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Home My WebLink AboutDrainage Reports - 09/17/1997r"" OpE;R'iT OF at 10 FORr COLLINS Date i 1 9� 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 8052( PREPARED BY: SHEAR ENGINEERING CORPORATION Project No: 1234-05-97 Date: June, 1997 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 Harridan / 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 parldng 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. 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 ZG 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 Fort Collins Storm Water Utility P.O. Box 580 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 (Latimer 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. Collegc, Suitc 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 Lawn 11155 0.00 0.20 Roof 3305 100.00 0.95 Concrete/Asphalt 3743 100.00 0.95 Gravel 0 100.00 0.95 Total 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 I. 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 C inningharn Corner P.U.D.. The following table summarizes the design parameters and the design of the pond. Detention Pond Summa Bottom of Pond elevation = 76.52 feet Top of Berm elevation = 77.62 feet Overflow spillway elev. = 77.50 feet Detention Volume Provided at elev. 77.62 = 0.04 ac-ft (1,947 cubic feet) refer to page 7 Detention Volume Required = 0.02 ac-ft (845 cubic feet) refer to page 6 Required 100 year W. S. Elev. = 77.22 feet based on stage storage curve Actual 100-year W. S. Elev. = 77.35 feet based on outlet hydraulics Total Contributing Area to Pond (Sub basin le) = 0.27 acres Maximum Allowable 100 year release rate (Historic Q2) = 0.27 cfs Refer to page 4 in calculations Outlet pipe = 8" ADS N-12 Slope = 0.005 ft/ft Pipe Capacity = 0.85 cfs Channel Capacity = 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. z l 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 efe ♦1lflf fwfYfYYYfYYf efftlflfYffYfYYYfYYYwwwwwwYwlwffffflff4wfYYYY+YYY+If YYfff flfff ww+Y+f 1fY1YYYYY YYYYYwf wfY 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 le 0.27 0.51 0.51 0.64 11.00 11.00 2.46 4.31 6.92 0.34 0.60 1.20 REF ONLY 5 FLOWS FOR SWALE DESIGN A 2 0.06 0.34 0.34 0.42 10.50 10.00 2.50 4.38 7.14 0.05 0.09 0.18 SWALS 9 SHEAR ENGINEERING CORPORATION PAGE 2 SUMMARY OF SUBBASIN BREAKDOWN PROURCT: 3436 SOUTH SHIELDS DATE: 04/20/97 FEW NO :1234-05-97 BY MHO PILE: SIBRUN PLATTED AREA 3436 SOUTH SHIELDS 18202 SQUARE FEET ROW 12615 SQUARE FEET TOTAL 30B17 SQUARE FRET IMPERVIOUS PERVIOUS SUB- GRAVEL ASPHALT ROOF/ LAWN C2 C100 BASIN CONCRETE Cfaetor 0.50 0.95 0.95 0.20 i IMPERVIOUS 13.00% 100.00% 100.00% 0.004 SP •rrrrrr rrrrrr rr rrrrrrrr SP rr rr SP r....e rr rr+rrr.rrrrrrrrrrrrrrrr SP SP rrrrerrrrrrr rr EXISTING SITE 18202 777 1247 1694 14484 0.33 0.42 