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HomeMy WebLinkAboutDrainage Reports - 11/03/2008' City of Ft. Collin p oved Plans ®TT ®r Approved By 11-3 -a8 Stantec Consulting Inc. !OILT COLONS UT ate, 209 South Meldrum ' Fort Collins, CO 80521-2603 Tel: (970) 482-5922 Fax:(970) 482-6368 Stantec ' August 20, 2008 Mr. Wes LaMarque ' City of Fort Collins Water Utilities--Stormwater 700 Wood Street ' Fort Collins, Colorado 80521 RE: Addendum to the Final Drainage and Erosion Control Study for Preston Center at Wild Wood Business Park Third Filing Dear Wes: ' We are pleased to submit to you, for your review and approval, this Addendum to the Final Drainage and Erosion Control Study for Preston Center at Wild Wood Business Park Third Filing. All computations within this study 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, `An ho Willkomm PE Project Manager 11 11 ADDENDUM ' FINAL DRAINAGE AND EROSION CONTROL STUDY FOR PRESTON CENTER AT WILD WOOD BUSINESS PARK THIRD FILING FORT COLLINS, COLORADO 1 ' Project Description The proposed development is located. in Southeast Fort Collins, immediately Northwest of the intersection of Timberwood Drive and Ziegler Road. The project is located within Lot 3 of the ' Preston Center Third Filing and is approximately 1.44 acres. Existing Conditions Presently, the property has native grasses and brushes growing on the site. The topography of the ' site slopes to the southeast at 1.5% to 3.0%. The west portion of the site is located in the existing detention pond for Preston Center Third Filing. The majority of the site is currently t draining onto Timberwood Drive and enters an existing 10' Type R inlet near the intersection of Timberwood Drive and Ziegler Road. A portion of the site does enter Zeigler Road and is carried south to existing storm drain infrastructure. Entrances to the site have already been ' constructed off of Timberwood Drive and Ziegler Road, with curb returns provided. Detention has been accounted for in existing Pond 304 of the Preston Center Third Filing. Existing Basins. Basin 109: This basin is 1.40 acres with a C-10 of 0.61, C-100 of 0.76, Q-10 of 3.0 cfs, and Q- 100 of 7.9 cfs. This basin contains the majority of the site with the drainage being planned to ' discharge directly into detention pond 304. Basin 110: This basin is 1.43 acres with a C-10 of 0.18, C-100 of 0.22, Q-10 of 0.9 cfs, and Q- 100 of 2.3 cfs. This basin encompasses the entire detention pond 304. ' Basin 112: This basin is 1.14 acres with a C-10 of 0.65, C-100 of 0.81, Q-10 of 3.5 cfs, and Q- 100 of 9.0 cfs. This basin is primarily the north half of Timberwood Drive from Gifford Court to Ziegler Road. Runoff from this area is conveyed via sheet flow and gutter flow to an existing 10' ' Type R inlet on Timberwood Drive and is piped south into detention pond 306 built with the Timberwood Drive Improvements. ' Basin 113: This basin is 0.73 acres with a C-10 of 0.29, C-100 of 0.36, Q-10 of 0.8 cfs, and Q- 100 of 2.1 cfs. This basin is located west of Ziegler Road between the back of curb and the right - of —way. This basin also consists of a historic farm site located west of Ziegler Road. Project Improvements This project will develop Lot 3 of the Preston Center Third Filing. Its intended use for this ' development is a bank with a drive though. Construction of parking, sidewalks, -curb and gutter, and landscaping will also take place. ' Stantec Consulting Inc. 2 August 20, 2008 I ' Drainage Immprovements Two 5' Type R inlets, 3 curb cuts, and expansion of the detention pond are the major drainage improvements. Water quality will be provided through the existing detention pond. The volume of the detention pond is required to be 1.7 acre-feet per the Final Drainage & ' Erosion Control Study for the Preston Center at Wild Wood Business Park Third Filing, prepared by JR Engineering, dated July 2, 1998. At the current pond size, the 100-year water surface elevation is at a 4925.24'. After expansion of this pond, the new 100-year water surface elevation would be lowered to 4924.97'. For this project the existing outlet structure for detention pond 304 will not be modified. ' The spillway elevations have been modified. The location of the spillway will be kept on the same side of detention pond 304 but moved closer to the