Loading...
HomeMy WebLinkAboutDrainage Reports - 12/06/1996 (3)Final . Report •�:u�s/i�� izwlY NAL DRAINAGE AND SION CONTROL STUDY HE OAKRIDGE BUSINESS TWENTY-SECOND FILING T COLLINS, COLORADO .} �! 'tho "rar-Brown Group FINAL DRAINAGE AND EROSION CONTROL STUDY FOR THE OAKRIDGE BUSINESS PARK TWENTY-SECOND FILING FORT COLLINS, COLORADO October 28, 1996 Prepared for: Client: Vaught*Frye Architects 1113 Stoney Hill Drive Fort Collins, Colorado 80525 Prepared by: RBD, Inc. Engineering Consultants 209 S. Meldrum Fort Collins, Colorado 80521 (303) 482-5922 RED Job No. 183-040 1 1 1 1 1 1 1 1 1 T:DINC. Engineering Consultants A division of The Sear -Brown Group 209 S. Meldrum Fort Collins, Colorado 80521 970/48275922 October 28, 1996 Basil Hamdan City of Fort Collins Utility Services, Stormwater 235 Matthews Fort Collins, Colorado 80522 RE: Final Drainage and Erosion Control Study for the Oakridge Business Park Twenty -Second Filing Basil; We are submitting to you, for your review and approval, this revised Final Drainage and Erosion Control Study for the Oakridge Business Park Twenty -Second Filing. All computations within this report have been completed in compliance with the City of Fort Collins Storm Drainage Design Criteria. We appreciate your time and consideration in reviewing this submittal. Please call if you have any questions. Respectfully, RBD Inc. Engineering Consultants Prepared by: p.... � Reviewed by: �KR�F '•9�` Patricia Kroetch, �j�.;'� Kevin W. Gingery, P.E. Project Manager;;,;;:; �? Water Resources Denver303/458-5526 1 1 1 1 1 TABLE OF CONTENTS . DESCRIPTION PAGE I. GENERAL LOCATION AND DESCRIPTION 1 A. LOCATION 1 B. DESCRIPTION OF PROPERTY 1 II. DRAINAGE BASINS 1 A. MAJOR BASIN DESCRIPTION 1 III. DRAINAGE DESIGN CRITERIA 2 A. REGULATIONS 2 B. DEVELOPMENT CRITERIA REFERENCE AND CONSTRAINTS 2 C. HYDROLOGICAL CRITERIA 2 D. HYDRAULIC CRITERIA 2 E. VARIANCES FROM CRITERIA 3 IV. DRAINAGE FACILITY DESIGN 3 A. GENERAL CONCEPT 3 V. EROSION CONTROL 3 A. GENERAL CONCEPT 3 VI. CONCLUSIONS 4 A. COMPLIANCE WITH STANDARDS 4 B. DRAINAGE CONCEPT 4 C. EROSION CONTROL CONCEPT 4 REFERENCES 6 VICINITY MAP 1 SITE HYDROLOGY 5 CURB OPENING AND SWALE SIZING 11 EROSION CONTROL 24 CHARTS, FIGURES AND TABLES 30 ' FINAL DRAINAGE AND EROSION CONTROL STUDY FOR THE OAKRIDGE BUSINESS PARK TWENTY-SECOND FILING ' FORT COLLINS, COLORADO GENERAL LOCATION AND DESCRIPTION A. Location ' The Oakridge Business Park Twenty -Second Filing is located within the ' Oakridge Business Park and will be located adjacent to and east of Innovation Drive, south of the Oakridge Business Park Sixteenth Filing (Simpson Sheet Metal), and west of the Union Pacific Railroad Right -of - Way. The site can also be described as being located in the Northeast Quarter of Section 6, Township 6 North, Range 68 West of the 6th P.M., City of Fort Collins, County of Larimer, State of Colorado, ' containing approximately 2.48 acres. A location map is included in the appendix of this report. ' B. Description of Prope This site is presently undeveloped and native grasses cover the property. ' The topography of the site is from north to south at approximately 0.5%. The adjacent Innovation Drive and water and sanitary sewer ' mains are already existing. Phase 1 development of this site is being proposed to contain an office building and asphalt parking. Phase 2 will occur in the future and was not accounted for in the calculations in this ' report. ' II. DRAINAGE BASINS A. Major Basin Description ' The proposed development lies entirely within Basin 200 of the Oakridge Business Park Master Drainage Plan, as prepared by RBD Inc. ' Engineering Consultants dated June 22, 1990. Overall, it lies within the McClellands Master Drainage Basin. An open channel, Conveyance Element 20 (Oakridge Business Park Master Drainage Plan, page 3/31), currently runs from north to south along the easterly boundary of Basin 200, and conveys flows from Basin 200 to the Regional Detention Pond ' #2 located north of Keenland Drive and east of Oakridge Village Seventh Filing, and west of Union Pacific Railroad. Per the Master Drainage 0 ' Study, developed flows from Basin 200 will be free release and detained in the Regional Detention Pond #2. A copy of the routing schematic is ' included in the appendix of this report. There is no on -site detention proposed with this development. ' No offsite drainage flows onto this site. Flows from Simpson Sheet Metal (Oakridge Business Park Sixteenth Filing) to the north are directed ' to the east and into the swale that flows to the south (Conveyance Element 20). Runoff from the undeveloped parcel to the south flows to the southeast and into Regional Detention Pond #2. III. DRAINAGE DESIGN CRITERIA A. Regulations ' The City of Fort Collins Storm Drainage Design Criteria is being used for the subject site. ' B. Development Criteria Reference and. Constraints ' From the Master Drainage Plan, 10 year and 100 year developed flows from Basin 200 will be conveyed through an open channel to the existing Regional Detention Pond #2 located north of Keenland Drive and ' east of the Oakridge Village Seventh Filing Development and west.of Union Pacific Railroad. This regional pond has previously been designed to accommodate developed runoff from Basin 200. C. Hydrological Criteria ' The rational method for determining surface runoff was used for the project site. The 10 and 100 year storm event criteria, obtained by the City of Fort Collins, was used in calculating runoff values. These ' calculations and criteria are included in the appendix. D. Hydraulic Criteria ' All hydraulic calculations within this report have been prepared in accordance with the City of Fort Collins Drainage Criteria and are included in the appendix. 