le 11641 0 56 BOB 10777 0.26 0.32 lW 6561 777 1191 886 3707 0.47 0.59 DEVELOPED SITS 18202 0 3743 3305 11155 0.49 0.61 1/2 ROW 12615 0 10928 0 1687 0.85 1.00 TOTAL 30917 0 14671 3305 12842 0.64 0.80 Iw 6411 0 1001 1132 4278 0.45 0.56 le 11791 0 2742 2173 6877 0.51 0.64 ROWIe 4012 0 3582 0 430 0.87 1.00 SUBTOTAL 15903 0 6324 2173 7307 0.60 0.75 2 2683.5 0 0 500 2183.5 0.34 0.42 le 11641 0 56 BOB 10777 0.26 0.32 SUBTOTAL 14324.5 0 r rrrrerrxrrrrr rrreerrrrrrrrrrrrrrrrrrrrrrrrrrr 56 1308 12960.5 rrrrrrrrrrrrrrrrrr»rrrrrr»rrrrrre 0.47 0.59 IMPERVIOUS PERVIOUS BOB- GRAVEL ASPHALT ROOF/ LAWN C2 C100 BASIN CONCRETE i IMPERVIOUS = 86.63i - 1/2 ROW ONLY t IMPERVIOUS . 58.334 - INCLUDES 1/2 ROW AND DEVELOPED SITE i IMPERVIOUS . 38.72% - SITE ONLY- DEVELOPED CONDITIONS i IMPERVIOUS . 18.29% - SITE ONLY- EXISTING CONDITIONS SHEAR ENGINEERING CORPORATION EXISTING CONDITIONS PAGE J SUB -BASIN BREAKDOWN FOR 3436 SOUTH SHIELDS STREET PROTECT 3436 SOUTH SHIELDS STREET PROT.NO. 1234-05-9I DATE: 04/20/97 LOCATION RICHMOND DRIVE BY: MEO FILE SIBRUN NOTES SITE ONLY RUNOFF SURFACE COEF. CHARACTER AREA C CA t (of) 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 SO.00t 388.50 ROOFS 1694 0.950 1609.300 100.00t 1694.00 LAWNS SANDY SOIL FLAT c 2% 0 0.100 0.000 0.00% 0.00 AVERAGE 2 0 0.150 0.000 0.00% 0.00 STEEP > ] 0 0.200 0.000 0.00t 0.00 LAWNS HEAVY SOIL FLAT < 2% 14484 0.200 2896.800 O.00t 0.00 AVSRAGE 2 0 0.260 0.000 O.00t 0.00 STEEP > I 0 0.350 0.000 0.00% 0.00 TOTAL ARE 18202 6079.250 3329.50 C2 CIO 0100 COMPOSITE 0.334 0.334 0.410 USE 0.33 0.34 0.42 t IMPERV 18.29% SITE ONLY SHEAR ENGINEERING CORPORATION EXISTING PAGE FLOW TO CONCENTRATION POINT A FROM SUBBASIN is 6 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 COBF. (C) 2 YEAR 10 YEAR 100 YEAR C 0.33 0.33 0.42 SEE SPREAD SHEET ATTACHED ON PAGE 3 TIME OF CONCENTRATION (TO OVERLAND TRAVEL TIME (Ti) LENGTH - 147 FEET SLOPE 1.56 k 2 YEAR 10 YEAR 100 YEAR C . 0.20 0.20 0.25 Ti (min)= 17.62 17.62 16.64 TRAVEL TIME (It) -L/(60-V) PLOW TYPE L (ft) .7 S (i) • 0.00 NONE V (fps) = 0.00 Tt(min)- 0.00 L (ft) .7 S M . 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 L (ft) .7 S (4) . 0.00 NONE V (fps) . 0.00 Tt(min)- 0.00 L (ft) .7 S (5) - 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 (t) . 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 TIF4E 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:USS Q2 . 0.27 CPS AS RELEASE RATE FROM POND 4 SHEAR ENGINEERING CORPORATION DEVELOPED PAGE PLOW TO CONCENTRATION POINT A FROM SUBBASIN Is PROTECT: 3436 S. SHIELDS ST. DATE 06/16/97 LOCATION:FORT COLLINS PRAT. NO.1234-05-97 PILE: SIBRUN BY HBO AREA (A). 0.271 ACRES RUNOFF COEF. (C) 2 YEAR 10 YEAR 100 YEAR C . 0.51 0.51 0.64 SSE SPREAD SHEET ATTACHED ON PAGE 2 TIME OF CONCENTRATION (Tc) OVERLAND TRAVEL TIME (Ti) LENGTH . 