pond. Previously, there were two ' proposed spillways with the water overtopping the curb and gutter on the east and west sides of the driveway. The Cache Bank improvements provide for one spillway on the west side of the driveway, which allows flows to spill south onto Timberwood Drive. Should the pond overtop, ' flows will spill over the proposed curb and gutter and sidewalk, down the driveway, and onto Timberwood Drive. The concrete curb and gutter and sidewalk will provide protection from erosion in the event overtopping does occur. The spillway elevation ranges from 2924.98' to 2925.33'. (See appendix for calculations) Basins Improvements Basin 109: This basin has now been divided into 6 sub -basins (C-1 through C-6). Basin C-6: This basin is 0.0.7 acres with a C-10 of 0.95, C-100 of 1.00, Q-10 of 0.3 cfs, and Q- ' 100 of 0.7 cfs. This basin is located in the south portion of the site and will convey runoff south to a 5' Type R inlet located at design point C-6 via roof drains, sheet flow, and gutter flow. At ' this location runoff will enter an 18" RCP pipe and flow northwest towards the 5' Type R inlet located at design point C-4. (See Appendix A for calculations). Basin C-5: This basin is 0.12 acres with a C-10 of 0.80, C-100 of 1.00, Q-10 of 0.5 cfs, and Q- 100 of 1.2 cfs. This basin is located in the middle portion of the site and will convey runoff west to a 2' curb cut located at design point C-5 via roof drains, sheet flow, and gutter flow. At this ' location Basin C-5 will combine with Basin C-4 and enter a 5' Type R inlet at design point C-4 in which the runoff will flow down the riprap and enter existing detention pond 304. (See Appendix A for calculations) ' Basin C-4: This basin is 0.10 acres with a C-10 of 0.84, C-100 of 1.00, Q-10 of 0.4 cfs, and Q- 100 of 1.0 cfs. This basin is located in the west portion of the site and will combine flows from ' Basin C-5 at the 2' curb cut located at design point C-5. The runoff will be conveyed to existing detention pond 304 via sheet flow, and gutter flow. Runoff will enter a 5' Type R inlet at design point C-4. At this location Basins C-6, C-5, and C-4 will discharge west through an 18" RCP into existing detention pond 304. (See Appendix A for calculations). ' Stantec Consulting Inc. 3 August 20, 2008 u Basin C-3: This basin is 0.29 acres with a C-10 of 0.83, C-100 of 1.00, Q-10 of 1.2 cfs, and Q- 100 of 2.9 cfs. This basin is located in the north portion of the site and will convey runoff to ' existing detention pond 304 via roof drains, sheet flow, and gutter flow. A 2' curb cut located at design point C-3 will convey the runoff north into Swale #1 which is apart of detention pond 304. (See Appendix A for calculations) ' Basin C-2: This basin is 0.10 acres with a C-10 of 0.92, C-100 of 1.00, Q-10 of 0.4 cfs, and Q- 100 of 1.0 cfs. This basin is located in the northwest portion of the site and will convey runoff to existing detention pond 304 via sheet flow and gutter flow through a 2' curb cut located at design point C-2. (See Appendix A for calculations) ' Basin C-1: This basin is 0.47 acres with a C-10 of 0.32, C-100 of 0.40, Q-10 of 0.5 cfs, and Q- 100 of 1.4 cfs. This basin located is north of the site and will convey runoff from the existing ' historic farm site to existing detention pond 304 via sheet flow. Basin 110: This basin has been updated from 1.43 acres to 1.52 acres from a C-10 of 0.18 to ' 0.17, from a C-100 of 0.22 to 0.22, from a Q-10 of 0.9 cfs to 0.9 cfs, and from a Q-100 of 2.3 cfs to 2.3 cfs. This basin encompasses detention pond 304 and has been expanded east and north making the detention pond larger. Basin 112: This basin has been updated from 1.14 acres to 1.20 acres from a C-10 of 0.65 to 0.59, from a C-100 of 0.81 to 0.74, from a Q-10 of 3.5 cfs to 3.4 cfs, and from a Q-100 of 9.0 cfs to 8.7 cfs. This basin has increased in area with the addition of the runoff from the south side of the building. Offsite runoff for this basin was reduced by adding an inlet at design point C76 to capture flows intended to enter Timberwood Drive and also by the expansion eastward of ' detention pond 304, as once this area was planned for pavement and is now apart of detention pond 304. ' Basin 113: This basin has been updated from 0.73 acres to 0.84 acres from a C-10 of 0.29 to 0.32, from a C-100 