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HomeMy WebLinkAboutDrainage Reports - 08/11/2014' July 21, 2014 INTERWEST ■ C O N S U L T I N G G R O U P tMr. Wes Lamarque ' ' Collins road Plans City of Fort Collins �pv: •- ' y/— ' Storm Water Utility -i 700 Wood Street 3�-- Fort Collins, CO 80522 Re: Woodward Technology Center Phase One Improvements —Minor Amendment ICG Project No. 1064-108-00 Dear Wes, ' Please accept the following letter on behalf of Woodward, Inc. to demonstrate the site's compliance with the previously approved Final Drainage Report Woodward Technology Center Phase I Improvements, as prepared by Interwest Consulting Group, dated April 14, 2014. Woodward, Inc. is proposing to change the building configuration of the Industrial ' Turbomachinery Systems (ITS) building by integrating the Production Support building (PSB) (previously located just south of Lincoln Avenue) into the ITS building. The ITS building was expanded into the west service yard area. The north strip where the PSB building was previously ' located will still remain future buildings and/or parking. Woodward is also proposing to remove pipe from Storm System 1 that extended to Lincoln Avenue to provide flexibility to these future ' building footprints. Because of these changes, basins B-3, C-28C, C-28F, C-28G, and C-29A have been updated and Storm System 2 has been modified. Please refer to the attached updated Hydrologic spreadsheet, Drainage Plan and Street and Inlet Capacity sheets 1 and 2. Storm System 2 has also been redesigned using StormCAD software. Please see attachments for the updated analysis ' and profile. Removing a portion of the pipe from Storm System 1 causes a change to how the water from the ' Interim condition of Lincoln Avenue will be collected. The water will continue to sheet flow south off of Lincoln Avenue over the temporary walk and be collected by a series of swales which ultimately drain to an area inlet located at design point a6. The swales will have a slope of ' 0.5% and will have a stepped flowline and contain soft pans that will encourage ponding and infiltration during minor events. During major events, the flow will safely cascade over the steps to the area inlet (design point a6) where it will enter Storm System 1. Please refer to analysis of ' Cross -sections C-C and D-D in the attachments. Because the drainage basins in this area have not changed from the original approved report, ' Storm System 1 was not reanalyzed and will still continue to drain the Ultimate condition of Lincoln Avenue and future buildings and/or parking lots added to the north strip. At such time 1218 WEST ASH, SUITE C WINDSOR, COLORADO 80550 TR. 970.674.3300 • FAX. 970.674.3303 ' Mr. Wes Lamarque July 21, 2014 Page 2 of 2 ' as the property south of Lincoln Avenue is developed, or when ultimate curb and gutter improvements are made along Lincoln Avenue, Storm System 1 will need to be extended. The ' previously recorded Drainage Easement will remain in place to facilitate the future storm pipe extensions. The final alignment of this extension will be determined at the time and any necessary easement modifications can be made. All infiltration ponds that were presented in the ' original approved report should be incorporated in any future improvements to maintain the integrity of the design of Storm System 1. ' The final change that occurred was to C-30 which contained a small portion of roof area of the original PSB building. This area was added to basin B-3. Flows from C-30 originally were designed to be piped to Storm System 1. It was verified that adding C-30 to B-3 did not cause a ' significant change to Infiltration Pond B3 overflows during Interim conditions and the flows from the original approved report were maintained. Please refer to attachments for further information. ' The proposed revisions to Storm System 2 have been designed with provisions for safe and ' efficient control of stormwater runoff in a manner that is in substantial conformance with the previously approved Final Drainage Report. The attached calculations indicate a negligible difference in flows to Storm System 1 when compared to the original design; therefore, it is evident that the proposed revisions have a minimal impact on the proposed Storm System 1 and the previously approved design is assumed adequate. We appreciate your time and consideration in reviewing this submittal. If you have any questions or comments please contact me at (970) 460-8487. ' Sincerely, O�Pp0 REQ/S7 v • ,� 33441 ' Robert Almirall, P.E. 9O's Colorado Professional Engineer 33441 '� •�'••.,,,,..•••°o�?� ' ss/ONAL��� Attachments 0DEz.LH;;.-lI NPANY PA TRICKSUBDI11SION-1 L vAvwoRKs - —�� — I I F�Mf qrs C 'V5 F7RSTREPALAT -7L7NG NA JA JCf%ALEYi I � j NORMLADMA 7 T2 MINOR SLODWSION r'7= rok�COUJA --- J Z-7— 11 10 'To L --- N, 11 VI N VE W! m la w Wa Wa Wa w m 0. m Wa m m a' m m m ap m 0 m Wa �m m 0 In ow - m in im ap , Wa 7c 7 E.7,77,t� % I, POND B2 V R*V' SLASIDIMION ,� L i A FUTURE PARKING I L- -JI BUILDING BUILDING I fl It T 100 50 0 100 200 6U1'URE LDING 0 ELLSWORM, DANIEL I- SCALE: I 100' _1 j 11 71 0 Ae a ae. o illragilim 0% POND C23�'.. a-- INFILTRATION 11 of GIN, Ilk 41 1 ,At aT JI It am am am al 1 8 � . C. , ft mc L W. ap ♦ EXPANSION \A % (ES) INDUSTRIAL TURSOMACHINERY ♦ 4N\ SYSTEMS (ITS) N ENGINEERS CUOMR �jj :=MOA DRAPR,11-14,2.11. _.T:. IN nOCOPLAIN INFORMATION SHOWN IS BASED ON F NDERSONCONSULTING OET411- AND GRAVELTTtENCH MINIMUM DIMENSIONS INFILVA11ON POND CA--/ ILTRATIONPONICITYPICAl. im A7, -41 w C15 m -j4 411, HEADOIJARTERS YSTUM I- Yiz Fu, (HG) (FUTURE) 5 YR F---- Irk (7) 1 L ;..� / Il 1 1 \\\ 1 1.13 111 r .01 GE 1- PROP DRANA -.11WEASEMENT (M) rUGIS- c- PRMGZI!77 ZYWAY (TYR) SHALE G. IN .3v , . Y Wooz; VA /D EX WET POND/ RWATER DUAL POND D LTRAl LOr4 INhPOND x CALL UTILITY NOTIFICATION 1.13 Q CENTER OF COLORADO IIf I . I I . I . - . III., - -7-- *N I \ NFILTRATIOI 811 LEGEND EX DRAINAGE I * ., I - I, POND Klo�� �-!� - %11 11 � CALL 2-BUSNESS DI IN ADVANCE EASEMENT (T 1 4 SOME V(XI DIG. MADE. OR EXCAVATE MMNG OF EXISTING MINOR CONTOUR FOR THE MEMBERIQUTUTIESUNDERGROUND. all EXISTING MAJOR CONTOUR -T V, MI PROPOSED MINOR CONTOUR -jj�Il ST PROPOSED 41, DIP, --400M A ! I 11 1 1 , CITY OF FORT COLLINS. COLORADO am am, am m PROPOSED DRAINAGE BASIN DIVIDE LINE MOOPWARD 7FCHN0&OGYC0VMR --Ij UT11-ITY PLAN APPROVAL all, jI tl� LOTS DRAINAGE BASIN ID A-'► -- h -\\\ \1—_—_ " .. _ ._ _<_-.. _ .. _,_�.pT-`- \\\♦, \♦�♦\ Q1`}IK,\1\�V ` L:.��1I '1{I\�^,�. \`\ APPROVED: Ck, MINOR STORM RUNOFF COEFFICIENT 1� CHECKED By. DRAINAGE BASIN AREA. ACRES CACHE LA POLORERIVER L 14 WATER III WAS'IEWATER U`DUTf r CHECKED BY-. PROPOSED DIRECTION OFOVERi-AND FLOW z VORMWARR JTUlY QI CHECKED BY. .......... DRAINAGE DESIGN POINT Puixs A -MMAIM 7 e CHECKED By. TRAITIC INIAMOUR q CHECKED BY. wMRaawla l'IANNER X w z W u Z ul z 0 X w -i w 0 > a. z z 0 w II- u I M 0 O III U IL w z Q. M U) IL 0 0 D12014 JREV.91 DAM I BY I 11 17-21-14 1 1 SCALE (4): 1 *1- 100' SCAILEM: N/A DESIGNED BY: ED CHECKED BY: RA ,a RED, 'ONAL PROD, NO. 1 1641 GBI DRN- Ml 52.0 FUTURE HQ 15.0' FF=41.0 0100=74.6 CFS FL=40.5 DEPTH=0.86 FT 17 FG= 40.5 FG=40.2 FL=39.4 CROSS-SECTION A -A N.T.S. FG=41. 50.5' 28.0' 19.5' Q100=59.5 CFS HP=40.5 DEPTH=0.80 FT FL= 39.75' FL=39.06 � CROSS-SECTION B-B I--\/- N.T.S. QIDO(+33%)=12.5 CFS DEPTH=1.15 FT S4Ocz, 9.18' �gR�FS SLOPE VARIES 2' MAX = 2' MAX 4:1 MAX SOFT PAN CROSS-SECTION C-C N.T.S. 0100(+33%)=4.4 CFS DEPTH=0.78 FT S4Op 6.21' F ! qR/FS VARIES SLOPE 1' MAX 1' MAX 4:1 MAX 4:1 MAX SOFT PAN CROSS-SECTION D-D N.T.S. e DRAINAGE SUMMARY TABLE O•qn TFmwp bb2vm An• C(2) C(la) C(109) tl2) a(10) t Milan) ODOM1 00O)w qt%pa DMIMAGE STR1CTVE •2 A-2 1.% am Om 0.71 01 94 s0 1 24 4.1 Ill ",., b A-3 a" 0.6e 0a6 am 104 IQA 2.3 0.2 1.1 10 F16M IF b A-• 052 061 Met Too 97 97 ea l0 1.0 4.4 BAdli 0 A-5 157 0.61 051 0.63 60 an ].2 0.2 1.2 32 9aE• XX, b A4 1m D31 031 OA 3.2 62 7.7 IA 23 OA •w•Y bgppiil •] A-T 1.19 on on 036 106 106 101 07 1.3 3.3 •WY b A4 1.16 Ohl 0.67 on 146 14.6 135 1.5 25 a] wish. purl 61 61 12.n 0n 0.79 0.% 106 106 16 19.0 wo INS Faun flu••• b 9-2 3l9 0.n 0.n OM 136 tie ].e l9 6A 21.1 wasIwpad W 63 1.59 On 0]B 0% 50 5.0 a0 3.6 61 15e we . pals q1 G1 HIM OAo MID at] 1 33 163 163 u 59 151 vpv41W9) C2 03 126 Om 0.69 0,75 tOS 10.5 65 1.6 2a ]A mn•WM d 03 am an an a31 aA as 50 04 as 16 •Wtl d G 2 82 0n On 0.% 12.6 120 11.3 46 7.9 21.1 Har•mlpma 0 05 on On on a.% 5.7 57 a0 1.7 1n 7.9 Nanaon pant b C-0 on on on a.% 56 56 50 1.7 SO so HansKlpms c] G] 1.12 0,49 0A9 061 5.0 so 60 1.5 26 02 Han9mpaN U Ge iT3 an 023 On 11.6 ll6 114 05 09 24 Nantnpad tl G9 1,30 0m an op as 06 e5 23 90 10.7 C,erinlet n0 G10 02p 074 0.74 on no 50 5.0 04 O] 1.e W,rftl vi GII am 0,57 0.57 0.71 7.3 7.3 59 07 1.3 15 Mrinot C12 G12 1.13 071 0.71 on 50 50 s0 2.3 19 100 p•riM 113 G13 1.40 O.N am Too 5.0 as so 15 a0 14.9 VW rhlM C14 G14 1.00 064 a.." Dan 10.6 foe 62 1.4 14 a] print 015 G15 101 OY 0.% ON 5.0 50 69 1.6 2.7 6.7 NL•ppn do G16 Ob ON O.N OU 10.3 10.3 92 03 Oe 1.5 Wa IKM c17 G17 on 0.83 Om 1.00 5.0 50 50 V 3.0 7.2 gprNia cis 618 oao 0.62 am on 0.1 50 60 1.1 24 6.1 IN,I hill. C19 019 Om ON 065 ON 7.2 65 60 09 16 42 NinMnpons On GA 1.61 On 0.73 0.01 a2 5a 5.0 3.1 51 144 000111Y1 01 021 21s am am 0.24 117 117 137 0e 1.4 3.6 Nt•SOlpm 02 on 0% 0w am I'm 50 50 on 22 12 9.5 .IJII Cn on 022 . 0% a I.GO 50 50 5006 10 22 o-«cnhaN U'A cN 1% 083 Ohl 0.79 6.4 6a 54 u u IAJ isbbpnpaG On 025 Gas a.." 0..N 0.55 as a5 AO W 1.2 11 Na,asH m ct6 Gn 071 ON ON 1.00 50 50 6.0 12 12 T.a .NK cn Gn wa an 0.% lm as 5D 50 05 oa L6 I. V &MI c2B• G20A 0.19 0.05 0.% 1.an 5.a 10 50 OS 0.9 1.9 nW 9nh Qes Gne a21 ON 0.% 1.00 50 5a 5.0 Qa 1.1 23 nd9M ON O= an 0% an tan 50 50 5.0 11 12 69 InWdMin ON G260 050 0% O.% 1m 5.0 50 6.0 lA 25 5.0 r suh ON GAE 0.11 OAS 0.% 1On 60 50 5.o 03 a5 1.1 nd hail ]BI GnF O15 0% 005 I'm 5o 50 50 04 aT 1.5 wind aso GAG 0.36 a% ON 1.00 50 5o 50 In 1.7 16 Iw 6nh ON GM 0.71 0.0 ON Ion 5.0 aD 50 1.9 13 7.1 rod ON GAA Om 0.0 ON Im 6.1 5.1 60 1.6 2.8 62 vx hM r295 GAB in 0.% 0% Im 50 50 50 70 114 n.] Ida•rafsM 051 041 l.n Om a.% 50 it 5.3 14A B• * AAA-• 0.W an Qn as 1.6 2] ].A yprist G1].G19 t2b On 0.n M&5 ao 2] •.a IT.a "'Wit- 101e6.WG19 261 om om lao uu15.5 w wwG21Ad 2n am ON 11A 1.5 2.5 is NanNn mHC Al Q IN ¢ z XmEEDD a _ WON LL G a0vm tttO- a a oz6 W Q J m IL O �Uz 3 °0 1- 0 0Oa .- LL M w F z OF }I Z w JW =a wi F as 3IL oa 0 0 5 IL w z_ DATE 04/14/2014 CALL UTILITY NOTIFICATION CENTER OF COLORADO REV.A DATE BY ' 72116 811 CAI 12-BUSINESS DAYS IN ADVANCE BEFORE YOU DIG. GRADE. OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES SCALE (H): SCALEM: N/A DESIGNED BY: SB CHECKED BY: RA CITY OF FORT COLLINS. COLORADO UTILITY PLAN APPROVAL APPROVED: aTY ENGINEER CHECKED BY: RATER t WASTEWATER UTIIITY pATC DAIE pip REGIS u AQZK�90 Il, 33141 9q' f a y.�• �v CHECKED BY: 20NAL E d2 STMWA1ER IITIUTY PATE CHECKED BY: PARKS 4 RECREATION DATE PROJ. NO. 116410BO0 DRN- CHECKED BY: igAFFIC ENGINEER GATE CHECKED BY: ENNRWMENTAL PLANNER DATE �� 1: REIVINGCONFAMY S-A.C. 0E7T, LPtOAI\T_ MI CK/SUI B�/L/OS//TO2NO_ /NOANW4OKS N--R��,-_ 'LA. -_YN/C/T ZuNGBD/IGJA/RTREAT UN _5/ N FlUIDETFRJAIG T'C_mO—LU-N.-SssB-R_EW-EaeR- —YLEG \ 1 �' _ ' -}4-_ _. - \ _. -�. _ �� - _._ ,, � � �EL D - EL D . - �,_ _ .. .. .