60 FEET SLOPS 1.00 2 YEAR 10 YEAR 100 YEAR C . 0.20 0.20 0.25 Ti (min). 13.04 13.04 12.31 TRAVEL TIME (It) .L/(60+V) PLOW TYPE L (ft) 30 S M . 1.00 GUTTER V (fps) . 2.00 Tt(min). 0.25 L (ft) 25 S (t) . 2.00 GUTTER V (fps) . 2.83 Tt(min). 0.15 L (ft) 57 S (4) . 0.50 GUTTER V (fps) . 1.50 Tt(min). 0.63 L (ft) .7 S . 0.00 NONE V (fps) . 0.00 Tt(min). 0.00 L (ft) .? S (Y) . 0.00 NONE V (fps) . 0.00 Tt(min). 0.00 L (ft) .7 S W . 0.00 NONE V (fps) . 0.00 Tt(min). 0.00 L (ft) .] S (4) . 0.00 HOME 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/160+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 (1) (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 = 0.34 0.60 1.20 CONCLUDS:SIZE OVERFLOW FOR 0100 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. 1234-05-97 BY MEO FILE: SIBPONO 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 Doc iph cfe cf cf of ec-ft r rrrrrrrrrrr♦er rr+errrrr+r+rrr+rrrrr+rr errrrrrr+rr ♦rrrrrrrrersr+rr rr rarr 5 300 9.30 1.61 482.1 91.0 401.1 0.01 10 600 7.14 1.23 740.3 162.0 578.3 0.01 35 900 6.06 1.05 942.5 243.0 699.5 0.02 20 1200 5.21 0.90 1080.3 324.0 756.3 0.02 25 1500 4.63 0.90 1200.1 405.0 795.1 0.02 30 1800 4.20 0.73 1306.4 486.0 820.4 0.02 35 2100 3.81 0.66 1382.6 567.0 $15.6 0.02 40 2400 3.60 0.62 1493.0 648.0 845.0 0.02 •r• 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 0.02 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 4000 2.07 0.36 1716.9 1296.0 420.9 0.01 DETENTION VOLUME REQUIRED - 845 e£ DETENTION VOLUME REQUIRED - 0.02 me-£t SHEAR ENGINEERING CORPORATION PAGE 7 AVERAGE END AREA METHOD FOR DETENTION BASIN VOLUMES PROJECT : 3436 S. SHIELDS ST DATE: 06/13/97 PROS. NO:1234-05-97 BY MEO LOCATION:RICHMOND DRIVE PILE: SIBPOND CONSTANT: 65 - 1 SQ IN. FIRST EVEN CONTOUR 77 FRET INVERT 76.52 FEET TOP ELEV 77.62 FRET INCREMENT 1 FOOT SCALE: 1• 10 FEET r r.rrara aaa as u+ ++++r+++ +r.r...r rrr.r.r. ... araar aaa ra aaa au ar+++ arrrr««r STAGE ELEV PLANI- AREA AREA VOLUME CUM. CUM. CUM. METER (Al) (m) (V1) VOLUME VOLUME VOLUME ft ft READING aq in 0q ft cf cf ry ac-ft r ra aaa as ++xxrrrr rr rrrrr+ rrrrx««r a«xrxa«r «««.+a+a a++++a+a aa+ra+++ +..++r.. 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 :Al- (PLANIMSTER READING)/CONSTANT Ala (Al)*SCALE SQUARED DETENTION VOLUME REQUIRED - 845 CF ELEVATION AT WHICH REQUIRED VOLUME IS REACHED - 77.22 FT PREBBOARD . 0.40 FT CONCLUDE: POND VOLUME IS OR. LESS THAN I FOOT FRBBBOARD REQUEST VARIANCE SHEAR ENGINEERING CORPORATION PAGE e OUTLET STRUCTURE FOR 3436 S. SHIELDS ST PROJECT: 3436 S. SHIELDS ST DATE: 06/13/97 PROJECT NO 1234-05-97 BY NED PROJECT LOCATION :RICHMOND DRIVE FILE: SIBPOND INPUT FOR OUTLET STRUCTURE ORIFICE DIAN. (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(29H)^0.5 100 YR RELEASE RATE (Cfe). 0.27 100 YR WSSL REQUIRED (£t). 