The URL can be used to link to this page

Home My WebLink AboutDrainage Reports - 09/17/1999\Y W p-7�OPEATT OF LT��- FOWTVOLUNG - r S IN Final Drainage and Erosion Control Report for 3436 SOUTH SHIELDS STREET Ft. Collins, Colorado PREPARED FOR: Tom Sibbald c/o Shields Street Corporatior 2301 Research Boulevard Suite 2 Fort Collins, Colorado 8052E PREPARED BY: � = SHEAR ENGINEERING CORPORATION Project No: 1234-05-97 Date: June, 1997 77 0y� 1 rN JUL 15 bi f II u) 4836 S. College, Suite 12 Ft. Collins, CO 80525 (970) 226-5334 FAX (970) 282-0311 No Text June 16, 1997 Project No: 1234-05-97 Basil Hamdan / Matt Fater City of Ft. Collins Storm Water Utility P.O. Box 580 Ft. Collins, Colorado 80524 Re: 3436 South Shields Street; Fort Collins, Colorado Dear Basil and Matt, This letter represents our response to your review comments concerning the Final Drainage and Erosion Control Report and Utility Plans for 3436 South Shields Street. This response will also address general discussion items which may not specifically associate to the plan comments. GENERAL ITEMS: * In a meeting on April 4, 1997 with City staff concerning this project, Glen Schlueter indicated that a minor drainage report was adequate with project. PROJECT COMMENT SHEET: The following is our response to written comments provided by Matt Fater with the PROJECT COMMENT SHEET which was dated 05/16/97. 1. The existing easements as dedicated on the The First Replat of Willow Grove Village at Cunningham Corner P.U.D. have been added to the plan. A copy of that plat is attached for your immediate reference. The entire parking lot area in Willow Grove Village is dedicated as a Access, Utility and Drainage easement. 2. A variance request statement has been added to the Final Drainage and Erosion Control Report. Because the building is existing with an established finished floor, the 12" freeboard requirement is impossible to achieve. Therefore, a variance request from the 12" freeboard requirement has been made. The adjacent streets, Richmond Drive and South Shields Street are existing, constructed to full width. Therefore, a variance request from the requirement for detention of the adjacent half streets has been made. 3. The finished floor elevation of 5079.54 represented on the Existing Conditions Plan and the minimum allowable opening elevations have been added to the Master Drainage and Erosion Control Plan. 4. The allowed release rate has been revised based on the actual existing condition runoff coefficient of 0.33. 5. The plan has been further detailed with additional spot elevations, etc at the outlet structure. A sump condition will not be created at the outlet structure. 6. A signed copy of the agreement from the property owner to the east regarding offsite grading has been provided. 4836 S. College, Suite 12 Ft. Collins, CO 80525 (970) 226-5334 FAX (970) 282-0311 PAGE 2 June 16, 1997 Project No: 1234-05-97 Re: 3436 South Shields Street; Fort Collins, Colorado FINAL DRAINAGE AND EROSION CONTROL REPORT: The following is our response to comments noted in the Final Drainage and Erosion Control Report and the Drainage and Erosion Control Plan. 1. Variance requests items noted previously have been added to the report. 2. All Erosion control security deposit estimate data has been revised to apply the appropriate $ 636.00 per acre for disturbed areas less than 1.00 acre. 3. The emergency overflow weir is sized for the developed peak 100-year flow. If you have any questions or comments, please call me or Mark Oberschmidt at 226-5334. Sincerely Brian W. Shear, P. E. Shear Engineering Corporation BWS / meo cc: Tom Sibbald June 16, 1997 Project No: 1234-05-97 Basil Hamdan City of FortCollins P.O. Box 580 Storm Water Utility Ft. Collins, Colorado 80522 Re: 3436 South Shields Street; Fort Collins, Colorado Dear Basil, This letter and the attached calculations serve as the the Final Drainage and Erosion Control Report for 3436 South Shields Street. The hydrology data and the hydraulic analysis presented in this report complies with the. requirements of the City of Fort Collins Storm Drainage Criteria Manual; dated March, 1984, and the Erosion Control Reference Manual. The site is located at the northeast corner of the intersection of Richmond Drive and South Shields Street (see vicinity Map attached). The site is located in the Southwest Quarter of Section 26, T7N, R69W of the 6th P.M., City of Fort Collins (Larimer County), Colorado. The site is bounded on the north and east by Willow Grove Village, on the west by South Shields Street and on the south by Richmond Drive. Development of the site will consist of construction of a parking lot and an addition to the existing house on the property. The net area of the site is approximately 18,202 square feet. The site is fully serviced by all utilities, except sanitary sewer, which are stubbed to the site at various locations around the perimeter of the site. The sanitary sewer will be brought into the site from a manhole on Richmond Drive. Refer to plans for Rosetree Village for more information regarding this service. The site is a part of the Foothills Basin according to the City of Fort Collins Stormwater Basin map. The existing site; is divided into 2 sub -basins, designated le and lw which contribute runoff to South Shields' Street and Willow Grove Village respectively. The western sub -basin (lw) will be reduced in size by this project. The following table summarizes the land cover and the appropriate percent imperviousness on the existing site. Area Impervious Runoff Coefficient (sf) % "C" Lawn 14484 0.00 0.20 Roof 1694 100.00 0.95 Concrete 1247 100.00 0.95 Gravel 777 13.00 0.50 Total 18202 The imperviousness of the existing site is 18.3%. This does not include the 1/2 ROW adjacent to the property. The imperviousness percentages are taken from Table 3-1 in the Urban Storm Drainage Criteria Manual - Volume 1. The Runoff Coefficient is taken from the City of Fort Collins Drainage Criteria Manual. 