1 1 2 E 1 1 1 1 1 E. Variances from Criteria No variances from City of Fort Collins Storm Drainage Criteria are being sought for this project. IV. DRAINAGE FACILITY DESIGN A. General ConcVA All of the stormwater from this proposed development will flow undetained from the site. The majority of it will flow easterly by a combination of sheet flow and by curb and gutter to the curb cuts in the southeast and northeast corners of the. parking lot. Runoff will be collected and conveyed south in the existing channel (Conveyance Element 20) to the existing Regional Detention Pond #2, which was previously sized for developed flows from this site. A small portion of the site (0.11 acres) drains to the west and onto Innovation Drive. Runoff from another small portion of the site (0.0.4 acres), which cannot gravity flow to the existing channel, will drain into a dry well and will permeate into the surrounding soil. Included in the back pocket of this report is the proposed Drainage and Erosion Control Plan for the subject property. V. EROSION CONTRO ' A. General Concept This development lies with the Moderate Wind Erodibility Zone and the ' Moderate Rainfall Erodibility Zone per the City of Fort Collins zone maps. The Erosion Control Performance Standard (PS) for the site was computed to be 74.4% during construction and 87.5% after ' construction per the City of Fort Collins Erosion Control Reference Manual for Construction Sites. The Effectiveness (EEF) of the proposed erosion control plan was calculated to be 66.1 % during construction and ' 99.0% after construction. The erosion control plan (after construction) as detailed in the appendix and on the drainage and erosion control plan meets the City of Fort Collins requirements. The EEF of the proposed erosion control plan during construction does not meet the calculated PS for the site but the plan has incorporated all the erosion control elements ' that are necessary to prevent wind and rainfall erosion on this site and to prevent any sediment from entering the storm drainage system. Any ki I ' additional measures suggested for this site would be redundant and costly. 1 Prior to overlot grading, silt fence is to be installed along the east and south property lines as indicated on the Drainage_ --and Erosion Control. ' After the overlot grading has been completed, straw bales are to be placed as in the drainage swales as shown on the Drainage and Erosion ' Control Plan in the back pocket of this report. These bales are to be left in place until the swales are seeded and the riprap is installed. Any area stripped of its vegetation cover shall be kept in a roughened condition ' by ripping, plowing, disking, or other acceptable means. In no case shall any area remain disturbed for more than four weeks. ' All disturbed areas, not located within a building pad, sidewalk, or asphalt area shall have a temporary vegetation seed applied per the specifications shown on the Drainage and Erosion Control Plan. After ' seeding, a hay or straw mulch shall be applied over the seed at a rate of 2 tons per acre, minimum. The mulch shall be adequately anchored, tacked, or crimped onto the soil per the methods shown on the Drainage ' and Erosion Control Plan. In no case shall any stripped area remain unseeded and unmulched for more than four weeks. After utilities have been installed, the parking area shall receive pavement. If paving does ' not occur withing four weeks, base course shall be installed or gravel mulch must be applied at a rate of 135 tons per acre. ' VI. CONCLUSIONS ' A. Compliance with Standards ' All computations that have been completed within this report are in compliance with the City of Fort Collins Erosion Control Reference Manual and the Storm Drainage Design Criteria Manual. In addition, all ' computations and recommendations are in compliance with the Oakridge Business Park Master Drainage Study. ' B. Drainage Conce The proposed drainage concepts adequately provide for the transmission of developed on -site runoff to the existing Regional Detention Pond #2 located north of Keenland Drive, east of Oakridge Village, Seventh Filing, ' and west of Union Pacific Railroad. 1 4 u ' C. Erosion Control Concept ' The proposed erosion control concepts adequately provide for the control of wind and rainfall erosion from the Oakridge Business Park, Twenty -Second Filing site. Through the installation of the proposed ' erosion control concepts, the City of Fort Collins performance standard will be met except as previously noted. The proposed erosion control ' concepts presented in this report are in compliance with the City of Fort Collins Erosion Control Criteria. 