 1.5 1, l2 6R2 1 25.0 1530. .O p1 1.5 1.9 .aJS Sp.O MTN VIiT BF A SPILL FON No 6 BJO 82B B31 1 L.0 p.p 500.0 1 0,0 550A SB.p 600.p 69.0 650.0 11 ii.0 1p0.p 156.0 i50.0 2" B 60' , ¢50.p 295.0 9p 0.p 392.0 950.0 301.0 lOp D.O 935.0 P30 en 3 1. l3 42P 1 20.0 I110. .pp2 oit XyC[oqr app [tom ABPEV 100 ' NOD6 691 l B91 i9 SO 3 1. 10.00 0.D 0.18 4.9 1.07 3i9.1 I,IP 36°.6 1.36 399.3 S,1J 309.p ..I 181.9 3.02 ,9 .a3 3¢6.9 J.qO 314.3 3,15 31q61.E ]93.6 3,11 b9A i6E Rq].2 6.30 2I9.2 1,30 195.3 • °.9a 1 9,] 9.5] P0.3 IO.IS 169.P 12.p0 161.2 END ANHF,a.e NEON PORTION OF MODEL 0 ° i ENDPP OGPM1V Anheuser Busch Master Drainage Plan 100-year, Developed Conditions MOdSWMM Output NNIr LBNENTAL 110..111II Au¢X_S - "IRN NATER .11A1 nsxl MODBI - veusl ON eF.] BEVELOPEO BY NESALF NNIVEPSItt DF FLOR[OA XATEe N.BF. ENL}N.i 1NC, IS¢PIIMBER 19101 1 NPBATEO BY DNNER¢IlY OF FLORIpA IJNNE 19131 HYOpOLW I[ EWINEFPIN, CENTS P. CORPS OF ENGINEERS NISSONPI a". BIVI¢IOX. COPPE OF EXOMEEP9 I¢EPSENHEft 19191 lAPE ON DI. A1I4NMENTR BOVLE ENGINEERING COpPopAT IOX (.,N 19E5. .NLy 19651 JIN(11 dIN 121 J IN131 [X 1q1 IN I51 IN 161 d}Nlil "Nl61 'i.01 JINI1pl R 1 0 J a ' a J D p B B p JOJl 111 uT 121 JOO1131 pI(ql ]OUT I SI ur(6) ILL"I1 JOHT(9) ➢OBT191 JON111p1 JO ° B p p p NSEMlIII B.I.,121 NSCRAlI3i `BcNOF l ql HEF.F11) NAT_B9:i E0 P.. C,,leu ENTRY MADE TD IF,", NOBFE N MUL., DPA}NP.6E PLA4 FILE: ABMP-FDI°°.!N 100-YEAR ¢ , FOLLY DEV¢LOPED CONOITIONB CN AB LAND ONLY N/ ANXENBEP EILL. Me, NNMBER OF TIME 6TEYM I15R I NTESRP11- TS XE IMFL.L ININNTESI Lap + l.B P ENT GF F.r,l IONS C ,P, . "NO pES ENl ION LF'r. 29 RAINFALL 5 EPE. T ERVAL 3 N E,00 N OTES FOR RA3 U.. I... I pAI.L1 HIBTORY }N INCNFE PEpHONN, l.p° ,19 1.33 2,23 2.89 5.99 9.91 9.12 2.q9 1.46 LSS 1,06 1.00 ,95 .93 .Pl .B9 .B1 .1B 13 .6l FOR PA[NWGE NNMBEP 2 PAI NFALI Xl ETORV IN INCHES PER NOVR Anheuser Busch Master Drainage Plan Ayres Associates 100 year,Developetl Conditions,Input and Output Motl$WMM Page 3 of 7 f .93 1,D6 1.29 2,01 2.69 511 9.25 3.81 2.J1 1.36 1_68 .91 .93 .6E .SS .El ,10 .Is .13 .]p .66 69 Anhe uy ec