of 0.36 to 0.40, from a Q-10 of 0.8 cfs to 1.0 cfs, and from a Q-100 of 2.1 cfs ' to 2.7 cfs. This basin has been expanded to include runoff from the east portion of the proposed building. This basin size has been decreased due to less area being routed back to the entrance to the site off Zeigler Road. Shifting the high point north provides for less flow to be routed back ' to that intersection. Erosion Control ' Temporary and permanent erosion control measures will be implemented prior to construction to prevent transport of sediment from the. construction limits. Erosion control fabric and riprap will be installed, at swale locations, and at the end of flared end sections. Wattles and straw bale ' dikes will be installed in swales. Silt fence will be constructed on the south and east portions of the site. The contractor will be responsible for implementation and maintenance of a Storm Water Management Permit and Plan granted by the Colorado Department of Public Health and ' Environment (CDPHE). If groundwater is encountered and discharged an NPDES permit will be required. ' Stantec Consulting Inc. 4 August 20, 2008 1 I 1 H 0 1 7 1 1 Summary Storm water revisions to the Preston Center Third Filing include addition of piping under the parking lot, 2-5' Type R inlets, 3 curb cuts, and expansion to existing detention pond 304. Basins have been modified with these improvements but C values and runoff rates have been kept very similar to what was intended in the Final Drainage & Erosion Control Study for the Preston Center at Wild Wood Business Park Third Filing, prepared by JR Engineering, dated July 2, 1998. The small changes in areas, runoff coefficients, and runoff rates are very minimal and considered negligible, when looking at time of concentration to the existing detention ponds (Pond 304 and also the existing detention pond on the southwest corner of the Ziegler Road/Timberwood Drive intersection). Furthermore, with the expansion of Pond 304, the 100-year water surface elevation has been lowered to not only mitigate ponding in the parking lot at the Cache site, but also allows for a.smaller release rate, due to the head being lowered over the existing orifice control structure, which will not be modified with the Cache Bank improvements. Erosion control measures will be implemented to minimize the transport of sediment from the construction limits. Water quality has been met with the runoff being conveyed into existing detention pond 304, which provides both water quality and detention. ' Stantec Consulting Inc. 61 August 20, 2008 References ' 1. Storm Drainage Design Criteria and Construction Standards by the City of Fort Collins, Colorado, May 1984, Revised January 1997. 2. Erosion Control Reference Manual for Construction Sites by the City of Fort Collins, Colorado, January 1991, Revised January 1997. 4. Final Drainage & Erosion Control Study for Preston Center at Wild Wood Business Park Third Filing, Prepared by JR Engineering, July 2, 1998. 5. Final Drainage and Erosion Control Study for .Timberwood Drive, Prepared by JR Engineering, January, 1998. ' 6. The Urban Storm Drainage Criteria Manual (published by the Urban Drainage and Flood Control District — Denver, Colorado — June 2001). Stantec Consulting Inc. August 20, 2008 VICINITY MAP FRONT RANGE PROJECT VILLAGE I LOCATION Kw m> I 1 ` O O � I " HP/AVAGO HARMONY ROAD j 1' POUDRE VALLEY I INTEL I HEALTH SYSTEM IMBERWOOD D CAMPUS rr 1� TIMSERWOOD DR.1 Y o a o = o PRESTON JUNIOR F 1I HIGH SCHOOL g ' PRECISION DR. W Z Q ROCK CREEK DR Of FOSSIL RIDGE 1 HIGH SCHOOL _m �� w J 1 �W U) N KECHTER ROAD 0 o ZACH i ELEMENTARY xX SCHOOL L / O s O CDO O O =, N 00 U � O 1 N0 0 1500' 2250' 3000' 'N 1:1500 08.07.09 187010660 1 Stantec Consulting Inc. O'ient/Pfofec1 Client Desc. 209 South Meldrum Street Cache Bank and Trust Fort Collins CO U.S.A 80521 Figure No. 970.482.5922 rue S�f1b0C 970.482.6368 VICINITY MAP 1 RATIONAL CALCULATIONS 1 1 1 1 1 1 1� 1 1 1 1 1 1 1 1 1 D CO COLO M N V o o 0 o O O O O O - N CO O m co � O m 0000 O co co N ,009 O O N I I � y m cn CO n o 0 ao o 0 41 J al S N r 0 U O o N 0 0 U n N ^ p � 'o Lri c m > C n co Z. y N 0. 