• r� END ISNG MINOR CONTOUR IXIT EXISTING MAJORCOIJiOUR «r, ypyq 2 I II' CFI jj • _ �V\ "� V -- �XXX� PROPOSEDMINORCONtOU i I O4 it ���'r_ r'R� /NRITRATOR VTC _ _� D EL-D EL_D EL-D EL D.... EL-DEL_DI l� } I'tr { \\ .1'^) PROPOSED MAJOR CONTOU EXPANSION r ,I \ `y1 b .,.It FUTUR/ ` .1EL FUTURE ) L) L \) \� `/\ \ I I O VEHICLE TRACKING PAD U - .BULLRING EXPANSION '. I` fin_ h \ I - r\\\ )\ `\ „ . I4 I EL D BACKPORCNCAFE ' 002 y.._ "' �' 1�� I' PRODUCOON II I I � ,•" >r` \m •`'�L —o '1 lip SUPPORT I EL,LSWOR7N, OAN/ELL ` O CONSTRUCTION FENCE Zc•. �„ ♦' .o �`: _' J __ -_IN AnW POND 5 -_ EL -IN r fj�li�_- @SIN/RLEYE.G:\\NIP, \. 1 _ ,, \ Q O CONCRETE WASHOUT OPEC, NO. 9409/ r8a IP-2 \' Z I TRY � SILT FENCE �`wRLTRATIa+\. � ; �'�.�-'?/ INLET PROTECTONTYPEI d � i GRAVEL GAG FILTER AT DROP INU d SEDIMENTTRAP "., IP-2 FUTURE b� EXPANSIONS -I \ 1 ' { II II'EROSION LOG DITCH INSTALLATN INFILTRATIONIP-2 J\ I\ POND BI ® , E OSIO LOGO nTLET oNRT EROSION LOG CULVERT ET INLPROTECTON '•.1 I I FUTURE %%' I IP-p �' I:. , `� - 5' / 11 D-P , EROSDROPI NLET ON LCG AT INDUSTRIAL EXPANSION ) f� I V RBOMACHINERY IP-1 f . - ' `{ 11 O ♦j� �. ( ) 1 � TURF REINFORCEMENT MAT \ SVSTENFILiRAnM ." � �. AT_' \ \ I-'- 10 K Z LL m N V ad YUv a a azb w p �iiJO1 a 0 Uz 3 00�0 200. LL \\\\ { I I / 1 I m l IP 1 •ii-/,. \ �' li NOTES' Ei 71�1 ' INFILTRATION LTRATOR PMO CI �-T 'I 1. PRIOR TO ANY EARTHWORK ACTIVITIES PERIMETER EROSION W CONTROL SHALLBEESILT FENCE ALONGTHETOPOFT INCLUDE H POND O15 ,, • INSTALLATION OF THE SILT FENCE ALONG THE TOPOF THE POUDRE �^ RIVER, INLENU .0TECTON AT THE ALL ON5ITE INLETS AND ON LEMAAVENUE.ANDTHEVEHICLETRACKINGPADATTHESTE Z \ 1 �� I I I - 1 11 ) POND' '"C16 Ir ( ACCESS OFF OF LEMAY AVENUE. ALL OTHER EROSION CONTROL W N \ I 1 ! MEASURES SHOWN ON THIS PLAN SHALL BE INSTALLED ATTHE `, I I r I R II'• APPgOPR1ATETMEINTHECONSTRUCTIONSEQUENCE9.EINLET U H O +.. I I I. IP-{ % , YI I �I' PROTECTIONINSTALLEDATTHETMEOFINLETCONSTRUCRON, Z J '7N _ ` LOGS INSTALLED AFTER ROUGH GRADING OF ALL SVALES, �� _ SF CONCRETE WASHOUT INSTALLED PRIOR TO ANY CONCRETE OR 111 w O I III MASON WORM. V .. - 'CAFETERIA IP-2 \ II}} I m .. P4 1'*•. I C YMCE SWALE CZ �" r 1`�11 2. ALL DISTURBED AREAS SHALLBEREVEGETATED PER THE LATEST O 1 r I I 1 p{ .-iT_ I I r / ' ", I * ILL._ APPROVED LANDSCAPE PLAN. SEED MIX SPECIFIED ON THE W O W I , •' k, LU ANDSCAPEPN. I/\ I I ✓ r PROPOSED \ �. �J( _ IP 3 r / 1 r .� \,.-STORM TENT I ) I/III� 3. OWNER/CONTRACTORLS RESPONSIBLE FOR OBTAININGASTATE z Z O O L \ /` �_ 4 -II '�'\— -Q' 1 �\ _ i OF COLORADO CDPHE. GENERAL PERMIT / \\100-\w R00DPL/JN -u _ ' FUTURE BUILDING' t I" G I /y (' (IYP) _ _- _ - \ I _ S -- -'T__. • \ I I APPLICATONSTORMWATERDISCHARGESAS.00IATEDWRH v _ \, "� �N \• I CONSTRUCTIONACTIVRYPRIORTOCONSTRUCFION(NPDES -- _ ) _ CULVERT L1. \ '/ III PERMIT) . THEOWNER/CONTRACTORSHALL PROVIDE THE CRY WITH A COPY OF THIS PERMIT APPLICATION TO THE STATE PRIOR TO +` \ I� I I, I I .+ ell RECEIVING A GRADING/CONSTRUCTON PERMIT. THE O O IL 2 \l / I \ \ _ a' 1 d Y II OWNEA/CONTAACTORIS RESPoNSIBLE FORALL FEESASSOCIATED W I\ + I r ` \ ^, /' - l IP I 11\ ) WITH THIS STATE PERMITSEE EROSION CONTROL NOTES ON THE VI _ - ^ \ J' �• i Y I GENERAL NOTES PAGE FOR MORE DETAILS. Q W O \\ I 1 � • `` % _ \ , � d I I � / ` r _' � \. ; � / � � e I .III ` / i1 ♦�'''" SWALE CJ ` \^`\ FUTURE \ ` I -- 1 !I DISCHARGE4. CPERMIT �LLTOILETS AND OTHER ONSRE W rVEYANCE,` \. Q POLLUTANT SOURCES TO BE LOCATED BASED ON THE COLORADO w \ T 1 I RMIT STORMWATER MANAGEMENT PUN AND OUTSIDE OFTHE IODYEAR _ __ EXPANSION I 1 I I `+ 1 III EFFECTIVE FLOODPLAIN. TOILETSARE TO BESTAKE �EM - STORMWATER I PEAR PROPOSED FLomwsY \ / SIB' aLYiRT"� TRIO q I r / Mj�I E=�A (ra) 1\ / - I A - M TOILETS AND OTHER ON SITE POLLUTANTSOURCESARE TO BE Q EL IX MANAGE II\\ LOCATED NO CLOSERTHAN 50FCET FROMTHE NEARESTINLETOR -- `\ \ \\li '✓ I ESF ASFJIENT (T1P) a EL-D ••.� '. IN STATE ` 1 1� / I l O STATE WATERS N POND CT . I -.SF \yF\ SW,�C 'L I 1 IP-i OFF USINGOMNGE CONSTRUCTIOR OF THE N CONSTRUCTION OTHERE FENCED O CALL UTILITY NOTIFICATION \ 4PROPERtt uriE TW ' / " - - � L II CONrruCTOR FENCING. Sl.: ( ) I\ /`Y\ _ .. /!-i., �\ -t it IP-I y CENTER OF COLORADO \�, LOT4 I , UT )"�T O \ \ , - IP-I i-I,j 6.ALLSTAGING AREAS. INCLUDING STORAGE OF EQUIPMENT AND \ Y�J - ' C/7TOFFORTCOLUNS .Ff/�`/`V/ TRY POINDA �:' EL-D / /; ) MATERIALS ETC.. MUST BE LOCATED OUT OF THE 100YEAR '= x 811 \ FLOODP AIR. II ( NATURAL AREAS I AVG WSEL4930.0 l'ALI 2-BUSINESSDAYS IN ADVANCE \\ \\ \ _ ( \d J, SF / I a I' ).gUCTURE IN THE I OCIYEAT WILLBELAI FOR EACH OAPPR BEFORE YOU DIG, MADE, OR EXCAVATE \`\P.' .-�. I -_ `� \ ' f 1 �, III STRUCTURE IN THE IOpYEAR FLOOOPLAIN PRIOR TO APPROVAL OF DATE 04/14/2014 fM THE MARKING OR UNDERGROUND TRIO POND C9 I l i i I I I THE LOMR. REV. w DATE BY MEMBER UTILITIES \ `: I --_ CF ., �\ / TION �I .,IP-I I IIM B.REFERTOSHEETDT,11 FOR CONSTRUCTION SEQUENCE CHART. STANDARD EROSION AND SEDIMENT CONTROL NOT ES: —� \ +w ,.^\ _ I - ._ - I I AI 100 50 O too 200 I. THE CITY STORMWATER DEPARTMENT EROSION CONTROLINSPECTOR MUST BE NOMFIEDATLEAST24 HOURS PRIORTOANYCONSTRUCTION ONTHESITE. SCALE: I"- 100' 2. ALL REQUIRED SNIPS SHALL BE INSTALLED PRIOR TO ANY LAND DISTURBING ACTIVITY (STOCKPILING, STRIPPING. GRADING, ETC). ALL OF THEIR REQUIRED EROSION CONTROL MEASURES 4' '` .I CONTROLI_LBE EIRNSTTAALLLLED AT THE APPROPRIATE 17MEIN THE CONSTRUCTION SEQUENCE AS INDICATED IN THEAPPROVEDPROJECTSCHEDULLCONSTRUCTION PLANS.ANDEROSION Le=e1lIJ� _ _ il' L 1 -- 1 ! j -- - "V ' - -- I MA6NOL./A +` ..� 11 $T' - SCALE M: N/A 3. PRE -DISTURBANCE VEGETATION SHALL BE PROTECTED AND RETAINED WHEREVER POSSIBLE. REMOVALOR DISTURBANCE OF EXISTNG VEGETATION SHALL BE LIMITED TO THE AREA �-,� $F L�1 rX _ �I I DESIGNED BY: SB REQUIRED FOR IMMEDIATE CONSTRUCTION OPERATIONS, AND FORTHESHORTESTPRACTICALPERIODOFTME. ' t"�— J X •�l ^ 4. ALL SOILS EXPOSED DURING LAND DISTURBING ACTIVITY (STRIPPING. GRADING. UDLITY INSTALLATIONS. STOCKPILING.FILLING.ETC) SHALL BE KEPT IN A ROUGHENED CONDITION BY /.DD�,` IM I , CHECKED BY: RA RIPPING OR DISKING ALONG LAND CONTOURS UNTIL MULCH,VEGETATION.OR OTHER PERMANENT EROSION CONTROL IS INSTALLED. NO SOILS IN AREAS OUTSIDE PROJECT STREET �*\\` I I i�—X !-O I I1 /I,f ! cm a FORT COLLARS, COLORADO RIGHTS OF WAY SHALL REMAIN EXPOSED BY LAND DISTURBING ACTIVITY FOR MORE THAN THIRTY 130) DAYS BEFORE REOUIREDTEMPORARY OR PERMANENT EROSION CONTROL M.G. C*'. ` \ LM WOODWARD 1ECNN01. YCEMEN I I I I i ! N \Il j UTILITY PLAN APPROVAL SEED/MULCH,LANDSCAPING. ETC) IS INSTALLED. UNLESS OTHERWISE APPROVED BY THE STORMWATER DEPARTMENT.+^.ti t 't�� LOTS L r \, i I6 R 5. THE PROPERTY MUST BE WATERED AND MAINTAINED AT ALL TIMES DURING CONSTRUCTION ACTIVITIES SO AS TO PREVENT WWDCAUSED EROSION. ALL LAND DISTURBING ACTIVITIES i I li I opH.�..K Sf9 APPROVED: o .0' T SHALLBE IMMEDIATELY DISCONTINUED WHEN FUGITIVE DUST IMPACTS ADJACENT MOPERIES. AS DETERMINED DYTHE CITY ENGINEERING DEPARTMENT. - Pt { I" .i __-_ I I - O \p I f Ii tltt DIgxCER DATE B.ALLTEMPORARY(STRUCTtIRAU EROSION CONTROL MEASURES MUST BE INSPECTED AND REPAIRED OR RECONSTRUCTED AS NECESSARY EACH RUNOFF EVENT AND EVERY I4 �P ,./. f •iY:{.,11 1 '.6 l MO k�l CHECKED BY: DAYSINORDER TO ASSURE CONTINUED PERFORMANCE OF THEIR INTENDED FUNCTION. ALL RETAINED SEDIMENTS, PARTICULARLY THOSE ON PAVED ROADWAY SURFACES, SHALL BE `k IL 4 I xllptlwASRWAlER 11nUn PATE 11.t �r REMOVED AND DISPOSED OF INA MANNER AND LOCATION SOASNOTTO CAUSETHEIR RELEASEINTO ANY DRAINAGEWAY. _ I ,�JI Il',8 'I\\ I l jl I ulI I�M,+V2•" T. NO SOIL STOCKPILE SHALL EXCEED TEN (10)FEET IN HEIGHT. ALL SOIL STOCKPILES SHALL BE PROTECTED FROM SEDIMENTTRANSPoRT BY SURFACE ROUGHENING. WATERING, AND �� Y I pIl 11 i i' TL CHECKED BY: TMAL C' PER METER SILT FENCING. ANY SOIL STOCKPILE REMAINING AFTER 3D DAYS SHALL BE SEEDED AND MULCHED. \ I'. I®`1. \ I I II I '. I it STDRII.Mlt uIIUR DATE \ \ :'1II I CHECKED BY: PROJ.NO. 1164fOB00 B. CITY ORDINANCE PROHIBITS THE TRACKING. DROPPING. OR DEPOSITING OF SOILS OR ANY OTHER MATERIAL ONTO CffV STREETS BY OR FROM ANY VEHICLE. INADVERTENT i=\'. \ \ i ;� \ '` \\ G / PMKSARECREAllOx DATE DEPOSITED MATERIALSHALL BE CLEANED IMMEDIATELY BYTHE CONTRACTOR. \�i I I I 7ij e \ P 1 r s•' \ I 14 i CHECKED BY: TRUR[ ENDWFDI DATE EG 1 . � \ � \ •', k ` I I�I' I .I ' I. I CHECKED BY: EHNRONMENiPL PLANNER DATE �4�7 1947 _7 zc: VE sc, 0 MCA OEM A-8 — — — — — — c4w� 1 F.7- '_7 5 7 -7 A ir vi ". , , - 1.1' 8 0.67 �4 4 . I — - . 7 w -7 . .. .... 4 -7, PRopom 494 A S-4 # b2 r DP bi --- of L 010-1.5 CFS, Tc-180 MIN of It v 941 L Ara 0100=10.7 CFS, Tc-41 MIN ... . ..... -4 1 TOOPORARY a %I a OVERFLOW TO BASIN BI CFW W■ 4 CONSIRLCUM z �94 -1 B 2 94 jr if 1 4- Jr is % 3.19 0.79 42 944 PROPERTY 91 B-3 • irk 1.59 -2 D 0.79 c26 0.71 094 its 010-3.2 CFS, Tc- MIIN CARRYOVER 010=0.. CFS x 0100=7.0 CFS, Tc MIN Im it CARRYOVER 01O0-0.0 CFS- 94 r 94 NO ON m 2 0.18 0.95 DP b3 010=0.8 CFS, Tc-180 MIN 4k \t jp- 010=5.1 CFS. Tc-50 MIN6 DURING PHASE ONE:0OVERFLOW TO DP 2 DURING FUTURE PHASE: OVERFLOW TO BASIN 81 2 a, /we ♦/B - 1 It /a IN 0 mu m L"o Li 00 z IX OD LL w0 CD 93 w (6 N w 11 X 0 0) �Or, 00 F- u 0 m 50 25 0 50 100 2 0 LL SCALE: V 50' i r I J) LEGEND MINOR CONTOUR MAIOR CONTOUR PROPMINORCONTOUR it 11 MOP MAJOR CONTOUR MOP ORMNAGE BASIN D (/A DRAINAGE BASIN ID .3STORM RUNOFF COFF 7 DRAINAGE BAVNAREA MOP DIRECTION OF OVERLAND FLOW DRAINAGE DE9GN POINT z U U Z < 0 W x IL < W j W U 4 1 0 z z > 0 w 3: ir -J U (L —Z 0 w Ir �- a. = Z Q IX w IJ) w 0 ♦ If NO OVERLAND RELIEF 0 SYSTEM DESIGNED TO HANDLE 100—YEAR EVENT IN CALL UTILITY NOTInCA'noN CENTER OF COLORADO 811 0.15 0.95 2-8� DAYS IN QyMIX SUME Y MG. GRADE. W DCAVAM w FOR NE M�NG W �DVWRMAD g Log (Typ) z Ai . ........... IfiVKR UMTHS. a W 0 u 94 4- -29 PRELIMINARY 0 w :�7 w x 0 0 0 u 4947 G4944 0.62 0.95 NOT FOR CONSTRUCTION - REG, CITY W FORT C=s Ommmo .. xtv. UTILITY PLAN APPROVAL PROPOSED IOD-W ♦ ■ FLOPN APPROVED: — 3341 r2aw 4■0-95 OlEMED BY: �ECED Or. m—s L Ppoi. NO. I 1640 MATCH LINE - SEE SHEET SC-5 O<NED BY. A-- arz �"E)Or--SC-1 CHECKED Sr. ILE. 1941 A _TT---- --------------- A :c_ - - - - - - - - - - zz �t_ - - - - - - - - - - - - - - 'S 4141 1910 0 LJN60LA" LINCOL�'Al A VE 07 Iff-w-w-w-1570 olo 0 no lit, 4941 A ISC4 A-5 U r 9 Woo!DWARDTEC� NURSE CE� D _C 6 . . . . . 0 A G04F c �x 0 0.57 0.51 1.82 0.31 - ---------- -4 9'C rl MULBERR WATER RECLAMATII 94 -494 9 FACT • 942 9- __ - : -4 �4 2 A 494 E I A2.15 0.20 P c25 0.52 0.81 - 4943 - fl/ I E� 1 4 1 L 94 010=0.2 CFS. Tc-180 MIN I - - 1 73 0.65 0100=0.4, Tc-180 MIN If /lL I� - \ I I MINIMAL OVERFLOW / , I - - , 9N LIT ago as games 't a 81A CK CA riC0 94 i Ir DO - 4 -2 0 - W 0 - �2 OWNER., d XUDD \ awn. x U? 0 1) 0 9 ui c\I 0.95 0.80 .1 ELLSWORM, DANIEL L. A �0.56 OU44 a m 2 1* 1 2!" a DO If *,D` N \ A r It &SHIRLEYE. 0< H w Via 1 a6 OP c22 tC5 TL\ v -A It 0 0 F, PROPOSED 943 010=4.3 CFS, TC=5 MIIN It (REC. NO. 9,4091198) 0 f a. 0 u 0) ININL1RATION CARRYOVER 010=0.0 CFS j,; kN a 0 3.. 0 POND 0 A A 0 a IN Q100=10.7 CFS, TC=5 Mi., go 7- 50 25 0 00 CARRYOVER 01OD--O.O CFS- 50 100 - LL 494J [MI w IL SCALE: 1 50' w a 7 DIP c2l v D -GRADE '010--2.7 CPS 010-0.4 CFS, Tc=180 MIIN 11 P o3 10' TYPE R ON - ----- 2 PROPORY BOUNDARY CARRYOVER Q1O--O.O CPS ♦ U)my) w - - - - - - 0100--6.1 CFS, Tc=5 MIN INLET CAP QI0-2.7 CFS 5r (INCLUDES BACKPORCH FUTURE RELEASE) • 0100=7.8 CFS w w, _. 1, I INLET CAP 0100=6.2 CFS PROPOSED -I,, CARRYOVER 0100=0.0 CFS -1.6 CFS CIA �� t I I CARRY OVER Q100- U) Vr ­77-4- 4 \v, TO no q -.FiA-.:& --------- * i!ll ♦a POW -2 % \ z o� UP c20A 10 TYPE z QIO--5.7 CFS, TaMIN, INLET CAP 010=6.3 CFS_ u _O.,BTc-180 MIN CARRY OVER 010-0.0 CFS DP 08 5' TYPE R SUMP Q100-1.9, Tc=180 MIN 9 0100=14.6 CFS, Tc-5 MIN A 010--2.4 CFS MINIMAL OVERFLOW INLET CAP 010D-11.6 CFS INLET CAP 010--3.6 CFS ........................ D CARRY OVER 0100-5.6 CFS + If CARRY OVER 010-0.0 CPS :22.0 CFS FROM SYSTEM OVERFLOW IIP ;QlOO=6.1 CFS . . . ........... .... z 941-7940- TO DP 07 V 0 INLET CAP Q100=9.2 CPS F 4p 10-4 is CARRY OVER 0100=0.0 CFS z C-5 7;k OF cl'7 ", DY •TYPE R SUMP u 4`90 �WJO110=3.0 CFS _7 1.61 0 .94 0 _AINLET CAP 010=3.6 CFS Rim moommommommommom son so 1 9- 1 N 00 CARRY OVER 010=0.0 CFS 18 IVOJOD--7.2 CFS + 94 A-.,* If U.- • 0100-25.4 CFS FROM RbW STORM SYSTEM ORFLOW t 1 INLET CAP 0100-17VE.9 CFS ■ ♦CARRY OVER 0100=10.4 CFS IN \ + Q100--5.1 CFS FROM It w F_ z w u u z 0 2 (L < -i LL, U 1 20 C z z > 0 ll�- w Ill u LL. z 0 " w a. �w z U) < w I w e% n 1v 0 1 1 z .1, 1 STORM SYSTEM OVERFLOW 01 0 %OEM% 0 0 0 0 1p TO 04 a a u) IN 0 C-2 ■ 0.11 0.95 C4 CALL UTILITY NOTIFICATION CENTER OF COLORADO IN V, OF c5 811 a ■IN ■a ■0 9p DP IC4 0) 010--2.3 CFS, TC-10 MIN 010=1.4 CFS, Tc=180 MIIN T- .0100=7.6 CFS Tc-5 MIN fALL 2-BUSDIESS DAYS IN A)VANCE 0 ID pm IN 0100=17.4 CFS. Tc=17 MIN OVERFLOW THROUGH LOT BEFORE M DO, MADE OR E 0 ID IN OVERFLOW TO OF c3 I 3NO 1 0.53 .64 XCAVATE 11 < FOR THE MARIONG OF UNDER WOUND I TO DP c6 it 11 wildlEll UMUTIE!L z R Q IP Cl 1&1 1 7' 6 IV Q a A ik Id < z &_Iwlv-... US, Ic-55 Mil PRELIMINARY ij j 12 u 0 < 6 U w x W 0100=6.0 CFS, Tc-8 Mi., . 'I I , Ci 94 %J 0 A 0 a u FORD 0.8 D.72/ OVERFLOW TO DIP 04 0.45 0 4 1 DIP 06 1 -4 `4 4-1; NOT FOR CONSTRUCTION u 010=1.0 CFS. Tc=180 mn 0100-9.6 CFS, Tc-26 MIN It -_4 If a �1. OVERFLOW TO DID C14 CITY OF FORT COLLINS. COLORADO A I . IN I UTILITY PLAN APPROVAL ;1� rt i. 1.01 0.55 JI 11 - 0 In 1 11 190- J 4 ■ DP c6 57 IF ROW44 I., I CIIECIIED Dr.- ■ 010--0.4 CFS, TC-180 MIIN 104 0100=5.0 CFS, Tc=16 MIN■ 4 CHECKED BY, ----- 'OVERFLOW LOT TO DRIVE Al NONMEMBER■ a■ OF 03 CHECKED B�. PROD. NCl_ I I 15"s IN lillisniiii SIRIIIIIIIIIII limmoniii issimmin iiiiiiiiiiiiis wisseve iiiiiiiiiiiiis 0 wm!� CHECKED BV ------- If SC-2 MATCH LINE -SEE SHEET SC-3 CHECKED BY. SUMMARY DRAINAGE SUMMARY TABLE Design Point TdDWry Sub -basin Area (ec) C (2) C (10) C (100) is (2) (min) to (10) (min) to (100) (min) O(2)tot lets) 0(10)tot (CIS) O(100)tot (efs) DRAINAGE STRUCTURE /REMARKS a2 A4 1.68 0.63 0.63 0.78 9.4 9.4 8.0 2.4 4.1 11.1 type rinlet a3 A-3 0.44 0.68 0.68 0.85 10.4 10.4 9.3 0.7 1.1 3.0 type r inlet a4 Ai 0.52 0.81 0.81 1.00 9.7 9.7 8.4 1.0 1.6 4.4 Back Porch a5 A-5 0.57 0.51 0.51 0.63 8.0 8.0 7.2 0.7 1.2 3.2 infiltration pond a6 A-6 1.82 0.31 0.31 0.39 8.2 8.2 7.7 1.4 2.3 6.1 smile to tiPe cinlet a7 A-7 1_19 0.29 0.29 0.36 10.6 10.6 10.1 0.7 1.3 3.3 smile a8 A-8 1.18 0.67 0.67 0.83 14.6 14.6 13.5 1.5 2.5 6.7 Infiltration pond bl B-1 12.36 0.79 0.79 0.99 13.6 13.6 7.6 19.0 32.5 104.8 Future Phases b2 B-2 3.19 0.79 0.79 0.99 13.6 13.6 7.6 4.9 8.4 27.1 infiltration pond 7 b3 8-3 1.59 0.79 0.79 0.99 5.0 5.0 5.0 3.6 6.1 15.6 infiltration pond of C-1 19.63 0.10 0.10 0.13 18.3 18.3 18.3 3.5 5.9 15.1 ex Pond (writ e2 C-2 1.28 0.59 0.59 0.73 10.5 10.5 9.5 1.6 2.9 7.4 canoe ance smile c3 G-3 0.62 0.25 0.25 0.31 8.4 8.4 8.0 0.4 0.6 1.6 cone ance swale c4 C4 2.92 0.78 0.78 0.98 12.6 12.6 11.3 4.6 7.9 21.1 infiltration Pond e5 C-5 0.83 0.77 0-77 0.96 5.7 5.7 5.0 1.7 3.0 7.9 Infiltration pond c6 CL 0.89 0.72 0.72 0.90 5.6 5.6 5.0 1.7 3.0 8.0 Infiltration pond c7 C-7 1.12 0.49 0.49 0.61 5.0 5.0 5.0 1.5 2.6 6.7 infiltration pond c8 C-e 1.13 0.23 0.23 0.28 11.6 11.6 11.6 0.5 0.9 2.4 infiltration pond c9 G-9 1.30 0.69 0.69 0.87 6.6 6.6 5.5 2.3 CO 10.7 r inlet c10 G10 0.20 0.74 0.74 0.92 5.0 5.0 5.0 0.4 0.7 nlet C11 C.11 0.53 0.57 0.57 0.71 7.3 7.3 5.9 0.7 1.3 nlet 012 C-12 1.13 0.71 0.71 0.89 5.0 5.0 5.0 2.3 3.9 1nlet c13 C-13 1.49 0.82 0.82 1.00 5.0 5.0 5.0 3.5 6.0 1Netcis C-14 1.00 0.64 0.64 0.80 10.6 10.6 8.2 1.4 2.4 nletCIS Ue G-15 1.01 0.55 0.55 0.69 5.0 5.0 8.9 1.6 27 ion ndc16 016 0.45 0.34 0.34 0.42 10.3 10.3 9.2 0.3 0.6 1on ndc17 C-17 0.73 0.83 0.0 1.00 5.0 5.0 5.0 1.7 3.0 7nletc18 G-18 0.80 0.62 0.62 0.77 9.1 5.0 5.0 1.1 2.4 6nlet C19 G-19 0.53 ties 0.64 0.80 7.2 5.6 6.0 0.9 1.6 4.2 infiltration nd C20 C-20 1.61 0.73 0.73 0.91 6.2 5.0 5.0 3.1 5.7 14.6 riNet c21 C-21 2.15 0.20 0.20 0.24 13.7 13.7 13.7 0.8 1.4 3.6 infiltration pond c22 C-22 0.95 0.80 0.80 1.00 5.0 5.0 5.0 2.2 3.7 9.5 area Inlet c23 C-23 0.22 0.95 0.95 1.00 5.0 5.0 5.0 0.6 1.0 2.2 trench drain C24 C-24 1.95 0.63 0.63 0.79 6.4 6.4 5.4 3.2 5.5 14.7 Infiltration pond c25 G-25 0.56 0." 0." 0.55 5.5 5.5 5.0 0.7 1.2 3.1 infiltration pond c26 C-26 0.71 0.94 0.94 1.00 5.0 5.0 6.0 1.9 3.2 7.0 arm inlet c27 C-27 0.18 0.95 0.95 1.00 5.0 5.0 5.0 0.5 0.8 1.8 trench drain C28a C-28A 0.19 0.95 0.95 1.00 5.0 5.0 5.0 0.5 0.9 1.9 roof drain c28b G-28B 0.24 0.95 0.95 1.00 5.0 &0 5.0 0.6 1.1 2.3 root drain 1 c28c C-28C 0.69 0.95 1 0.95 1.00 1 5.0 5.0 5.0 1.9 3.2 6.9 roof drain c28d C-28D 0.50 0.95 0.96 1.00 5.0 5.0 6.0 1.4 2.3 5.0 roof drain c28e C-28E 0.11 0.95 0.95 1.00 5.0 5.0 5.0 0.3 0.5 1.1 roof drain c281 7 C-28F 0.15 0.95 0.95 1.00 5.0 5.0 5.0 0.4 0.7 1.5 area into c28g G28G 0.36 0.95 0.95 1.00 5.0 5.0 5.0 1.0 1.7 3.6 roof drain c28h C-28H 0.71 0.95 0.95 1.00 5.0 5.0 5.0 1.9 3.3 7.1 roof drain c29a C-29A 0.62 0.95 0.95 1.00 5.1 5.1 5.0 1.6 2.8 6.2 area inlet c29b C-298 2.89 0.95 0.95 1.00 5.0 5.0 5.0 7.8 13.4 28.7 fM. roof drain OSI OS-1 1.73 0.65 0.65 0.81 5.5 5.5 5.0 3.1 5.3 14.1 Back Porch a3 A-31A-4 0.97 0.75 0.75 0.94 10.1 10.1 8.8 1.6 2.7 7.4 type rinlet c17 G77.019 1.26 0.75 0.75 0.94 5.0 5.0 5.0 2.7 4.6 11.8 ,inlet CIS C-16 thou G19 2.51 0.63 0.63 0.79 12.5 12.5 10.0 3.2 5.5 15.5 Infiltration pond C21 C-211A-5 2.72 0.26 0.26 0.33 12.1 12.1 11.6 1.5 2.5 6.5 infiltration pond b2 -8.-2 4.38 0. 3 0.53 0.66 15.5 15.5 14.7 4.2 7.2 18.g m iltration pond Page 8 Intemest Consulting Group RUNOFF COEFFICIENTS a % IMPERVIOUS I,OCATa1\: Neguhwrd Pna,. On, PROJECT NO Il"-/lee-00 COMPUTATIONS BY: FS DATE: 71J&201e Recommended Runoff Coefficients from Table RO-11 of City of Fort Collins Design Criteria Recommended % Impervious from Table R63 of Urban Storm Drainage Criteria Manual Runoff % ceeffitleni Imperrious C Streets, parlanSimeplots(ambste): 0.95 Skewalks (ronRo.f.: 0.95 90 zo Roofs: 0.95 90 craeel: 0,50 40 Landscape Areas: o.05os o ����oaoamo amm�o�a©��o am�a��o�mm ®®ma��mam�o a®�ao�oa��o ®m�a��ao�mo �mma��oa�mo m��o�aao�m m�m�ooao�o �.vm��aoaamo r�►vm��aaoamo �.��►����soaoa�o r�►��m��aaaaomo �i►�m�aa�oaomm Emotion Calculated C coefficients a % Impervious are area weighted C.I (CI Al) / At Ci. runoff coefficient for specific area, At At. areas of surface with runoff coefficient of Ci n. number of different surfaces to consider At. total area over which C Is applicable; the sum of all Ai'a 07 1614 FDP RGe.p STANDARD FORM SF-2 TIME OF CONCENTRATION - 2 YR LOCATION: Woodward Phsse One PROJECT NO: 11/ 099-00 COMPUTATIONS BY: FS DATE: 711 A2014 2-yr storm CI 1-00 JR Engineering 2620 E. Preload Rd.. Ste. 190 Fort Collins, CO 80525 SUB-BASW DATA DBTWL)OVERLAND T11111E(0) TRAVEL LIME I GUTTER OR CHANNEL FLOW (K) to CHECK (URBANIZED SASIN) FINAL to REMARKS DESIGN PONIT SUBBASINts) (1) Area (ac) (2) C (3) Length (f) (4) Slone I%) (5) ti (min) (6) Length (h) (7) Slooe (%) (8) n Manning rough. Vol. (TVs) (9) 0 (min) (10) to. it.0 (11) Teal (8) (12) to•(11180).10 (min) (13) (min) (14) a2 A-2 1.68 0.63 20 2.0 3.1 530 0.50 0.016 1.4 6.22 9.4 550 13.1 9.4 type rinlet a3 A-3 0." 0.68 20 2.0 2E 650 0.50 0.016 1.4 T62 10.4 670 13.7 10.4 r inlet ar A4 0.52 0.81 20 2..0 2.0 am 0.50 0.016 1.4 7.74 9.7 680 13.8 9.7 Back Porch a5 A-5 a57 0.51 20 2.0 3.9 350 am 0.016 1.4 4.11 8.0 370 12.1 8.0 infiltration no a6 A-6 1A2 0.31 20 2.0 5.2 250 am 0.016 IA 2.93 8.2 270 11.5 8.2 Swale to Ime ,Inlet a7 A-7 1.19 an 20 2.0 5.4 234 0.50 0.030 as 5.15 10.6 254 11.4 10.6 ewale a8 A-8 1A8 0.6720 2.0 2.9 1000 am 0,016 1A 11.73 14.6 1020 15.7 14.6 infilta8on d bl B-1 12.36 it 300 1.0 10.0 350 1.86 0.030 1.5 alas 14.0 650 13.6 13.fi b2 &2 3.19 OJ9 3W 1.0 10.0 350 1.86 0.030 1.5 3.99 14.0 650 13a 13a W B-3 1.59 0.79 20 2.0 2.1 75 0.50 0.016 1.4 0.88 2.9 95 10.5 5.0 of P1 19.63 0.10 300 2.0 25.6 1" 2.00 0.030 L5 13.20 38.8 1500 18.3 18.3 ex rk C2 C-2 1.28 0.59 a 20 3A 456 1.0 0.00 1.1 7.06 10.5 476 12.6 10.5 con nce Swale C3 C3 D.62 0.25 20 2.0 5.7 no 259 0.030 to 275 8.4 310 11.7 8A cone nce male .4 Cd 2.92 0.78 20 2.0 2.1 477 0.50 0.030 08 10.49 12.6 497 12.8 12.6 infiltration pond C5 C-5 0.03 0.77 75 1.2 5.0 130 4.02 0.020 3.2 all 5.7 205 11.1 5.7 infiltration nond c6 Cfi 0.89 0J2 82 2.4 4.8 130 3.08 0,020 2.8 0.77 5.6 212 11.2 6.6 infiltration porof o7 C-7 1.12 0.49 20 2.0 4.1 150 1.95 0.016 2.8 0.89 5.0 170 10.9 5.0 infiltration i ce C-8 1.13 0231 125 2.4 13.6 167 1.85 O.WO 1.8 1.48 15.1 286 11.6 11.6 infieationpond C9 C-9 1.30 0.69 20 2.0 27 335 0.50 0.016 1.4 3.93 6.6 355 12.0 6.61tiope,inlet .10 C-10 0.20 0.74 10 2.0 1.7 78 0.71 0,016 1.7 an 2.5 68 10.5 5.0111year,inlirt Of 011 ass 0.57 40 2.0 5.0 211 0.60 0.016 1.6 2.26 7.3 251 11.4 7.3 rinlet 02 612 1.13 0.71 TO 20 2A 180 2.22 0.016 3.0 1.00 3.6 200 11.1 5.0 r Win 03 C-13 1.49 0.82 20 2.0 1.9 774 2.47 0.016 3.2 0.92 2.8 191 it.t 5.0 type,inlet 04 C-14 1m 0.64 121 2.5 7.0 3W am 0.016 1.4 3.61 106 429 12.4 10.6 type rinlet CIS W5 1.01 0.55 157 2.5 0.0 145 1.50 O.WO 1.3 1.85 1.8 302 113 5.0 infiltration ponel 06 O16 0.45 0.34 75 2.1 9.6 30 am 0.00 0.8 0.66 10.3 105 10.6 10.3 Intl liretion pond c17 C-17 on 0.83 113 2.2 0.0 132 0.50 0.016 1.4 1.54 1.5 2" 11.4 5.0 rinlet cis C-18 0.80 0.62 119 2.0 1.8 105 0.50 0.016 1.4 1.23 9.1 224 11.2 9.1 typer inlet C19 C-19 0.53 0.64 49 2.2 4.6 118 0.50 0.00 0+81 2.60 7.2 167 10.0 7.2 infiltration pone c20 C-20 1.61 0.73 61 1.9 4.4 255 1.32 0.016 2.3 1.84 6.2 317 liel 6.2 ones r inlet .21 L21 2.15 0.20 10 2.0 6.0 651 1.18 O.WO 1.2 9.32 15.3 671 13.] 13.7 Infiltration no c22 U22 0.95 aa0 0 2.0 0.0 20 2.00 0.00 1.5 an 0.2 20 10.1 5.0 area inlet e23 023 0.22 0.95 0 Zol oal 10 2.00 0.00 1.5 all at 10 10.1 5.0 trend drain c24 C24 1.95 0.0 20 2.0 3.1 150 0.50 0.00 0.8 3.3C 6.4 170 10.9 6.4 infiltration pond c25 C25 0.56 O.M 20 2.0 4.4 50 am 0.00 0.8 1.10 5.5 70 10.4 5.5 intimation Porrol as C-26 0.71 0.94 20 2.0 1.0 85 1.40 0.016 2.4 0.46 1.5 85 10.5 5.0 area Inlet r2] C-27 0.18 0.95 0 20 00 10 1.00 O.WO 1.5 0.11 0.1 10 10.1 5.0 tremh drain aaa G28A 0.19 0.95 0 2.0 0.0 10 am Irma 1.4 0.12 0.1 10 10.1 5.0 roof drain c28b G288 0.24 0.95 0 2.0 0.0 10 0.50 0.016 1A a12 0.1 10 10.1 5.0 rent earl r28c C-28C 0.69 0.95 0 2.0 0.0 10 0.50 0.018 1.4 0.12 0.1 10 10.1 So red drain ,zed 428D 0.50 0.95 0 2.0 00 10 am 0.016 1.4 0.12 0.1 10 10.1 5.0 roof drain aee G28E 0.11 0.95 0 2.0 0.0 10 am 0.016 1A 0.12 0.1 10 10.1 5.0 of drain c2B1 C-28F 0.15 0.95 0 2.0 0.0 10 0.50 0,016 1.4 0.12 0.1 10 10.1 5.0 area Inlet c28 &28G 0.36 0.95 0 2.0 0.0 10 0.50 0.016 1A 0.12 0.1 10 10.1 5.Oroofdraln c28h G28H 0.71 0.95 0 2.0 0.0 10 0.50 0.016 1A a12 0.1 10 10.1 5.0 roof drain c29a G29A 0.62 0.95 20 2.0 1.0 350 am 0,016 1.4 4.11 5A 370 12.1 5.1 area inlet c99b G29B 2.89 0.95 0 20 0.0 10 0.50 0.016 1.4 0.12 0.1 to 10.1 5A future red drain CS1 OS-1 1.73 am 20 2.0 3.0 3W 1.W 0.016 2.0 2.49 5.5 am 11.8 5.5 Bad penh a3 A-3.A-4 0.97 0.75 20 2.0 2.3 sea am 0.015 1.4 7.74 10.1 6" Ise 10.1 rInIOt cl] O17.G19 1.26 0.76 49 2.2 35 Its am 0.016 1.4 1.36 4.9 167 10.9 5.0 rinlet cl6 C-16 thm C-19 251 O.W 119 2.0 7.5 12) 0.50 0.016 1.4 5.01 12.5 546 13.0 12.5 infiltration penes c21 C-21.A-5 2.12 031 ?0 2.0 5.6 I58 1.20 0.030 1.2 6.50 12.1 478 12.7 12.1 Wiftration pond b2 A-e•&2 4.38 0.53 10 2.0 3.8 1" 0.50 O.0)fi t4 11.73 15.5 ID20 15.7 15.5 iMOeation pond EQUATIONS: tc.ti.R d=11.87(1.1- CC, )Los)JSm R= WeL Velocity from Manning's Equation with R=0.1 (corresponds to Figure 3-3 o1 City of Fort Collins Design Marl final tc - minimum o1 g . B and urbanized basin check min. tc = 5 min. due to Units of OF curves 07-16-14 FOP FLOWAS STANDARD FORM SF-2 TIME OF CONCENTRATION -10 YR LOCATION: Windward Phsse One PROIECr NO: 1164-099-00 COMPUTATIONS BY: ES DATE: 7/lWG14 10-YF SIDM Cf = 1.00 JR Engineering 26M E. Prospect Rtl.. Ste. 190 Fora Collins. CO 80525 SUB -BASIN DATA UURAL IOVERUWD TOTE (to TRUI TIME GUTTER OR CHANNEL FLOW (n) to CHECK (URBANIZED BASIN) FINAL to REMARKS DESIGN Form,(a.) SUBBASIN(s) (1) Area (2) C (3) Length (fI) (4 Slope (%) (5) ti (min) (6) Length (h) (7) Slope (%) (a) n Manning rough. Val. (IDs) (9) a (min) (10) tc. t1.0 11 Total 011 (12) tc.