4836 S. College, Suite 12 Ft. Collins, CO 80525 (970) 226-5334 FAX (970) 282.0311 PAGE 2 June 16, 1997 Project No: 1234-05-97 The following table summarizes the land cover and the appropriate imperviousness on the developed site: Area Impervious Runoff Coefficient (sf) % „c„ Lawn 11155 Roof 3305 Concrete/Asphalt 3743 Gravel 0 Total 0.00 0.20 100.00 0.95 100.00 0.95 100.00 0.95 0.63 The resultant imperviousness of the developed site is 38.7. This does not include the 1/2 ROW adjacent to the property. The imperviousness percentages are taken from Table 3-1 in the Urban Storm Drainage Criteria Manual - Volume 1. The Runoff Coefficient is taken from the City of Fort Collins Drainage Criteria Manual. The western sub -basin (lw) has an existing area of 6,561 sf. The developed basin area is 6,411 sf. The total impervious area has been increased from 2,077 sf. to 2,333 sf. The total increase in impervious area is 256 sf. Detention is not required in sub -basin lw because this increase in impervious area is less than 350 sf. Detention is required in the northeast portion of the site. The detention area will consist of both grassed and paved areas. The outlet structure consists of an orifice plate with a 3 3/8" diameter orifice and an 8" ADS N-12 outlet pipe. The pipe outfalls to a 2' wide curbed channel. Calculations for the pond and the outlet structure can be found on pages 6-8 in Appendix I. The pond will release into the parking area of the Willow Grove Village complex. The parking area was designated an Access, Utility, and Drainage Easement with The First Replat of Willow Grove Village at Cunningham Corner P.U.D.. The following table summarizes the design parameters and the design of the pond. Detention Pond Summary Bottom of Pond elevation Top of Berm elevation Overflow spillway elev. Detention Volume Provided at elev. 77.62 Detention Volume Required Required 100 year W. S. Elev. Actual 100-year W. S. Elev. Total Contributing Area to Pond (Sub basin le) Maximum Allowable 100 year release rate (Historic Q2) Outlet pipe Slope Pipe Capacity Channel Capacity = 76.52 feet = 77.62 feet = 77.50 feet = 0.04 ac-ft (1,947 cubic feet) refer to page 7 = 0.02 ac-ft (845 cubic feet) refer to page 6 = 77.22 feet based on stage storage curve = 77.35 feet based on. outlet hydraulics = 0.27 acres = 0.27 cfs Refer to page 4 in calculations = 8" ADS N-12 = 0.005 ft/ft = 0.85 cfs = 3.16 cfs PAGE 3 June 16, 1997 Project No: 1234-05-97 A swale has been provided at the east property line to convey the runoff from sub -basin B to the parking lot north of the existing garage. The swale consists of a 2 foot wide concrete valley pan with slope of 0.006 ft/ft. The design flow for the channel is 0.24 cfs. The capacity of the channel is 3.64 cfs. Refer to pages 9 and 10 in the drainage calculations for the design flow and the channel design. The swale encroaches into an existing Access, Utility, and Drainage Easement which was dedicated with The First Replat of Willow Grove Village at Cunningham Corner P.U.D.. We are requesting a variance from the following City Requirements; 1) 1 foot freeboard in the detention pond and 2) detaining the 1/2 street ROW of Richmond Drive. Site and surrounding topography do not allow for meeting these City requirements. We understand that permission of the owner of Willow Grove Village will be required to perform the grading on their property. We have contacted the owner and have drafted a letter allowing the work to be done. A signed copy of this letter is attached for your convenience. If you have any questions or comments, please call me or Mark Oberschmidt at 226-5334. Sincerely, Brian W. Shear, P.E. Shear Engineering Corporation BWS / meo cc: Tom Sibbald, Shields Street Corporation APPENDIX I Storm Drainage Calculations Erosion Control Calculations FLOW SUMMARY FOR 3436 S. SHIELDS ST. PAGE 1 DESIGN CONTRIBUTING AREA C2 C10 C100 Tc Tc I2 I10 I100 Q2 Q10 Q100 DESIGN PAGE POINT SUB 2,10 100 BASIN(S) ac. min. min iph iph iph cfe cfe cfe ♦rrrrr+tx+rxrrrrrrrrrrrrrrrt+t+x+xxyrxrrrrrrrrrrrtttttxtrrtttxrxxrtxxrrrrrrttttxrrrrrrrrrrr+tttrrrrrrrrrr EXISTING CONDITIONS A le & 2 0.33 0.33 0.33 0.42 11.00 11.00 2.46 4.31 6.92 0.27 0.47 0.95 RELEASE 4 DEVELOPED CONDITIONS A 1e 0.27 0.51 0.51 0.64 11.00 11.00 2.46 4.31 6.92 0.34 0.60 1.20 REP ONLY 5 FLOWS FOR SWALE DESIGN A 2 0.06 0.34 0.34 0.42 50.50 10..00 2.50 4.38 7.14 0.05 0.09 0.18 SWALE 9 SHEAR ENGINEERING CORPORATION PAGE 2 SUMMARY OF SUBBASIN BREAKDOWN PROTECT: 3436 SOUTH SHIELDS DATE: 04/20/97 PROT NO :1234-05-97 BY MEO PILE: SIBRUN PLATTED AREA 3436 SOUTH SHIELDS 18202 SQUARE FEET ROW 12615 SQUARE FEET TOTAL 30817 SQUARE FEET IMPERVIOUS PERVIOUS SUB- GRAVEL ASPHALT ROOF/ LAWN C2 C100 BASIN