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Reed DATE: 114100 Recommended Runoff Coefficients from Table 3-3 of City of Fort Collins Design Criteria Recommended % Impervious from Urban Storm Drainage Criteria Manual Streets, parking lots (asphalt): Sidewalks (concrete): Roofs: Lawns (flat <2%, sandy soil): Equations M Calculated C coefficients & % Impervious are area weighted C=E(Ci Ai) /At Ci = runoff coefficient for specific area, Ai Ai = 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 At's JR Engineering 2620 E. Prospect Rd., Ste. 190 Fort Collins, CO 8525 u 917707FLOW.XLS � � � � I I I �\ 2 ƒ Pr i4 a 7�; h% ) a,!®! 6 �a {\ C ƒ)Cl 0��� 22/ Z !!@9§2!§!7|E2 § ; �,��,.,=@d&®0 ;{\ 4 ! z� RRaaa;a;ma■!a a_D \ / ?re 5- a„ (c„ 4e,- -7 ,) P 11;,� O Z 0 Q Y F N Z W w Z 130 o U U. �0 ai UJ L_ F C m Y <Z w W K z E v E m � o '- w Y U d n N N tm'1 N m INNn 00 t0 N t0 m m (p U m o 2 u 7 N V N MAN m fV m {G. fp IN Oi g U f flc]w F 3 n�mnnmou`�ia `t Oi�Oi ennNU 9z, cD0'c o06ci rn 0000006 ¢m o 0 0 0 0 0 0 0 0 000 LU mmmin �noe?o mo ovN nlno � W ~ L N N V Q N V N N^ n N N LU t (m0 N ¢ J V v L N N N O N N O N N A m N N N O N _ J Z O N O O m O� A N m f0 W fD m n ci O N N fp m n d O O O O t? O .¢.1 ¢ U LU J« O V N O 0 w W m W m n W< W m O N N m N N (O m F 0 0 0 0 0 0 0 0 0 0 0 0 0 O Z � [O O O t0 V N m m 0 m tD st m n N � N � a o o 0 0 0 �nnmm 0 0 0 0 o.-'m 0 d O co m f U) to < Z u.1 ¢ Z z� m F N O N m V h ID n co O> N O ¢ a o Gri 0 CD 7 U Y LL U a) _ LU `0 C _0 n E '0 O N UI A C E c In ca .. + o E E E E E m w J X O LL n O r {?re via,. LOCATION: PROJECT NO: COMPUTATIONS BY DATE: (env TL1 J RATIONAL METHOD PEAK RUNOFF (City of Fort Collins, 1 0-Yr Storm) PRESTON CENTER 3rd FILING 9177.07 A. Reed 1 /4/00 10 yr storm, Cf = 1.00 JR Engineering 2620 E. Prospect Rd., Ste, 190 Fort Collins, CO 80525 DIRECT RUNOFF CARRY OVER TOTAL REMARKS Design Tributary A C Cf tc i 0 (10) from 0 (10) O(10)tot Sub -basin Design Point (ac) (min (in/br) (cfs) Point lots) lots) 1 2 101 102 2.26 0.80 5.1 4.75 8.64 8.6 DoDo Double Combination Inlet 3 0.28 0.74 5.0 4.87 1.00 10 . 10'T R Inlet 4 103 0.74 0.65 5.0 4.87 2.34 2.3 5' T pe R Inlet 5 104 1.16 0.80 5.0 4.78 4.40 4.4 5' Curb Cut 6 105 1.14 0.68 5.0 4.87 3.78 3.8 4' Curb Cut 7 106 1.02 0.69 5.0 4.87D Area Inlet 8 107 108 0.53 0.63 8.0 4.14 1.39 1.4 Existing 4' Type R Inlet 9 109 0.48 0.47 11.2 3.63 0.82 0.8 Type C Area Inlet 1.40 0.61 12.3 3.48 2.96 3.0 4' Curb Cut 110 1.43 0.18 12.2 3.50 0.90 0.9 111 1.56 0.20 14.6 3.22 1.00 10 12 112 113 1.14 0.65 5.1 4.75 3.52 3.5 Existing 10' Type R Inlet 0.73 0.29 9.6 3.86 0.83 0.8 10 Total to Pond 10.45 0.63 15.1 3.17 20.86 20.9 Pond Outlet Q=CtCiA Q = 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) I =41.44 / (10+tc)or 74 917707FLOW.XLS 1 (en 4e,— lit j RATIONAL METHOD PEAK RUNOFF (City of Fort Collins, 100-Yr Storm) LOCATION: PRESTON CENTER 3rd FILING PROJECT NO: 9177.07 COMPUTATIONS BY: A. Reed DATE: 1/4/00 Release Rates 917707FLOWALS 100 yrStorm, Cf= 1.25 O = peak discharge (cfs) C = runoff coefficient i = rainfall intensity (in/hr) from City of Fort Collins IDF curve (4/16/99) A = drainage area (acres) I = 84.682 / (10+ to)' 7975 Total area draining to Pond 304 = 24.20 acres Allowable Release Rate for the 100-yr= 0.5 cis per acre = 12.10 ds Allowable Release Rate for the 10-yrr 0.2 cis per acre = 4.84 ds Pond Release Rate for 100-year = 7.39 cis Pond Release Rate for 10-year = 3.01 ds JR Engineering 2620 E. Prospect Rd., Ste. 190 Fat Collins, CO 80525 . DETENTION POND SIZING I I 1 L Preston Center Third Filing Detention Pond 304 4925.0000 0.7456 4924.9700 0:7430 4924.0000 0.6270 4923.0000 0.4442 4922.0000 0.2515 4921.0000 0.0670 4920.2700 0.0003 304.txt 7-8-2008 1.7539 1.7290 1.7316 --> 1.7067 <-- 100-yr WSE 1.0671 1.0431 0.5316 0.5101 0.1838 0.1668 0.0245 0.0174 0.0000 0.0000 Page 1 DETENTION VOLUME CALCULATIONS Rational Volumetric (FAA) Method 100-Year Event LOCATION: Preston Center 3rd ? PROJECT NO: 9177.07 COMPUTATIONS BY: A. Reed ' DATE: 3/13/00 ' Equations: Area trib. to pond = Developed flow = Qo CIA 10.38 = C (100) = 0.83 J Vol. In = Vi = T C I A = T Qo Developed C A = 8.6 Vol. Out = Vo =K Qao T Release rate, QPo = 5.2 storage = S = Vi - Vo K = 0.98 J Area, C value and discharge are only for tributary areas not intercepted by Ponds 301 and 302 j Rainfall intensity from City of Fort Collins IDF Curve with updated (3.67") rainfall Required Storage Volume: 72036 ft3 1.65 acre ft 1 ' 917707pnd.xls,FAA-100yr JR Engineering acre acre cfs (0.5 cfs/acre) (from fig 2.1) �o,5�6,� (e44cr 7�' l ; 11�7 Pond 304 Proposed Detention Pond - Stage/Storage LOCATION: PRESTON CENTER THIRD FILING PROJECT NO: 9177.07 COMPUTATIONS BY: ALR SUBMITTED BY: JR ENGINEERING, LTD. DATE: 3/I 3/00 V = 1/3 d (A + B + sgrt(A'B)) where V = volume between contours, ft3 d = depth between contours, ft A = surface area of contour Stage Area Storage Storage (ft) (ft`) (ac-ft) (ac-ft) Outlet invert - 4920.3 0 4921 3192 0.02 0.02 4922 11543 0.16 0.18 4923 16416 0.32 0.50 10-yr WSEL- 4923.9 20195 0.38 0.87 4924 20615 0.05 0.92 . 