0 5 1 1 1 1 1 1 1 1 1 1 .1 1 1 1 REFERENCES 1. Storm Drainage Design Criteria and Construction Standards by the City of Fort Collins, Colorado, May 1984, Revised March, 1991. 2. Erosion Control Reference Manual for Construction Sites by the City of Fort Collins, Colorado, January 1991. 3. Master Drainage Study for the Oakridge Business Park, Fort Collins, Colorado, by RBD, Inc. June 1990. A 1 1 1 0 0 1 0 1 APPENDIX I 1 1 1 1 1 1 1 1 1 1 I 1 E 1 1 d VICINITY MAP 0 1 1 1 1 1 1 1 1 1 i 1 1 1 1 1 1 1 its Croup 1 �1 WARREN LAKE U PKWY. 60 a m z � v HARMONY RD. OAKRIDGE p� w ho2 � �J O,Qti� U Q " �ENL p �R vi % Q OR BERRY ss2 (N ���F.F. MAIL PORTNER LAKE VICINITY MAP SCALE: 1 "=2000' FA PROJECT SITE HARMONY ROAD ,', s _ EXISTING, i CEMETERY �-- IS" DIA.RGP 33 j 1 - � �a i f DO 2 � IS'DIA.RCP _ \ I 4' INLET INESS PARK 18"DIA.RCP.''' I n �ILING _ — -�_ n AREA T—-'�18"DIA. FRCP INLETS Il 18"DIA.Rcv-- dAKRIOGE �,�i f — .. _ ..-�:!► �_ `, BUSINESS PARK 1 I i- IAERF' 9TH- FILING < / AREA INUE75 1 I_ - > li n I / Z l 1P DIA.RGP � s 11 ! ! OAKRIDGE P ! r BUSINESS PARK �� / �_18" )IA. RGP 1 - - / �g 7TH�fILiNG 1 ZI" VIA RCP —" 15"DIA.RCP-- / 200 1! Z I 0 -751 u- ' � � \ 20 ! i ' 10'IN LET 1 IB"DIA RCP r -- 4' INLET I 1 Qq�Dr—q � 22Nv FILING '� S1 1 ,I) i _ TP DIA.RCP / 1' 2-42"DIA.. RCPs 43 A 0' INLET \ 1 I IA.RCD._ I I I I I I I I I I I I I I I I f 0 N I0. 2 0) 2 2 31 14 2 7 1 26 42 122 r 25 12 34 27 Ir2 8 ON 3400 K. 701 10 1�4 0 —A 5 7 13 00 15 d '� �IA Pony .33 0)1.21 its 3 21 3 43 44 Stteo: syst 1 t 90 I I conveyance Eiomont 11 #17 LeadIng to II-20 p 0 n ]d #1 :1land 082 too 10 1 90 LEGEND spocial 41 C-Onv8y6nCO L Elornont 38 convene Element ROUTING SCHEMATICS f-ujid 2 100 YEAR STORM Pond I I Element 0 Ll I 1 1 n n 1 1 1 H 1 SITE HYDROLOGY 5 1 0 U- En i C C N 7 C a) Y N C U 0 U d m o vi CD 0 3 M c .y c W 'Q m C) w 0) m a) O cu a0 w 'IT 00U"1n N 'IT �7�N0) � a_ E� o0000 0 O U r�Oh00 m N O_ ��(n00 (O N N CL CL .. CMOM00 N N N I 0 0 M U a) E CMOITOIT (O a OO CC) a0 rn E6 o0o0o 0 Q Tr�v co m �v1�- �0 IT Ot. 6 O o � 06 N Q YCc ! LO LO LO LO LO N N N N N N oV 00000 0 Z_ Qi N LO LO In LO (n LO 0) C� C� O) O� 0) O O O O O O O ZU a) a E p� aJ CD �N(MITLO t] Q Fw- IWI [l m L Q U U .0 CD U V C co r_ m .y 0 aD rn m c 65 I O O I I U v C N N N OI a Ycu 0- O (L m Z 0 OW — ~ O' m J OD coo Y � U N 2 O W F- m N O I O ^ Q C co Ln Ci co N Ln U Z•- E� FL N 04 CD .M ^ c O O U') L n N 6 .J. � cMCOV)ITOD U v .- .- vi O w °' W J .. 2 W F- > JW � n LOLOU)((000 O o c O 60 0 6 4 < J I.v F- U a r° na.aan_.n_ = NO�LLO O COO Zw� ITIgTN W J O V O c0 00 N 0) 4 L n O 61q: W C � ZW LUn 000M0 �00o L O N•--•--MV- W J v U) W O= O OLO LO LOB N N�r-CO V 1- Z .. Z W _ J LO N V�'VU)NN U (.,) o 00000 Q Q v � O ~ W U N N 0 ci 0 0 Q Z F m0 m W a) (n U) N Cl) V LO 7 I � § k k � k \ ! ( � \� §§ | k£ o k } ) \\ 2 2 R o @ § r / LU w §§!_ 2«_! k mFL §«_ §/e z§«a k� � q§Z! ■kk� � ° ° - ®; ! §2a- § b�- k§�� ■a` 2 ! ! ; § � ¥ §k° . . o ! ! 3 | o ! | tu{° t-m �` \kOZ- a © e e a = © !{� § W k 1 1 1 1 1 1 e t= 0 N 11 U v C N N N CT v Ycu Oa m Z O Ow �~ o mU U)U Cl) Y U N 0 W 2 N Ost000 J Q C M �- U')Oc-Nu) •-- c- U � Z + E U- N NCOM .-. O O In In N O MMMv000 COO Uv ri O w w J J. w H i JW o- LOc�nLnco0 O o co O 0 0 0 0.4 U) H aaaaa rca a _ O CO v N0�U')CO d'vN Z v W J O CO M 0) � a) CA MjCn6CM w C :r ' c0 v Zw LO OOOCMO goo Lo O NCM� W Fj5 O= O 0LnLOLOh N Ns-hCO `7 F= Z .� Zw _ J V) N V V N N U ce o 00000 Fa-'Q LLI U �Vr-�0 O O O O N V- Q vN za m 0 �w CD CO U) N M V LO M C O N 7 U U w U O N O N C1 w d C C fC1 L U N L_ U) a) U c0 C 0 U (V 0 Z §§ § § b .)kk § �k�® §£R w 377, §w—, B=� §¥e z(#° 2\'` 3U) ))_ $%#a § 22_ }k/= ; ; ::: ; 3 @ § § § § W¢ ^ K° 9 2 q § q E k �S \ jwg` z\, 2 � & 0 k k H 1 1 1 1 ' CURB OPENING AND SWALE SIZING 1 1 1 1 1 1 1 1 1 1 1 RBD INC. ENGINEERING CONSULTANTS CHANNEL RATING INFORMATION CURB OPENING AT NORTHEAST CORNER OF PARKING LOT STA ELEV 0.00 1.00 0.00 0.50 2.00 0.50 2.00 1.00 'N' VALUE SLOPE (ft/ft) ----------------------- 0.013 0.0108 0.2d ELEVATION AREA VELOCITY DISCHARGE FROUDE (feet) --------- (sq ft) ------- (fps) -------- (cfs) --------- NO. ------ 0.60 0.2 2.4 0.48 1.34 0.70 0.4 3.6 _ 1.44 �5 1.42 0.80 0.6 4.5 2.69 1.44 0.90 0.8 5.2 4.14 1.44 Qtoo= 1, 5 G�'s D10 0 = /WA 1 1 1 1 1 RBD INC. ENGINEERING CONSULTANTS CHANNEL RATING INFORMATION CURB OPENING AT THE SOUTHEAST CORNER OF PARKING LOT STA ELEV 0.00 1.10 0.00 0.50 5.00 0.50 5.00 1.10 'N' VALUE SLOPE (ft/ft) ----------------------- 0.013 0.0050 0,43� t'- 5' -- ELEVATION AREA VELOCITY DISCHARGE FROUDE (feet) --------- (sq ft) ------- (fps) -------- (cfs) --------- NO. ------ 0.60 0.5 1.7 0.85 0.95 0.70 1.0 2.6 2.64 1.04 0.80 1.5 3.4 5.06 1.08 0.90 1.00 2.0 2.5 4.0 4.5 7.98 �0089 �11.31 1.11 1.13 0,00 6.9 cfs d 100 = OAS 13 RBD INC. ENGINEERING CONSULTANTS CHANNEL RATING INFORMATION Swale A along north property line STA 0.00 10.00 20.00 'N' VALUE 0.060 ELEVATION AREA (feet) (sq ft) ELEV 1.00 0.00 1.00 SLOPE (ft/ft) ------------- 0.0068 VELOCITY (fps) 0.10 0.1 0.3 0.20 0.4 0.4 0.30 0.9 0.6 0.40 1.6 0.7 0.50 2.5 0.8 0.60 3.6 0.9 0.70 4.9 1.0 0.80 6.4 1.1 0.90 8.1 1.2 Q,o= 01 c ry 0100= 1.5 cl's 0'" = 2, 0 G"5 DISCHARGE FROUDE (cfs) NO. --------- ------ 1410= 0.35� 0.03 0. 