CONCRETE Cfactor 0.50 0.95 0.95 0.20 % IMPERVIOUS 13.00% 100.00% 100.00$ 0.00% SP SF SF SF SF r+riYiefffffffffffff#r#f+r+:rrrrrr+rYriiYiiiirf rf if iiiif iff+f +rffff rf rfr EXISTING SITE 18202 777 1247 1694 14484 0.33 0.42 le 11641 0 56 808 10777 0.26 0.32 1W 6561 777 1191 886 3707 0.47 0.59 DEVELOPED - SITE 18202 0 3743 3305 11155 0.49 0.61 1/2 ROW 12615 0 10928 0 1687 0.85 1.00 TOTAL 30817 0 14671 3305 12842 0.64 0.80 1W 6411 0 1001 1132 4278 0.45 0.56 le 11791 0 2742 2173 6877 0.51 0.64 ROW1e 4012 0 3582 0 430 0.87 1.00 SUBTOTAL 15803 0 6324 2173 7307 0.60 0.75 2 2683.5 0 0 500 2183.5 0.34 0.42 le 11641 0 56 808 10777 0.26 0.32 SUBTOTAL 14324.5 0 56 1308 12960.5 0.47 0.59 f+#rt+YYtYYY+YiYifffffffff#f fff##f##t++YiY+YiYYYiYYYYY+tiYt#t+YiYt+YtYtYit+Yk+tii IMPERVIOUS PERVIOUS SUB- GRAVEL ASPHALT ROOF/ LAWN C2 C100 BASIN - CONCRETE % IMPERVIOUS = 86.631, - 1/2 ROW ONLY % IMPERVIOUS - 58.33% - INCLUDES 1/2 ROW AND DEVELOPED SITE % IMPERVIOUS = 38.72% - SITE ONLY- DEVELOPED CONDITIONS % IMPERVIOUS = 18.29% - SITE ONLY- EXISTING CONDITIONS SHEAR ENGINEERING CORPORATION EXISTING CONDITIONS PAGE 3 SUB -BASIN BREAKDOWN FOR 3436 SOUTH SHIELDS STREET PROJECT 3436 SOUTH SHIELDS STREET PROJ.NO. 1234-05-97 DATE: 04/20/97 LOCATION RICHMOND DRIVE BY: MEO PILE SIBRUN NOTES SITE ONLY RUNOFF SURFACE COEF. CHARACTER AREA C C•A % (sf) IMPERVIOUS STREETS ASPHALT 0 0.950 0.000 100.00% 0.00 CONCRETE 1247 0.950 1184.650 100.00% 1247.00 GRAVEL 777 0.500 388.500 50.00% 388.50 ROOFS 2694 0.950 1609.300 100.00% 1694.00 LAWNS SANDY SOIL PLAT < 21r 0 0.100 0.000 0.001, 0.00 AVERAGE 2 0 0.150 0.000 0.00% 0.00 STEEP > 7 0 0.200 0.000 0.001, 0.00 LAWNS HEAVY SOIL FLAT < 2% 14484 0.200 2896.800 0.00% 0.00 AVERAGE 2 0 0.250 0.000 0.00% 0.00 STEEP > 7 0 0.350 0.000 0.00% 0.00 TOTAL ARE 18202 6079.250 3329.50 't C2 C10 C100 COMPOSITE 0.334 0.334 0.417 USE 0.33 0.34 0.42 % IMPERV 18.29% SITE ONLY SHEAR ENGINEERING CORPORATION EXISTING PAGE FLOW TO CONCENTRATION POINT A FROM SUBBASIN le & 2 PROJECT: 3436 S. SHIELDS ST. DATE 06/13/97 LOCATION:FORT COLLINS PROD. NO.1234-05-97 FILE: SIBRUN BY MEO AREA (A)= 0.329 ACRES RUNOFF COEF. (C) 2 YEAR 10 YEAR 100 YEAR C = 0.33 0.33 0.42 SSE SPREAD SHEET ATTACHED ON PAGE 3 TIME OF CONCENTRATION (Tc) OVERLAND TRAVEL TIME (Ti) LENGTH = 147 FEET SLOPE = 1.56 t 2 YEAR 10 YEAR 100 YEAR C = 0.20 0.20 0.25 Ti (min)= 17.62 17.62 16.64 TRAVEL TIME (Tt)=L/(60*V) PLOW TYPE L (£t) _? S (!) = 0.00 NONE V (fps) = 0.00 Tt(min)= 0.00 L (ft) _? S (i) = 0.00 NONE V (fps) = 0.00 Tt(min)= 0.00 L (ft) _? S (k) = 0.00 NONE V (fps) = 0.00 Tt(min)= 0.00 L (ft) _? S (14) = 0.00 NONE V (fps) - 0.00 Tt(min)= 0.00 L (ft) =7 S (1) = 0.00 NONE V (fps) = 0.00 Tt(min)= 0.00 L (ft) _? S (tr) = 0.00 NONE V (fps) = 0.00 Tt(min)= 0.00 L (ft) _? S (%) = 0.00 NONE V (fps) = 0.00 Tt(min)= 0.00 ALL VELOCITIES TAKEN FROM FIGURE 3-2 TOTAL TRAVEL TIME (min) 0.00 TOTAL LENGTH = 147 L/180+10= 10.82 < 16.64 =Ti+Tt CHOOSE LESSER Tc =Ti+TOTAL TRAVEL TIME 2 YEAR 10 YEAR 100 YEAR Tc (min)= 10.82 10.82 10.82 USE Tc 11 11 11 INTENSITY (I) (iph) 2 YEAR 10 YEAR 100 YEAR I = 2.46 4.31 6.92 NOTE: INTENSITIES TAKEN FROM FIGURE 3-1 RUNOFF (Q= CIA) (cfe) 2 YEAR 10 YEAR 100 YEAR Q = 0.27 0.47 0.95 CONCLUDE:USE Q2 = 0.27 CFS AS RELEASE RATE FROM POND 4 SHEAR ENGINEERINGCORPORATION DEVELOPED PAGE FLOW TO CONCENTRATION POINT A FROM SUBBASIN le PROJECT: 3436 S. SHIELDS ST. DATE 06/16/97 LOCATION:FORT COLLINS PROJ. NO.1234-OS-97 FILE: SIBRUN BY MEO AREA (A)= 0.271 ACRES -RUNOFF COEF. (C) 2 YEAR 10 YEAR 100 YEAR C = 0.51 0.51 0.64 SEE SPREAD SHEET ATTACHED ON PAGE 2 TIME OF CONCENTRATION (Tc) OVERLAND TRAVEL TIME (Ti) LENGTH = 60 FEET SLOPE = 1.00 i 2 YEAR 10 YEAR 100 YEAR C = 0.20 0.20 0.25 Ti (min)= 13.04 13.04 12.31 TRAVEL TIME (Tt)=L/(60*V) FLOW TYPE L (ft) 30 S 1.00 GUTTER V (fps) = 2.00 Tt(min)= 0.25 L (ft) = 25 S 2.00 GUTTER V (fps) = 2.83 Tt(min)= 0.15 L (ft) = 57 S (i) = 0.50 GUTTER V (fps) = 1.50 Tt(min)= 0.63 L (ft) _? S (t) = 0.00 NONE V (fps) = 0.00 Tt(min)= 0.00 L (ft) =7 S (it) = 0.00 NONE V (fps) = 0.00 Tt(min)= 0.00 L (ft) _? S (it) = 0.00 NONE V (fps) = 0.00 Tt(min)= 0.00 L (ft) _? S (1) = 0.00 NONE V (fps) = 0.00 Tt(min)= 0.00 ALL VELOCITIES TAKEN FROM FIGURE 3-2 TOTAL TRAVEL TIME (min) 1.03 TOTAL LENGTH = 172 L/180+10= 10.96 < 13.34 -Ti+Tt CHOOSE LESSER Tc =Ti+TOTAL TRAVEL TIME 2 YEAR 10 YEAR 100 YEAR Tc (min). 10.96 10.96 10.96 USE Tc = 11 11 11 INTENSITY (I) (iph) 2 YEAR 10 YEAR 100 YEAR I = - 2.46 4.31 6.92 NOTE: INTENSITIES TAKEN FROM FIGURE 3-1 RUNOFF (Q= CIA) (cfs) 2 YEAR 10 YEAR 100 YEAR Q = 0.34 0.60 1.20 CONCLUDE:SIZE OVERFLOW FOR Q100 5 SHEAR ENGINEERING CORPORATION PAGE 6 DETENTION VOLUME REQUIRED FOR 3436 S. SHIELDS ST. PROJECT: 3436 S. SHIELDS ST. DATE: 06/13/97 PROJ.NO. 1234-OS-97 BY MEO FILE: SIBPOND CUMULATIVE RUNOFF METHOD FOR SIZING DETENTION PONDS DESIGN STORM: 100 YEAR RUNOFF COEFFICIENT 0.64 RELEASE RATE: 0.27 CFS AREA: 0.27 ACRES INITIAL TIME: 5 MINUTES TIME INCREMENT: 5 MINUTES INFLOW INFLOW RELEASE STORAGE STORAGE TIME TIME INTENSITY RATE VOLUME VOLUME VOLUME VOLUME min Sec iph cfe cf cf cf ac-ft +rr+rr++rxrxxrx+xxrxrxtxrxxr rxxrxxxxxxtxxrxxrxxrxrrrrr++r♦+trrr++rxxxrxx 5 300 9.30 1.61 482.1 81.0 401.1 0.01 10 600 7.14 1.23 740.3 162.0 578.3 0.01 15 900 6.06 1.05 942.5 243.0 699.5 6.02 20 1200 5.21 0.90 1080.3 324.0 756.3 0.02 25 1500 4.63 0.80 1200.1 405.0 795.1 0.02 30 1800 4.20 0.73 1306.4 