4924.07 21420 0.03 0.95 4925 32115 0.57 1.52 100-yr WSEL- 4925.24 34008 0.18 1.70 Spill elev - 4925.4 35269 0.13 1.83 4926 40000 0.52 2.35 917707pnd.xls ' Overflow Path Worksheet for Triangular Channel ' Project Description Worksheet Overflow Path ' Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data '] Mannings Coefficient Channel Slope 0.013 0.020000 ft/ft Left Side Slope 74.00 H : V Right Side Slope 102.00 H : V '+ I Discharge 56.20 cfs Results 'I Depth 0.35 ft Flow Area 11.0 ft' Wetted Perimeter 62.29 ft ' Top Width Critical Depth 62.28 ft 0.48 ft Critical Slope 0.003963 ft/ft Velocity 5.10 ft/s Velocity Head 0.40 ft Specific Energy 0.76 ft Froude Number 2.14 Flow Type Supercritical ' Title: Cache Bank - Preston Center Third Filing Lot 3 Project Engineer: Kevin Warner v:\...lcivil\drainage\flowmaster\cache.fm2 Sear -Brown Group FlowMaster v7.0 [7.0005] ' 7/9/2008 9:22 AM © Haestad Methods. Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 1 Cross Section - Overflow Path Cross Section for Triangular Channel Project Description 1 Worksheet Flow Element Overflow Path Triangular Channel Method Manning's Formula Solve For Channel Depth ' Section Data 1 Mannings Coefficient Channel Slope 0.013 0.020000 ft/ft Depth 0.35 ft Left Side Slope 74.00 H : V Right Side Slope 102.00 H : V 1; Discharge 56.20 cfs 11 1 1 1 1 0.315 ft V:1 0.0 u H:1 N TS 1 1 1 1 1 Title: Cache Bank - Preston Center Third Filing Lot 3 v:\...\civil\drainage\flowmaster\cache.fm2 11912001 9:23 AM © Haestad Methods, Project Engineer: Kevin Warner Sear -Brown Group FlowMaster v7.0 [7.0005] Inc. 1 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 11 11 STORMCAD MODEL 11 i 91 Scenario: 100-YR ,L r� f Ali 1 Imo` P-1 - ---- ,. FES-A-1 STI N-A-1 s; \ STIN-A-2 �i Title. Cache Bank - Preston Center Third Filing Lot 3 1� v:\...\civihdrainage\stormcad\cache bank.stm Project Engineer: Kevin Warner Sear -Brown Group StormCAD v5.5 [5.50031 07/08/08 03:43:13 PM ©fiaestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 c > 00 (D O) O O a) M V c O ~O m N U U U N O N m c O) 0) m N 3 j L7 m a y O O N Y 6 O N U F LL � U c E 00 n n 0) m c D `vOv v w n DMms rn rn a) T� = J O a U 00 0) N 'O C V N C 'D J 0 _ '7 E 00 m c n co m c o 4 ci N ^ NO c C -0> v o�w CD w n w E o c rn n Ln N m c� v v 2? N N n A N 2 > O O O j(7 A?E a ? N co m c O 000 f N C > 4) ONi cw co O oo m . r�i, No O U ami (D ^ G ncd� 0) rn r w 7 V C T 7 o m m $ m C V c o o c c o o 3 C U mo S. Lail O m K N cn c c N <n U) a Y 0 N a N m V a) 7 V af n M O O W O O c c O O O U U c L � c V) D0 It c OD C7 L m a) m N m m N ID co c�0 0 J 3z CA c ° L E 111 z p w LL y m U � E c o m m d0 E 1 o az i ' J N Z'Z O m fn U) y m M I'CO L 9 O � � U m >_ p J m N ! U O •. a d m o >o c ^ o co a 3 > " oN F� W 0) v r M �p— t o (D rn ac: a v M m—� o `co N o r) m v ^ O 00 U N � 'o O O C V 0 rn .-, m N rn p � V C 7 _ J W co co T''t � U v� N N o = U C 00 O m G O O E m^ rn rn rn N N V O W 00 O ^ C m ^ 0) O > .Cv CN C C� _N C 7 O W O co 0> D o u? Cl? 0 p O t0 C? O C Q N ?: y� O — N N O 6 H L (� Z a m J •- N QQa Lh Z Z LL U) U) =go �L Boa Y 0 dU c E co WV) V d 0 a` I I INLET AND CURB OPENING SIZING. I 0 if CURB OPENING INLET IN A SUMP j Project = CACHE BANK Jt Inlet ID = STIN-A-1 urP Lu urp --- Ovate r Yd H , 1• Lam' Flow Direction Pan J Gutter n Information (Input) h of a Unit Inlet F L = 5.00 ft Depression, if any (not part of upstream Composite Gutter) alocai = 2.00 inches t of Curb Opening in Inches H = 6.00 inches Side Width for Depression Pan Wp = 3.00 ft Clogging Factor for a Single Unit (typical value = 0.1) Co = 0.12 Angle of Throat (see USDCM Figure ST-5) Theta = 63.4 degrees Orifice Coefficient (see USDCM Table ST-7) Cd = 0.67 Weir Coefficient (see USDCM Table ST-7) C„. = 2.30 Total Number of Units in the Curb Opening