E,,L, -,TEE OBAINAGE PLAN FILE o ABI@-FDIll.IN 1➢0-TEAR EVEN,, FULLY DEVELOPED LONE]iI pNE ON AB LANI1 ONLY W/ ANNEESFA EIISCN NAI I SOSADES GHTIEN WIDTH AREA PEACE,, SLOPE ASSISTµCE FACT. SIINFACE ITOMGE IIN) NFILTFATIDN AATEIIN/NRI WGE NVI:BE, OR NPf010LE IFTI (ACI V IFT/Fil IEPEE,, PER,. NNW, I. ES,. pAEIN. FINIEUN DECAY PAtF NO-E 0 .0 1 R0 .03D0 .016 .25A .IDO .3pp .50 TOO LET 200 qlE 2940.0 33.fi 90.0 .Im .016 .250 .p00 .300 ,51 :10 .00100 I 2p1 23l 3220.0 19.8 s0.0 .C$00 .m6 .$50 .I00 .300 .52 .,A Am EO 1 22 B22 I0540 10.6 5.1 .p32D .I,, .250 .IIA .,so .11 .,1 .p0190 1 I25 25 11120.0 129.1 96.p .m00 .Olfi .250 .NOD .,A, .51 .50 .I"Ec 1 26 26 1353 E.0 I55.1 50.0 .0200 .p16 ,250 .100 ,)p0 .5] .50 .pOIEO 1 2l 2l 12680,0 l$.E 52.0 .0260 ,O1fi .25p .100 .300 .51 .Is .00160 I 90 See 25939.0 BA6 B2.0 .Ol Op .1, .100 .30p ,51 .50 .00I00 91 29 2E895., 945 1,.I .1,Op ,01f ,250 .100 .THIN .51 .50 .DO1 B0 1 92 2SE E2q].0 26A 50.0 .p100 .016 ,250 .IDO .300 .5l ,50 .OHl E0 9J 29 T82A 2fi.B 50.0 .p100 .01f ,Ilc .1. 300 S. .Is .D0100 1 99 30 Ip 169;0 35.0 50.0 .0100 ,016 250 .l Op .300 .1, .50 30 9]0 591i0 25.0 800 O15p .'I, .250 .100 A0180 1 .30p .51 .50 .00160 1 31 ]1 535 E4.0 IB9.A e2,. . 0 .(210 .01, .250 .,ADSIT .11 .AD .00180 32 32 3lllOq 211,1 ".1 .1111 .IIA .250 .1. .30p .,1 .10 ,OOI BO 1 34 39 3'1316.0 128.5 02.0 .0100 ,0,, ,2,, .100 .300 .5] .50 .00180 1 TOTAL NNNEEp IF SIIBCATCNNEE), 15 rmu IRIEDTnax AREA NACREsI, 12a9.ED Anhe�see Eusch ]WASTER ONA HADE PLAN FILE: ADEP-IH100.IN III-YEAP E UL EVENS, FLY MVELOPED CONDITIONS DO AS LAND ocul N/ AN AFF E E,F NAE CONTINUITY CHECE 'OF SVECATCNNENT HINTING IN Up5NN2-FC MODEL ENFEOTNEO AREA NACRES] 294.600 TOTAL AAINFALL ]INCHES] TOTAL INFILTRATION IINCRE51 ,500 TOM WAIERSISO OUTFLOW ]INCHES] 3.099 TOTAL SUAFACE STORAGE Al ENO DF STRON I[N,NsE, .O6$ ERROR IN CONTINUITY, IFICEN,AGE OF RAINFALL .111 Anheo sec E h MASTER OPAINASE PLAN : AENP-Fp1N0.IN I IDO-YEM SVENL FULLY DEVELOPED CONDITIONS ON AD LAND ONLY W/ ANHFUSER EVSCN NAE 1 N i}ER GO,Fas NDP NP to IN INVERT "us RWPE. IFINHONN/FURORROE D9BER