486.0 820.4 0.02 3S 2100 3.81 0.66 1382.6 567.0 815.6 0.02 40 2400 3.60 0.62 1493.0 648.0 845.0 0.02 **• 45 2700 3.28 0.57 1530.3 729.0 801.3 0.02 50 3000 3.02 0.52 1565.6 810.0 755.6 0.02 55 3300 2.80 0.48 1596.7 891.0 705.7 0.02 60 3600 2.60 0.45 1617.4 972.0 645.4 0.01 65 3900 2.43 0.42 1637.6 1053.0 584.6 0.01 70 4200 2.30 0.40 1669.2 1134.0 535.2 0.01 75 4500 2.17 0.37 1687.4 1215.0 472.4 0.01 80 4800 2.07 0.36 1716.9 1296.0 420.9 0.01 rrrrtr+trt+++r++xt+xxxrtrrr♦rrrrrrrrrrxrrrrrrxr rrrrrr rrrrrerrrerxrxrrrrr DETENTION VOLUME REQUIRED = 845 cf DETENTION VOLUME REQUIRED = 0.02 ac-ft SHEAR ENGINEERING CORPORATION PAGE 7 AVERAGE END AREA METHOD FOR DETENTION BASIN VOLUMES PROJECT : 3436 S. SHIELDS ST DATE: 06/13/97 PROJ. NO:1234-05-97 - BY MBO LOCATION:RICHMOND DRIVE PILE: SIBPOND CONSTANT: 65 = 1 SQ IN. FIRST EVEN CONTOUR 77 FEET INVERT 76.52 FEET TOP BLEV 77.62 PBBT INCREMENT 1 FOOT SCALE: 1" = 10 PERT t rtrrtr+ ++r:rrrr rrrrrrrr re:rrt+r rtr++tr+ rtrtrrrt rttr+ttr atttrr++ rrrrttrt STAGE ELEV PLANI- AREA AREA VOLUME CUM. CUM. CUM. METER (Al) (A2) (V1) VOLUME VOLUME VOLUME ft ft READING sq in aq ft cf cf cy ac-ft t rrrrrtr rrr:tttr rrtrttrt •rttrtrt ttrrr+++ r+r+rtrr rrrrr:rr rrrrrrrt rrrtrr++ 0.00 76.52 0.0 0.00 0 0 0 0 0.00 0.48 77.00 1020.5 15.70 1570 249 249 9 0.01 1.10 77.62 2539.5 39.07 3907 1698 1947 72 0.04 FORMULAE:A1= (PLANIMETER READING)/CONSTANT .A2= (A1)*SCALE SQUARED DETENTION VOLUME REQUIRED - 845 CP ELEVATION AT WHICH REQUIRED VOLUME IS REACHED = 77.22 PT FRBRBOARD = 0.40 PT CONCLUDE: POND VOLUME IS OK. LESS THAN 1 FOOT PRBBBOARD REQUEST VARIANCE SHEAR ENGINEERING CORPORATION PAGE 8 OUTLET STRUCTURE FOR 3436 S. SHIELDS ST PROJECT: 3436 S. SHIELDS ST DATE: 06/13/97 PROJECT NO 1234-05-97 BY MEO PROJECT LOCATION :RICHMOND DRIVE FILE: SIBPOND INPUT FOR OUTLET STRUCTURE ORIFICE DIAM. (ft) = 0.28 TOP OF BERM (ft) = 77.62 DETERMINE ORIFICE ORIFICE INV. (ft) - = 76.52 INIT. DELTA.(ft) - 0.48 FOR MINOR STORM ORIFICE COEF. (Cl) = 0.65 DELTA HEAD(ft)- 0.62 Q. CA(2gH)'0.5 100 YR RELEASE RATE (cfe)= 0.27 100 YR WSEL REQUIRED (ft)= 77.22 A = Q/(C(2gW0.5 CHANNEL WIDTH (ft) = 2.00 PIPE SLOPE (ft/ft) = 0.005 H (ft) = 0.70 CHANNEL DEPTH (ft) = 0.50 PIPE DIAMETER 0.67 C = 0.65 CHANNEL SLOPE (ft/ft) = 0.005 MANNINGS n 0.012 Q (c£e)= 0.27 MANNINGS n = 0.016 CONVEYANCE FACTOR 13.091 A (of) = 0.06 OVERFLOW WEIR LENGTH (ft) 12.00 R (ft) = 0.140 OVERFLOW WEIR INV(ft.)= 77.50 D (ft) = 0.281 WEIR COBFICIBNT = 2.60 USE 0.28' DIAMETER ++rxr:rr t*rer*** t*r*r*ra *OUTPUT* •******* +******* ******** ******** = 3 3/8" CHANNEL AREA (SF) 1.00 WETTED PERIMETER = 3.00 FEET HYD. RAD (FT) = 0.333 FEET R^2/3 = 0.4806 OUTLET CHANNEL CAPACITY = 3.16 CPS OUTLET PIPE CAPACITY 0.93 CPS ORIFICE AREA (A) = 0.0616 SQUARE FEET x xxr**t*et******r++r+r+++++++r+*++++r+r+r+++++rtr+xxx++r+tx+++r+t*+++++ra+*+++xr++rrxxxxrr BLEV. HEAD HEAD TOTAL STAGE STORAGE OVER ORIFICE OVER WEIR FLOW ORIFICE FLOW WEIR FLOW ft ft cfe ft cfe cfe ft cf 76.52 0.00 0.00 0.00 0.00 0.00 0.00 0 77.00 0.34 0.19 0.00 0.00 0.19 0.48 249 77.62 0.96 0.31 0.12 1.30 1.61 1.10 1947 77.22 0.56 0.24 0.00 0.00 0.24 0.70 845 REQ'D 100YR WSEL 77.50 0.84 0.29 0.00 0.00 0.29 0.98 1618 OVERFLOW WEIR 77.350 0.69 0.27 0.00 0.00 0.27 0.83 1207 ACTUAL 100YR WSEL +rrxxr rr rxxrr rrr txx rr*r* •**t *r+* +t++++++ t*ttrttt tt*r*rxt rxxxxxrx ORIFICE EQUATION: CA(2gH)"1/2 WEIR FLOW EQTN. : CwLH"3/2 NOTE: HEAD OVER ORIFICE = HEAD OVER CENTER OF ORIFICE APPROXIMATE W.S.EL. FOR Qrel = 0.27 CPS = 77.350 OK CONCLUDE:OUTLET STRUCTURE IS ADEQUATE SHEAR ENGINEERING CORPORATION DEVELOPED FLOW TO CONCENTRATION POINT A FROM SUBBASIN 2 PROJECT: 3436 S. SHIELDS ST. DATE 04/21/97 LOCATION:FORT COLLINS PRO7. NO.1234-05-97 FILE: SIBRUN BY MEO AREA (A)= 0.060 ACRES RUNOFF COEF. (C) 2 YEAR 10 YEAR 100 YEAR C = 0.34 0.34 0.42 SEE SPREAD SHEET ATTACHED ON PAGE 2 TIME OF CONCENTRATION (TO OVERLAND TRAVEL TIME (Ti) LENGTH = 30 FEET SLOPE = 1.00 % 2 YEAR 10 YEAR 100 YEAR C = 0.20 0.20 0.25 Ti (min)= 9.22 9.22 8.71 PAGE 9 TRAVEL TIME (TO=L/(60*V) FLOW TYPE L (ft) = 100 S (i) = 0.50 GUTTER V (fps) = 1.50 Tt(min)= 1.11 L (ft) _? S (10 = 0.00 NONE V (fps) = 0.00 Tt(min)= 0.00 L (ft) _? S (k) - 0.00 NONE V (fps) - 0.00 Tt(min)= 0.00 L (ft) _? S (i) = 0.00 NONE V (fps) = 0.00 Tt(min)= 0.00 L (ft) _? S (t) = 0.00 NONE V (fps) = 0.00 Tt(min)= 0.00 L (ft) _? S 04) = 0.00 NONE V (fps) = 0.00 Tt(min)= 0.00 L (ft) _? S (4) = 0.00 NONE V (fps) = 0.00 Tt(min)= 0.00 ALL VELOCITIES TAKEN FROM FIGURE 3-2 TOTAL TRAVEL TIME (min) 1.11 TOTAL LENGTH = 130 L/180+10= 10.72 > 9.82 =Ti+Tt CHOOSE LHSSRR Tc =Ti+TOTAL TRAVEL TIME 2 YEAR 10 YEAR 100 YEAR , Tc (min). 