(V18o).10 (min) (13) (min) (14) a2 A-2 1.68 063 20 2.0 3.1 530 0.5 0.016 1.4 6.221 9.4 550 13.1 9.4 type r Inlet a3 A-3 DU 068 20 2 o 2.6 650 0.5 o e18 IA 7.62 10.4 670 13.7 1064 type r inlet 114 A4 0.52 0.81 20 2.0 2.0 660 0.5 gets 1.4 7.74 9] am 133 9.7 Bad Porch a5 A-5 0.57 0651 20 2.0 3.9 350 0.5 0.016 1.4 4Al so 370 12.1 80 urination porall a6 A-0 162 0.31 20 2.0 5.2 250 06 0.016 1.4 2.93 8.2 270 11.5 82 Swale to cinto a7 A-] 1.19 0.29 20 20 5.4 234 as 0.030 0.8 5.15 10.6 254 11,4 10.6 Swale a8 A-e 1.18 0,67 20 2.0 2.91 1000 0.5 0016 IA 11.73 labs ion 15.7 14.6 Infiltration panel bl B-1 12.36 0.79 30D 1.0 10.0 350 1.9 0.030 165 3.99 14.0 650 13.6 13.6 62 B-2 3.19 0.79 See 1.0 too 350 1.9 D.030 1.5 3eg 14.0 650 11 13.6 b3 83 1.59 0.]9 20 2.0 2.1 25 0.5 0.016 1.4 0.88 2.9 95 10.5 50 Cl C-1 19.63 0.10 300 2.0 256 1200 2.0 0.030 1.5 13.20 30.8 1500 18.3 tams ea pond (we) r2 G2 tall 0.59 20 2.0 3.4 456 1.0 0.030 1.1 ZOB 10.5 Q6 tams 10.5 cnnve Ce Swale r3 G3 0.62 025 20 2.0 5J 290 2.7 0.030 1.8 2.75 BA 310 11] BA conve race Swale u C-4 202 0.78 20 2.0 2.1 an 0.5 0.030 0.8 10.49 12.6 497 12.8 1246 Infiltration ral C5 C-5 0.83 OJ2 75 1.2 5.0 130 4.0 0.020 3.2 067 5J 205 11.1 5] Infiltration ntl C6 CE 069 M72 82 2A 4.8 130 3.1 0.020 2.8 Oil 5.6 212 111 56 infilea0on rb c7 47 1.12 0.49 20 2e 4.1 150 2.0 0.016 26 0.89 50 170 10.9 5.0 infillealk n M c8 C-0 1.13 on 125 2.4 13.6 161 2.9 0.030 16 1.48 15.1 286 11.6 11.6 infiltration ntl c9 G9 1.30 0.69 20 2.0 23 335 0.5 0.016 1,4 3.93 6.6 355 120 66 'Inlet Clo C10 020 0.74 10 2.0 1] 78 0.7 0.016 1.7 0.7J 2.5 88 LDS 5e rinlet dt C-11 0.53 OS] 40 2e 50 211 0.6 0.016 1.6 2.26 7.3 251 11.4 7.3 rinlet ct2 C-12 Lt3 D671 20 2.0 2.6 180 2.2 0.016 3e 1.00 3.6 no lid 5.0 rinlet C13 C-13 1.49 0.02 20 2e 1.9 174 2.5 0.016 31 0.92 26 194 IIA 5.0 typer Inlet c14 C-14 1.00 0.64 121 2.5 To 308 0.5 0.016 1.4 3.61 10.6 429 12A 10.6 rInlet CIS C-15 1.01 0.55 167 2.5 0.0 145 165 0.030 1.3 1.85 1.8 302 11.7 5.0 Infiltration ntl CIS Ot6 0.45 0.34 75 2.1 966 30 0.5 0.030 0.8 066 10.3 105 10.6 10.3 Infiltration ,k C17 C-17 0.73 0.83 113 21 00 132 0.5 0,016 1.4 1.54 1.5 2" 11A 5.0 rinlet c18 CAB gall 0.62 20 2e 3.2 105 0.5 0.016 1.4 1-23 4.5 125 10.7 5.0M�n C19 Ot9 0.53 0.64 20 2.0 3.0 118 0.5 0030 0.8 2.60 5.6 13810.9 5.6 Centel on C-20 1.61 0.73 20 2.0 2.5 255 1.3 gets 2J L84 4.3 275 11.5 5.0 at C-21 2.15 on 20 2.0 6.0 651 1.2 0.030 1.2 9.32 15.3 fill 13.7 1367 intimationntl r22 G22 0.95 0.80 20 2.0 20 20 2.0 0.030 1.5 022 2.2 4D 10.2 so as C-23 012 0.95 20 2e 1.0 t0 2.0 0.030 1.5 0.11 1.1 30 10.2 5.0 nC24 024 1.95 0.0 20 2.0 3.1 150 0.5 0.030 06 3.30 6A 170 10.9 6.4 M as C625 0.56 0.44 20 2.0 4A 50 0.5 g030 0.8 1.10 5.5 70 10.4 5.5 1rnItir lion rN as G26 011 0.94 20 2.0 1.0 65 1.4 0.016 2.4 0.46 1.5 85 10.5 50 area Intel C27 G27 0.18 0.95 20 2.0 1.0 10 2.0 0.030 1.5 D.11 14 30 10.2 5.0 trench drain calla G28A 0.19 0.95 20 2.0 1.0 10 0.5 0.016 1.4 0.12 1.1 3o 10.2 5.0 roar Naln c281, C-28B 0.24 0.95 20 2.0 1.0 10 0.5 0.016 1A 042 1.1 30 10.2 5.0 roof Nam c28c C-28C 0.69 0.95 20 2.0 Imo 10 0.5 0.016 1A 0.12 1.1 30 10.2 5.0 roof drain aidG28D 0.50 0.95 20 20 LO 10 0.5 gets 1.4 0.12 1.1 30 10.2 5emol tlrain calla G28E 0.11 0.95 20 2.0 1.01 10 0.5 0.016 1A 0.12 1.1 30 10.2 5.0 roof drain r28t A 4211F 0.15 015 20 2.0 1.01 10 0.5 gets 1,4 0d2 1.1 30 10.2 5.0 area Inlet C2 G2813 0.36 0.95 20 2e to to 0.5 0.016 1A 0.12 1.1 30 10.2 5.0 root tram r18h C-28H 031 0.95 20 2.0 to 10 0.5 0.016 IA OA2 1.1 30 101 SO mof onam e19a C-29A 0.62 0.95 20 2.0 t0 350 0.5 0.016 1.4 4.11 5.1 370 12.1 5.1 area Intel one Ci298 2.89 0.95 20 2.0 1.0 101 0.5 0.016 to 0.12 17 30 10.2 5.0 luture mof Nan CS1 CSl 1.]3 0.65 20 2.0 3.0M427 1.0 0.016 2.0 2.49 5.5 320 116 5.5 Bad Perot a3 AJ.A-4 0.97 0.75 20 2.0 2.3 0.5 0.016 lA 7.74 10.1 680 13.0 10.1 rinlet a4 C-17.C-19 1.26 0.75 20 20 2.3 0.5 0,016 1.4 1.38 3] 138 106 5.0 ,Inlet c16 GBlhm G19 2.51 0.63 119 2.0 7.5 06 0.016 1.4 501 12.5 546 130 12.5 inliprali0n ntl 1 021.A-5 2.12 016 20 2+0 5.6 1.2 0.030 1.2 6.50 12.1 4]8 127 1b2 A-0.B-2 /.38 0.53 20 2.0 3.a 0.5 o.01fi 1A 11.]3 156 1p20 15] 155 infiltratlon ntl EOUATIONS: tc.b.R ti . (1.B7 (1.1 - CC,) Los) / S tO it. I-Nel. Velocity from Manning's Equation with R=0.1 (corresponds to Figure 3-3 of City of Fort Collins Design Manual) final tc = minimum of ti . it and urbanized basin check min. tc = 5 min. due to limits of OF curves 07-16-14 FDP FLOW.da -' - STANDARD FORM SF-2 TIME OF CONCENTRATION -100 YR LOCATION: Woudward Phase One PROJECT NO: 11 U-099-00 COMPUTATIONS BY: ES DATE: 7/162014 100-yrstorm Cf= 1.25 JR Engineering 2620 E. Proeyxl Rd., Ste. 190 Fod Coen,. CO $0525 SUB43AS01 DATA UIRIU. POVERLAND ME(t0 T VEL ME I GUTTER OR CHANNEL FLOW in) tc CHECK (URBANIZED BASeq FBIAL fc REMARKS DESIGN POLAR SUBBAS11h) (1) Area (x) (2) C (3) C'Cf Length (o) HI Slope 1%) (5) 9 (-in) (6) Lenpn (B) (7) Slope (%) IBI n Mennwp rovsh. VA (We) (9) a (mill (10) Ic= ti. B (11) TOWL 01) (12) I (21a0+lo (di) (13) Prop (14) e2 M2 1.68 0.63 0.78 20 20 2.1 530 0.5 0.016 1.4 622 8.3 550 13.1 93 rnkl a3 AJ a." OAS 0.85 20 2.0 Is 650 0.5 0,016 to ]fit a3 676 13.7 93 rnlo! 04 A4 0.52 0.81 100 20 20 07 660 0.5 0.016 1.4 7.74 SA 680 133 8.4 Eack Porch es A-5 0.57 051 063 20 2.0 3.1 350 0.5 0.016 1.4 4.11 7.2 370 12.1 T2 hd ndic. ,Id e6 A4 IA2 031 039 20 2.0 4.7 250 0.5 0016 1.4 2so 7.7 270 11.5 7.7 Swale to W Cnbt e7 A-7 1.19 029 036 20 2.0 4.9 234 0.5 0.030 08 5.16 101 254 11.41 10.1 a8 A-0 1.18 067 083 20 2a 1.8 1000 0.5 0.016 1.4 11.73 136 1020 15.7 13.5 El B-1 1236 079J0.6120 300 1.0 36 350 1.9 0.030 1.5 3.99 7.6 650 136 7.6 b2 B-2 3.19 on300 1.0 3.6 350 1.9 0ow 1.5 3.99 7.6 650 136 7.6 B3 8.3 1.59 0.79 20 2.0 0.7 75 0.5 0.016 lA 089 le 95 10.5 5.0 Cl C-1 19.63 OAO300 2.0 24.8 1NO 2.0 0.010 1.5 1320 38.1 1500 183 18.]ea IW 7 F2 G2 128 0.5920 2.0 2.4 456 1.0 0.030 1.1 7.00 9.5 476 12.6 95 con ce swab c3 C-3 0.62 02520 2.0 5.3 no 2.7 0.030 1.8 2.75 &0 310 11.7 SO con ce s c4 C-4 2.92 03820 2.0 0.8 4" 0.5 oon 0.8 18A9 11.3 497 12.8 111 nNtraBon C5 C-5 on 07775 1.2 2.1 130 40 0.020 3.2 067 23 Ms 11--1 5.0 Yd>trallon Paid C6 C-0 0.89 0.7282 2.4 26 130 3.1 0.02a 2.8 on 3.3 212 11.2 50 MIDabon pond c7 C-7 1.12 OA920 2.0 33 150 2.0 0.016 2.8 0.89 4.2 170 10.9 SonNValion ntl C8 C-0 1.13 0.23.125 2A 12.7 161 2.0 0.030 1.8 1.46 14.2 286 11.6 11 6 nfdcion Wnd c9 C-9 1.30 on 0.87 20 20 16 335 0.5 0.016 1.41 3.93 55 355 12.0 5.5 rnw CIO C-10 0.20 034 0.92 10 2.0 O6 78 0.7 0.016 1.7 OP Is BB 50 rnlol C11 C-11 053 a57 031 40 2.0 3.7 211 O6 0.016 1.6 2.26 5.9 251 59 rnbt C12 C-12 1.13 0.71 0.00 20 2.0 1A 180 2.2 0.016 3.0 1.00 2.4 200 1 S. rnlol 03 C-13 149 OA2 1.00 20 2.0 0.7 174 2S O016 3.2 0.92 1.6 194 1 5.0 Inks 04 C-14 1.00 0.64 0.80 121 2.5 4.6 308 0.5 0.016 1A 3.61 8.2 429 82 I W .15 CAS 1.01 0.55 0.69 157 2.5 7.0 145 1.5 0.030 13 1.85 8.9 302 88 MNeaSen pond cis C16 045 034 042 75 2.1 85 30 0.5 0.030 0.0 O66 92 105 lk nfltree,. nd 07 C-17 on 0.W 1DO 113 2.2 1.5 132 0.5 0.016 1A I 3A 2" 5.0 eidel Cie C-lB 080 0.62 O.T7 20 2.0 2.2 105 as 0.016 1.4 123 3.4 125 5.0 rnlet C19 C-19 0.0 0.64 030 20 2.0 2.0 118 05 0030 OA 2.60 4.6 138 SO inBeeSon D13.713. c20 C-20 1.61 on 0.91 20 2.0 1.3 255 1.3 0.016 23 1.84 3.1 275 S.O rule, c21 C-21 2AS On 024 M 20 5.7 651 1.2 0030 1.2 932 15.0 671 13.7 M non c22 C.22 0.95 0.90 1.00 20 2.0 0.7 20 26 0.030 1.5 0.22 09 40 5.0c23 C-23 022 0.95 1.00 20 2.0 0.7 10 2.0 0.030 1.5 OA1 0.0 30 5.0 trench dram C24 C-24 1.95 0.63 O7B 20 2.0 2.1 ISO 06 0.030 O6 330 5A 170 SA nNtrabon iWC25 G25 O56 0.44 055 20 2.0 36 50 0.5 0.030 06 1.10 47 70 50 in8Be5on nd CH C26 0.71 094 1.40 20 2.0 0.7 65 1.4 0016 2A 0.46 1.1 85 5A area hW c27 C-27 0.18 095 1.00 20 2.0 0.7 10 20 0030 Is 0.11 03 30 5.0 trench dren r28a C-28A 0.19 0.95 1.00 20 20 0.7 10 0.5 0016 to 0.12 0.8 30 102 5.0 roof den aft C-280 024 0.95 1.00 20 20 0.7 10 05 0,016 1.4 012 0.8 30 10.2 SO roofdren C28c C.28C 0.69 095 100 20 2.0 0.7 10 0.5 0,016 1.4 0.12 02 30 10.2 5.0 roof don am C-28D 0.50 0.95 1.00 20 2.0 0.7 10 0.5 0.016 1.4 0.12 0A 30 102 5.0 r.ldan a" C-28E lilt 095 1.00 20 2.0 0.7 10 0.5 0.016 1A 0.12 03 30 102 5.0 rooldan Cal C-28F 0.15 0.95 1.00 20 2.0 0.7 10 0.5 0.016 1.4 OA2 O.8 30 102 5.0 vp nkl aft AA 036 0.95 100 20 2.0 0> 10 0.5 0.016 to 0.12 OB 30 102 5.0 reoIdan C28h 0.71 0.95 I DO 20 2.0 0.7 10 0.5 0.016 1.41 0.12 0.0 30 10.2 5.0 m den C29a 0.62 0.95 1.00 20 2.0 0.7 350 05 0.016 1.1 4.11 4.8 370 12.1 S. vn nM am 2.89 on 1.00 20 2.0 0.7 10 OS tote 1.4 0.12 0.8 30 10.2 5.0 future mot den OS1 1.13 O65 0,81 20 20 is 300 1.0 0.016 2.0 2A9 4A 3" 11.8 5.0 ftN Porch MA-3.AAO.97 a3 0.97 0.75 091 20 2.0 1.1 660 0.5 0016 1.4 7.74 SA 680 133 a.8 rubs9 126 075 0.94 20 2.0 10 118 05 0.016 1.4 1.38 2.4 in 10.8 S. row -19 2.51 063 0n 119 2.0 50 427 ae 0.016 to130 t0.O nlAebn ntl 272 026 0.33 20 2.0 5.1 450 1.2 0.030 12 6.50 116 OB 12.7 11.6 nBtration nd b2 1.38 053 0.66 20 2a 2.9 1000 0.5 0.016 lA 11.Ml 14.7 ION 15.7 14.7 hVmWw ntl EQUATIONS: tc, =It+R li=[1.87(1.1- CC, )L05j1Sm U=wel. Velocity from Manning's Equation vMh R-0.1 (corresponds to Figure 3-3 of City of Fort Collins Design Manual) final tc = minimum of ti + R and urbanized basin check min. tc - 5 min. due to limits of OF curves 07-16-14 FOP FLOW.KIs JR Engineering 2620 E. PMWOV ft., Ste. 190 Fon Catlin, CO W525 RATIONAL METHOD PEAK RUNOFF (City of Fort Collins, 2-Yr Storm) LOCATION: WoodwaN Phase One PROJECT NO: 1164-099-00 COMPUTATIONS BY: ES DATE: 7/16/2O14 2 yr storm, C7= 1.00 DIRECT RUNOFF CARRYOVER TOTAL REMARKS Design Point Tel Sub -basin A fast CCf tc (min) i (iNhr) o(2) (0.) from Design Point o(2) (cfe 0(2)tot Ida) a2 A-2 1.68 0.63 9.4 2.28 2.4 2.4 rinlet a3 A-3 0.44 0.68 10.4 2.19 0.7 0.7 rinlet a4 AJ 0.52 0.81 9.7 2.25 1.0 1.0 Back Ports a5 A-5 0.57 0.51 0.0 2.42 0.7 07 infirrabon Pond a6 A3 1.82 0.31 0.2 2.10 1.4 1.4 swale to into a7 A-7 1.19 0.29 10.6 2.18 of 0.7 Swale all Aa 1.1a 0.67 14.6 1.89 1.5 1 1.5 in8linta. ntl b1 B-1 12.36 0.79 13E 1.95 19.0 19.0 Fuh re Phases b2 B-2 3.19 0.79 13.6 1.95 4.9 4.9 b3 B3 1.59 0.79 50 2.85 3.6 30 c1 Gt 19.63 0.10 18.3 1.69 - 3.5 3.5 ea pand c2 G2 1.28 0.59 WE 2.18 1.6 16 come nce Swale 0 G3 0,62 0.25 6.4 2.30 0.4 04 conveyance Swale rA CJ 2.92 0.78 12.6 2.02 4.6 46 infiltration pond 05 GS 0.03 on 5.7 2.70 1.7 1.7 infiltration Pond c6 CE 0.89 0.72 5.6 231 1.7 1.7 linfiltration trend c7 C-] l 1.12 0.49 5.0 2.85 1.5 1.5 infi0'afion nd c8 C-B 1.13 0.23 11.6 2.09 0.5 0.5 infiltration ntl c9 C-9 1.30 0.69 6.6 2.58 2.3 23 typerinlet c10 C-10 0.20 0.74 5.0 2.05 0.4 0A rinlet c11 GI l am 0.57 7.3 2.50 0.7 0.7 r inlet 02 C-12 1.13 0.71 5.0 2.85 2.3 23 tree rinlet 03 G13 IA9 0.02 5.0 2.85 3.5 3.5 type rinlet 04 G14 1.00 0.64 ME 2.17 1.4 1A rinlet 05 G15 1.01 0.55 5.0 2.85 1.6 15 Wiltra0on Pend 06 C-16 0.45 0.34 10.3 2.20 0.3 0.3 Warration pond c17 G17 on 0.83 se 2.85 1.7 1.7 nter,inial 08 G18 0.80 0.62 9.1 2.31 1.1 1.1 