0.18 0.52 .25 0.26 d cc 0-44 -� 1.12 8 drrAx �' S 2.0 _ 0.29 3.30 0.29 4.97 0.30 7.10 0.31 9.71 0.32 RBD INC. ENGINEERING CONSULTANTS CHANNEL RATING INFORMATION Swale B along east property line (Conveyance Element 20) (E)Cls-r1IJC4) 7116 " ' 1-7TN 22' Q,o= 4.'Ai 25,�-+ 4.5 = 355 STA ELEV. ----- ------ Q�oo_ (4.5 + -19.7 0.00 60.00 Qrnax = ' 10X:60 ds 14.00 56.50 28.00 60.00 'N' VALUE 0.060 ELEVATION AREA (feet) --------- (sq ft) ------- 56.70 0.2 56.90 0.6 57.10 1.4 57.30 2.6 57.50 4.0 57.70 5.8 57.90 7.8 58.10 10.2 58.30 13.0 58.50 16.0 58.70 19.4 58.90 23.0 59.10 27.0 59.30 31.4 59.50 36.0 59.70 41.0 59.90 46.2 * See -Follow) Shd e' SLOPE (ft/ft) •�✓ suppo�lno, ------------- CA 0 CLA. rrl CJ-I+OL i-I Dn 0.0060 VELOCITY DISCHARGE FROUDE (fps) (cfs) NO. -------- --------- ------ 0.4 0.07 0.6 0.41 0.8 1.22 1.0 2.62 1.2 4.75 1.3 7.73 1.5 11.65 1.6 16.64 1.8 22.78 1.9 30.16 '38.89 20 = 2.Iz' 2..1 49.04 2.2 60.71 2.4 3.97 2.5 = 88.91 2.6 .2.561 d 59:'I" 105. 60 2.7 _,3 �,_124.12 EX15-r1W.:? 5EC11oN 15 0.23 0.25 0.27 0.29 0.30 0.31 0.31 0.32 0.33 0.33 0.34 0.34 0.35 0.35 0.36 0.36 0.36 3.20 k 1 ,4 h� e ri 0 0 % �O0 \O 960 0h .pb � --..p9y�•�= _- : �-.�. -_" 'L6_�--_'._ �_�__ —_-- 9 '# �A F9h 9�ti 1�'p" � s �_ <�Y �~'ec .a •` teas _<ii::^ - .. -------9 -. -- H--------------- --oH-- -----H 9h h :.----' ♦- --�--fey—_.----'gl�------L°j--,1 hh 9 � 9 90 �9h9 ,9h0 9 1 A 3D OR-&-,INA6E EASEMENT 1 1 SITE HYDROLOGY r+ur 4 1 TOTAL O19TUKMO AREA - 2.G AGKES v6veLOMP G - p.go 1 2E5160'POINT 5A510 AKEA gw /C�vU t�� El�.wlen+ H2O) 1 I Zoo Z.60 SCU'MeAS}' GOV'ne-- CC sl}e-. 'Lo 31.34 •o Il.o s-- a4 P.Bror�l De+. Po�id. 1 1 i % -•p i i ,9 s rp^,j W N O .40 O' M AI U fl T 4 '� •, D t W 1� c N r IV I r 4 1 O ? N vor!T�6' ir,o r 01ZI sdl N XIIa010A N !Q{� sdl O Q: l.�1aDiD� sla w � U61s o0 - Z, - U slo w .IT N; .,fll]Ddoo - q — i .;F 0do15 i; 6juo0D0 v+ W� r i Y >• (. fit- V7 s .odoiS 'rzj?11Duny. uo111iwu!ng :. N S M• i_ c '. r sn nl N' m a N r 1JJt r sla 0 0 ! rI 0 N N 1' v 1,' h Ia0J10 f ^i N� f i N r; d) M m- i it It -- _ t �1.�•- (~ r�r D nV� O t; ✓ Zy „l,; o• . Y p g l e e � 6 r in .. N : Ile <-�J4/?^ :� N M Q A G 16 B N :. MM r O Zi�'.IUDIa171D0') 0q } S•( �; uo11o11tioauo0 r "I n 0 A 1n m N r N 0-r �." to owil- - 0 •I_ _ u1 A 0 0 0 f ` C { ulw s. c DEId I �\ :' •UIW N ': O f � u �. 100ils •UIW — " oWll IDIul P --�i -- ITI -. 'jl I— m d416uD-1 S .4 in . SUIS DO N iU N - n n1 • ` L1 ♦ S �� 11 0 9 c o'%oi / 7 M1 �1 s:J yf7 tl n, x; 1 yi. n y n ;I' Q 1� 1�' nl���n •. n w �1 i 1+ o' [ r r ! + N; J 1• +� y i j ♦ \ t� 1 W 0 �i to sdj N -(IIDOIOASID N 6 a uGlsop N � I . sdi o Q /IIGOIDA N ' H u6lsop Z. .' sD LA II1DDdu� m W z IS i Ddoig W � P � va Ddo1S t a:. dT s Jd J Jounil. 3n NNJ :fi. � , ".' uoljewiDwS. n ' h « d1 ': •. dt .+ K c 9 � v r N 9 N 0 o (/) jjoynl1 = I P O': r'9i _ N Fa Jo0J10 bt n r « O Jt ? w\ y 0 h,W+f- OyDrtlF O s 4 i '9 f I nl 'S m f r S' O I• CDN :' N m} t"•'°' DOl sc-. r;.1�N m _ ♦. .(I VO iit� is N .m O :' 0 Q P �: 0 m 4 f 0 tn N •uIw Vol OJIUMOO n __ I U L1 O N 10OwI1 r �i�. .0 U Q�.. n c r:r 0Q r C (p odld F 'u1W %« o W IDDJI$ H 0 i r 1 n •'uIw • owil Piu1 P 4l6uD� W, T j ' su19D . p N i V - N- w W n Kt i i b O i ,9 J • N N nt G 0 0. 1 1 1 1 t 1 RBD INC. ENGINEERING CONSULTANTS - 4,O JS CHANNEL RATING INFORN�ATION Qio Swale C along south property line Qmax- I I.8 C?S STA ELEV 0.00 1.00 10.00 0.00 20.00 1.00 'N' VALUE SLOPE (ft/ft) 0.060 0.0125 ELEVATION AREA VELOCITY DISCHARGE FROUDE (feet) --------- (sq ft) ------- (fps) -------- (cfs) --------- NO. ------ 0.10 0.1 0.4 0.04 0.30 0.20 0.4 0.6 0.24 0.33 0.30 0.9 0.8 0.70 0.36 0.40 1.6 0.9 1.52 0.37 0.50 2.5 1.1 d,s 0.5� 2.75 0.39 0.60 3.6 1.2 4.47 0.40 0.70 4.9 1.4 6,= 0.761 6.74 0o ---'-9.62 0.41 0.80 6.4 1.5 0.42 0.90 8.1 1.6 d O.$(o! "-1`3:17 MAX 0.43 %q ' ****** HYCHL ****** (Version 2.0) ****** Date 10-18-96 ' Commands Read From File: N:\HYDRO\MCTRANS\HYCHL\FRED2.CHL JOB Design Point 2 UNI 0 ' ** UNITS PARAMETER = 0 (ENGLISH) CHL .014 1.5 VSH 4 4 ' ** V-SHAPE RIGHT Z1 = 4.0 AND LEFT Z2 = 4.0 LRR -1 2 0 2.65 0.047 ** STABILITY FACTOR 1.00 ** SPECIFIC GRAVITY 2.65 ' ** SHIELDS PARAMETER .047 END ***************END OF COMMAND FILE************ ' Design Point 2 -- NOrFhCaS+ Corner cC SS G ------------ INPUT REVIEW ------------ DESIGN PARAMETERS: ' DESIGN DISCHARGE (CFS): 1.50 CHANNEL SHAPE: VSHAPED CHANNEL SLOPE (FT/FT): .014 ----------------------------------------- HYDRAULIC CALCULATIONS USING NORMAL DEPTH --------- ------------- ------ ------- ------ ' FLOW (CFS) MAX DEPTH (FT) 'AREA (FT"2) WETTED PERIMETER (FT) HYDRAULIC RADIUS (FT) 'AVG VELOCITY (FT/SEC) MANNINGS N (LOW FLOW) Davg / D50 ' REYNOLDS NUMBER (10A5) -------------- RIPRAP DESIGN ------------- DESIGN 1. 