10.33 10.33 9.82 USE Tc = 10.5 10.5 10 INTENSITY (I) (iph) 2 YEAR 10 YEAR 100 YEAR I = 2.50 4.38 7.14 NOTE: INTENSITIES TAKEN FROM FIGURE 3-1 RUNOFF (Q= CIA) (cfe) 2 YEAR 10 YEAR 100 YEAR Q 0.05 0.09 0.18 CONCLUDE:DESIGN FLOW FOR CHANNEL AT PROPERTY LINE = 1.33*Q100 = 0.24 CPS SHEAR ENGINEERING CORPORATION PAGE 10 EXHIBIT A PROJECT NAME: ROSETREE VILLAGE DATE: 04/21/97 PROJECT NO. 1234-5-97 BY : MBO SWALE DESCRIPTION:VALLEY PAN AT BAST PROPERTY LINE FILE NAME: SINCHAN CAPACITY OF TRIANGULAR OR TRAPEZOIDAL CHANNEL CHANNEL CONFIGURATION: TRIANGULAR CHANNEL LINING: GRASS WITH 2'VALLY PAN Da Db Dc Sc n W I (ft) (ft) (ft) (4) (ft) (ft) ---- ---- ---- ---- ----- ---- ---- 2.00 2.00 0.50 0.60 0.030 2.00 0.25 0.25 = LEFT BANK SLOPE 0.25 = RIGHT BANK SLOPE DEPTH WIDTH AREA PERIM R2/3 Sc 1/2 Q V (s.f.) (ft) (s.f.) (ft) (A/P) (cfs) (ft/sec) _______ _______ _______ _______ ______________ _______ _______ 0.50 6.00 2.00 6.12 0.47 0.08 3.64 1.82 0.25 4.00 0.75 4.06 0.32 0.08 0.93 1.24 0.00 2.00 0.00 2.00 0.00 0.08 0.00 0.00 O.118 2.94 0.29 2.97 0.21 0.08 0.24 0.82 r+rrrrrrr+rr+rrrrrr+rrx+rxr+rxr++++rr+rrr+rrr++rr+r+r++r+rrrrrrr+rr+r+rr APPROXIMATE FLOW DEPTH FOR Q = 0.24 ,CPS = 0.12 FEET CONCLUDS:CHANNEL IS ADEQUATE 343j S1 )c1L�s T. GROQC a kook\ns No,�t\r\ 5ecN ,oN f� - f� RAINFALL PERFORMANCE STANDARD EVALUATION PROJECT: 3436 SOUTH SHIELD STANDARD FORM A COMPLETED BY: MARK OBBRSCHMIDT DATE: 04/21/97 rrrrrrrrrrrrrrtxtrtrtxrxrrrrrrxrrrrrrrrrrrrrrrrxr+r+rr+tr+txrxrxxxr+xtrxrrr+rrr+r+rrrxrrrr DEVELOPED ERODIBILITY Asb Lob Sob Lb Sb PS SUBBASIN ZONE (ac) (ft) (t) (feet) M (t) rrrrrrtr+rtrttrtrtrtrtrrrrrrrrrrrrrrrrrrrrrr+rrrrrrtrtrtrrttrtxrrrrrxtrrxrrrrrrrrr+r+rr++r 1 MODERATE 0.27 172.00 1.00 46 0.27 x rrrxrrrrrrrrrrrrrrrrrrrrrrr+r+rrr+r+rrtr+r+xr+ttrx+xxxxr+xx+rxrrrrrrrrr 0.27 LINEAR INTERPOLATION SLOPE LENGTH 1.00 1.00 100 74.6 74.60 172.00 75.82 200 76.3 76.30 172.00 1.00 CONCLUDE:PBRFORMANCE STANDARD = 75.82$ EROSION CONTROL PLAN OVERALL EFFECTIVENESS MUST EXCEED THIS EFFECTIVENESS CALCULATIONS STANDARD FORM B PROJECT: 3436 SOUTH SHIELDS PROS. NO.1234-05-97 BY: MARK OBERSCHMIDT DATE 04/21/97 ------------------------------------------------------------------------------------------ EROSION CONTROL C-FACTOR P-FACTOR COMMENT METHOD VALUE VALUE ------------------------------------------------------------------------------------------ ROUGHENED GROUND 1.00 0.9 ROOF AREAS ON ADDITION ONLY SILT PENCE- 1.00 0.5 NORTH AND SOUTH PROPERTY LINES ASPHALT 0.01 1.0 PARKING AREA AND WALKS SOD 0.01 1.0 POND AND YARD GRAVEL INLET FILTERS 1.00 0.8 ------------------------------------------------------------------------------------------ MAJOR PS SUB AREA CALCULATIONS BASIN i BASIN acre AREA C P ALL 75.82% 1e 0.24 EQUATIONS C = WEIGHTED AVG OF C X AREA P= (WEIGHTED AVG OF P X AREA) X P EFF = (1 - P X C) X 100 ROOF 0.02 ACRES 1.00 0.90 SOD 0.16 ACRES 0.01 1.00 ASPHALT 0.06 ACRES 0.01 1.00 C = 0.0092 P = 2.0242 EFF 98.14$ ------------------------------------------------------------------------------------------ xrxx+rer+rr+rrrrrtrttrtrtxxtxx+++rx+x+r+xr++rr++rrrrr+rrrtrttrtr+rtrtrt+rr+rrr:•:rt+rtt+rrtrr TOTAL AREA = 0.24 ACRES OVERALL EFFECTIVENESS = 98.14% > 75.826 CONCLUDE:EROSION CONTROL PLAN IS EFFECTIVE June 13, 1997 �� 1 1 I SHEAR Project No: 1234-05-97 ENGINEEERINCORPORATIOJ Basil Hamdan City of Fort Collins Storm Water Utility P.O. Box 580 Ft. Collins, Colorado 80522 Re: 3436 South Shields Street; Fort Collins, Colorado Dear Basil, Attached is the erosion control security deposit estimate for 3436 South Shields Street ESTIMATE 1: 175 LF of silt fence at $3.50 per LF $ 612.50 2 - Gravel Inlet Filter ® $150.00 each $ 300.00 TOTAL ESTIMATED COST: $ 912.50 x 1.50 $ 19368.75 1 *11M 15101 � re -vegetate the disturbed area of 0.27 acres at $636.00 per acre 171.72 TOTAL ESTIMATED COST: $ 171.72 x 1.50 $ 257.58 The total required erosion control security deposit will be $ 1,368.75 If you have any questions, please call at 226-5334. Sincerely, Mark Oberschmidt Shear Engineering Corporation BWS / meo cc: Tom Sibbald Dave Stringer; City of Fort Collins 4836 S. College, Suite 12 Ft. Collins, CO 80525 (970) 226-5334 FAX (970) 282.031 1 June 13, 1997 Project No: 1234-05-93 Re: EROSION CONTROL SECURITY DEPOSIT REQUIREMENTS: 3436 South Shields Street; Fort Collins, Colorado A. An erosion control security deposit is required in accordance with City of Fort Collins policy (Chapter 7, Section C : SECURITY; page 7.23 of the City of Fort Collins Development Manual). In no instance shall the amount of the security be less than $ 1000.00. 1. According to current City of Fort Collins policy, the erosion control security deposit is figured based on the larger amount of 1.5 times the estimated cost of installing . the approved erosion control measures or 1.5 times the cost to re -vegetate the anticipated area to be disturbed by construction activity. a. The cost to install the proposed erosion control devices section location is $ 912.50. 1.5 times this estimate is $ 1,368.75. b. Based on current data provided by the City of Fort Collins Storm Water Utility, and based on an actual anticipated net affected area which will be disturbed by construction activity (approximately 0.27 acres) we estimate that the cost to re - vegetate the disturbed area will be $ 171.72 ($ 636.00 per acre x 0.27 acres). 1.5 times the cost to re -vegetate the disturbed area is $ 257.58. The $ 636.00 per acre for re -seeding sites of less than 1 acre was quoted to us by the City of Fort Collins Storm Water Utility staff. CONCLUSION: The erosion control security deposit amount required for this project will be S 1,368.75 ; 4836 S. College, Suite 12 Ft. Collins, CO 80525 (970) 226-5334 FAX (970) 282-031 1 APPENDIX II Figure 3-1; Rainfall Intensity Duration Curve Figure. 3-2; Estimate of average flow velocity for use with Rational Formula Table 4 : circular pipe flow capacity for ADS N-12 O CO) NtN IA e! O) ID t C0 O - - N 00 .-I N to O OWLN at O •"L O O ••r .-� O .r to -RttoM N et LMO 0 0 0 . CI to In M CA t0 t N .+C)<nCnO O O O O N O of an M CD In .�N to LL N O O O O .