tv,,e rinlet C19 G19 0.53 0.64 7.2 2.51 0.9 03 ini9bad0n redr20 C-20 1.61 0.73 6.2 2.63 3.1 3.1 r Wet at G21 2.15 on 13.7 1.94 0.8 0.8 irdittrason rut c22 C-22 0.95 0.80 5.0 2.85 2.2 22 area Wet as G23 0.22 0.95 5.0 2.85 0.6 0.6 trenrA drain c24 G24 1.95 0.63 6.4 2.61 3.2 3.2 inlilirati0n ntl as G25 0.56 0.44 5.5 2.73 0.7 0.] irdillation ntl c26 G26 0.71 0.94 5.0 2A5 1.9 1.9 area inlet c27 C-27 0.1a 0.95 5.0 2.85 0.5 0.5 trench drain c28a G28A 0.19 0.95 5.0 2.85 0.5 0.5 roof drain ate G28B 0.24 0.95 5.0 2.85 0.6 0.6 roof drain c28c C-28C 0.69 0.95 &0 2.85 1.9 la roof drain c20d G2B0 0.50 0.95 5.0 2.85 1.4 1.4 roof train c20e 628E 0.11 0.95 5.0 2.85 0.3 0.9 roof drain r1M C-28F 0.15 0.95 5.0 2.85 0.4 0.4 area inlet all G280 0.36 0.95 5.0 2.85 1.0 1.0 mot tlrain QBh C-28H 0.71 0.95 5.0 2.85 1.9 1.9 Wf tlrain c29a G29A 0.62 0.95 5.1 2.78 1.6 1.6 area Inlet r29b G298 2.89 0.95 5.0 2.85 7.8 7.8 future roof lain OSI QS-1 1.73 0.65 5.5 2.73 3.1 3.1 Back Ports a3 A3 Ah 0.97 0.75 10.1 222 1.6 1 1.6 ntrat,inlet 07 4>17.G19 1.26 0]5 5.0 2.85 2.7 2.7 rWen c16 G16tutu G19 2.51 0.83 12.5 2.02 3.2 3.2 WeaOon nd c2t G21M-5 2.72 0.0 12.1 206 1.5 L5 infiltration M W A-8�&2 4.38 0.53 15.5 1.83 4.2 4.2 infiltrddOn ntl O=Ci CIA O - peak discharge (cfs) C = runoff coefficient Cr = frequency adjustment factor i = rainfall intensity (in/hr) from City of Fort Collins IDF curve (4/16/99) #VALUE] A- drainage area (acres) i-24.2211(10+tc)0- 07.16.14 FOP FLOW+As JR Engineering 2620 E. Prospect Rd., Ste. 190 Fen Collins, CO 00525 RATIONAL METHOD PEAK RUNOFF (City of Fort Collins, 14Yr Storm) LOCATION: WlW.urf Phase One PROJECT NO: 1164-099-00 COMPUTATIONS BY: ES DATE: 7/16r-1014 10yrstorm, Cf= 1.00 DIRECTRUNOFF CARRYOVER TOTAL REYMKs Design Point Tnway &u sin A (aci ccf tc (m)n) I (iNhr) 0(10) (Cfe) from Design Paint 0(10) (cfe) 0(10pot (ds) a2 A-2 1.68 0.63 9.4 3.90 4.1 4.1 type r into a3 A-3 0.44 0.68 10.4 3.74 1.1 1.1 r inlet a/ AJ 0.52 0.81 9.7 3.85 1.6 1.6 Back Porch a5 A-5 0,57 0.51 e6 4.13 1.2 1.2 infitlrati0n nd e6 A-4 1.82 0.31 8.2 4.10 2.3 2.3 Swale to cinlet eJ A-] 1.19 0.29 10.6 3.72 1.3 1.3 Swale a8 A-8 1.18 14.6 3.22 2.5 2.5 infiltration Pond 01 B-1 12.36 13.6 3.33 32.5 32.5 Future Phases 02 B-2 3.19 13 6 3.33 8.4 8.4 W B-3 1.59 5.0 4.87 6.1 6A NO.78 Cl G1 19,63 18.3 2.88 5.9 5.9 ea net w r2 G2 1.28 10.5 3.73 2.8 2.8 con ce male c3 G3 D.62 8.4 4.06 0.6 0.6 con nce surale U CJ 2.92 12.6 3.45 7.9 ) 9 infiltration ridG5 0.83 5.7 4.62 3.0 30 infiltration Paw U 4>6 0.89 0.72 5.6 4.64 3.0 36 wria Venwed! c7 G7 1.12 0.49 5.0 4.87 2.6 26 irdiltratien rd U CA1 1.13 0.23 1 11.6 1 3.58 0.9 1 1 0.9 infittration "nel c9 G9 1.3D 0.69 6.6 4.40 4.0 4.0 type r inlet c10 G10 0.20 0.74 5.0 4A7 0.7 07"'inlet all C-11 0.53 0.57 7.3 4.27 1.3 1.3 type rinlet C12 G12 1.13 0J1 56 4.87 3.9 3.9 rinlet 03 G13 1,49 0.62 5.0 4.87 6.0 6.0 type rinlet cis G14 1.00 0.64 10.6 3.71 2.4 2A type rinlet C15 C-15 1.01 0.55 5.0 4.87 2.7 21 infiltration pond C16 G16 0.45 eu 10.3 3.76 0.6 Oe Infiltration ond 07 C-17 0.73 0.83 5.0 4.87 3.0 3.0 rinlet C18 G18 0.80 0.62 5.0 4.87 2.4 2.4 rinlet c19 G19 0.53 0.64 5.6 C63 1.6 16 Infiltration nd C20 C-20 f 1.61 0.73 1 5.0 1 4.87 5.7 1 1 5.7 rinlet c21 C-21 2.15 0.20 13.7 3.32 to 1.0 infiltration net c22 C-22 0.95 0.80 5.0 4.87 3.7 3.7 area inlet c23 C-23 0.22 0.95 5.0 4.87 1.0 1.D trench drain c24 0-24 1.85 0.63 6.4 1./5 5.5 5.5 infiltration end c25 G25 am0./0 5.5 1.66 1.2 1.2 infiltration end c26 G26 0.71 0.94 5.0 4.87 3.2 3.2 area inlet C2] C-27 0.18 0.95 56 4.87 06 0.8 trench drain c2lfa G28A 0.19 0.95 5.0 /.87 0.9 0.9 roof drain cab G2811 0.24 0.95 5.0 4.87 1.1 1.1 roof drain c28c G28C 0.69 0.95 5.0 4.87 3.2 3.2 roof drain aw G28D 0.50 0.95 5.0 4.87 2.3 2.3 roof drain aria 628E 0.11 1 0.95 5.0 1 4.67 0.5 1 1 0.5 root drain am G28F 0.15 0.95 56 4.87 0.7 0.7 area inlet c28 G28G 0.36 0.95 5.0 4.87 1.7 1.7 roof drain ash G28H 0.71 0.95 5A 187 3.3 3.3 roof drain ez9a G29A 0.62 0.95 5.1 4.76 2.8 2.8 area Inlet c29h C-na 2.89 0.95 5.0 4.87 13.4 1364 fldlae mot drain 0 061 OSt 1.73 0.65 5.5 4,67 5.3 5.3 Back Porca a3 A-3 A4 0.97 0.75 10.1 3.79 2.7 1 2.7 rinlet as G17aG19 1.26 0.75 5.0 4.87 4.6 4.6 islet c16 Gl6lhru G19 2.51 O.61 1" 3A6 5.5 5.5 iMiitratbn M r21 G21+A-5 2.72 22fi 12.1 3.51 2.5 2.5 infilhation M 52 A§ 8-2 4.38 0.53 15.5 3.13 7.2 1 7.2 Intendant Pond D=CfCA O = peak discharge (cfs) C = runoff coefficient Ct = frequency adjustment factor i = rainfall intensity (in/hr) from City of Fort Collins IDF curve (4/16/99) A = drainage area (acres) 1- 41.a f (10. m)°wr4 ' 07-16-14 FOP FLOW.ds JR Engineering 2620 E. Prospect Ad., Ste. 190 Fort C011ns, CO 80525 RATIONAL METHOD PEAK RUNOFF (City of Fort Collins, 100-Yr Storm) LOCATION: Woodward Phase One PROJECT NO: 1164-099-00 COMPUTATIONS BY: FS DATE: 7/16/2014 100yrstorm, Cf= 1.25 DIRECT RUNOFF CARRY OVER TOTAL REMARKS Des. Paint Area Design. A (act CCf tc (nnn) I (n8e) O(1W) lets) from Design Pont D(100) lets) 7100)tet (cfs) a2 A-2 1.68 0.78 8.0 8.45 11.1 11.1 tyisf,inlet a3 A-3 0.44 0.85 9.3 8.00 3o 3D tWe rnlet aL A-4 0.52 1.00 8.4 8.30 4.4 4.4 Back Perch a5 A-5 0.57 0.63 72 8.76 3.2 3.2 6lfitratbn Pord - a6 A-6 1.62 0.39 7.7 8.58 6.1 6.1 ewale to c Inlet s7 A-7 1.19 0.36 lot 7.74 33 3.3 Isvnille a8 A-8 1.18 0.83 13.5 6.83 6.7 6.7 InNtradon pond b1 &1 12.36 0.99 7.6 8.59 104.8 104s Future Phases &2 3.19 0.99 7.6 8.59 27.1 27.1 Ilkb2 b3 B-3 1.59 0.99 5.0 9.95 15.6 15.6 ct C-1 19.63 0.13 18.3 5.88 15.1 15.1 ex pond c2 C-2 1.26 0.73 9.5 7.92 7.4 7.4 core nce..I. c3 C-3 0.62 0,31 8.0 845 IS 1.6 corwyance Swale W C-4 2.92 0.98 11.3 7.39 21.1 21A nNtraben pand c5 C-5 O.B3 0.96 5.0 9.95 7.9 7.9 infiltration sand c6 C-6 0.89 0.90 5.0 9.95 8.0 8.0 infiltration nd cJ C-7 1.12 0.61 5.0 9.95 6.7 fi] nfltration pond c8 C-8 1.13 0.28 11.6 7.31 2.4 2.4 Infiltration pond C9 C-9 1.30 0.87 5.5 9.53 10.7 10.7 tylee r inlet c10 C-10 0.20 0.92 5.0 9.95 1.8 Is type rnlet Of C-11 0.53 031 5.9 9.31 3.5 3.5 inlet c12 C-12 1.13 T89 5.0 9.95 10.0 10.0 inlet 03 C-13 1.49 I'M 5.0 9.95 laws Us type riAel c14 C-14 1.00 oso 8.2 8.39 6.7 6.7Narea�IW let c15 C-15 1.01 0.69 8.9 8.13 5.7 5.7 Infiltration Mind cis C-16 OAS 0.42 9.2 8.02 1.5 1.5 n nd c17 C-17 0.73 1.00 5.0 9.95 7.2 7.2let c18 C-18 0.80 0.77 5.0 9.95 6.1 SAlet c19 C-19 0.53 0.60 5.0 9.95 4.2 4.2 on nd c20 C-20 1.61 0.91 5.0 9.95 14.6 14.6 let c21 C-21 2.15 0,24 13.7 6.78 3.6 3.6 n pond c22 C-22 0.95 1.00 5.0 9.95 9.5 9.5 atc23 C-23 0.22 1.00 50 9.95 2.2 2.2 rainc24 C-24 1.95 0.79 5.4 9.58 14.7 14.7 n ntl 05 C-25 0.56 0.55 5.0 9.95 3.1 3.1 h i ration pond c26 C-26 031 1.00 5.0 9.95 7.0 To area inlet c27 C-27 0.18 1.00 5.0 9.95 1.8 1.8 bents drain am C-28A 0.19 1.00 5.0 9.95 1.9 1.9 roof drain c28b C3BB 0.24 1.00 5.0 9.95 2.3 23 mot drain c28c C-28C 0.69 1.00 5.0 9.95 6.9 6e roof drain am C-280 0.50 1.00 50 9.95 5.0 5.0 root drain c28e C-28E 0.11 1.005.0 9.95 1.1 1.1 reef drain r28f C-28F 0.15 1.00 5.0 9.95 1.5 1.5 area Inlet c28g C-28G 0.36 1.00 5.0 9.95 3.6 36 roof Nan ash C-28H 0.71 1.00 5.0 9.95 7.1 7.1 roof drain c29a C-29A 0.62 1.00 5.0 9.95 6.2 62 area inlet c29b C-298 2.89 1.00 5.0 9.95 28.7 28.7 future met drain O51 0&1 1.73 oel 5.0 9.96 14.1 14.1 Back Porch a3 A3.A-4 0.97 0.94 8.8 FIS 7.4 7.4 erinlet a4 C-17aC-19 1.26 0.96 5.0 9.95 11.8 11.8 type rWar c16 C-16 Mm C-19 2.51 0.79 10.0 7.78 15.5 15.5 infiltration Fond c21 - C-21rA-5 2.72 0.33 11.6 7.29 6.5 6.5 nfitratnn pond b2 A-8+8-2 4.36 0.66 14.7 1 6.57 18.9 18.9 InfiVation pond O=CIA O - peak discharge (cfs) C = runoff coefficient i - rainfall intensity (in/hr) from City of Fort Collins IDF curve (4/16199) A= drainage area (acres) I- 64.6821(10. tc)0 nns 07-16-/4 FDP FLOW.As Interwest Consulting Group 1218 W. Ash, Suite C Windsor, CO 80550 Inlet Flow Calculation for Area Inlets Project: Woodward Phase One Minor Amendment Job Number: 1123-070-00 Calculations by: es Date : 7/14/2014 Objective: to find the number of grates required for Type D area inlets in grassy areas WSEL Geometry at inlet: Grate Dimensions and information: Close Mesh Grate (two are used for Type D Inlets) Width (W): 2.625 feet (See CDOT Detail M-604-11) Length (L): 3.3542 feet Open Area (A): 13.3888 sq ft 2-grates Reduction Factor (F): 50% ' Grate Flow: Use the orifice equation Qi = C*A*SQRT(2*g*H) to find the ideal inlet capacity.* 'See Hydraulic Design Handbook by McGraw-Hill for veriricaiton of equation use and C value ' C = Orifice discharge coefficient= 0.67 A = Orifice area (ft) - open area of grate g = gravitational constant = 32.2 ft/s2 ' H = head on grate centroid, ponding depth (feet) Then multiply by the reduction factor for the allowable capacity. QG=Q;*(1-F) ' DP C29A Q = 6.2 cfs - Or H = 0.3 ft Single Type D Inlet A = 1 *A ' = 13.39 ft2 Oi = C*A*SQRT(2*g*H) 39.43 cfs ' QG Q,*F 19.71 cfs USE: Single Type D Inlet Double Type D Inlet A = 2*A = 26.78 ft2 Qi = C*A*SQRT(2*g*H) 78.86 cfs QG= Qi*F 39.43 cfs Triple Type D Inlet A = 3*A = 38.00 ft2 Q; = C*A*SQRT(2*g*H) 111.91 cfs QG= Ql*F 55.95 cfs Pagel Inlet Flow Calculation for Area Inlets Project: Woodward Phae One -Minor Amendment Job Number: 1136-028-00 Calculations by: ES Date: 7/14/143 Objective: to find the number of grates required for area inlets in grassy areas WSEL Geometry at inlet Grate Dimensions and information Width (W): 1.87 feet Length (L): 3.27 feet Opening Ratio (R): 0.6 sq ft/sq ft Reduction Factor (F): 50% Grate Flow: Use the orifice equation Q; = C*A*SQRT(2*g*H) to find the ideal inlet capacity.* *See Hydraulic Design Handbook by McGraw-Hill for verificaiton of equation use and C value C = Orifice discharge coefficient= 0.67 A = Orifice area (ft) - open area of grate g = gravitational constant = 32.2 ft/s2 H = head on grate centroid, ponding depth (feet) Then multiply by the reduction factor for the allowable capacity. QG=Q;*(1-F) DP C28F Q = 1.5 cfs - 09 H= 0.1667 ft Single Type 13 Inlet A = W*L*R = 3.67 ft2 Q; = C*A*SQRT(2*g*H) = 8.05 cfs QG= Q;*F 4.03 cfs USE: Single Type 13 Inlet Double Type 13 Inlet A= 2*W*L*R 7.34 ft2 Q; = C*A*SQRT(2*g*H) = 16.11 cfs QG= Q;*F 8.05 cfs Interwest Consulting Group 1218 W. Ash, Suite C Windsor, CO 80550 Triple Type 13 Inlet A = 3*W*L*R 11.01 ft2 Q; = C*A*SQRT(2*g*H) = 24.16 cfs QG= Q;*F 12.08 cfs Pagel Scenario: 100-YR �,M G Owl iI� tnjrs� oM A.r4 nN ?b 1 �oo /3 G2QA + Cr'-28 N >F 2 C3.0 = r:�k5 c-� czg� I.si Bentley StormCAD V8i (SELECTseries 3) Phase One West (7-14-14).stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.03.84] ' 7/14/2014 27 Siemon Company Drive Suite 200 W Watertown, CT Page 1 of 1 06795 USA +1-203-755-1666 1 ' Label Start Invert Node (Start) (ft) t FlexTable: Conduit Table Stop Invert Length Slope Section Diam Manning's Flow Capacity Velocity Node (Stop) (Unified) (Calcula Type eter n (ds) (Full (ft/s) (ft) (ft) ted) (in) Flow) (ft/ft) rds) CO-21 POND 4,930.00 MH-27 4,930.46 114.0 -0.004 Circle 42.0 0.013 64.30 63.91 7.57 CO-22 MH-27 4,931.00 MH-28 4,934.53 150.0 -0.024 Circle 42.0 0.013 64.30 154.33 15.31 CO-23 MH-28 4,934.53 MH-29 4,935.54 253.0 -0.004 Circle 42.0 0.013 60.10 63.56 7.52 CO-24 MH-29 4,935.54 MH-30 4,935.85 61.0 -0.005 Circle 42.0 0.013 60.10 71.72 8.35 CO-25 MH-30 4,935.85 C- 41936.61 151.0 -0.005 Circle 30.0 0.013 29.80 29.10 6.07 CO-26 28G/E 41936.61 C-28H 4,936.95 67.0 -0.005 Circle 30.0 0.013 16.30 29.22 3.32 CO-27 MH-30 4,937.82 28C/D/F 4,938.50 134.0 -0.005 Circle 18.0 0.010 13.40 9.73 7.58 CO-28 C-28B 4,937.70 T-1 4,937.08 62.0 0.010 Circle 12.0 0.010 2.30 4.63 5.89 CO-29 T-1 4,937.08 'C-28A 4,936.82 26.0 0.010 Circle 12.0 0.010 2.30 4.63 5.89 CO-30 C-28A 4,936.42 T-2 4,935.53 87.0 0.010 Circle 18.0 0.010 4.20 13.81 6.86 CO-31 T-2 4,935.53 MH-28 4,935.19 32.0 0.011 Circle 18.0 0.010 4.20 14.08 2.38 CO-32 MH-30 4,935.85 FUTURE 4,936.00 25.0 -0.006 Circle 1 18.0 0.013 16.90 8.14 9.56 Flow / Hydraulic Hydraulic Capacity Grade Grade L)ne (Design) Line (In) (Out) ' M (ft) (ft) 100.6 4,933.26 4,932.51 41.7 4,937.04 4,933.83 94.5 4,938.46 4,937.75 83.8 4,939.08 4,938.92 102.4 4,940.27 4,939.47 55.8 4,940.66 4,940.55 137.8 4,940.76 4,939.47 49.7 4,938.35 4,938.11 49.7 4,938.02 4,937.97 30.4 4,937.91 4,937.83 29.8 4,937.78 4,937.75 207.71 4,940.12 4,939.47 0V1jI T( Phase One West (7-14-14).slsw 7/14/2014 Bentley StormCAD V8i (SELECTseries 3) Bentley Systems, Inc. 