5 0 -99-- Q1 00 .50 1.01 4.14 .24 1.48 .046 2.75 .04 LINING PERMIS SHR ' CONDITION TYPE (LB/FT"2) ------ ---------- BOTTOM; STRAIGHT RIPRAP .44 SIDE; STRAIGHT RIPRAP .37 ' *** NORMAL END OF HYCHL *** 1 zo CALC. SHR STAB. (LB/FTA2) FACTOR .44 1.00 .37 1.00 D50(FT) .09 .08 ' .. CLIENT Vls OG-� r,�P. _E;I '-C��' JOB NO. :ID«53 -o•Ro INC. PROJECT CALCULATIONS FOR ems`kE' ' Englneering Consultants MADEBYu—' DATE foffia CHECKED BY DATE SHEET T OF � A division of The Sear -Brown Group HYCHL ****** (Version 2.0) ****** Date 10-18-96 ' Commands Read From File: N:\HYDRO\MCTRANS\HYCHL\FRED3.CHL JOB Design Point 3 UNI 0 ' ** UNITS PARAMETER = 0 (ENGLISH) CHL .013 8.9 VSH 4 4 ** V-SHAPE RIGHT Z1 = 4.0 AND LEFT Z2 = 4.0 ' LRR -1 2 0 2.65 0.047 ** STABILITY FACTOR 1.00 ** ' ** SPECIFIC GRAVITY SHIELDS PARAMETER 2.65 .047 END ***************END OF COMMAND FILE************ ��ot��hevr5k Design Point 3 �-- Corner p� St�C ------------ INPUT REVIEW ------- DESIGN PARAMETERS: ' DESIGN DISCHARGE (CFS): CHANNEL SHAPE: 8.90 VSHAPED CHANNEL SLOPE (FT/FT): .013 HYDRAULIC CALCULATIONS USING NORMAL DEPTH --------- ------------- ------ ------- ------ ' DESIGN FLOW (CFS) 8.90 0100 MAX DEPTH (FT) 1.03 'AREA (FT A2) 4.20 WETTED PERIMETER (FT) 8.45 HYDRAULIC RADIUS (FT) .50 VELOCITY (FT/SEC) 2.12 'AVG MANNINGS N (LOW FLOW) .050 Davg / D50 2.95 ' REYNOLDS NUMBER ------------- (10A5) .09 RIPRAP DESIGN ------------- LINING PERMIS SHR ' CONDITION TYPE (LB/FT�2) -- - BOTTOM; STRAIGHT RIPRAP .84 SIDE; STRAIGHT RIPRAP .71 ' *** NORMAL END OF HYCHL *** 1 CALC. SHR STAB. (LB/FTA2) FACTOR D50(FT) .83 1.00 .17 .70 1.00 .16 ' ZZ INC. ' Engineering Consultants A division of The Sear -Brown Group F 1 1 1 1 CLIENT �J\�,oS� JOBNO. PROJECT CALCULATIONS FOR as,—.-+�a•rvai 3 MADE BY FC" DATEI 0 '4 HECKED BY_ DATE SHEET i OF .._ .1 .... .t. _.. . ?. .., ., . :.. ...i ..1. !. _. c .; - ► Y - , t lTi / \ I 1 1 EROSION CONTROL 1 11 n I M 7 L RBD, Inc. 1 1 1 1 RAINFALL PERFORMANCE STANDARD EVALUATION rakArIWITIS1 PROJECT: Oakridge Business Park 22nd Filing STANDARD FORM CALCULATED BY: PPK DATE: 07/19/96 DEVELOPE ERODIBILIT Asb Lsb Ssb Lb Sb PS SUBBASIN ZONE (ac) (ft % ft 1 moderate 0.11 20 2.0 2 moderate 0.47 320 1.0 .3 moderate 1.71 405 0.5 Total 2.29 369 0.7 74.4 EXAMPLE CALCULATIUN5 Lb = sum(AiLi)/sum(Ai) = (0.11 x 20 + ... + 1.71 x 405)/ 2.29 369 ft Sb = sum(AiSi)/sum(Ai) = (0.11 x 2.00 + ... + 1.71 x 0.50)/ 2.29 0.7 % PS (during construction) = 74.4 (from Table 8A) PS (after construction) = 74.4/0.85 = 87.5 Z5 RBD, Inc. 1 u EFFECTIVENESS CALCULATIONS *71 d-on 1 PROJECT: Oakridge Business Park 22nd Filing STANDARD FORM B CALCULATED BY: PPK DATE: 08/30/96 Erosion Control C-Facto P-Facto Comment Number Method Value Value 4 SedimentBasin Trap 1 0.5 installed at beginning of construction 6 Gravel Filter 1 0.8 placed at inlets 8 Silt Fence Barrier 1 0.5 placed at downstream perimeter 9 Asphalt/Concrete Pavement 0.01 1 Building foundation 23 Hydraulic Mulch @ 2 tonstacre 0.1 1 used in areas not to be paved 38 Gravel Mulch 0.05 1 Used in areas to be paved after 6 weeks SUB PS AREA BASIN % ac Site 74.4 2.29 SUB SUB AREA Practice C ` A P' A Remarks BASIN AREA ac DURING CONSTRUCTION 1 Total 0.11 Seed & Mulch 0.03 38 0.00 0.03 Gravel Mulch Remain. 0.08 8 0.08 0.04 Silt Fence Barrier 2 Total 0.47 Area to be paved 0.08 38 0.00 0.08 Gravel Mulch Building Foundation 0.07 9 0.00 0.07. Asphalt/Concrete Pavement Remain. 0.32 4 0.32 0.16 Sediment/Basin Trap 3 Total 1.71 Area to be paved 0.62 38 0.03 0.62 Gravel Mulch Building Foundation 0.16 9 0.00 0.16 Asphalt/Concrete Pavement Remain. 0.93 4 0.93 , 0.47 Sediment/Basin Trap Cnet = [0.32x0.00+..,+0.93x0.00Y0.62 = 0.60 Pnet = [0.32x0.00+...+0.93x0.00]l0.62 = 0.57 EFF = (1-C'P)100 = (1-0.60`0.57)100 - 66.07 ««< 74.4 (PS) Assume paving not constructed within 6 weeks; Assume building foundation is constructed within 6 weeks use silt fence along east and south perimeters 0 2(n ' RBD, Inc. ' #714-001 1 1 1 1 1 1 1 t EFFECTIVENESS CALCULATIONS PROJECT: Oakridge Business Park 22nd Filing STANDARD FORM B CALCULATED BY: PPK DATE: 07/19/96 Erosion Control C-Facto P-Facto Comment Number Method Value Value 9 Asphalt/Concrete Pavement 0.01 1 paved and constructed 18 Established Grass Ground Cover - 90% 0.025 1 Existing, not disturbed with construction 20 Sod Grass 0.01 1 Around Building 39 Hay or Straw Dry Mulch (1-5% slope) 0.06 1 In detention area SUB PS AREA BASIN % aC Site 87.5 2.29 SUB SUB AREA Practice C' A P' A Remarks BASIN AREA ac AFTER CONSTRUCTION 1 Total 0.11 Paved 0.03 9 0.00 0.03 Asphalt/Concrete Pavement Remain. 0.08 20 0.00 0.08 Sod Grass 2 Total 0.47 Paved & Building 0.15 9 0.00 0.15 Asphalt/Concrete Pavement Remain. 0.32 20 0.00 0.32 Sod Grass 3 Total 1.71 Paved & Building 0.78 9 0.01 0.78 Asphalt/Concrete Pavement Remain. 0.93 20 0.01 0.93 Sod Grass Cnet = [0.03x0.01+...+0.78x0.01)/1.71 = 0.01 Pnet = [0.03x1.00+..,+0.78x1.00)/1.71 = 1.00 EFF = (1-C`P)100 = (1-0.01'1.00)100 99.00 > 87.5 (PS) 2i 1 REID, Inc. EROSION CONTROL CONSTRUCTION SEOUENCE #714-001 PROJECT: Oakridge Business Park22nd Filing STANDARD FORM C CALCULATED BY: PPK DATE: July, 1996 SEQUENCE FOR 1997 ONLY Indicate by use of a bar line or symbols when erosion control measures will be installed. Major modifications to an approved schedule may require submitting a new schedule for approval by the City Engineer. YEAR 97 MONTH J F M A M J J A S O N D OVERLOT GRADING WIND EROSION CONTROL Soil Roughening Perimeter Barrier Additional Barriers Vegetative Methods Soil Sealant Other RAINFALL EROSION CONTROL STRUCTURAL: Sediment TrapBasin Inlet Filters Straw Barriers Sift Fence Barriers Sand Bags Bare Soil Preparation Contour Furrows Terracing Asphalt/Concrete Paving MI Other VEGETATIVE: Permanent Seed Planting Mulching/Sealant Temporary Seed Planting Sod Installation Nettings/MatsBlankets Other ' STRUCTURES: INSTALLED BY VEGETATION/MULCHING CONTRACTOR DATE SUBMITTED 1 MAINTAINED BY APPROVED BY CITY OF FORT COLLINS ON 99 ' RBD, Inc. 1 1 J EROSION CONTROL COST ESTIMATE PROJECT: Oakridge Business Park 22nd Filing #714-001 PREPARED BY: PPK DATE: 07/19/96 CITY RESEEDING COST Unit Total Method Quantity Unit Cost Cost Notes Reseed/mulch 2.48 ac $650 $1 612 See Note 1. Subtotal $1,612 Contingency 50% $806 Total $2 418 EROSION CONTROL MEASURES Unit Total Number Method Quantity Unit Cost Cost Notes 5 Straw Bale Barrier 3 ea $150 $450 8 Silt Fence Barrier 140 LF $3 $420 38 Gravel Mulch 0.70 ac $1,350 $945 Subtotal $1,815 Contingency 50% $908 Total $2 723 1E Total Security $2 723 Notes: 1. A<1 ac=$1300/ac; A=1-10 ac=$650/ac; A>10 ac=$500/ac. Z9 u 11 1 1 L ' TABLES AND FIGURES 1 11 1 1 30 DRAINAGE CRITERIA MANUAL RUNOFF 50 ' 30 r 20 Z W U rr W °. 