••� LP) Mt O)OM t �N et 00t ti 0000.+ �M .N-+N et t CD C; C; C; O 0 Ln _ N o CO) cc CO N of CD of Q) 0000.+ 00 tH OOt 00 0NM to Cl) vti O Q O O .+ 0 00 t N N cn 0 0 0 0 . O CO CD et O CD Ln t0 et tD Cl) N O .- N a m O O O O O O Ln t N M IA NN tot O.-- N M t O 00000 N LCD tL N Ln C;OO+ O O O O O M to00O)" 0 .+ + y No, C;O O O O O O N p N�0c0Nam) +'+ 000+••�N O O O O O O O O 11 N etOm CD In O co C 0 0 0 0 O O O O O O to t N 00 to ., C ) o)Oti 00 O� ONMCD� MU. M d'LA to 00 A •.I "4 H co LA CV . t N N ti N •4 co U) M t0 CD .y LC) O to t '•+ 0 tL7 VL' QOi M LG 0) +-+ 4 N . CM O () —4 M t CA t Ln N et 00 CD co 00 N e r t M OODO N Cat O N O N M CD 00 CO to to t C) 14 N 4 O 00 cY et N . r r+ N "e! O t +•+ M lA N " t N N O 14 N m to m 00 Lm 6814 Q'Lc) M M Ln C) O O O et 0 00 t tDO M C0 0) N M CD O N LA z CANO O) N lA M 1LO N LO CID O 0 CV) 00 to Co et' N Cl) to O) et to CA"t ttOD . N M O N CD tD 4 14 •+NM et N N 0) O 0 N M N O O t .+C .r r+N 00 t— r M.. IA + t of .� .•I N Ln e1• M O .ter M OONt .r .•r Cl) CDO n • U) t0 0 -tr M tot LLO 00 . qr N M Ln r•C M t tD ef' •C' 000 M LO OO " t o r+ •••C N N N Oar+ O CIO 1A 0) N ti " co +-L to IA 8 COO eF N " " N O at tD IA C11 t C) CD to CD to O N N M O Ln tLO �+ O et c0 . 4 t N N er tD O ti co N M et co Ln v In 0) 0) N O O -e to .-+ et 00 �LO00 • CO 0) to t0 t t O O M et 00 to " CD U9 of N CO) � ti Ooo gwLLA O L N N Cl) CD t- •NV O M M LA N MI to O Lt7 co N t CA to N .-� N V* 0000M lA 0) N " r M ••d In IA CD O co O N •-C .-+ N LOA CY) t tTi t0 .-C eY ON t N N CD C; .-� to t It7 m Ln lA at N M erN M -it t C*CD Qmm er O t CDO M et t0 et O M a' t O M co "r-I:r N M M O N CD t cY .-I N e• O LA N 9� N N Cn et IA at O .••� N to tD M O Cl) C) C) 0 .+a N t cn O CD O Ln et L (m et 0) co • O t O Ln r+ --i- N t0 0) C-� 00 (7) V t0 9-4 cr N -e O Cl) er t O M co et eM N M eF O In N ++ N M "• O LA N O0 c c i DRAINAGE CRITERIA MANUAL RUNOFF I 4% 30 I-- 2 0 z w U a: W n' 10 z w a H OJ 5 w cc 3 O U 2 W F- Q J 1 5 .1 _��t1111/III�I�1111// / ...l- MwS=FWA�Wmw�IIOI.■_�_/I�_�_��■■� �� W MI/. 901I//�S.■...�� 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. *MOST FREQUENTLY OCCURRING "UNDEVELOPED" LAND SURFACES IN THE DENVER REGION. REFERENCE: "Urban Hydrology For Small Watersheds" Technical Release No. 55, USDA, SCS Jan. 1975. 5 -1-84 URBAN DRAINAGE 8 FLOOD CONTROL DISTRICT R-M-P MediumDensity Planned Residential District — designation for medium density areas planned as a unit (PUD) to provide a variation in use and building placements with a minimum lot area of 6,000 square feet. R-L-M Low Density Multiple Family District — areas containing low density multiple family units or any other use in the R-L District with a minimum lot area of 6,000 square feet for one -family or two-family dwellings and•9,000 square feet for multiple -family dwellings. M-L Low Density Mobile Home District — designation for areas for mobile home parks containing independent mobile homes not exceeding 6 units per acre. M-M Medium Density Mobile Home District — designation for areas of mobile home parks containing independent mobile homes not exceeding 12 units per acre. B-G General Business District — district designation for downtown business areas, including a variety of permitted uses, with minimum lot areas equal to 1/2 of the total floor area of the building. B-P Planned Business District — designates areas planned as unit developments to provide business services while protecting the surrounding residential areas with minumum lot areas the same as R-M. H-B Highway Business District — designates an area of automobile -orientated busi- nesses with a minimum lot area equal to 1 /2 of the total floor area of the.building. B-L Limited Business District — designates areas for neighborhood convenience centers, including a variety of community uses with minimum lot areas equal to two times the total floor area of the building. C Commercial District —designates areas of commercial, service and storage areas. I-L Limited Industrial District —designates areas of light industrial uses with a minimum area of lot equal to two times the total floor area of the building not to be less than 20,000 square feet. I-P Industrial Park District —designates light industrial park areas containing controlled industrial uses with minimum lot areas equal to two times the total floor area of the building not to be less than 20,000 square feet. I-G General Industrial District— designates areas of major industrial development. T Transition District — designates areas which are in a transitional stage with regard to ultimate development. For current and more explicit definitions of land uses and zoning classifications, refer to the Code of the City of Fort Collins, Chapters 99 and 118. Table 3-3 RATIONAL METHOD RUNOFF COEFFICIENTS FOR COMPOSITE ANALYSIS Character of Surface Runoff Coefficient Streets, Parking Lots, Drives: Asphalt................................................................................................ 0.95 Concrete............................................................................................. 0.95 Gravel................................................................................................. 0.50 Roofs.......................................................................................................... 0.95 Lawns, Sandy Soil: Flat<2%............................................................................................. 