77.22 A . Q/(C(2gH)^0.5 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 SLOPS (ft/ft) 0.005 MANNINGS n 0.012 Q (Cfe). 0.27 MANNINGS n 0.016 CONVEYANCE FACTOR . 13.091 A (0f) . 0.06 OVERFLOW WEIR LENGTH (ft) 12.00 R (ft) . 0.140 OVERFLOW WEIR INV(ft.). 77.50 D (ft) . 0.291 WEIR COEFICIENT 2.60 USE 0.28' DIAMETER •*r**r** r*»*r*r rwr*xrxr *OUTPUT* ******** ******** xrxrr*rr ******** . 3 3/8- CHANNEL AREA (SF) 1.00 WETTED PERIMETER . 3.00 FEET HYD. HAD (FT) . 0.333 FEET R"2/3 0.4806 OUTLET CHANNEL CAPACITY 3.16 CPS OUTLET PIPE CAPACITY 0.93 CFS ORIFICE AREA (A) . 0.0616 SQUARE FEET .....w...rr.....r...............rrrrr..r*r*..**..***...*.....r..ww........................ ELBV. HEAD HEAD TOTAL OVER ORIFICE OVER WEIR FLOW ORIFICE FLOW WEIR FLOW ft ft cf. ft cfe cf. 76.52 0.00 0.00 0.00 0.00 0.00 77.00 0.34 0.19 0.00 0.00 0.19 77.62 0.96 0.31 0.12 1.30 1.61 77.22 0.56 0.24 0.00 0.00 0.24 77.50 0.84 0.29 0.00 0.00 0.29 77.350 0.69 0.27 0.00 0.00 0.27 r rrrrrrr rw *rrwww wrr*rr*w r.«rr**r r*w**«.* ***vxrr♦ ORIFICE EQUATION: CA(2gH)^1/2 WEIR FLOW EQTN. NOTE: HEAD OVER ORIFICE . HEAD OVER CENTER OF ORIFICE APPROXIMATE W.S.EL. FOR Qrel . 0.27 CPS = CONCLUDE:OUTLET STRUCTURE IS ADEQUATE STAGE STORAGE ft cf 0.00 0 0.48 249 1.10 1947 0.70 845 RSQ'D 100YR WSSL 0.98 1616 OVERFLOW WEIR 0.83 1207 ACTUAL 100YR WSSL CWLH^3/2 77.350 OK SHEAR ENGINEERING CORPORATION DEVELOPED PAGE FLOW TO CONCENTRATION POINT A FROM SUBBASIN 2 PROJECT: 3436 S. SHIELDS ST. DATE 04/21/97 LOCATION:FORT COLLINS PROS. NO.1234-05-97 FILE: SIBRUN BY MBO 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 (Tc) OVERLAND TRAVEL TIME (Ti) LENGTH = 30 FEET SLOPE = 1.00 6 2 YEAR 10 YEAR 100 YEAR C - 0.20 0.20 0.25 Ti (min). 9.22 9.22 8.71 TRAVEL TIME (Tt)-L/(60•V) FLOW TYPE L (ft) - 100 S M = 0.50 GUTTER V (fps) = 1.SD Tt(min)- 1.11 L (ft) -7 S (4) = 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 L (ft) -7 S (4) = 0.00 NONE V (fps) - 0.00 Tt(min)= 0.00 L (ft) -7 S (t) - 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) -T 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 LESSER Tc =Ti+TOTAL TRAVEL TIME 2 YEAR 10 YEAR 100 YEAR Is (min)- 10.33 10.33 9.82 USE Is - 10.5 10.5 10 INTENSITY (I) (iph) 2 YEAR 10 YEAR 100 YEAR I - 2.50 4.38 7.14 MOTS: INTENSITIES TAKEN FROM FIGURE 3-1 RUNOFF (Q= CIA) (efe) 2 YEAR 10 YEAR 100 YEAR Q - 0.05 0.09 0.18 CONCLUDS:DESIGN FLOW FOR CHANNEL AT PROPERTY LINE = 1.33-Q100 - 0.24 CPS 9 SHEAR ENGINEERING CORPORATION PAGE 10 EXHIBIT A PROTECT NAME: ROSETRBE VILLAGE DATE: 04/21/97 PROTECT NO. 1234-5-97 BY : MEO SWALS DSSCRIPTION:VALLSY PAN AT EAST PROPERTY LIMB PILE NAME: SINCHAN CAPACITY OF TRIANGULAR OR TRAPEZOIDAL CHARNEL 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 R 2/3 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 O.UB 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 0.118 2.94 0.29 2.97 0.21 0.08 0.24 0.92 tttllfllfiffff!ltlf YY Y'YYtIYIYfY if iYMl t\flfffiY.l fYflfiYf fiiYYffYIYYYY t11t I APPROXIMATE PLOW DEPTH FOR Q . 