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O HMO O IO O O O O L6n qt V/ V/ qt qt (4) u01jeA913 U E 0 h m m M 0 N 4f 4f0 00 NM N ' Oi C IV N 00 0 0 0 O L O 11 .� 0 0 (4) UOIjBA913 o `+O O : O O c r-O 0000 lei + N O NO M 2 �U q o'^ L / 0 o '0n .�. / M 0 0 N N t 7 C O N N c~i co a wS w w 0 N i \ I CONNECT TO 42' STU i� \ \ cnior�iEaactara �8 AGa• Wv3s.n- \ \ \ \ \I STORM LINE 2 / \.••� \ \ I 87 LF12/�/ \ STA 2+0O 5.1.01 S M MM14X14 1 1 � 6,INY J6.15� STA 0+9x0D 42' FES \ I ADS 24• AREA INLET W/ TRASH RACK \ \ W/ SOLD UD SEE NOTE 7 \ 1+ RN : 4940.80, 1 4� i 12' IV. 49]6.62 J 8 wY 4916.42 L 33 V tY NDI; O I \ � \ \ �C 12' 45' SENT I 55 LF NATURAL RESOURCES /I) Ilk \ qLM INY. ]].1: BREAM -AWAY( -AWAY FENCE 1 SET S' SOUTH OF 1' LOOP TRAIL\7\ v 1 1 1( I (TYP) MANAGE ESYT \ 1 /1 /� Ez FROPERn LINE P01ID A I / , AVO 11111RELd0.M_D II I � I \I \I\I III CORBLE SWALE RE: LN05`�;� 1 // 11 sn aLYERT SO lF lY RCP I A - 5 1 I EN-sTA 6+NH MX�S s1Y YX 17� 17=\ O / �� STA 6411.31 i 32 LF 10' HOPE O S.tdt STM M' 16 1 L__ 8' ROOF DRMN 4+00 ��_ WV. 1 5+W 1 c 1W 45' BEND v, 36 LF aHOPE O s-1O. .�. o 6' ROOF DRAW IN INY.39.42 CAFETERIA, FF4W.O u M LF 6' HDPE O ADS 24' AREA INLET 17 LF a' HDPE Il 6' ROOF DRAIN W/ GRATED INLET O S" O" L O INV.39,41 RIW-"1.75 10' INV:493x06 e 12' INV. 4937.93 15 LF 8 HDPE 10' 22.5' BEND O S-2AX --12'.4' TEE, 27 LF 10' HDPE RCP O 5•t.m a W ROOF b INV. ID' ROOF DRAIN J8 U, lE O W. 36.51 LF 4' HOPE 19 LF 10• HDPE _21 O 5 4.D1 O S.1.01 3' ROOF DRMN INY.39.75 UPSZE TO 4' HDPE OUTSIDE BLMDING ROOF DAMN CHARGE OR GRADE COBBLE RUN DOW DOWNSPOUT DETML /' ROOF DRAW I TO SWALE LF 4' HOPE S-2.41 ]' ROOF D wV 39.75 TO 30• ST14 V IARY CROSSING W T01.4937.33 STA 8+23.13 Ni 4937.97 _ sm INLET 1 ,�21 LF 6• HDPE 55 LF 6' HDPE O S-4.= �O S.1.S1 --- -- LF 6- LF IB- HDPE Ls" ROOF DRAIN INM.39.19 V: I 4! DEFLECT W HDPE ' 6ROOF diMN ROOF GRAIN _ r. . �` R.S00.0 INV. J9.0.S INN. 39.35 IN � 4 \-a• ROOF DRAIN N Wv 39.2a i k AREA INLET RW:4942.70 p -1I ^I 10' INY.4SM7 5 II 18' INY.49]a50 c 4' ROOF DRAIN DISCHARGE ON GRADE II II I Ili lye 10' ROOF DRMN W.39.15 I I 6' ROOF DRMN DISCHARGE ON DUDE I FtJ1URE I BUILDING d I I a' ROOF DRMN I INDUSTRIAL TURBOIL7ApIWERY dsaARGE ON GRADE I SYSTEMS FF4B43.0 I F L 4WDU x 199 9 TSAL R9 =$3 4945 S �b �g aaa 41E+ 4945 8g DLOLP D.DINERS) rAt �+ y b� _.-� ___ 7 _- _ ___ ____ ______ __ ___ ____ 4940 E R OBstw mAGc J 4940 /'' •' �— 1 67 LF 30' ROP I 253 LF 42- REP 61 LF 42' RCP 151 LF 30' RCP O -O.SOW 4935 RCP o O5 O.4 05.0.501 c �'' 114 V 12• RDP � 6' COMPRESSED AW GAS DOt I2'.1a5'.1A' TYPE L BIIRIfD RFRAP pm 8' SAN / 16' STEEL C%N SEWER DRaIMD I(7w) 49130 ROWFILL BETWEEN STM AND ASING / W/ 6' TYPE I MIXING / L lF TDRF REwFORCENDIT MAT RaLLIAx 1+00 snso OR APPRIriID EauM 2+00 3+OD 4+00 5+00 6+00 7+00 B+OD 9+OD STORM SEWER UNE 2 1`L LEET4 trammmor 6 ®11 a i ■ W i 00 90 O 00 t00 aY 1101i001i mm Q SCAM 11-- W VERri 8GL8' 1' - I• e BSI 1. sTaaIBEW®tTN8TALIATIDaID®MILCOIOOIO,Im i3 �� TIDE CRY aF FORF eoELaa LLTAlm4Tme AND BPEGg1C.ATlOH8CWO1pR ATTIEOATEOFARTIOIFAL OPTMEPIANa BYTlOLIpCAL R2ffiElIE XTaD9l F OMeEorNOPPOEo1nAll:aT�AND®TlGA611✓® TE3l1>P6071LICII1GmmTTFLTov i. H1C101liEYYF]l T'05®MlLffiClAffidR(PORRQ t$Y9aRPO8A8N01®L]N11P RA18 LimG09 WIAIl ffi PFA eAlarARY EMIFl1 Bl2TLTan DEEAa FOR PAIL APO 14T(SIp01 ®.W 67R BFDOWtl DETAL FOR RCP. 8TOT0(ffiW COLLWWLLiwsli NS BYTNLi QIYOPPIORFCOLLl.B@TAFDNIa3PUNeANn � I ATOIW�IDOm PLAN FORCLLVpEF11VERF I C 1 01 naFGLOmWATaAPgIDPD SHMMOAPP "'M ' r AND O B pECTfaTp FLUCRNTESEABONA LY. 11 QALLEICTOIrtTTLae BYTlT6WLea4,RreTNaLffi I IL. I N AaVATEIYOWF®Alm YMffADO]). 7.Q FlAlOD1]m�IgNE941W.ffi a41FmTAL oI3LaRoolTasTE, ODILRAOOBB &ALLTYPECAND DORATBEmffi GLOW L®IANCi HOOTRAFFICRATI D. CALL UTILITY NOTIFICATION CENTER OF COLORADO oil CALL 2 BUSINESS DAYS W ADVANCE BEFORE YOU DIG, GRADE. OR UCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES iiiiiiim "ndotmit Win A t 4MM CITY OF FORT COLLINS. COLORADO UTILITY PLAN APPROVAL REGTS ♦00 �V APPROVED: an EN9NLER DArz om4y •.�'Po �s t 4 33N1 1 CHECKED BY: WATER • WASrzWA1EA VIWItt GAT( {+�( �1•.1•Y CHECKED BY: . _,[,�. �TONAL.E` 6TORIIWAI(R ulRm DA1( CHECKED BY: PARx9 a REMATIDN DArz �L�aa41Na �s CHECKED BY: 1PARC Exoau own a CHECKED BY: (xNRWRENIM PLANNER D/.rz Worksheet for Cross -Section C-C, 0100 (+33%) Flow Element: Triangular Channel Friction Method: Manning Formula Solve For: Normal Depth flnput Data 77­7- Roughness Coefficient:' 0.030 Channel Slope: 0.00500 ft/ft Left Side Slope: 4.00 ft/ft (H:V) Right Side Slope: 4.00 ft/ft (H:V) Discharge: 12.50 ft3/S U S -Res it 7y-. r, Normal Depth: 1.15 ft Flow Area: 5.27 ft' Wetted Perimeter: 9.47 ft Top Width: 9.18 ft Critical Depth: 0.90 ft Critical Slope: 0.01779 ft/ft Velocity: 2.37 ft/s Velocity Head: 0.09 ft Specific Energy: 1.24 ft Froude Number: 0.55 Flow Type: Subcritical ,GVF Input Downstream Depth: ---- ___0._00 ft Length: 0.00 It Number Of Steps: 0 �GVF Output Data -7 Upstream Depth: 0.00 ft Profile Description: N/A Profile Headloss: 0.00 ft Downstream Velocity: 0,00 ft/s Upstream Velocity: 0.00 ft/s Normal Depth: 1.15 ft Critical Depth: 0.90 ft Channel Slope: 0.00500 ft/ft Critical Slope: 0.01779 ft/ft Cross Section for Cross -Section C-C, QIOO (+33%) Project Description Flow Element: Triangular Channel Friction Method: Manning Formula Solve For: Normal Depth PectiomData Roughness Coefficient: 0.030 Channel Slope: 0.00500 ft/ft Normal Depth: 1.15 ft Left Side Slope: 4.00 fttft (H:V) Right Side Slope: 4.00 ft/ft (H:V) Discharge: 12.50 ft3/S Worksheet for Cross -Section D-D, Q100 (+33%) Projescription'- _ L T . � ctDe4 Flow Element: Triangular Channel Friction Method: Manning Formula Solve For: Normal Depth LlfiputData_ _ Roughness Coefficient 0.030 Channel Slope: 0.00500 ft/ft Left Side Slope: 4.00 ft/ft (H:V) Right Side Slope: 4.00 ft/ft (H:V) Discharge: ^ 4.40 r, J = AT � roo (, �J � ft-/s Results ; Normal Depth: 0.78 It Flow Area: 2.41 ft' Wetted Perimeter: 6.40 ft Top Width: 6.21 ft Critical Depth: 0.60 ft Critical Slope: 0.02044 ft/ft Velocity: 1.83 ft/s Velocity Head: 0.05 It Speck Energy: 0.83 ft Froude Number: 0.52 Flow Type: Subcritical rGVF Input Data - a: l_ ._-�._.._...__ �_..��.._.W �..�....:_...�_. ,_._.... _......�-_._tea, Downstream Depth: 0.00 It Length: 0.00 It Number Of Steps: 0 �GVF Output Data Upstream Depth: 0.00 It Profile Description: N/A Profile Headloss: 0.00 It Downstream Velocity: 0.00 ft/s Upstream Velocity: 0.00 ft/s Normal Depth: 0.78 It Critical Depth: 0.60 ft Channel Slope: 0.00500 ft/ft Critical Slope: 0.02044 ftf t Cross Section for Cross -Section D-D, Q100 (+33%) Project Descnphon t ' Flow Element: Triangular Channel Friction Method: Manning Formula Solve For: Normal Depth Section Data Roughness Coefficient: 0.030 Channel Slope: 0.00500 ft/ft Normal Depth: 0.78 It Left Side Slope: 4.00 ft/ft (H:V) Right Side Slope: 4.00 ft/ft (H:V) Discharge: 4.40 ft3/s .78 ft Interwest Consulting Group 1218 W. Ash, Suite C Windsor, CO 80550 Inlet Flow Calculation for Area Inlets Project: Woodward Phase One Job Number: 1164-108-00 Calculations by: es Date : 7/14/2014 Objective: to find the number of grates required for Type C area inlets in grassy areas WSEL Geometry at inlet: Grate Dimensions and information: Close Mesh Grate Width (W): 2.625 feet Length (L): 3.3542 feet ' Open Area (A): 6.6944 sq ft Reduction Factor (F): 50% Grate Flow: Use the orifice equation Q; = C*A*SQRT(2*g*H) to find the ideal inlet capacity.* *See Hydraulic Design Handbook by McGraw-Hill for verificaiton of equation use and C value C = Orifice discharge coefficient= 0.67 A = Orifice area (ft) - open area of grate g = gravitational constant = 32.2 fUs2 H = head on grate centroid, ponding depth (feet) Then multiply by the reduction factor for the allowable capacity. QG=Q;*(1-F) DP A-6 (plus A-7) Qlo = 3.6 - cfs Q100 - 9.4 cfs H= 2 ft Single Type C Inlet A = 1*A ' = 6.69 ft2 Q; = C*A*SQRT(2*g*H) 50.90 cfs QG= Q, * F 25.45 cfs ' USE : Single Type C Inlet Double Type C Inlet A = 2*A = 13.39 ft' Q; = C*A*SQRT(2*g*H) 101.81 cfs QG= Q;*F 50.90 cfs Triple Type Clnlet A = 3*A 38.00 ft2 Q; = C*A*SQRT(2*g*H) = 288.95 cfs Qc= Q;*F = 144.47 cfs Pagel ' Project Name: p-� y 1 �(TN T/� r 1 ^r t,-' wits �J Project No.:�� N TRENCH MAIN SEE NG SIT GRADILNGpDENI TAI GP-9 I RD. R.O. R.D.Lli TRENDN DRAW �91T vI OAADILNO DETA1OADING LLJ W R ;' u STY YR 12 W/ SUMP PUMP u Z •: a SEE LOADING DOCK GRADING DETAIL SHT GI ''—... ° STY YH 1J p '- _...—... _...i �...—...—...—... �... W/suYP PUMP ' STA 2D+75.44 M LF 24' RCP }� ME LOADING C pETNL �, 25 if 4' PK n STY MX 9 O S�p.SOf , SHT CP- ..�•.`•�L _L N - 19f00 ., 2010D � -1 `�r...s.�. 20 z If1NODI'/` S-I III ` N r — — — pECiRIC CROSLNC I. TYPE C NIET RINAWOO STA IIIH-W S STORY UNE 1 f g.: SN TOP 4B37.B5 4' wY.4B]8.87 Q STM MH B ]2 LF 24 RCP ] DRNNAGE.-�+ _._- _"".`�--"""""`Lz-"'•' .^+ _�,a.�. 24 wY.4B]6.JS O S.O.SOS ESYT -_-. 3�I I III I I 1 � i III i 1 1 1 .I - - `RIM 4D INUET 24' INV.49]8.60 -------- I I STA 21+,,,, n •,},. 4 I 1 I MODIFIED TYPE c wUj I I ISEE DETAIL SIT OT-B I I I _T FUTURE BUILDING DR I FUTURE BUILDING WALE @b , I I I II I I I 1 I e n r- _______ --� I+ 1 gI1 I I I _— J _—_—_—_—_—_— I I L_ ___J _ _ _ r — — —_—_ i \L__________ 1{ \ DRAINAGE _ 2s.Go n+OD .. -F... mr-___-_---------------- /// - - - °—L/NIA ME—' s s s ' ' S D 5 --- — A x3 • v h INTERIM GRADING y PIRE TO BE EKTDIDED MTH ULTIMATE UNCOIN RpADw4Y IWRDVELERTS 4950 S ° B $'+ 4950 6 lip� 4945 x ^ B B S 4945 bSl' Q01 }B EASNIG ADE R CDXT n pICT F^ , C \ \ K \ EU:CIMC DUCT BANK n --- -----___ 494 u D 165 If ]0" PCP O195 U 30" RCP O S.0.5011 PR (TIP) MADE 4935 a s. Sox OF Y0.50i .. _... ..._.. .. ..._... ..._... ..._... 4935 ..._... MAP "OlSTORM.IDP 1C MfW HATEIV ua R GROSSING N/ a IweIND NATO Y2 BUM (iYP) AMIEYw TAPE M 4930 NiROML EWA 4' O.LS 4930 lY NAM W/ 2e GASNID CIIYNELL GDTAL MKT BT- 4925 18+00 19+00 20 00 21+00 22+00 23 00 24 OD 25+00 26+00 27+00 28+00 29+00 4925 STORM SEWER LINE 1 LOT LOT4 M ERR WATER RECLAMATION 'PSG FACILT' OE, �I'An EMULBERRYST a2 - ;pp4} fpfp ¢� F3CLL 2 U �D f n ° U LOT3 N H I s << m ~ N 50 25 0 50 100 HORIZONTAL SCALE: 1"= 50' VERTICAL SCALE: 1"= 5- NOTES I. STORM SEWER INSTALLATIONS SHALL CONFORM TO THE CRY OF FORT COLLINS STANDARDS AND SPECIFICATIONS CURRENT AT THE DATE OF APPROVAL OF THE PLANS BY THE LOCAL ENGINEER. 2. LENGTH OF PIPE INCLUDES FES AND IS MEASURED FROM CENTER OF STRUCTURE TO CENTER OF STRUCTURE. 3. STORM SEWER PIPE SHALL BE CLA55111 RCP OR RCP SEWER PIPE AS NOTED ON THE PLANS. BEDDING SHALL BE PER SANITARY SEWER BEDDING DETAIL FOR PVC AND PER STORM SEWER BEDDING DETAIL FOR RCP. STORM SEWER PIPE SHALL BE AS SPECIFIED BY THE CRY OF FORT COLLINS STANDARD PLANS AND SPECIFICATIONS. 4. GROUND WATER PROFILE SHOWN IS APPROXIMATE AND IS EXPECTED TO FLUCTUATE SEASONALLY. 5. ALL STORM SEWER SYSTEMS ON SITE WILL BE PRIVATELY OWNED AND MAINTAINED. 