10 Z ' W a O 5 r W a 3 0 ' O U 2 W ' Q 1 .5. WNI„1 AVINFANIMM _EN110■.� AM ■�Iln /I/III►- ,® ■■■■�� Itttttttttttt���������.■■rir �>_�� ■■o■►a���■��WANIF a�mmm■■■■�� .1 .2 .3 .5_ 1 2 3 5 10 - - 20 VELOCITY IN FEET PER SECOND FIGURE 3-2. ESTIMATE OF AVERAGE FLOW VELOCITY FOR USE. WITH THE RATIONAL FORMULA. t MOST FREQUENTLY OCCURRING itUNDEVELQPED" LAND SURFACES IN THE DENVER REGION. REFERENCE: "Urban Hydrology For Small Watersheds" Technical Release No. 55, USDA, SCS• Jan. 1975. ' 5 -1-84 ' 31 URBAN DRAINAGE & FLOOD CONTROL DISTRICT DRCOG No Text INTERPOL?%TED VALUES FOR 100 YEAR INTENSITIES Tc Valve CU /µme% 5.00 9.0 5.10 9.0 5.20 8.9 5.30 8.9 5.40 8.9 5.50 8.8 5.60 8.8 5.70 8.7 5.80 8.7 5.90 8.7 6.00 8.6 6.10 8.6 6.20 8.6 6.30 8.5 6.40 8.5 6.50 8.5 6.60 8.4 6.70 8.4 .6.80 6.4 6.90 8.3 7.00 8.3 7.10 8.2 7.20 8.2 7.30 8.2 7.40 8.1 7.50 8.1 7.60 8.1 7.70 8.0 7.80 8.0 7.90 8.0 8.00 7.9 8.10 7.9 8.20 7.8. 8.30 7.8 8.40 7.8 . 8.50 7.7 8.60 7.7 8.70 7.7 8.80 7.6 8.90 7.6 9.00 7.6 9.10 7.5 9.20 7.5 9.30 7.5 9.40 7.4 9.50 7.4 9.60 7.3 9.70 7.3 9.80 7.3 9.90 1.2 10.00 7.2 11 33 1 Table 8B C-Factors and P-Factors for Evaluating EFF Values. Treatment C-Factor P-Factor BARE SOIL Packedand smooth................................................................ 1.00 1.00 1.00 0.90 Freshlydisked........................................................................ Roughirregular surface........................................................... 1.00 0.90 SEDIMENT BASIN/TRAP................................................................. 1.00 0.50111 \ STRAW BALE BARRIER, GRAVEL FILTER, SAND BAG ........................ 1.00 0.80 SILTFENCE BARRIER..................................................................... 1.00 0.50 ASPHALT/CONCRETE PAVEMENT ................................................... 0.01 .1.00 ESTABLISHED DRY LAND (NATIVE) GRASS .......................... See Fig. 8-A 1.00 ' SODGRASS................................................................................. 0.01 0.45t11 1.00 1.00 TEMPORARY VEGETATION/COVER CROPS .................................... HYDRAULIC MULCH @ 2 TONS/ACRE0.10"1 1.00 ::::::..................................... 1.00 SOIL SEALANT .0.01-0.6011 EROSION CONTROL MATS/BLANKETS............................................ 0.10 1.00 GRAVEL MULCH Mulch shall consist of gravel having a diameter of approximately 1/4" to 1 1/2' and applied at a rate of at least 135 tons/acre.............. 0.05 1.00 HAY OR STRAW DRY MULCH `? After planting grass seed, apply mulch at a rate of 2 tons/acre (minimum) and adequately anchor, ' tack or crimp material into the soil. Slope (°/6) :..05 ato 10............................................................................. 0.06 1.00 11 to 15............................................................................. 0.07 1.00 16 to 20............................................................................. 0.11 1.00 21 to 0.1 1.00 33 ....0.17 25 to 33 0.20 1.00 1.00 >33 .......................................................................... NOTE: Use of offer C-Factor or P-Factor values reported in dtis table must be substantiated by dgcvmertta-tion. (1) Must be constructed as the first step in overlot grading. (2) Assumes planting by dates identified in Table 11-0, thus dry or hydraulic mulches are not required. (3) Hydraulic mulches shall be used only between March 15 and May 15 unless irrigated. (4) Value used must be substantiated by documentation. I 1 ' ' MARCH 1591 a•6 DESIG14 CRITERIA ' Table 8-B C-Factors and P-Factors for Evaluating EFF Values (continued from previous page). Treatment C-Factor P-Factor ' CONTOUR FURROWED SURFACE Must be maintained throughout the construction period, otherwise P-Factor = 1.00. Maximum length refers to the down slope length. Basin Maximum Slope Length 1°,b) (feet) 1 to 2 400......................................................................... 3 to 5 300......................................................................... 6 to 8 200.................................................. .................... 9 to 12 120......................................................................... . 13 to 16 0.......................................................................... 17 to 20 $0. >20 50. 1.00 1.00 1.00 1.00 100 1..00 1.00 0.60 0.50 0.50 0.60 0.70 0.80 0.90 TERRACING Must contain 10-year runoff volumes, without overflowing, as determined by applicable hydrologic methods, otherwise P-Factor = 1.00. Basin _.. Slope M 1 to 2..................................................................................... 