0.15 Average2 to 7%.................................................................................. 0. Steep>7%.......................................................................................... 0.20 Lawns, Heavy Soil: Flat<2%............................................................................................. 0.2 Average2 to 7%.................................................................................. 0.25 Steep >7%......... :................................................................................ 0.35 MAY 1984 3-4 DESIGN CRITERIA 3.1.7 Time of Concentration In order to use the Rainfall Intensity Duration Curve, the time of concentration must be known. This can be determined either by the following equation or the "Overland Time of Flow Curves from the Urban Storm Drainage Criteria Manual, included in this report (See Figure 3-2). Tc=1.87 (1.1 —CCf) Dt2 Slij Where Tc = Time of Concentration, minutes S =Slope of Basin, % C = Rational Method Runoff Coefficient D = Length of Basin, feet Ct = Frequency Adjustment Factor Time of concentration calculations should reflect channel and storm sewer velocities as well as overland flow times. 3.1.8 Adjustment for Infrequent Storms The preceding variables are based on the initial storm, that is, the two to ten year storms. For storms with higher intensities an adjustment of the runoff coefficient is required because of the lessening amount of infiltration, depression retention, and other losses that have a proportionally smaller effect on storm runoff. These frequency adjustment factors are found in Table 3-4. Table 3-4 RATIONAL METHOD FREQUENCY ADJUSTMENT FACTORS Storm Return Period Frequency Factor (years) Ct 2 to 10 1.00 11 to25 1.10 ! 26 to 50 1.20 51 to 100 1.25 Note: The product of C times C, shall not exceed 1.00 3.2 Analysis Methodology The methods presented in this section will be instituted for use in the determination and/or verification of runoff at specific design points in the drainage system. These methods are (1), the Rational Method and (2) the Colorado Urban Hydrograph Procedure (CUHP). Other computer methods. such as SWMM, STORM, and HEC-1 are allowable if results are not radically different than these two. Where applicable, drainage systems proposed for construction should provide the minimum protection as determined by the methodology so mentioned above. 3.2.1 Rational Method For drainage basins of 200 acres or less, the runoff may be calculated by the Rational Method, which is essentially the following equation: Q = C,CIA Where Q = Flow Quantity, cfs A = Total Area of Basin, acres C, = Storm Frequency Adjustment Factor (See Section 3.1.8) C = Runoff Coefficient (See Section 3.1.6) 1 = Rainfall Intensity, inches per hour (See Section 3.1.4) 3.2.2 Colorado Urban Hydrograph Procedure For basins larger than 200 acres, the design storm runoff should be analyzed by deriving synthetic unit hydrographs. It is recommended that the Colorado Urban Hydrograph Procedure be used for such analysis. This procedure is detailed in the Urban Storm Drainage Criteria Manual, Volume 1, Section 4. MAY 1984 3-5 DESIGN CRITERIA No Text April 22, 1997 Project No: 1234-05-97 Glen Schlueter City of Ft. Collins Stormwater Utility P.O. Box 580 Ft. Collins, Colorado 80524 Re: 3436 South Shields Street; Fort Collins, Colorado Dear Glen, It is my understanding that the development of the above mentioned site will require some grading on my property. According to sheet .3 of the Final Utility Plans for 3436 South Shields Street., the grading will be limited to the western property line of The First Replat Willow Grove Village near Richmond Drive. I have reviewed a copy of the proposed grading and find no problems with it. Therefore, I give permission for RLS Management and their contractors to perform the necessary grading on my property. If ru have any questions or comments, please call me at (970)-493-7900 Sincerely Thomas Sibbald, V.P. Shields Street Corporation, General Partner Willow Grove Limited, Owner Willow Grove Village CC RLS Management Brian Shear, PE, Shear Engineering Corporation APPENDIX IV (Stuffer Envelope) Existing Conditions Plan (Historic Conditions) Master Grading, Drainage and Erosion Control Plan No Text SI ANUARU LXOS'ION CONI%OL %" "` ... a, rvC nry n m °e. __.--- .. _. CNbIRUCDO PI NOm) 'Vp d le '.I by "King A '^9 1 pom jkip bu 1hItYDO¢PLOQ:}'RDlmy]y DRAINAGE MAINTNNANCY NOTIFF Fly. IM PAPAy IIIII 11 ye nud b 4n Fx. ry J IF C y FRR1EL'1': " '$pRIL.=b1^'Ex • Troy City of Fell '1" U-I I LJ la' ":kpl Sl+sof Yalull Rage alet ekw,me •765)hn 1 ✓om 0d a(Ln k A U' f d:3 'If An the Lope be v b.' l ore in.,:.i Iwed4 A Abe Ne:am Uy MI 1 J - J ye we" CANUAR450RA)C ingionnInoto III 1 Ill r wllee fW ^f r -n6, fen f YFoolery.1' R Fu al - M1 •L flyl Iqu' M yr LL J 1 IIW, m:Tot uFuxhe perlb.pall Iv.