Inlet No = 1 Curb O enin Inlet Ca aci in a Sum As a Weir Design Discharge on the Street (from Street Hy) Water Depth for the Design Condition Qo = Yd = 2.1 cfs 6.07 inches Total Length of Curb Opening Inlet L = 5.00 ft Capacity as a Weir without Clogging Q„ = 8.6 cfs Clogging Coefficient for Multiple Units Coef = 1.00 Clogging Factor for Multiple Units Clog = 0.12 Capacity as a Weir with Clogging Qwa = 8.1 cfs As an Orifice Capacity as an Orifice without Clogging Qo; = 7.1 cfs Capacity as an Orifice with Clogging Qoa = 6.3 cfs •. , .. V4YIIIU Qa = 6.3 cfs Percentage for this Inlet = % / Qo = C% = 100.00 % Note: Unless additional ponding depth or spilling over the curb is acceptable, a capture percentage of less than 100% in a sump may indicate the need for additional inlet units. CURB OPENING INLET A-1.xls, Curb-S 7/8/2008, 3:47 PM I A L 1 Project = CACHE BANK Inlet ID = STIN-A-2 CURB OPENING INLET IN A SUMP WP Lu WP nv Direction gn Information (Input) Ith of a Unit Inlet L = 5.00 ft I Depression, if any (not part of upstream Composite Gutter) = ht of Curb Opening in Inches aloca, 2.00 inches Width for Depression Pan H = 6.00 inches Sing Factor for a Single Unit (typical value = 0.1) Wp = 3.00 ft of Throat (see USDCM Figure ST-5) Co = Theta = 0.12 63.4 degrees e Coefficient (see USDCM Table ST-7) Cd = 0:67 Coefficient (see USDCM Table ST-7) C = 2.30 Number of Units in the Curb Opening Inlet No = 1 a a Weir resign Discharge on the Street (from Street Hy) Dater Depth for the Design Condition Q. = 0.7 cfs otal Length of Curb Opening Inlet Yd = 4.96 inchesL apacity as a Weir without Clogging = 5.00 ft logging Coefficient for Multiple Units Qom; = 6.4 cfs logging Factor for Multiple Units Coef = 1.00 apacity as a Weir with Clogging Clog = Qwa = 0.12 6.0 s an Orifice cfs apacity as an Orifice without Clogging Qo; = 5.9 cfs apacity as an Orifice with Clogging Qoa = 5.2 cfs vyuw Q. = 5.2 cfs Percentage for this Inlet = Qa / Qo = C /o = 100.00 % Note: Unless additional ponding depth or spilling over the curb is acceptable, a capture percentage of less than 100% in a sump may indicate the need for additional inlet units. CURB OPENING INLET A-2.xls, Curb-S 7/8/2008, 3:47 PM A 0 Worksheet - Curb Opening #1 Worksheet for Rectangular Channel Project Description Worksheet Curb Opening #1 Flow Element Rectangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.013 Channel Slope 0.005000 ft/ft Bottom Width 2.00 ft Discharge 1.23 cfs Results Depth 0.23 ft Flow Area 0.5 ft' Wetted Perimeter 2.46 ft Top Width 2.00 ft Critical Depth 0.23 ft Critical Slope 0.005302 ft/ft Velocity 2.65 ft/s Velocity Head 0.11 ft Specific Energy 0.34 ft Froude Number 0.97 Flow Type Subcritical Title: Cache Bank - Preston Center Third Filing Lot 3 Project Engineer: Kevin Warner 7/8/ lciv8 4:3inagelflowmasterlcache.fm2 Sear -Brown Group FlowMaster v7.0 [7.0005] 7!8/2008 4:36 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 t Cross Section - Curb Opening #1 Cross Section for Rectangular Channel Project Description Worksheet Curb Opening #1 Flow Element Rectangular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.013 Channel Slope 0.005000 ft/ft Depth 0.23 ft Bottom Width 2.00 ft Discharge 1.23 cfs I i 0.23 ft i I V:10. 01� H:1 N TS Title: Cache Bank - Preston Center Third Filing Lot 3 Project Engineer: Kevin Warner 78//\0drainage\flowmaster\cache.fm2 Sear -Brown Group FlowMaster v7.0 (7.0005] /8/2008 4:36 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 Worksheet - Curb Opening #2 .� Worksheet for Rectangular Channel Project Description Worksheet Curb Opening #2 Flow Element Rectangular Channel Method Manning's Formula - Solve For Channel Depth Input Data Mannings Coefficient 0.013 Channel Slope 0.020000 ft/ft j' Bottom Width 2.00 ft Discharge 2.10 cfs Results Depth 0.21 ft Flow Area 0.4 W Wetted Perimeter 2.42 ft Top Width 2.00 ft Critical Depth 0.32 ft j Critical Slope 0.005213 ft/ft ��■■ Velocity 5.02 f /s (-�.. Velocity Head 0.39 ft Specific Energy 0.60 ft Froude Number 1.93 Flow Type Supercritical It Title: Cache Bank - Preston Center Third Filing Lot 3 Project En ineer: Kevin Warner v:\..