CONNEC,I ON IPA LONG TN SLOPE IP I2 10 I pRPT.4 JN (FTI IFTI ..HE L P N IFTI 925 89] 6 2 I PIPE .0 .0030 .0 ,I Is,EONFAIR STOPAGE IN AOSE-FEET VS SPILLWAY D." . ,000 .0 I..1 21.1 ll.lII 162.1 37.IDO 212.E 5q,300 392.0 I31.900 l3 E.E 25 925 p 1 CHANNEL ES.p 3100. .003p 9,0 9,0 .p35 229 25 0 1 NANNEL 60.1 SI11 .00]0 q.0 4.1 .035 CIS 0 92I 61, 12 2 pt PE ,p01p .0 .p .Om .00 p RESERVOIR STORAGE 1N ACRF-FEE, VS 9PILLNAY OLDIE LOW 1 .p00 .D 2.IOA 2.1 1.000 7.4 16,400 13.5 31.500 19,0 S3.700 22.1 09.400 24f 124.1 0 21.9 113.S" 28.1 232.Us SO.I 299.1D0 111.9 315.300 923.2 09] F25 0 J .0 1. ,0010 ,1 ,D .111 IO.Op 0 4]8 26 2 2 PIPE 1. .Ocle ,0 .p .Opl .ON 0 ERVOIP STORAGE IN ACRE-FEFT VS 9PILLNAY DOIll. 1 S .00P .0 6.IsI q.R 26 E91 0 NANNEL SS.D 2110. .0030 9.0 9.0 .p35 SAD 0 231 NET p I CNANNEL I5,0 2600. .0030 4.0 4.0 .035 6.00 0 891 426 0 3 .0 1. .ON10 .p ,0 .Om 10.00 0 .1 26 0 1 CHANNEL q0.0 1690. ,D030 9,0 9.0 ,035 A,Op p B26 22] 0 3 .0 1. .AD1l .0 .0 .031 11.1 p TH P B2fi 0 I CNANHCL 20,0 1500. .0030 q.0 9.0 ,035 4,00 0 220 B36 N 5 PIPE l.p $50I. AHIA " ,O .0ll 1.00 0 P/EPFLON 0.0 2500. ,0030 1.0 9.A .Dq3 III."92E 820 .0 1. .0030 .0 .0 .p01 II.Is 01. T N NqE Vs INFLOW IN <Es NE.O DO 0 1.030 1.5 LIDO 24.p LPO I15.0 1.9'e0 170.1 1.550 195.E 1.7 00 203A 1.950 191.0 2.9]0 131.4 2.E20 101.D 3.330 12.E 3.651 3.980 38.1 T'Ol0 l.q '.Ill 11.0 1,111 IS., 1.250 19.4 B.6]0 Q0.2 9.500 l.1 14 at' 29.1 Anheoser Busch Master Drainage Plan pyres Associates 100-year,De,elcood Cuiridbons,]loin Intl Ou1pW MoaSWMM Page 4 of 7 ez9 2z4 0 3 .B 1. .valp .0 .0 .vm .v0 z3 929 4 <xAN19EL s.0 35m. .0090 l IC.o .O3s 39.00 a OVEPFLOw to . a32a. .0090 eO.p to 0.0 .09s s C MANX .p0 235 39 p 9 EL 0.1 J910. .pp90 ]0.0 10.p .035 S.pO 0 OVEPF LON 1p0.0 29ID, .0040 80.0 100.0 .p95 500 )0 829 0 q CXMNEL 13.0 1950. .0090 9.0 9 0 .035 1.,00 0 ( 500 30 0 5 PIOVEPELOW 52'0 1950. .pO qp 100-0 100.p .09s 5.00 FE 4,0 320p. ,1.14 .0 .0 .013 4,11 0 .V `TIOw 4.p RpO. .p030 9.0 9A .090 100.00 322 29 0 1 CHANIIEL 10-0 5500. .0090 300.00 0 930 30 9 z PIPE .0 PESERV03R 5IDR9G6 .p IN PC E-1.1 