0.24 CPS . 0.12 FEET CONCLUDS:CHANNBL IS ADEQUATE 71' a Look,r`5 6Vo.}.� RAINFALL PERFORMANCE STANDARD EVALUATION PROTECT: 3436 SOUTH SHIELD STANDARD FORM A COMPLETED BY: MARK OBERSCHMIDT DATE: 04/21/97 ++r++rr•rrrrrrxrrrrrrrrr e+r+r+++++++rrr++rrer rrrff♦»ffrrr rrrrrrrrrr re rrrrrr++»rrrrrrrrrr DEVELOPED BRODIBILITY Aeb Lob Sob Lb Sb PS SUBBASIN ZONE (ac) (ft) (W (feet) (1) (5) rr rer eeerrrx xrrrrrrr+rrrrrrr+rrrrrrrrrr rrrrrrrr rrrrrrrrrrr+er rx rrrrrrrrr+rrr+r rrrr rrrrr rrr 1 MO➢ERATE 0.27 172.00 1.00 46 0.27 •r rrrrrrrrrr rr r+r+rrrrrrrr er rrrrrr rr rr rrrrrrrrrr urrrrrrrrrrrrrrrrre♦r+r 0.27 172.00 1.00 LINEAR INTERPOLATION SLOPE LENGTH 1.00 1.00 100 74.6 74.60 172.00 75.82 200 76.3 76.30 CONCLUDE:PERFORMANCE STANDARD . 75.824 EROSION CONTROL PLAN OVERALL RFPECIIVENESS MOST EXCEED THIS EFFECTIVENESS CALCULATIONS STANDARD FORM B PROJECT: 3436 SOUTH SHIELDS PROJ. NO.1234-05-97 BY: MARK OBSRSCHMIDT DATE 04/21/97 ------------------------------------------------------------------------------------------ EROSION CONTROL C-FACTOR P-FACTOR COMMRNT 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 SUE AREA CALCULATIONS BASIN % BASIN acre AREA C P ALL 75.82h le 0.24 ROOF 0.02 ACRES 1.00 0.90 SOD 0.16 ACRES 0.01 1.00 EQUATIONS ASPHALT 0.06 ACRES 0.01 1.00 C . WEIGHTED AVG OF C X AREA P- (WEIGHTED AVG OF P X AREA) X P C. 0.0092 EFF . (1 - P X C) X 100 P . 2.0242 EFF 98.14% ------------------------------------------------------------------------------------------ r rr rrrrrrrx x+xrxxr•xxx•rxxrrrrrr•rrrrr rrrrrrrxe rrxrxxxrrrrxxxrrxxxrxrr rr rrrrrr:: rr rrrrrrrr TOTAL AREA 0.24 ACRES OVERALL EFFECTIVENESS - 98.14% > 75.82% CONCLUDS:EROSION CONTROL PLAN IS EFFECTIVE June 13, 1997 Project No: 1234-05-97 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 Net Filter ® $150.00 each $ 300.00 TOTAL ESTIMATED COST: $ 912.50 x 1.50 $ 1,368.75 ESTIMATE 2: re -vegetate the disturbed area of 0.27 acres at $636.00 per acre .72 TOTAL ESTIMATED COST: $ 171.72 x 1.50 S 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, 04,, 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) 282-0311 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 $ 1,368.75 4836 S. College, Suite 12 Ft. Collins, CO 80525 (970) 226.5334 FAX (970) 282-0311 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 IG F O MN[ - NM HCD O mt-CD O t- at m O of m lD t• W tD CV M mN tD N OOHNO O t-H mCNCID m HHM Ipn tt-S b 7 Rr to H O O LO CO N at .-+ H M T co O H to O t- .gy m.-� to NH m N N . . C;MCD •"1 C;OHHet t-N N tO V n O O N at N .-i N M tot- H .�.• m O H to at to M .•+ M O LO CO 0 O at CD t- O N r co CID Cl) to to VWM W N. O OO"N . O W Ln NO t- al CD tv N m in LO CO 0) to t- to O tD m ar tO In to 1O M O HM to C)0 t-HO m.