\civil\drainage\flowmaster\cache.fm2 Sear -Brown Grou g I7/8/2008 4:37 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666FIowMaster v7.0 I Page 100051 Cross Section - Curb Opening #2 Cross Section for Rectangular Channel Project Description Worksheet Curb Opening #2 Flow Element Rectangular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.013 Channel Slope 0.020000 ft/ft Depth 0.21 ft Bottom Width 2.00 ft Discharge 2.10 cfs --2.00 ft--- ft V:10.01\ H:1 N TS Title: Cache Bank - Preston Center Third Filing Lot 3 Project Engineer: Kevin Warner v:\...\civil\drainage\Aowmaster\cache.fm2 Sear -Brown Group t Engineer: v7.0 [Warner 7.0005) 7/8/2008 4:38 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 Worksheet - Swale #1 Worksheet for Triangular Channel Project Description Worksheet Swale #1 Flow Element Triangular Channel Method Manning's Formula ra Solve For Channel Depth Input Data r-y Mannings Coefficient 0.035 I� Channel Slope 0.028500 ft/ft Left Side Slope 10.00 H : V Right Side Slope 10.00 H : V Discharge 2.88 cfs Results y Depth 0.36 ft Flow Area 1.3 ftz Wetted Perimeter 7A7 ft Top Width 7.13 ft Critical Depth 0.35 ft Critical Slope 0.032167 ft/ft Velocity 2.27 ft/s Velocity Head 0.08 ft Specific Energy 0.44 ft Froude Number 0.95 Flow Type Subcritical 11 1' Title: Cache Bank - Preston Center Third Filing Lot 3 v:\...\civil\drainage\Flowmaster\cache.fm2 Project Engineer: Kevin Warner 7/8/2008 4:42 PM © Sear -Brown Group FlowMaster v7.0 [7.00051 ' Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 ' Cross Section - Swale #1 Cross Section for Triangular Channel Project Description . Worksheet Swale #1 Flow Element Triangular Channel Method Manning's Formula I Solve For Channel Depth Section Data Mannings Coefficient 0.035 L Channel Slope 0.028500 ft/ft Depth 0.36 ft Left Side Slope 10.00 H : V Right Side Slope 10.00 H : V L Discharge 2.88 cfs 11 ft V:I0.0N\ H:1 N TS Title: Cache Bank - Preston Center Third Filing Lot 3 v:\...\civil\drainage\fldwmaster\cache.fm2 Project Engineer: Kevin Warner 718/2008 4:42 PM © Haestad Methods, Inc. 37 Brookside Road Sear-Brown Waterbury, CT 06708 USA +1-203-755-1666FIowMaster v7.0 [7.00051 1 1 Worksheet -Curb Opening #3 " Worksheet for Rectangular Channel Project Description Worksheet Curb Opening #3 " Flow Element Rectangular Channel Method Manning's Formula Solve For Channel Depth Input Data (� Mannings Coefficient 0.013 L, Channel Slope 0.010000 ft/ft Bottom Width 2.00 ft Discharge 2.88 cfs Results RCN"' 0 ft Flow Area 0.6 0.6 ftZ Wetted Perimeter 2.65 ft Top Width 2.00 ft Critical Depth 0.40 It Critical Slope 0.005235 ft/ft Velocity 4.46 ft/s Velocity Head 0.31 ft Specific Energy 0.63 ft Froude Number 1.39 Flow Type Supercritical 31 11 11 11 Title: Cache Bank - Preston Center Third Filing Lot 3 v:\...\civil\drainage\Flowmaster\cache.fm2 Sear -Brown Group Project Engineer: Kevin Warner FlowMaster v7.0 [7.0005] `� 7/8/2008 4:39 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 Cross Section - Curb Opening #3 t Cross Section for Rectangular Channel Project Description Worksheet Curb Opening #3 Flow Element Rectangular Channel Method Manning's Formula l Solve For Channel Depth Section Data 0.013 Mannings Coefficient Channel Slope 0.010000 ft/ft Depth 0.32 ft Bottom Width 2.00 ft { L Discharge 2.88 cfs i i �I 11 0.32 ft 1 i j 2.00 ft— V:10.0i—\ H:1 N TS i Title: Cache Bank - Preston Center Third Filing Lot 3 v:1... lcivilldrainagelflowmaster\cache.fm2 Project Engineer: Kevin Warner 7/8/2008 4:40 PM © Haestad Methods, Inc. 37 Brookside Road Sear-Brown bury, CT 06708 USA +1-203-755-1666FIowMaster v7.0 (Page 11 F i G G .yM-WeaMAaY��. a PnNn Al IuuARY uc llia14:H; —ue •^ PROPOSED PROPOSED INTERMEDIATE ENTERLIONiOUR ROAD CENTERLINE PROPOSED ROAD CENTERLINE PROPOSED FLOWLNF — — — PROPOSED TIE BOUNDARY LINE EXISTING O , ---- --- E%IGROUND MISTING RNO CONTOUR t�g DRAINAGE fll51N WITH BASIN NOJACRFS ® DESIGN POINT ^ DRAINAGE FLOW ARROW ■ BASIN BOUNDARY CALL UTILITY NOTIFICATION CENTER OF COLORADO 1-800. GRIDE CA �VATP m922ml987 11HYPIE YOU NOR T� ING OF UNDERGACCIND City of Fort Collins, Colorado UTILITY PLAN APPROVAL APPRCI City Engineer Date CHECKED BY: Water R WaeteNaW Utility Date CHECKED BY: Slommrater Utility Date CHECKED BY: Raft k Recreation Oats CHECKED EY: Traffic Ergineer Oota CHECKED BY: Date THESE PLANS HAVE BEEN REVIEWED BY THE LDCAL ENTITY FOR CONCEPT ONLY. THE RMEW DOES NOT IMPLY RESPONSIBILITY BY THE RIMMING DEPARTMENT, THE LOLL ENTITY ENGINEER, OR THE LOCAL ENTITY FOR ACCURACY AND CORRECTNESS