VS SPILLNAT.200 OVSEWN 9.900 B.9 5.100 d9.p 6,900 1 339 231 0 I CXPNH¢L 1s.0 261550. .0030 9,0 9.0 6.00 0 3] 331 1 CHANNEL 95.p 2000. .p03p 9,0 q.0 .035 6.00 p 232 026 0 ] CHANNEL I. I 1630. .00I. q.0 CT .035 6.00 p 3E 332 I CHANNEL Sp.O 30a 0. .0030 q.0 9.0 ,035 5.00 p( 3) en zeNIT LIME VB INF LCN IN CEE 000 .180 1.2 .230 I.9 .350 22.5 .610 90.E :1% 195.3 1.ID0 160,0 LAH 111.q L9s0 ]09.9 $.9':0 12.1 3.330 3q,9 3.111 1,1 5.100 B.5 1.211 45 i3B0 2.3 0,6]0 Lp 9 spp .s u.0p0 .t ( 290 033 2N F310.00 -1 IINE I ¢RB VS IN LpX IP CF6 ,3 .)Sp 2.0 .q30 5.1 .530 IB.3 .650 41.3 .810 9L] 1100 12 P.z LIII 139.6 1.420 13IA I950 96.0 2.91p 69.4 3.330 2].6 J.980 10,6 S.IpO 4.0 B.6 Tp .3 9.SOLE .I 19 B33 0 I L d0.0 2060. .0030 1.0 L4 .035 1I 00 0)9 339 0 L CXANNEL 5:1 ]400. ,0030 q.p q,p .p35 1.10 0 639 34 0 ) .I 1. .001I ]0.00 0 z36 B39 0 I ss.v Is 1s. .p09p 9.0 9.0 .035 L.00 0 231 e)4 0 I [HANNEL s.0 3s00. .p04p 9,0 4.O .a3s 9.00 0 boa spo zo .p 3. .8010 .o .p .pm 10.0a -1 f TINE IN xu IN .I Lw t C0 F3 5�0 O . 2,010 6i3 2.200 2.$.1 09.9 3.08 B2.3 3.3s0 6B4 . 20 .111 11,I1 30 11, N.2 1.020 1.1 9.830 4.410.110 1.9 12.000 .0 ]IME IN NRs VE 3 NFLOX }N CFS .000 .p .150 2.1 .111 9.0 .800 29.3 2.131 32., 3.030 19.5 L 650 96.5 195I 50,6 2.]00 11, 2,g30 99.4 2.T30 1".1 3.030 2".1 3 d80 $39,1 3.680 3311 q.5B0 165.E S.B2p 99.4 6.2B1 93.0 6.830 09.0 S,q BO s5.0 iz.000 31.8 936 236 $p 3 .0 1. .0030 .0 .0 .001 10.00 TINE iN Xp3 VE IXFLOX IN CF -] .000 .0 ,820 5 3.2 ]ASp 211.1 3.510 111, 920 692.4 1 130 1000.0 ].950 119.1 2180 Ill1.9 3.4 0 1 1I35.9 2.111 921.8 1.111 69fi.6 1.,. SSB.I 9.500 ggq.9 s.100 J991 s.III 316.9 .111 513.1 6.250 359.6 4.001 611.6 10.130 661A 12,000 610d 31 211 1L 3 .0 1. .IrlO ,0 .0 .001 IIAO -1 ttNE SN M0.5 VE INFLOW IX CFS ,23p 1.1 .350 b.B .q]0 13.3 .SJO 3IN, III 89.q ,1 39.I ,E00 09.5 ,0]0 81.z ].100 54.E 3.280 91 ] L600 29.9 2.111 30.6 L420 9.0 3.080 l.6 5.100 .5 114 111 T 19 3 :6 IN NP VI 1NELOW IN CFS .110 .0 ."I 2.0 .530 6.2 .650 10.3 .190 47.3 1d Op Pp.O 1.III 221A 1.420 251.9 I.580 M.] I.111 191.6 2.17I 111.1 3.011 Il O,z 3.500 T.e 