6. ALL TYPE C AND D GRATES TO BE CLO5E MESH AND K20TRAFFIC RATED. CALL UTILITY NOTIFICATION CENTER OF COLORADO 811 LAU 2-BUSINESS DAYS IN ADVANCE BEFORE YDII DIG, GRADE. OR EXCAVATE FOR THE MARKING DF UNDERGRCUNO MEMBER UTIUTIES. CITY OF FORT COLLINS, COLORADO UTILITY PLAN APPROVAL APPROVED: C11Y D1mIFER CHECKED BY: NAId ! NATwNAIFA UlNltt CHECKED BY: 9159WAlER U1WTY CHECKED BY: CHECKED BY: otwAFR CHECKED Sr. [NWIpIYD!!IL PIANNCF OInN ^ w Z X 0)N V Q 4 D O V m < ~0~ Z D Qa: 0 N J m IL $ 0Uz 3 °01-0 oa x I,,, W J_ Z ERA W IL w OJ W 0 Z 2 a: IL W W a F W a a 3(L 0 0 0 DATE: 04/14/2014 EV DATE BY lo. 1 7.21.14 SCALEOH): 1 "-50' SCALE (V): 1 "-5- DESIGNED BY: SB CHECKED BY: RA 4DO Rro,o ?K 3]Nl ..+' Jz TONAL E` PROJ. NO. 11"10 24 VOLUME CALCULATIONS - Pond B3 Rational Volumetric (FAA) Method 10-Year Event LOCATION: Woodward Technology Center PROJECT NO: 1164-108-00 COMPUTATIONS BY: SMB DATE: 7/14/2014 Equations: Area trib. to pond = Developed flow = Qo = CIA C (10) = Vol. In = Vi = T C I A = T Qo Developed C A = Vol. Out = Vo =K QPo T Release rate, QPo = storage = S = Vi - Vo K = Rainfall intensity from City of Fort Collins IDF Curve with (1.71 ") rainfall 10-vr storm Storm Duration, T (min) Rainfall Intensity, I (in/hr) Qp (cfs) Vol. In Vi (ft) 5 4.87 6.1 1835 10 3.80 4.8 2865 20 2.75 3.5 4147 30 2.19 2.7 4946 40 1.83 2.3 5519 50 1.58 2.0 5966 53 1.52 1.9 6082 54 1.50 1.9 6120 55 1.49 1.9 6157 60 1.40 1.8 6331 70 1.26 1.6 6640 78 1.17 1.5 6857 79 1.16 1.5 6883 80 1.15 1.4 6908 90 1.05 1.3 7146 100 0.98 1.2 7358 110 0.91 1.1 7552 120 0.85 1.1 7729 130 0.81 1.0 7893 140 0.76 1.0 8045 150 0.72 0.9 8187 160 0.69 0.9 8321 170 0.66 0.8 8447 180 0.63 0.8 8566 Provided Storage Volume: 15254 W Overflow: 0.8 cfs 1.59 acre 0.79 1.3 acre 0.00 cfs 0.8 (from fig 2.1) 07-14-14 Pond-B3.xls,FAA-10yr VOLUME CALCULATIONS - Pond B3 Rational Volumetric (FAA) Method 100-Year Event LOCATION: Woodward Technology Center PROJECT NO: 1164-108-00 COMPUTATIONS BY: SMB DATE: 7/14/2014 Equations: Area trib. to pond = Developed flow = Qo = CIA C (100) = Vol. In = Vi = T C I A = T QD Developed C A = Vol. Out = Vo =K QPo T Release rate, QPo = storage = S = Vi - Vo K = Rainfall intensity from City of Fort Collins IDF Curve with (3.67") rainfall 100-vr storm Storm Duration, T (min) Rainfall Intensity, I (in/hr) Qp (cfs) Vol. In Vi (ft) 5 9.95 15.7 4699 10 7.77 12.2 7335 15 6.50 10.2 9209 16 6.30 9.9 9520 17 6.11 9.6 9815 20 5.62 8.8 10617 30 4.47 7.0 12661 40 3.74 5.9 14129 50 3.23 5.1 15271 58 2.93 4.6 16032 59 2.89 4.6 16119 60 2.86 4.5 16205 70 2.57 4.0 16996 80 2.34 3.7 17683 90 2.15 3.4 18290 100 1.99 3.1 18835 110 1.86 2.9 19329 120 1.75 2.7 19783 130 1.65 2.6 20201 140 1.56 2.5 20591 150 1.48 2.3 20955 160 1.41 2.2 21297 170 1.35 2.1 21619 180 1.29 2.0 21925 Provided Storage Volume: 15254 ft3 Overflow: 5.1 cfs 1.59 acre 0.99 1.6 acre 0.00 cfs 0.8 (from fig 2.1) 07-14-14 Pond-B3.xis,FAA-100yr Pond B3 - Stage/Storage LOCATION: Woodward Technology Center PROJECT NO: 1164-108-00 COMPUTATIONS BY: smb DATE: 7/14/2014 Spill Elev. V=1/3d(A+B+sgrt(A'B)) where V = volume between contours, ft3 d = depth between contours, ft A = surface area of contour Stage (Elev) Surface Area (Ft^2) Incremental Storage (W) Total Storage (ft) 4938.9 0 0 0 4939.0 1146 38 38 4940.0 7818 3986 4024 4941.0 12302 9976 14000 4941.1 12787 1254 15254 07-14-14 Pond-63.xIs ' Project Name: �Lo �zL,, d 6/f,Ni/ A z 7 Project No.: �!(J �t LO -a Date: By: With: S I I � r1 AC B l Apl nn �M 1218 W. ASH, STE C • WINDSOR, COLORADO 80550 TEL.970.674.3300 • EAX.970.674.3303 10.00 9.00 6.00 r 7.00 N QJ L c 6.00 } f Z 5.00 w r- z :] 4.00 J Q LL Z 3.00 2.00 1.00 0.00 +_ 0.00 RAINFALL INTENSITY -DURATION -FREQUENCY CURVE 10.00 20.00 30.00 40.00 50.00 STORM DURATION (minutes) 2-Year Storm - - - 10-Year Storm 100-Year Storm Figure RA-16 - City of Fort Collins Rainfall Intensity -Duration -Frequency Curves (C) Volume], Chapter 5—Runoff- (1) Section 1.0 is deleted in its entirety. (2) A new Section 1.1 is added, to read as follows: 60.00 1.1 Runoff Methodologies (a) There are two runoff determination methodologies that are approved by the City, the Rational Method and the Stormwater Management Model (SWMM). The City is the determining authority with respect to the appropriate methodology to use under different circumstances. Early contact with the City is encouraged for the timely determi- nation of the appropriate runoff methodology to use. (b) The Rational Method may only be used to determine the runoff from drainage basins that are less than ninety (90) acres in size. The Stormwater Management Model (SWMM) must be used to model drainage basin areas of ninety (90) acres or more. (c) All runoff calculations made in the design of both 2-year and 100-year drainage systems must be included with the Storm Drainage Report and all storm drainage facilities designed must be shown on Storm Drainage Plans. (3) A new Section 2.8 is added, to read as follows: 2.8 Rational Method Runoff Coefficients (a) The runoff coefficients to be used in the Rational Method can be determined based on either zoning classifica- tions or the types of surfaces on the drainage area. Zoning classifications may be used to estimate flow rates and vol- umes for an Overall Drainage Plan (ODP) submittal, if the types of surfaces are not known. Table RO-10 lists the runoff coefficients for common types of zoning classifications in the city of Fort Collins. 27 F/RSTFILING FJRS 1 1 h NOR PA FR/G/f 8!JBD/V/81QN _� YANWDR/fS THLE"MAYSU6DIV/S/ON - W . HALEY, ODELL. BREW/NG COMP.ANY M/NOR SUBDAIS/ON T'F/L/NGFOR- - - - - - RY Lor z �^ _ -1 F/R57REPLArJAAMCS, —aa-i LOTf _..� __ �.._" -. U' =a"._ «w —— i ._��-- _._- k,�, -= — > ~✓_.. r; "-,wr. -- , , 'b`._:. .L 'n_' :."" - ' —,. ; —_..,...„M,- TCOLL/NSBR d g & OTT - �.f sT — — k _ _ _ y `'''',... m ST', -.a,w .. `` - , w`�^-_-F. _ ,Jt �+ I � —mccc Y, I - EL D Lj EL—D L EL_p to 2— Sc INFILTRATION i . w,a \ p I I I I �/ 1 r 44 IP-1 404 _ _ ... _ — _ T FLIT RE I POND 82 C1::. �� �� I ww EXPANSION I I I ��� \ Q I °A t FUTURE PARKING / EL—D I EL �D' BAC/CPORCHCAFE \�\ I I CW BUILDING EXPANSION I J 94 t, PRODUCTION OWNER.' 4 4.� L%—� �� ` SUPPORT I j ELLSWORiH, DAN/EL L. rIv p'0 \ IQ N _ _„ .7 � � _.� i__ __ _._ .,._INFILTRATION POND C$5 - --- -- - EL —IN I I (REG. N0, 9403f f98) � � � � ._.r- 1 �,!! TRM — CF — -- CF IP-1 _ __ ,- ' � _ ._ I---- � �.i .,., INFILTRATION � '�' - - POND C21 m \ INFILTRATION _ _ . I POND _ wV'� C IP r_.(• � � r --- _ _ - 84 I .,_,. n LT�RATION � � IP—I i ` .1 \ � l\` 4--493X-"POND C24 & I ' IP-2 SF A- / L jj y / _ FUTURE / °4 I IP 2 EXPANSION-•++� � � � 1EM IP _- �'STOR 3 INFILTRATION IP-2 / 1 ( � POND 81 ' 4 IP- INFILTRATION POND 15; IP—I SF ry FUTURE IP-2 EXPANSION INDUSTRIAL TURBOMACHINERY IP-1 ' •� � � SYSTEMS (ITS) � INFILTRATION / I a U s U o z N z 0 U h W W C W h z N U �0 OD Ljj N C� Yuw W o Z a p�Ja? °o 0uz O 01 LL I Ci9,.. r I \ `� TES: LL \ \ ` , \ _..� ... CEP IP-2 IP-4 in-4 \ NO CF \ I' �I I 1 . PRIOR TO ANY EARTHWORK ACTIVITIES PERIMETER EROSION INFILTRATION POND C4 ( �1 I� i CONTROL SHALL BE ESTABLISHED, THIS SHALL INCLUDE L 1 I INFILTRATION - INSTALLATION OF THE SILT FENCE ALONG THE TOP OF THE POUDRE 1^ �'�� ' I L.. f +, ' I i LEMAY AVENUE, AND THE VEHICLE TRACKING PAD AT THE SITE ' � � -, POND C15 I � RIVER, INLET PROTECTION AT THE ALL ON•SITE INLETS AND ON (� 1 0 _ `\ IP-T INFILTRATION I j I ( ACCESS OFF OF LEMAY AVENUE. ALLOTHER EROSION CONTROL W I � � ``, , "` \ „� � MEASURES SHOWN dN THIS PLAN SHALL BE INSTALLED AT THE U POND Q16 I 1 I \� ; V I I APPROPRIATE TIME IN THE CONSTRUCTION SEQUENCE (1 E. INLET }1,V -_: �p.T �`�r PROTECTION INSTALLED AT THE TIME OF INLET CONSTRUCTION, EROSION LOGS INSTALLED AFTER ROUGH GRADING OF ALL SWALES, ✓�' \' ^� I ' � I .--• --'s� � I I CONCRETE WASHOUT INSTALLED PRIOR TO ANY CONCRETE OR ii���� + ... 04 ,.., •y :a _ - .-.. �'\ f• `SF r�l I MASON WORK), O W IOyI I - I ` � Y o r +� /' ,.._ - -�- ` - � -i.. CAFETERIA IP-2 - � � .,,- � � � � '1 I I 2 AL DISTURBED AREAS SHALL BE REVEGETATED PER THE LATEST �y / "' �' i � � ,,� '1� �� �_ APPROVED LANDSCAPE PLAN. SEED MIX SPECIFIED ON THE a - ^ "� C CO YANCE SWALE C2 ` , :,� i t ) LANDSCAPE PLAN, Q � OBTAINING A STATE FOR N I; I \�"'..`:•tx 4 �i'� RO _ 3. OWNER/CONTRACTOR IS RESPONSIBLE LE B7AI z z STORM YSTEM 1 i I OP COLORADO CDPHE, GENERAL PER 3 If �„� BUILDING ACTIVITY PRIOR TO CONSTRUCTION (NPOE5 APPLICATION�STORMWATERDISGHARGESASSOCIATEDWITH FUTURE BUILD �, I I CONSTRUCTION A U CL PROPOSED -.. -_._" -""`. V`' ,_ ....._._ .I •..,,..'. ,.,_ _,__.... , r' "'w..,, A, PERMIT). THE OWNER/CONTRACTOR SHALL PROVIDE THE CITY WITH 0. Jjj�100-YR FLOODPLAIN ..� f I A COPY OF THIS PERMIT APPLICATION TO THE STATE PRIOR TO 0 W ._. 18 CULVERT C2 ,. j-, \ err \ \ \ f 1� I RECEIVING A GRADING/ CONSTRUCTION PERMIT, THE L O OWNER/CONTRACTOR IS RESPONSIBLE FOR ALL FEES ASSOCIATED , -" ' _... _ - -�-•' _ , , .,L-�... WITH THIS STATE PERMIT. SEE EROSION CONTROL NOTES ON THE \ I I I GENERAL NOTES PAGE FOR MORE DETAILS. l^ ol, �, ..w STORM SYSTEM 1 4. TRASH STORAGE, PORTABLE TOILETS AND OTHER ON SITE 1 I POLLUTANT SOURCES TO BE LOCATED BASED ON THE COLORADO 1. �► .,"�^ +� ;'.. �. ,°. +ws '\ \ �I DISCHARGE PERMIT SYSTEM -STORMWATERCONSTRUC7IGNPERMIT W v\ , 00 \y i !'� +0}0 � `r ; �� +ew ,/,�, -S. CONVEYANCE �" I' OU .. r= � ,.,. L� _ FUTURE .4 �._.-.- i ._-.,...? � I� /I. I iI ST'GRMWATER MANAGEMENT PLAN AND OUTSIDE OF THE I00YEAR ry 3 SWALE C3 ` EXPANSION _ ' EFFECTIVE FLOODPLAIN. TOILETS ARE TO BE STAKED DOWN, A �\ SF TRM 7 ; TOILETS AND OTHER ON SITE POLLUTANT SOURCES ARE TO BE O Yr \ a' so. ""' '18"- CULVERT C3 SF \ I LOCATED NO CLOSER THAN 50 FEET FROM THE NEAREST INLET OR //�� \ \\ \`_ 1 IP-) / ( STATE WATERS, V PROPOSED FLOODWAY \ \ _r =' SEX DRAINAGEr CF h J \ \ \ _»EASEMENT (TYP) N, �.D �. , I \ - � EL - INFILTRATION 5. THE PERIMETER OF THE CONSTRUCTION AREA SHALL BE FENCED (TYP) POND C7 �"�°OFF USING ORANGE CONSTRUCTION FENCING OR OTHER r...o3o ' ..!"' � CONTRACTOR FENCING, �3� 5 SF �F SWALE C CF yA i \ > CF 31" IP—I G 6. ALL STAGING AREAS, INCLUDING STORAGE OF EQUIPMENT AND AA`\ IP—i I I I, MATERIALS, ETC., MUST BE LOCATED OUT OF THE 100YEAR .,x�.. \PROPERTY LINE (TYP) 1 CF CALL UTILITY NOTIFICATION �%\ V t FLOODPLAIN. CENTER OF COLORADO ^\ LOr4 TRM PONDA C/Ti�OFFORT GOLL./NS �� AVG WSEL=4830,0 I I I 7. A FLOODPLAIN USE PERMIT WILL BE REQUIRED FOR EACH DATE' 04! 1 4/201 4 ` NATURAL AREAS / I I/ SF _ / I I I : STRUCTURE IN THE 100YEAR FLOODPLAIN PRIOR TO APPROVAL OF ��� I1r�';"---" "� ,�1 �/ C - I % I THE LOMR. ATE BY . A \, 11 - �_ \ `..� ,�"' t I �1 8, REFER TO SHEET DT-1 1 FOR CONSTRUCTION SEQUENCE CHART. REV. #. 7/D1 �JJ, 2-BUSINESS DAYS IN ADVANCE 1 _ '\ - C'F �11NFILTRATION IP-I V BEFORE YOU DIG, GRADE, OR EXCAVATE �' _ \ CJF ( / t 4 FOR THE MARKING OF UNDERGROUND PON CS MEMBER UTILITIES, TRM ` I I 1 O0 90 O 100 200 a, — — — — — r -_ SCALE 1 " 100 O _� F C � l STANDARD EROSION AND SEDIMENT CONTROL NOTES: A c<;� m ' �a P I 1. THE CITY STORMWATER DEPARTMENT EROSION CONTROL INSPECTOR MUST BE NOTIFIED AT LEAST 24 HOURS PRIOR 7O ANY CONSTRUCTION ON THE SITE, _ m„� �,}\\ IP—I MAGG/VOO��A SCALE (H)' 1 "-1 ACTIVITY (STOCKPILING,. STRIPPING, GRADING, ETC). ALL OF THEIR REQUIRED EROSION CONTROL MEASURES �, ye BMPs SHALL BE INSTALLED PRO TO ANY LAND DISTURBING PROVED PROJECT SCHEDULE, CONSTRUCTION PLANS, AND EROSION _� ,, .,., - i —� 2. ALL REQUIRED - - /1 - NSTALLED AT THE APPROPRIATE TIME IN THE CONSTRUCTION SEGUEOE AS INDICATED IN THE AP _ ! X X SG SHALL BE CONTROL REPORT. SF DESIGNED B RETAINED WHEREVER POSSIBLE. REMOVAL OR DISTURBANCE OF EXISTING VEGETATION SHALL BE LIMITED TO THE AREA +r»/� ry��-L X S r SF I t I1 f CHECKED BY: RA 3. PRE -DISTURBANCE VEGETATION SHALL BE PROTECTED AND ` ` �` X REQUIRED FOR IMMEDIATE CONSTRUCTION OPERATIONS, AND FOR THE SHORTEST PRACTICAL PERIOD OF TIME. �` 1, \ \ I 11F I I I r I CITY OF FORT COLLINS, COLORADO - A Q \ GRADING, UTILITY INSTALLATIONS, STOCKPILING, FILLING, ETC.) SHALL BE KEPT IN A ROUGHENED CONDITION BY �. - _, I "� �� �'W WOODWAXy'D TEGHNOLOGYGENTER I UTILITY PLAN APPROVAL 00 REC/S 4. ALL SOILS EXPOSED DURING LAND DISTURBING ACTIVITY (STRIPPING, G -� �,e . -�- -, ` \ -,t �... II I - LOr3 00� ��,•Ajr,TFt^ RIPPING d R DISKING ALONG LAND CONTOURS UNTIL MULCH, VEGETATION, OR OTHER PERMANENT FROSTS BEFORE REQUIRED OUIRED TEMPORARY O1R PIERMANENTEROSION CONTROL( E.G.