OP THE CALCULATIONS. FURTHERMORE, THE FEAR DOES NOT IMPLY THAT OLMNTDIES OF ITEMS ON THE PUNS ME THE FIN& OUINTBES REQUIRED. THE RMEW SHALL NOT BE CONSTRUED IN MY REASON AS ACCEPTMCE OF GINANCUL RESPONSIBILTIY BY THE LOk ENI FOR ADDITIONAL QUANTITIES OF ITEMS SHOWN THAT MAY BE REWIRED DURING THE CONSIRUCRON PH SE. � n f� t5�g6! u�8$oo� BE z IL Mil h k I 1- m on z H n = Z 60 c� — o a z ap y C3 0 m OWILL N q i W z o W U U go d CL o P"t-seal PRELIMINARY xm ro aE u3E0 FOR wrgElRucTIDN Amiicl Nu el 18701MO M Halt POSDI-Wtin —MIN JW m DTRe OMWL ARM OuAing ND C-142 Rewun Shut 0 Td 13 i PRESTO N CE TER THIRD FILING i 5 pxs aea lA%% w� ao O Y O Q m a w n x � a U � ReimtlSeal xy w= zo N Z m 8 Q Z Z F rw xa.: iaseoo-ea. a. �,.W w� Dw g No. EX-M Recision SW 0 ,m2 _________________________________ _______________ ________HARMONY ROAD ICOLOIll NOWAY M _- _x ,,—�,�/ \©, WZ�P` ME �Rf a WIN Ian v1\d sA_13 3 SM Z3 ® C-11 E ,+4 s - one 24 her L --�' ` 1.10 AIDr . \\L�J THIMRWOOU DN —� B 1 . ILL 'WKY N'sR uxor 40!L24' CEryyTKW tµNE MpgFp 6p µ'-R I.] AG OETEKTIWI NaMW R[o.NIWv Wee Ac-n 1.3 Ar rT ACTUAL REIEMF NA% MAN. eLLONAtlE IIF3EAY RAW WILET CCIIgWIIS 43 ?9 LI 04 4-0 64 0.3 69 614/le• olA MIIQ CPMMO me aw W/ 3 311C WA CWnU IW 6 ALL op es S MO UIM OETK (M AND Ip L mil A SIR NT Too REOEW PAWYLNL AND g3NRR[0 FOR YWW 1X.W A OA'9 BfELL W YRRY All WRM➢. 1 THEMIA I AND POa3 WtALL B[ [M311M11CW0 AS IN] FWRL SWP OF DWRLOL p, TYPE AND sDTED MY K ILY. •. BY 6. 611'OS R HaWR IPIOEWNN I IIII] an J 1 s I bl JI W� N II Rill I+I Al it it 11 dl subba 9s.[It051ttt9N1FLLLIXI5ID114llIXiP1dB. NDIfS LEGEND Voted stwm.olx utwily IosM earned nepwlm rvM So "ll al Napt it '" dwd ttalan an m. into / DESIGN POINT AS ran wimetw WI M1n=n„ mat to penv to mY I•na aboa p aNlmy Offered (era lM apart gad OWE: ill Other lean m Real canna mwwrw ma BASIN CRITERIA m had m to wan^ In the eewm=• le InMzt.a n far N Idwr, s anfru=flm ent w den. end wodw eanwal sat. rDdua a watt a l Or RI1NCiP COEFFICIENT Pn-aM.Imme . rotate, 00 to pna tp ma retained fvw Rrmew µpnaW. w x. teed =• of a 't "va^Ian M I'mum to term •rw r I m Ian Mmwab AREA IN ACRES fb waflm. a • mcifest bi id of tend. ed mind seirn•a earh9 land dMumny x6.xY (•vgon9. Voting- they nffael FLOW OIRECTfH ftoopinp,Mn^gf • C<) anal M limit n a ra.y.wm =ud'r'm to spinwq a`ww ■ • BASIN BWNDART Ian fan in We . anted. proo}cee mHest At rots If wY st ten aain•.carbide.ay wee aafwry as ty fan man than thirty LION ern defw• un.a umpw Q, ar pwControlanml w _ _ _ _ _ _ _ _ _ EXISTING PIPES m traded n«wan rm� ea (.(AS.rem/In.'m. mndfmpnp, meet a •Hand. yd Stwn.atw ul Ill PROPOSED INLET AND PIPE a =e"mn. Mml Therpxt. man be eatel and nontgmd at at times during`v. -mmwlahoy g to .raw. u1 land Mounting amdhw Arab be NO FLARED END SECTION MiMVYV,M rote Anon di , edi rajil wpw wh•of detel by the City of Fort Cann. En • SIDEWALK Cl d MY and old an M IvnNu (w All'ream EROODN SALES env wan �eN verbm and. it al fnenea O oo� hannid,r, If they httenchild Nelyi Ad banned eye ntatemd oncebe fa Re e� + and m dear o �e n IIIPROPOSED SWEET LOCATION a eed..• m..tgedd.. any No me mccal mat media tan (10) Went n fool. m w w wan M `Ir tan — EXISTING W CONTOUR trader Ma nwf wf by weal r often f x Of aq �e ea, • I"m lna d MI mr• m a a dne'll tww¢m -------- EXISTING Y CDNTWR CRY &dnwce wmalM the wadel & . Or d tag of wed w any alPROPOSED S' CONTOM ffictoree art, city street,y w n • Ali mwv wt mmvtm `Han la of be tlwn. y by ue <an�wtw PROPOSED ICONTOUR ell �— l SWALE A -A CROSS SECTION �I " III °I I a ( s-T3 as Y74 ux III j1 ; I 0 . OM FT III p III e I I + To OF O . oll SECOOMY Y WAY ..p]55 RWIMY 9lLMY-MORAm �N g MAP Wham L Rival Compmy x:l 0 © R SET FENCE Op INLET PKMCDON O. CONSTRurnON ENTRANCE ST SEDIMENT TRAP AREA OF wunDAnIXI ® POND DEP1N MARKER NOTE: EROSION CONTROL DETAILS CAN BE POIND ON SHEETS IB AND Ile w m 0 So 120 SCALE: to w so' y AS�R�q �gmdfggE 96Y��y4 3 A� W �oRB p i c4l b2 �b WEOq$ g F�Orr20Ai gol F COLOAP daoAm:: y o � q "go .red01 e Lgfi W1 Y !I$lilrc l� z K oa i City of Fart Collins. Colorado <O 1 U71llTY PLAN APPROVAL W w z i Aw DWO'__ a-K I I OO U nO CRY Intel Da. Z CHECKED BY: NL �1124 2 0 CC I k M t of Dad F— W b/� N CHECKED By.R�tmsm"nimx Whey "I'll lSe GQ O' a CHECKED BT: paY. A Rer1Rn and CHECKED BY: Tans mold mM SHEET 10 OF20 CHECKED El JCB N0. REV Pool 917 /.0/ 0