3.930 12.3 5.100 29.5 62s0 10.9 1.380 I, 0.610 I, 00 I.5 E22 11 0 3 .0 1. .00!0 .0 ,0 ,001 10.0 p 12 E22 0 1 CHANNEL 2s.0 1530. .00gI 1.4 .035 10.00 0 131 12 0 3 .0 1. .p 010 i.p .p .001 1p.00 0 B$8 631 32 3 .001 I0.00 330 OIVEEEI JN TO GUTTER N N¢EX A30 - TOSAL p V6 BIVEpTEO 0 3N CF530 .0 .0 .000 .p 500.000 .0 550.000 2..0 60I.000 L9.0 6EOA00 113.0 TWAIN 353.0 1 s0A00 203.0 E00.000 299.0 850.000 295,0 900.000 392.p 95 p.000 301A IBa0.000 935.0 8,0 220 p 3 ,0 .0 .001 I0.00 0 3 83E 1 CHANNEL 2p.0 I130. .0020 1.] 1.3 .131 I0.00 0 B33 T3 0 3 .0 L ,0030 .p .J Ap] 1p.00 0 891 14 20 3 i INFtOX IN E IN HPS V CF6 .000 E.0 .q00 q.9 1,011 111.1 I,111 )B3.0 1,300 311,3 2.11O 3E9.0 2660 3B 5.9 3.020 3B6.9 3.ll0 DE.3 3.150 P9,9 4.030 III, 9AB0 391.1 3,110 219.9 5.630 2..2 6.300 2191 ].300 195.] 8.910 119.1 9.TO 320.3 IO,1s0 16 q.E 12.00a ]61.2 SOSAL NVH¢EP OF GVITER9/PIPES, 95 J TE cx MASR OMINIO¢ PLAN ILE: AE -F p100.[N 3 p0-1- EVENS, FVLLT 0¢VE LOPED CONO}IIONS ON AEHLAN. ON11 N/ gNNrIIER EVBCH NAE AAPANGFHEM OF 9V¢CATCNMENTB ANJ GVREPE/Pt P¢3 W STE 225I¢VTO Y Gll EP/P)PE0 T 'OITART EVEPAEA A.ll-' 0 0 0 0 0 25 0 0 O Anheuser Busch Master Drainage Plan Ayres Associates 100-year,Developetl Conditions,Input and Output MotlSWMM Page 5 of 7 I z6 4]e zn p o ° p p v p p x6 e o 0 o p ° o o na.e n 2 z9 as qz o 0 0 0 0 0 ° v 91 93 a o 0 o v o o p _v p s a o lsan 44. lz 6 3+ p a p v o a c a p p 13 0 0 0 ° o p v o a ian,s 0 a 0 0 0 0 0 0 213.3 r 3a a3a 0 0 p p 0 0 p 0 39 0 0 a p 0 p 3l v 0 p 0 0 0 0 0 p 0 0 0 lz 93l p 0 0 0 0 0 0 0 p p 0 0 a o p 0 a p ]J e33 l9 941 122 0 0 p 0 0 zfi a p p 0 U 9z 0 p 0 0 0 0 p 0 v ze.9 m a p a 0 0 0 p 0 a a 0 0 a 0 0 0 0 p 1 0 296,1 z2s ezi o p a p v o p o ° o p o o p p o o p o 30z.n z31 va Jl 0 p p o p o 0 p p 0 0 o p a C p 0 0 3n.e 212 Dz 0 0 p 0 a 0 23a p 0 0 p a e p o 0 p 0 0 0 21J.3 f 39 0 0 0 p p 0 o 215 c o 0 a 0 0 0 p 0 a 0 Iu.3 0 p 0 0 v 0 a p 0 0 0 0 0 0 0 0 a p z35 4a15 0 36 o v 0 211 10 zq4 0 p 0 0 0 0 p 0 zm a 0 0 p c 0 0 p p 1s.9 24o p o o p p p o e p o p o a o p p o 0 0 zao o p a p p p p p p. p p o p v o p p 0 0 