9 to 12.................................................................................... 13 to 16.....................................................................................1.00 17 to 20...........................................................:.........................1.00 1.00 1.00 0.12 0.12 0.14 0.16 NOTE: Use of other C-Factor or P-Factor vabues reported in this table must be substantiated by documentation. l ' 35 MARCH 1991 8.7 DESIGN CR17 ERIA O �QQ O - a o U L z 94 O w co10 44 z rW7 O 0 E-4 E-4 y W U W W a z • qH W :' O 01 0% O O O O v a N N N N g q W W p O •0101C%C1000000 . . . . . . . . . . O c c v v N N N N N N C' WWgW WWgWgW O W G1 01 C1 C1 01 Qt 01 C1 a1 C1 O O O • • • • • • . O c c c v c c c c c v a V N N N n W W W cD W W W W W W W W W W W O r W W W �OfOt01otC1atC1C1Qt010101Qt01C1 O N W W W W W W W W W W W W W W W W W W W W O 0 m v 0 V V V 10 r r r r r r r r r r r r W W W W W W o v v v v v v v v v v v c c v v c v v c v c v c v v v ri W W q W W W W W W W W W W W W W W W W W W W W W CD p O W Nn V'NNN V VtD V' V Vrrrrrrrrrr W W W 01 n i' aT 14r v V q V V' v sl V c c-1 V C' d' v c v -T V v i' -c W co co W co co W W W W W co co co W W co W W W W W W W W W O VONmvvNNNNVVVVIDV V' 1D DWt-Nrrrr co n c v c. c v v v v v v c c v v v c v v v v v v v v v co W co co co co W W co W W W co co co co co co W'W W co co W W W O va%riNnnc V'sTsrLnLnv) nNNInInN1D%D V %o%D%.or W W W W W co W W W co W W co co W co co co co co co co co W W W O Old W OririNNt'1C'lnnccc V g-gvvinv)inInU� • • • . . . • . • • . . . • • . . . . . • 1D n n n v c v v v v v v v c v c v v v v v v v v c v c m g co W co W co co co co co co q co co W W W W W co W co W co co .o inNNrW0%00rirgriNNNNNnnnnnV'vITv'C' tin N n n n n n v v W W W W W W W W W W W W g W W W W W W W W W W W W W I' IIn ri0riMv00 0 W rrI0W W W 0 W 01010100000 1 • • • . . • • • • • • • • • • • Iv NNnnnnnnnnnnnnnn• nnvvvvv nnn I W co W co co co co co W W W W co W co W W W co W co co co Co. co W O %0tnW 0rlNM-w-vinInInV WbblDrrrr co co co 01C1 . . . . . . . . . . . . • . . . . . . • . . • • . IV r4NNnMCI nnnmen nnnnnnnnnnnnnnrl co co co co W W W co W W W W W W W co co co co W co W W W co W to r4 H0r%W00riNNnMMvvsTd'd'000 010wr.r, n r+NNNNnnnnn nnnnnflnnnnnnnrinn. W co co co W co co W co co co co W co co co co co W co co co co co co co O nN%D CO 0%0riNNn nnc gvvvvInininIn%D W %D% • • . . . . . . • . . • . • • . . . • . . . . . . . . (") Orir 44(4NiVNN NNNNNNNNNNNNNNN N co W co co W co co W co co co co co co co W co co W W W W co co co co In NN01NnvN1'rrrWWga%c1D1na1at000000 . . . . . . . . . . . . . . . . . . . . . . . . . . . N c1 O O ri ri ri 4 ri 4 ri ri ri 4 4 ri ri ri ri ri 4 N N N N N N r W W W W W W co W co W W co W co co W co W co W W W W W co O grNOnln V co co a%000ririr-iriNNNNnCO) nnnn . . . . . . . . . . . . . . . . . . . . . . . . . . N Como O O 0000 .-i r-i ri ri ri ri ri rH ri ri r•i ri r•i ri r•i .•i .-i r r co W W co co co co co co W W co W W W W W W W W W W W W 0 WNW ri C'Nrr Wm C100ririr4r4riNN Nn n n n n • . ri V� W W Cc• C0. c. C1 C• 0000. 0. 00. 00. 0. 0000 0 0• r r r r r r r r r r r co W co W W co co co co W W co co co co O Ovr010riNnnc elnNNNV W W%Drrto1'%o . . . . . . . . . . . . . . . . . . . . . . . . . . W W W W g q W W W W W W W W W W tD cJ rrrrrrrrrrrrrrrrrrrrrrrrrr In c,ov0rgWrrr%DkDQLlcvnnNNc,Q Intro .......................... O ONN NNNNNoNNNNNNNNNNNNrir4r{ri00 rrrc-I`rrrrrrrrrrrrrrrrrrrrr x E-4'. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o o o o 0 o CAE{ 00000000000000000000000000 Z44 HNn V InQr-=010riNnv0 V r000n0NONO Wv r{ri ri H H ri H H ri H N N n ncc In a {✓ARCH 1991 3kD DESIGN CRITERIA SEEDING CHART Table n 2 Recornmersoll spwba ond Afelfical Raise of Hyl Iw TemporaryVIDel a 00i carer c ,. Sow'.+e Swam Dell Forma rom a e.9ran c 0 `ol Raw co AO Wheat - ceaa AD Deal-SWn9 i W 80 �^ D Hpr4 So" Wer, 15 au 't carswaw i. atly, make `pa^�i^V the'proof 'I ARmv eel, 114 raf Al w tart, hit, Acres" rape 11 4 sherying W r P=wnid all Temporal Very hmae, DATE u:EsiisL M woP wRACIES from, a 01-FR 29 Yet Yet No No y 15 Yet Yes No Y" J, Y31 yes No Yet NO Ln oa - 31 No No Yet No ]1 No Yet No Y" No Me No Yes a o - Decs`°x Yea Yea No No MULCHING CHART are a m r One At mass of laoll mpwa r wxlotw,, o low . ap p..'a.�a a;ym<aa� .e.a wm. w a u.m oats, be 80 rowNalm Ref, Hpas. (r.. er p yl Ms ?s ANY i5 2 iamn•.im. Deaver, .ayi (mate a pww) 1Ni a 0w 31 Are aN grm N 9"Awid mol mal�w4. N owbossr. If iwoof lA',AT npaa4 mulch" may be Dollk slam Marts 15 th'"Ph SglamOw 30 , kill Her 1 r 91Hoy or sm 9 al U ,If He mabma to fee w by of o1 / its baboar Ito,N At heart lof If the "b`r b^ n r more " m n I wan a / nl T,f':"Af the hot a -Here.. «) m. Ta",N.. w,ar.a m oul Aa'Y" w see must be IT" If .ana„'eeae. I/ / / /SIR EROSION CONTROL NOTES THE CITY OF FORT COLLINS STORMWATER UIDUTY EROSION CONTROL INSPECTOR MUST BE NOTIFIED AT LEAST 24 HOURS PRIOR TO ANY CONSTRUCTION ON THIS SITE. ALL REQUIRED PERIMETER SILT FENCING SHALL BE INSTALLED PRIOR TO ANY LAND DISTURBING ACTIVITY (STOCKPILING, STRIPPING, GRADING. ETC.) ALL OTHER REWIRED EROSON CONTROL MEASURES SHALL BE INSTALLED AT THE APPROPRIATE TIME IN THE CONSTRUCTION SEQUENCE