-]S`AI••r b alk" IFi le b, IY 1 y .r ey.p )LY rLe SLQUNLL FOR IN, ONLY C4h1YLCIE bY.AWfJlA4WLNvaS'aii4 V NI Ve l "I. Y ✓ V" AllU i V V b4d d eM. Te b) -OAi•fl (1947 eubie 6nl ds °r y to S 1 S II 1 pr firif1 111 pA Y 1 d WWnlabdomem Ina d uRooll-Ow"ISO aNv teal 2 I I F plao repentantly o a ravel of u "1 C' If Too II 1'I hreap 'de fn Jn it be N 4drm mry rblawlmene I 'll h' 4d Ija bra 11!o J 1 ua :e R Irvn the '0 ;aul reeMUN a uv°e rali its lw'aNa Pnee cAr' appwedx Nt by INIIII bJr'Su a xvJule lmopWnl by she C'i:y 1 tl 1Wreb IIIh I uN Wrn "mil Y W. S. me,-Y).nlen E•¢Jmsr ye yngaarve eal ! v N 1 V°A "s nv:ed IFIN, Chy Mr:W IW S. Der. - he UT flow rLRfae reweol Lae berm aO fell. V R LFa^n $ Y V+° ,]]S fm tr.JmweM M1°dunliv Y u! Xk1:nwW Utlre be Jeeu eJ In r e N) Y b II Ee J J F a CII Fai bibeybellet . H- TlCCommenting agent ell V .1111 111 Si r ) r n S O x U wl Pon hr e S l Pebbles" OF by bJ for mr.len'ry4 :I'J :X 1 J Y to'l be wel: mVadl)uAlwnlel •¢]]niaa \ W .,in C , - 1) 'r ",itMao tl m I. s Dos lvmfw Olin of a 106 On X :W ( ' Poly 1. login 1 d I Y IF their MO m AlWwbk \ th(Ay byQr " WOY 1 U PC UIRS)a J N oloned orIA ISO 1 .1. Me Q21 - ova; Nernmel egal huWu¢ \ � Ti Ve me, I :bV WEE 5l0 IIIaft.,bi ... I dfl JI L k ouY (Atit `n AUYNO f CAL Ann WIm at Sul N J-II - J 1 1f might Ntion't Ill Iv Stmeng - WS AN \ L��ry 4 if h " F Iq J t11 L Le v tPIfn 507753 I Nle(]pbY 'W5eR \ Jif "s U Ibll Otto kVl I f ex r+.1:nt M aver•m onytogentaTxOt Y Wm:AGP`hY ').161�III LROICK hVl ! d il Il trBeelgk,J :dS ILeL.� \\ U''tl n W J 1 Y m W ... ... ... by I PI III lemly.1 I )v YAny ;IF d" t III y& 4 r YrdR V r W o III If ingIbbelynn. r F 1 IEYgo' bet,)vY 11 ... .0 j1 I by llM1lraemivrA xenu aWlhake 1i mNie:elY \by \ Ii V "End L p JWY'pl' e An of THE FIRST REPEAT OF WILLOW GROVE VILLAGE t AT CUNNINGHAM CORNER P.U.D. \ n\ i W be F SI F' \ \� I All FoULkenorobtioreW I III III aW II iR II F \ \SDx OtJlby Show L M1I fort of eb`m.az \on e I Ill be � x 5075.42 \ \` r JJ e tdl dSky _ pI v ul EWCRa ,pi „AO W WCIR awEfL-\* Y RU[ ) x l letl AITYER UF1 41VjIj•R f R ly (Ito dl to C I.LAILIC(I With o FAIL not belong e-CAFAL-W POPLAR RtEE x SW)IJ / -- n dx / - (XI-10' Nlgl) TPICAL /__ _ _ WRlif 16w� WR Of 1 Nra uSvnCN 11 r / Y --I - -------------- --- \-----�_- --- .\ '� SL UI m NIT n)ISIAM I lT+ 1 I! \1 ---IF - UwIfRT / , -/ U>'I Ie li Ro,) . pw 1 vNu torn vr4xrav r ullm pssElR r unm rlWdl r % 1 i. 1I n. / I »� 1 �I, • / la .,. \�\1., il- WR, swWeldenma :n,a File IF_SOT 40OF Color, I my'. ,Ri F w I\ \1�J.tfiOti7 d/ (' I _ L --�T� %� 5D)z69 J _ r-'r-� ,, 150 OF OM. I-- --- I I 1� ACCESS It DRAINAGE wL••I i ow RI- . -- I. • ` - III EASEMENT :^ Y Ei 9 el a 4 _. J I 1 '.I wI x,$0 7 I I wQ i a a al . �✓ IITr 1,i1 // •. ep]].ea I° ea0. 0°� - I i__-- I II 1E i F i _ G O a w �' I% �°. • �a • 1 1 PROPOSED FUTURE II o<i ww �M { �y II / T) I I ADDITION p.r TWO 5 ORY FRAME I rcamESA fl.AO W M Eq 11 //{/\'. t1 • I DWELLING 1 II I I 9 L I&M R 1 le• \ Son.9e / •q so l WITH BASEMENT i II I I 76.55 i' �C i d %r �y �S�T j F.F.E. = 5079.54 C � <" O I9/i L y1 a �� I 1 sro // R.)1 P.ea ~ I 1 i I inF% RAVEL PR.TER A Out LOT / Taw I 1 I hose F ze I.w j rat di i . I % 5on.91 L e �e i . \ »M. I \ ° RNrI°Ea I I I O C.7 I, I I AV 1-5%^� 1,rx i,N I i z SOME 1•.1n ;Cr NAYS .] Ex'I I •° TSpx I PRNPpr1DIT10NI �4 • ACCESS h DRNNAGE j 1 j %ti I`` IF so,9.sA _ » EASEMENT �` S J .IS O r•Wn0 1 I 1 _- 1 x 5077.29150]1____ .� 5078.30 Q1 Iz0' MM. aL14M1E OPINN6 1 66 awx \ - wiazo- - 8sA 76.95 ,% I. ( U I P I I I FE Id S077.79 If / ' / IAS% I 1 ray 6 LWPL y`A� U I _ �" ----- ^»°'44 1 LEGEND: w DAM. I' �rzp(\g0p x,b Ia n,R fj T» / , 6 a NAM. i___ ___ )v Ices ExII Underground Electric Lett � 6 - _ , w ry r, /yq((. ,m \ » ra. w •-.- 'x IN .k eo]aw b.I TeA x Son.)e ra » +1•au \ I. 1. •. nog Underground G as �1 Q T��--��,.-e L�„.�1��v��v��a . d TO BE•, ly y »I.a`1 °,.. )I s/ nn:,, BO% rzW ne )6}0n 50]e.' \ e."ee ba E-I,.. 4 wav ^.., W R .-vf" 11 - 1 dWED x J � � � � r ) ' o.wio E I �%,° n � m m e mm BASIN9 BASIN BOND TNePFone D%IS •1EaEi^•-*'.1.v e• . _ Existing REMOVED' ] gwrAp�/ "`\ \ A • 9-BASIN BOUNDARY . _-:.,�..' I .", _ I n.1 1 \ eDLIND.wv I x WRW - w]a.» x 5071.19 . BASIN DEMOLITION It.• LW I x 5078.65 W$w . AREA IIf ACRES 1 +\ R SppyAs / / aq, / it e C C . 100-YEAR RUNOFF COEFFICIENT pE51ONn m (SLR.-�� W/ � • \A a Vaha) • / '/ D 0 DESIGN 4. WATER METER - ¢ I \\=/ DESIGNATION fyr / %T 8' UDLRI' FASEYENT EI J G"\Swb aSR `�J. �EM6T. WATER E� STOP \\ Ianewslas . not notn- )- SILT FENCE 'lt 5we �TAOIFDOBIE. 9pEYNA O •-_.•-._iU5 - din iw .X�a922J% ' ` \ a _ • .4_ - _ •- _ a4 •..• ...__� __ _ -___- n�_--'-A 50 .05 :.RIVCL FILTER d _ \ R'WY.mn _ _ a - \ a.. eo]awn : '_Son.w rt - 5onw .._-� " --. e. _ -- �.._ :._ _.. d '¢'�A'So]F:Te Fv_ rb a CLIy of Port Collins, Colorado _____ . ,k_E____. -°- -.-_-• -- ---A. UTILITY PLAN APPROVAL a 1.11 a. •owe on,- Faprto- st mW zp 'm Am, a n1• 9rw w To N na 91" 91 all new waea M NECKED wlNaa N wavlwiw uW NOW aw 1.11 10, ROW It°' 6Y ....W1eRaF.Nea.RRaF�r. A.R Y i L Y 1.a.RNr It.o-. W. 1P eell,ya .1.a• .. .n,,N............................................................................................ RICHMOND DRIVE cxfcEED Er 1 n.11 a.1 n.w w.N e.1A 9.11 a 31 a n ava. Luz I 1i Nn.AlArea util. al "oorm, ,emerging, Eff W ell •a•• m ........ 4.14 •.w 1..x u.40 all 4�Be 1.14 e.w SECTION A -A cxEal .... ..1.1i Nv.R I SECTION CHECKED Iff paRw AND MaxwellnCHECKEDaw CHECKED 9YNO InN5101R mM aNw cADMa% DOIi SHEAR ENGINEERING CORPORATION TITLE MASPER GRADING, D AGE AND EROSION CONTROL PLAN MEET W. PROJECT H0. W. OF °�1p0i FWW BNa CxevMd Bws TOM SIBRALD b38 90. COLLEGE AVE. SURE 12, FORT COLIlNS, COLORADO fiosz5 3436 SOU H SHIELDS STREET 12a4-o5-9T � -- N a9DT III � TD' aw,:.e:.J B.I PHME: (970) 226-SMA (9701 zz6-1451 FAX: (970) 2ez-D311 FORT COLLINS. COLORADO TDY-woz 4 5