0 9zs zs v v ° p 0 v o azf. 991 0 0 0 0 p 0 o 0 0 0 0 p p 0 0 0 0 ae o v o 0 c o 0 p o p o p 0 0 p p c 0 p 433 0 o a o 0 0 0 ° 0 p 30 p 0 0 0 p p 0 p 0 zs.a +1s a r 4]e a 0 p 0 0 0 0 0 a 0 zao 0 0 0 0 o Q 0 0 c s00 60p p 0 p 0 0 0 p p 0 9e 0 0 0 p 0 s10 a o 0 o e1.6 ° 0 1 0 0 0 0 a 0 0 0 0 0 0 a 0 0 p p 0 .a fizz n o 0 o a o v p 0 p ez6 zl 22e 132 0 0 0 0 0 p 0 22 0 0 a p C 0 0 0 0 z0.6 B2e 9Is 71 v 0 0 0 0 0 p 0 0 0 p 0 0 0 0 0 0 p ]06.1 s29 z9 I p p 0 0 0 p p 0 B3° 0 v 0 0 0 0 0 0 0 0 p 0 0 0 0 0 p p 0 0 302.3 831 026 0 0 0 0 0 ° ° p p p 0 0 C 0 0 0 0 0 0 .0 833 33 290 l{ 0 0 0 0 v 0 0 0 0 639 236 231 0 0 0 611 0 0 0 0 p p ° 0 0 p p 0 0 ° 0 14.8 991 26 211 0 89] 925 426 p 0 0 q 0 0 0 0 ° ° 0 c 0 0 0 0 0 0 e02.6 0 0 0 p C p 0 0 0 0 QS-0.0 1 Anflaeaer Burch Master Drainage Plan Associates 100-year,Deveteped Conoi0ons,Input and Output Ayres MaESWMM Page 6 of 7 Ame�se� sm MgsTER DRAmgc¢ eLA3t aL¢: aaXP- mpv.2x 100-Y¢AR ¢VEAT. FV LLY pEVE LOPED COrvpII]ONS GY qE LAND WLY Po/ PNNEU 6IA tlVSCX Mp5 "• PEA¢ FLUNS. 9}A6E6 ANC 6TCPAGER OF GViTEp3 NO p tMPLIEG I Llsl A 20N pAM3 ^ •¢' NOTE :5 LNp LI Eb P SVP[HANG¢p ELEMENT ANp ;0 A 6VPCXAWEp pETENI ICN FAC ILI}y ONVEYAXCE PEAK fl,9 GTOMGE TiME LEMENi:SYpE ICFEI IFTI IAC-FTI IXR/M[NI 25:1 I31B.6 3.1 21:1 93.5 0 J]. 29:9 556.3 3.5 p ql 30:9 999.9 ],S C 9l. ]Ll 1p 92.] 3.B 0 Sl. 33a 93fi.9 I M 0 90. r la 153.] IC RE[T FLgYI 1 ]. 3L1 1939:2 3.9 2 y :3 99 Ipi PECi FLOX) p 99. 71 � ]1:3 562.8 ICI PELT FLJpI 1 J1. ]2:1 556.6 3.5 33, 14:15.4 I 2fi 1 19:1 ]93.9 2.9 1 J0. 2za:3 6sa 1,E p 4T. 22 1103-0 ICIMCT PLONI 3 5]. 22i:1 l ] 3.9 p 9t. 228:5 29 29 t.0 5.0 1 30. 2E 9:1 IpOBA 1.1 0 q6. f 231a 1983,2 3.5 2 1$, z3za 4 es9. v q9. 239;1 1 . 3 220 A 2 11. 235:9 220.2 2.0 3 222390:3 3162 2 21t. p1PCT .. FLOMI It. 299:3 259.¢ mIXECT FLOXI 925:2 39E.t .0 55.8:0 qE6:2 189.t p 350.t:e 28:3 2p 3.0 IC[PE CT FL[W!) 1 q3, 935:3 223.9 IpIPELi FLpWI 3 23. 936:3 It IO.B II PELT FL pFI 2 11. 9]B:2 4.8 3p0:5 399.9 ].B 60p:3 63.1 I-1.TT FLOWI 822:1 562.6 10IPECI FL.1 1 11, 326:3 1169.5 IU1 BECi FLOMI 1 12, S FB:3 856.T I.1 PE LT FLONI I 39, 629:3 '. , ICI PELT FLOX) B30:3 301.3 (W.Ii FL.I 39. B]I:J 555.9 IOIPECT F1.) 