AS INDICATED IN THE APPROKD PROJECT SCHEDULE, CONSTRUCTION PLANS, AND EROSION CONTROL REPORT. PRE -DISTURBANCE VEGETATION SHALL BE PROTECTED AND RETAINED WHEREVER POSSIBLE. REMOVAL OR DISTURBANCE OF EXISTING VEGETATION SHALL BE LIMITED TO WE AREA REQUIRED FOR IMMEDIATE CONSTRUCTION OPERATONS, AND FOR THE SHORTEST PRACTICAL PERIOD OF TIME. ALL SOILS EXPOSED DURING LAND DISTURBING ACTIVITY (STRIPPING. GRADING, UTUTY INSTALLATIONS, STOCKPILING. FILLING. ETC.) SHALL BE KEPT IN A ROUGHENED CONDITION BY RIPPING OR DISGNG ALONG LAND CONTOURS UNTIL MULCH, VEGETATION OR OTHER PERMANENT ER09M CONTROL IS INSTALLED. NO SOILS IN AREAS OUi1Dl PROJECT STREET RIGHTS -OF -WAY SHALL REMAIN EXPOSED BY LAND DESCRIBING ACTIVITY FOR MORE THAN THIRTY (30) DAYS BEFORE REQUIRED TEMPORARY OR PERMANENT EROSION CONTROL (E.G. SEED/MULCH, LANDSCAPING. ETC.) 15 INSTALLED, UNLESS OTHERtWSE APPROVED BY THE STORMWATER UTILITY. THE PROPERTY SHALL BE WATERED AND MAINTAINED AT ALL TIME 5 DURING CONSTRUCTION ACTIVITIES SO AS TO PREVENT NNO-CAUSED EROSION. ALL LAND DIFURBING ACTNTES SHALL BE IMMEDIATELY DISCONTNUED MEN FUGITIVE DUST IMPACTS ADJACENT PROPERTIES. AS DETERMINED BY THE CITY OF FORT COLLINS ENGINEERING DEPARTMENT. ALL TEMPORARY (STRUCTURAL) EROSION CONTROL MEASURES SHALL BE INSPECTED AND REPAIRED OR RECONSTRUCTED AS NECESSARY AFTER EACH RUNOFF EVENT IN ORDER TO ASSURE CONTINUED PERFORMANCE OF THEIR INTENDED FUNCTION. ALL RETAINED SEDIMENTS, PARTCULARLY THOSE ON PAVED ROADWAY SURFACES, SHALL BE REMOVED AND DISPOSED OF IN A MANNER AND LOCATION SO AS NOT TO CAUSE THEIR RELEASE INTO ANY ORAINACEWAY. TEMPORARY CONSTRUCTION SOIL STOCKPILES SHALL NOT EXCEED EIGHT (0) FEET IN HEIGHT. AND SHALL BE PROTECTED FROM SEDIMENT TRANSPORT BY SURFACE ROUGHENING, WATERING, AND PERIMETER SILT FENCING. CITY ORDNANCE PROHIBITS THE TRACKING DROPPING, OR DEPOSITING OF SON-S OR ANY OTHER MATERIAL ONTO CITY STREETS BY OR FROM ANY VEHICLE. ANY INADVERTENT DEPOSITED MATERIAL SHALL BE CLEANED IMMMEDIATELY BY THE CONTRACTOR, ER09W CWiR0. EXISTING SITE HYDROLOGY TOTAL ON -SITE AREA'. 2AN Oc. RATIONAL 'c' : 0.25 DEVELOPED SITE HYDROLOGY DE96N POINT BASIN AREA (cc) C Q10 (cs) aim (cfs) 1 1 0.11 044 O.J 0.5 2 2 041 0.40 OJ 1.5 3 3 1,74 0.59 4.0 8.9 0-1 DFFSITE JOJ 69.5 4 3.3.4,0-1 0.1T 0.25 35.5 29.7 5 5 0.04 0,95 0.1 0.1 ✓ ROC J SEE DETAIL SHEET DRAIN (TYP`I r" PHASE 1 BUILDING PHASE 2 F.F.=62.do FUTURE BUILDING e EXPANSION CONCRETE SCOWNCE MWENE FOR Ia9B] ONLY gaolm y a,, bar me or . im erosion ru m ew" aal N p, liBom,ms to an app,avea Sol may Al .✓ ,m9 • am"w forl apporal b y En9meer. Qa• 9 NWAR MONTH JvI FI MI AI MI J J AI SI OI KID O`HERLOT GRADING - PHASE 1 MIND FMSM a Ma . See Rou91ll PwNeaW Bbo AEbtkntl Bab"• 1 etnaa. Gores mt other RAINFALL ERDSM CCHIRa STRUCTURAL S JET Nsm mitt 1 S Set Fuel Ba era No raw 11 real Tar,:;anal, Tomball AWh,t/Cwl PorF9 Olhw Gi M lcM1 mAIIVE pwmw Temporary Seed "I'l ba In9abvanOther STRUCTURES: INSTATED By MAITAME➢ BY ETATIM/MULCHING CMTRppNCR LATE SIIBMIIRD Ol BY CITY CA FORT CIXLINS M _ / / I ,STAG / \ 5' CURB OPENING ESL\ \) FENCE CLASSIFICATION AND GRADATION OF ORDINARY RIPRAP x a TOTAL ADGHT WPRAP Sol THAN THE STORE vS dmt DESC ION OVEN SEE (IN POUNDS) INCHES) CLASS 6 tt TO-IM 85 54-D0 35 25-W 10 6 2-10 Q tdW=MEAN PARTICLE SEE, AT IEAST 50 PBirENT OF ME MASS SHALL GE STONES EQUAL TO OR URGER M,W MS OIMENSYN. }}BODY ON 4 TO 1 SIDE AORS OR (ROUT ROCK IF STORES ARE STEEPER. OAKRIDGE BUSINESS PARK 16th FILING SCALE w/ LINDERMAN 11 \i 2 q\ 04 2' CURB OPENING j a \Dee I� %/ E%TENT OFLASS b \ee .Aa / RIPRAP 15'vl6' I ¢r u i / z ff� i I �g PHASE 2 I 'y CONVEY CONVEYANCE I FUTURE ELEMENT 20 PARKING y -� 4 OAC SILT , O FENCE s jq O / U l 35B /as 3 d EXTENT OF CLASS 6 L RIPRAP 16'x 122 LEGEND -A9e9 E%ISTNG CONTOUR V - 89-� PROPOSED CONTOUR a DIRECTION OF FLOW / I 1 DESIGN POINT if as DRAINAGE BASIN BOUNDARY //" I T ef BASIN NUMBER LH/,C BASIN AREA O.SS AVERAGE STREET SLOPE -"' S SCALE w/ FLOW ARROW -� WALE Wife UNDERDRAIN Ii / (� STRAW BALE CHECK OATH ---------- EXISTING STORM DRAIN PIPE -x-i(- SLY FENCE ��//' O,m = 2.3 Cfs b /x dim ART 0.52' r OWAX= 3.1 CTs CHAR= 0.58' TOP SOIL 3/4- WASHED ROCK 1 MIRAFI 140NS FILTER FABRIC OR EQUAL SECTION A TUTS ] 01m - 8D.5 ciz Cast- 2 .5 QMA%= 107.1 CST 4 \ 4 SECTION a arm = 8.3 cfe a st- a.vs' QMAX= 11 0 crS 1L_ JI dMAv-a.B4' 10 10 Ho SECTION J V CLASS 6 4 4 8' TOPSOIL RIPRAP--,, 11 1 Turk -, U Y 0.96 FT. )ba- . c o- O,m = B.9 cis of, - lQS FREEBOARD . 6" 6.1 FT. 61 FT. `-6' COOT CLASS A BEDDING RIPRAP RUNDOWN�D1 I''PCLASS 6 4 4 l� 6' TOPSOIL IF Hurl 0,61 FT SCALE 1'=30' Q¢o - 1.5 cis JIM = 0.5' FREEBOARD - 6' 1 1 CLASS A BEDDING RIPRAP RUNDOWN E sof GALL UTILITY NOTIFICATION CENTER OF COLORADO 1-800-922-1987 M 534-6700 N 11Pp mAa ' 1 M aaD a A �aRMC Most oOz YOU M W FM TE NOIr NY1t0. City of Fort Collins, Colorado UTILITY PLAN APPROVAL APPROVED: Urartor of EoNnwwrW Date CHECKED BY. Water a WeeMWiaiar D y Cole CHECKED BY SXXrfrl Duty Dde CHECKED BY. Parks W ReereaU Cale CHECKED BY: Date CHECKED BY: JBB DRAW- PPK DESIGNED DFS WG CHECKED qM OAKRIDGE BUSINESS PARK P.U.D. sc-T19% ?�oso_ " Edali+erading nun 'oH:tr�.-m30wdAa`W�„"°°-° 22ND FILING I F�rrdMNN.M'"°arn aad APPROVED DATE PROJECT ND. A a'" vm/Y¢-5Ql ]OJ/A'bNA DRAINAGE AND EROSION CONTROL PLAN 1 6 3