-.,,,,.. RIGHTS OF WAY SHALL REMAIN EXPOSED BY LAND DISTURBING ACTIVITY FOR MORE THAN 7HIR IY (30) DAY O� \ *- . ° ' APPROVED: CITY ENGINEER DATE 33441 SEED/MULCH, LANDSCAPING, ETC) IS INSTALLED, UNLESS OTHERWISE APPROVED BY THE STORMWATER DEPARTMENT, - I _ A i I ._.� U0 ,ram Q MAINTAINED AT ALL TIMES DURING CONSTRUCTION ACTIVITIES SO AS 70 PREVENT WIND CAUSED EROSION. ALL LAND DISTURBING ACTIVITIES ,� O,Q _ - ,_ „A, I I _ 1• -�, I _I I \ I I CHECKED BY: 5. THE PROPERTY MUST BE WATERED AND MAINTA \ I BE IMMEDIATELY DISCONTINUED WHEN FUGITIVE DUST IMPACTS ADJACENT PROPERTIES, AS DETERMINED BY THE CITY ENGINEERING DEPARTMENT -.: ` ��, WATER 8s WASTEWATER UTILITY DATE "�h'•., •' • . ,,••'\y SHALL\ I I, ` 1 \ I I I 6.ALLTEMPORARY(STRUCTURAL) EROSION CONTROL MEASURES MUST BE INSPECTED AND REPAIRED OR RECONSTRUCTED AS THOSE ON PAVED ROADWAOY SURFACES, SHALEL(BE' 4 �S \w' I " p VI CHECKED BY: � AL DAYS IN ORDER TO ASSURE CONTINUED PERFORMANCE OF THEIR INTENDED FUNCTION. ALL RETAINED SEDIMENTS, PARTICULARLY �I i� p I STORMWATER UTILITY DA'iE REMOVED AND DISPOSED OF IN A MANNER AND LOCATION SO AS NOT TO CAUSE THEIR RELEASE INTO ANY DRAINAGEWAY. ., I \ \ 'I I I I I CHECKED BY: PRDJ. N0. 11641 7 0B 00 7. NO SAIL STOCKPILE SHALT. EXCEED TEN (10) FEET HEIGHT. ALL SOIL STOCKPILES BE SEEDED AND PROTECTED ED.FROM SEDIMENT TRANSPORT BY SURFACE ROUGHENING, WATERING, AND \ ^v^y ,- \ \` \ \ \, \ Ir I I PARKS &RECREATION DATE PERIMETER SILT FENCING. ANY OIL STOCKPILE REMAINING AFTER 30 DA S ` SOILS OR ANY OTHER MATERIAL ONTO CITY STREETS BY OR FROM ANY VEHICLE, ANY INADVERTENT�` CHECKED BY: �+ �� ORDINANCE PROHIBITS THE TRACKING, DROPPING, OR DEPOSITING OF 50 TRAFFlC ENGINEER OATS S. CITY 1 DEPOSITED MATERIAL SHALL BE CLEANED IMMEDIATELY BY THE CONTRACTOR. ` — — - CHECKED BY. p �A �� �� I �� C ENVIRONMENTAL PLANNER DATE 8 i � � .� fff PAIR/GIf5UBD/VISION ►iANWORIf.^ NORTHLL�MAYSUBD/V/S/ON L HALEY Q ODELL BREW/NG COMPANY FIRSTF/LING F/RSTF/L/NG FQRTGOLL/NSBREWERY 1\ 1 1 h#/NOR SUED/V/S/ON �- L _ - - _� _: - - - - -_.. e W FIRSTREPLAT LOT f LOT2 - _ - - izw a . "- .- - -' - - -= ✓ I . Ascii � _- _ 'lam --- l- - = - . M w w w w w w w w w w w. w w w a w w. w w w w w w w w w w w w wl, w w w ry w w w w w er w w w * \ w - wwlswwwwwwww w+��"waw'�'�waw w`wwwwwww 7 A- IBM � 1.19 0.29 _ _ _ 1.82 0.31 4 i I P JI rJ- ^= \ \ \ \ I 7r r � I ♦ az,' �.y ''tea ' _ ,- �. , I z.1a azo l�f ,' a52 o.e1 Z I I ♦h \' k+V INFILTRATION O II I ♦ fY POND 82 b2 ! -^ -- -- ��..�.� FUTURE 1 II y ♦ i ( _ �.�� ` � , �' � � � _�"' � � � I � � � �A it I��� • kv �v � I I 'J ♦ y 1 I I BUILDING I � 1 FUTURE PARKING / (, J i'i 1 S k• \ \ \ Q Ch I ♦ I BUILDING ( ) I I I'II KPORGHt AFE W \ vL 1G I d ♦ 94 _ I • 9 I w _2 I I OWNER �. h 1 ♦ ♦ ■ ` 1 FUTURE 1 14 EL LSWORTH," DAN/EL L. + Q - �' I' ♦ 319 a79 , 1 1� I BUILDING I 0.95 0.80 II \\�o l' - 1.a9 0,79 ♦ I �l i� w .,,. I. G Ti ,� 2 � I � ► 1,�, _ _ , , I � (NEC. NO, s�1os r real � INFILTRATION I / _ 4 INFILTRATIO POND C25' POND C21 \ \ \' • �r INFILTRATION � I l a18 OA L95 0.8 � I r % J // I FUTURE ♦ -Z , \ d Val M I I 1 I 1.81 0.73 \4 TORM;SYSTEI3- r 2 I 0.83 0.T7 r 84 ` I 0.71 0.95 ( \ ww all .w rw Now w w � '. � '% t \ � V - 2.92 0.7 INFILTRATION POND C5 FUTURE \ \ e 1 I EXPANSION 11 0.98 w INDUSTRIAL TURBOMACHINERY q r, (ES) 1 SYSTEMS (ITS) INFILTRATION, -� w w w . POND C6 r►"_ I l _, w .w _� 15 U. INFILTRATION POND C4 a0.7 e9 �e INFIII w w w w w wPOND C�5 {s x �� I 0.82 0.9 ® 0.89 0.9 �� \ ,�.� a 1.01 0.a5) I _ ly w w w w w■ w a w w w 024 w w Mno 14, I rGAFETERIA Ci Y STORM YSTEM 1 w I I' � i it i, 1, � � ' �`^ e � �`^'--`-•-,.. ," �"" � f ' ., � HEADOUARTERS I h I� .-�'""�"`�,ss¢ - _ + � ~'` FUTURE �__� � , 1.on 0.04 PROPOSED _. 100-YR FLOODPLAIN _ _ PROPOSED' M SWL C2 r tiF I �` � \ '` \ 1.13 0.71 Ii (TYP) FI9 500-YR FLOODPLAIN t►.. 4 (TYP) 1g" CULVERT C2 p STORM SYSTE 2 �� c3 - �` -f e ; 1 ,1 I _ \� I i •. - \\ -PROP DRAINAGE � -I k�ir`SWAL 3^ pt` SC ® EASEMENT (TYP) 1 �Y"" � / �� ��� `\���♦ _,._._. -w fr°"' I *"�rr 3 r ��� r "' so,M 'I FUTURE �,•� a l__ ' �; 18" CULVERT C3 , EXPANSION \ A V \ \ol_ �•VA ! 1.12 11 % A A \ \ PROPOSED I �I / A 1. FLOODWAY f `_•6 _ - --- \ \ r••-4939"" / � IW (TYP). SWALE C . �(\"P r\ i PROPERTY LINE (TYP) it1+ � 021 \ \ � \\ i,,.,`� I I �i � �/'• „ EX WET POND WOODW�'RD TECHNOLO�;`YCENTER WATER QUALITY POND \ INFILTRATION \ \ \ POND C e LOT.f / ct 7\ ( \ - / .r. 1.13 • vvJ - I IN ILTRA - ,,,` POND C8 100 50 O 100 200 SCALE: 1" = 100' NOTES: 1, FLOODPLAIN INFORMATION SHOWN IS BASED ON ANDERSON CONSULTING ENGINEERS CLOMR ADDENDUM DATED APRIL 14, 2014. 2, SEE BHT DT•5 FOR INFILTRATION POND TYPICAL DETAIL AND GRAVELTRENCH MINIMUM DIMENSIONS. } • CALL UTILITY NOTIFICATION CENTER OF COLORADO 811 CBLL 2-BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND TILITIES V XNLo 0 co a LLI 0 La Y. (� --I uW a 0U�0 D 0 w z u 01� t ►c �^ W1 Q In � IGr If M :: an Z ^ O DATE: 04/ 14/2014 REV.# DATE BY 1 7,21.14 EX EASEMENT INAGE(TYP) / -" \ y V� ` " MEMBER U SCALE 11 1 "=100' NO %A � . j ft _ am \ l _.-- "--5- - -'^ --....,,• 1 , � � r _ O.a3 O.b7 �..'�.,� DESIGNED BY: �J I I _ •,-,� _ �_ I M ST IA. ♦ .♦- s �T-a pia -a , l ,,��' � ♦ �► � ; � .`� `\ ""`� �, r I Ii 1 � s � -w � I I } 1 r I I I ' CHECKED BY: RA 1 T ` ` ( I I CITY OF FORT COLLINS, COLORADO \ I J WooDWARDTEGHNOLOGYCNTER UTILITY PLAN APPROVAL man R�G� 1 V I _. # ♦ �i ! �: (� LOTS..�.�� f�- \ ` " I r ♦ . `TA i �I I 1� I c� o 0.A \ `\ \ APPROVED: CITY ENGINEER DATE 33441 i e I I i CHECKEDY WATER WASTEWATER UTILITY DATE +.•'•••� 1 s's, ..A (NVA4 CACHE LA POUDRLCRIYER S� �` ( I II CHECKED BY: " � `�•\ -- � e � ' � I I � � STORMWATER UTILITY DATE J _ /} t I j PROI NO, 1164,1108 •on CHECKED BY: PARKS & RECREATION DATE ° „� "' CHECKED BY:ok Q 'RN^ �� ��.I,,, `^ •,_ ,� ..;�� I I I TRAFFIC ENGINEER 'DATE x �_. u. \ \ ,t t I J � \ w�\\v -c/ ♦"!m.�. -i: ,r P�'` ...w wI w IIN " . �r \ CHECKED BY: ENVIRONMENTAL PLANNER DATE 3 1 " _ \ �! FUTURE HQ FF=41.0 FG=41.5 FG= 40, 5 15.0' 52.0' Q100=74.6 CFS DEPTH=0,86 FT FG=40.2/ FL=39.4 CROSS-SECTION AwA. N.T.S. 50.528.0' 19.5' Q100=59.5 CFS DEPTH=0.80 I FT FL= 39.75 FL=39.06 CROSSMSECTION B-B N.T.S. Q100(+33%)=12.5 CFS DEPTH= 1.15 FT �4 ��'E 9.18' 2>V�S SLOPE�ES VA X 2' MAX :1 MAX SOFT PAN / CROSS-SECTION CwC N.T.S. Q100(+33%)=4,4 CFS DEPTH=0.78 FT SI/ r- 6. 21 ' Fk 1' MAX 4: 1 MA> 1' MAX �:1 MAX SOFT PAN CROSSPSECTION DmD N.T.S. FL=40,5 HP=40.5 0 DRAINAGE SUMMARY TABLE Design R Tributary Sub -basin Area C (2) C (10) C (100) to (2) to (10) In tc (100) ( 0(2)tot C(10)tot fs 0(100)tot DRAINAGE STRUCTURE a2 A-2 I.68 0,63 OAS 0,78 9A 9.4 8.0 2.4 4.1 11.1 ;type rinlet a3 A-3 0.44 0.68 0.68 0.85 10.4 10.4 9.3 0.7 1.1 3.0 type r inlet a4 A-4 0;52 0.81 0.81 1.00 9.7 9.7 8.4 1.0 1 A 4.4 Back Porch 05 A-5 0.57 0.51 0.61 0.63 8.0 8.0 7.2 0.7 1.2 3.2 infiltration pond 06 A-6 1,82 0.31 0.31 0.39 8.2 8.2 77 1.4 ! 2.3 6.1 swale to type c inlet a7 A-7 1.19 0,29 0.29 0,36 10.6 10.6 1011 0.7 1.3 3.3 Swale 88 A-8 1,18 0.67 0.67 0.83 14.6 14.6 13,5 1.5 j 2.5 6.7 infiltration pond bl B-1 12.36 0.79 0.79 0.99 136 13.6 7.6 19.0I 32,5 104.8 Future Phases b2 B-2 3,19 0.79 0.79 0.98 1 13.6 13.6 7.6 4.9 I 8A 27.1 infiltration pond b3 B-3 1.59 0.79 0.79 0.99 1 5.0 5.0 5.0 3.6 I 6.1 15,6 nfiltration pond ct G1 19.63 0.10 0.10 0.13 18.3 1&3 183 3.5 ', &9 15.1 ex pond (wq) c2 G2 1,26 0.59 0.59 0.73 10.5 10.5 9.5 1.6 2.8 7A conveyanceswale 03 G3 0.82 0.25 0.25 0.31 8A 8.4 8,0 0.4' 0,6 1,6 conveyance sw ale c4 G4 2;92 0.78 0.78 0.98 12.6 12.6 113 4.6 7.9 21.1 infiltratlon pond C5 G5 0,8$ 0.77 0.77 0.96 5,7 6.7 5.0 1.7 3.0 7.9 Infiltration pond C6 G6 0.89 0.72 0.72 0.90 5.6 5.6 5.0 1.7 &0 80 infiltration pond c7 G7 1.12 0.49 0.49 0.61 5.0 5.0 5.0 1.5 2,6 6.7 infiltration pond 08 G8 1d3 0.23 0.23 0.28 11.6 11.6 11.6 0.5 0.9 2A infiltration pond c9 G9 1.30 0,69 0.69 0.87 6.6 6.6 5.5 2.3 4.0 10.7 type r inlet c10 C-10 0,20 0.74 014 0.92 5.0 5.0 5.0 0.4 0.7 1,8 type r inlet oil G11 0.5$ 0.57 0.67 0.71 7.3 7.3 5.9 0.7 1,3 3.5 type r inlet 02 G12 1.13 0.71 0.71 0.69 5.0 5.0 5.0 2.3 3.9 10.0 type rinlet 03 C-13 1.49 0.82 0.82 1.00 5.0 5.0 5.0 3.6 6.0 14.9 type r inlet c14 G14 1100 0.64 0.64 0.80 10.6 1D,8 8.2 1.4 2A 6.7 type r inlet C16 C-15 1.01 0.55 0.55 0.69 5.0 6.0 8.0 1.6 2Y 5.7 infiltration pond C16 C-16 0.45 0.34 0.34 OA2 10.3 10.3 92 0.3 0.6 1.5 infiltration pond c17 C-17 0.73 0:83 0.83 1.00 50 50 5.0 1.7 3.0 7.2 type r inlet 018 C-18 0.80 0,62 0.62 0.77 911 6.0 5.0 1.1 2.4 1 6.1 type r inlet 019 C-19 Or53 0.64 0.64 0.80 7.2 616 &0 0.9 1.6 4.2 Infiltration pond c20 G20 1.61 0.73 0.73 0.91 6.2 5.0 5.6 3.1 57 14,6 type r inlet 221 C-21 2.15 0.20 0.20 014 13.7 13.7 13,7 0,8 1A 3.6 infiftraOonpond e22 C-22 0.95 0.80 0.80 1.00 5.0 510 5.0 2.2 3.7 9.5 area inlet c23 C-23 0.22 0.95 0.95 1.00 5.0 6.0 5.0 0.6 1.0 2.2 trench drain c24 G2 . 1.95 0.63 0.63 0.79 6.4 6.4 5,A 3.2 5,5 14.7 infiltration pond c25 C-25 0.56 0.44 0.44 0.55 5.5 5.5 5.0 0.7 1,2 3.1 1 infiltration pond C26 C-26 0.71 0.94 0.94 1,00 5.0 5.0 5.0 119 312 7.0 area inlet c27 G27 0,18 0.95 0.95 1.00 5.0 5.0 5,0 0.5 0.8 1,8 trench drain c28a C-28A 0.19 0.95 0.95 1.00 510 5.0 5.0 0.5 0.9 1.9 roof drain c26b C-288 0.24 0.95 0.95 1.00 5.0 5.0 510 0.6 1.1 2.3 roof drain c28c C-28C 0.69 0.95 0.05 1.00 6.0 5,0 5.0 1.9 3.2 6.9 roof drain c28d G28D 0.50 1195 0.96 1.00 6.0 5.0 5.0 1.4 2.3 5.0 roof drain 028e G28E 0.11 0.95 0195 1.00 5.0 5.0 5.0 0.3 0.5 1.1 roof drain tl c28f G28F 0:15 0.95 0195 1.00 5.0 6.0 5.0 OA 0.7 1,5 area inlet c28g C-26G 0.36 0.95 0.95 1.00 5.0 6.0 5.0 1.0 1.7 3.6 roof drain b28h C-28H 0,71 0.95 0195 1,00 5.0 5:0 5.0 1,9 3.3 7.1 roof drain c29a C-29A 0.62 0.95 0.95 1.00 5.1 51 6.D 1.6 2.8 6.2 area inlet c29b G298 2.89 0.95 0.95 1.00 5,0 6.0 5.0 Z8 13.4 28.7 future roof drain OSt OS-1 1,73 0.65 0.65 0.81 5.6 5.5 1 5.0 3A 5.3 14.1 Back Porch a3 A-3+A-4 0,97 0.75 0.76 0.94 10.1 10.1 68 1.6 2.7 7.4 type r inlet c17 G17+C-19 1,26 0.75 0.75 0,94 5,0 6.0 5.0 2.7 4.6 11.8 type r inlet 016 G75 thruAl' 2.51 0.63 0.63 0.79 12.5 12.5 %0 3,2 ' 6.5 l&5 Infiltration pond C21 G21+A-5 272 0.28 0,26 0.33 12.1 12.1 11.6 115 2,5 6.5 Infitraton pond In I ra ion pond l� CALL UTILITY NOTIFICATION CENTER OF COLORADO 811 CA 2-BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. L0 Ld a Z X, 00 LO .. UJ0N n G1 �v00 W � 0 z r� f_.1Cot) a (� wUUZ gam LL t a IL DATE: 04/14/2014 REV.# DATE I BY 1 7.21-14 SCALE (H): 1 '=1 W SCALE (V): N/A DESIGNED BY: SS CHECKED BY: RA CITY OF FORT COLLINS, COLORADO UTILITY PLAN APPROVAL p�O REGys, ALij-.,T<, APPROVED: CITY ENGINEER DATE 33441 CHECKED BY: 4u j WATER & WASTEWATER UTILITY DATE••, ONA CHECKED BY: L STORMWATER UTILITY DATE CHECKED BY: PARKS & RECREATION DATE PROJ, NO. 1 1641 08-00 '. CHECKED BY: TRAFFIC ENGINEER - DRN GATE I'i CHECKED BY: ENVIRONMENTAL PLANNER DATE 3' 2