14. B]3:3 6)9.9 IC I PECi FLOWI 1 IE. d19:3 ]492.] IDes FLONI 1 E91:] 399.2 IC I PECi FLONI C91:3 2611.9 10I PELT FWI B9t3 1103.0 Ip I PEGS FIOxI I FNCFRGG rr We W CALLED Anheuser Busch Master Drainage Plan 100-year,Developed Corld,dons,Input old Oulput Awes Associates oWMM Page 7 of 7 'dew RUU101A JEJauaE .1 ainbij j .' o N Z !. Sm p, "� a Y .•'4s�§t . - W�. " ,y• /f T 0 ilk N COUNTYROADII tLd - I - �j-e>�• � � �„ NCOUN7Y ROAO `� � � n . IT NTIMC+fIRIINE RD _ 4 O N COUNTY ROAD 9 p y y o rM m i n a < 0 a m � D ' o ' A ■ ■ r In 1 N W D NW FRONTAGE RD q INT A f JS BUSCN DR 00 Wi. F,d °c t � . N a D �n �•... �Z2 ® ® 234 F ' 30 29 2 229 � 231 VII An Legend Inflow Hydrographs lot oil Drain —• p•.; // Existi �_ _ -I _ — U) o 0 All 499 DRAWN DAP CHECKED DAP DESIGNED DAP R997 FILENAME HS Site Topo 499A E T I I I \ 99 990-- 00 II \ \ \ \ \ \ \ \ \ \ I II III I \ w � W a. � \ I \ \\ \ \ \ \ \\ \ \ � � I \ \ \\ \\ \\\ ce LU s Z F— I / CO � '� \ \ \ \ r� LL I = � I � �� \ \ \ �s U. o �' • . , / �` ' . , ,.� ,�' ,� 1 I � \ \ \ \ \ \ � - ` - . . � � IIII - I el =II ►II � %ram 7Q _ � II ��� I ► \ \ \ \ \ I ( ( I 1 � `�,. \ .. � -r4936 �, , . ' � . I- -- 50 0 50 100 scale 1"=50' feet ���\\\ \\ \ \ \ \ _ \ \ \ \ \ \ \ y` _ �� _4985 -- r i/' I l I I I I 12 TS INC. CONSULTING ENGINEERS 77 , 748 Whalers Way � Suite Colorr do 805251ins = ��� ��' —_ —� � \�\ i / / l 1 r + l\ \ \\ Phone: 970.226.0557 - \ \\\ \� \ ,U� / / � \� ' JOB No. 1230.0009.00 \ \I 1 \. � // ; / / I l SCALE DATE 08 30 2024 l / \ \ I I / .' _ ! ✓ I I I I 1 SHEET 1of1 Photo Year Date 1937 7/21/1937 1953 Sep-53 1969 7/27/1969 1970 4/27/1970 1972 5/15/1972 1973 10/13/1973 1975 10/15/1975 1977 10/15/1977 1978 6/9/1978 1979 6/3/1979 1981 10/19/1981 1984 11/18/1984 1986 10/7/1986 1987 10/1/1986 1988 7/10/1988 1989 9/16/1989 1991 10/12/1991 1992 9/26/1992 1993 6/25/1993 2005 9/15/2005 Cut and Paste the below link into your browser https://www.dropbox.com/scl/fo/17jastzt8uxmmsxcfc8e2/APM6GSBAsV8jBmvvBIS