-+t- OCl) N N OOOON MCOH t-t- W M Oa t-c1' N F) In t- H H N H O v m M to LO CD tD O m co to to at m N HN W W W Mat m ON to v coH . 0000.-+ MtOm tD of h•N N mN HNM -e w0 .+N H m Mt-O)0 m to m HN co co a)N Nm HN at cot- .+H N Ot- V' m LO .-• OOOOH MLi m if; 4 W O RrO .••� N Cl) !F O m H N O C) a�tn N to t0 V O HNv t- (0 H M t- mt tO aT N N tT 00 m N O to tD H d C)00 C> . . W M H O O rto .•+v W Mm Q. [. ••+ N M C' to W .•+ H Q C O U L' 0 to t-. 000 TC' IO NN Nm O .+CO C) C) C) ••+ N 0 M .+ a) to to M W ti .•+ v tO to t- g '; Nct tD a Hv U U R+H N of L- N m t- fs7. 40-i Ol P. O O O O co 000 .•+ .t-+ m U 4�o OW at W m I-wC) CO t-H tO et tD OtD M W 0 M H to LO LL H O N Cl) �O co OIMo U 0000.-1 N M t- mat M <N -- N Cl) at t- .+ .-. QQQa y �7 3 Rtn t- Mma tDq. tD a to tD t-N to co W C W eLK!?•-o OD OMO CID co N O < M r00 Ot-i lN')�m w fO0 NM tD m H U r1 a° O O O O H •-+ N N cn tD H 7 w O W to C o to W M t n t o a r M N N m H O 1n CD to co N to t` m O H M t- a O O N C m 0 HN at W N t- M H.+ tt-OH 00000 N M to .. to t- N .+ C) V' O W' d' Cl) ID O m m to LO M to N N to t- N .. t- H W W N t- O.+N Mt- . . . 'Ir.-+.-+ to a, 00000 " N< O MN t-N W to MM m co W O t—H c"m N at m tO t- W ot-H 0tDC) O W M O O N W O Cl)HH in t- 0 [O mN co m O O O O O H H H M at tD O OtO W Na 1O C-3 O MIn HLnLO t-H H C7 ID o) t- N N CO aY' t- to O W a N O 0 H H O OHN Cl) LL7t- O C N am OO O 00 H.•+N M ct to CD -It to m MCD tD 'rat W Oat to t-O cli 0 OD U7 ODIn LO co at It') m .+ M OD H C) O O .M•1 N O O oC; C M t-m CD 0 0 0 0 0 H N M O II N atmM tD LO v to m .•+M t- at W N H.•+ C) Mtom to et a' t-N N -W0 C 0000OD 0 000 H N M d't0 C; Ln 000 00 ti N D is nN tp mH at O W Otn CO Hto n mH .t O to CD M t- m t- to m co tD 0 In c") W m to co O w ON MtOM N tm0 ��N p� Opt- 77^ m to CD W ONtn co Hat t-0 to NN Q H H H H N N N M M ar v Ll • DRAINAGE CRITERIA MANUAL RUNOFF 6141 30 h- 20 z w U tY w n 10 z w a O b to w oNc 3 O U 2 w F 3 1 Iffm ��on �� Q► Firm I■■ I ,■■ ; .. • ►�■ � i'■■� �eeel�� ■■■� �■■■�. .C■■■� �■■■■� ■�■�� e■eeel9eelle�� era�� e■��■■■■ee�e M.' :�:t,: 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 & FLOOD CONTROL DISTRICT R-M-P Medium Density 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 112 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 95 Concrete............................................................................................. 0. Gravel................................................................................................. 0.50 Roofs.......................................................................................................... 0.95 Lawns, Sandy Soil: 0.10 Flat<2%............................................................................................. 0.15 Average2 to 7%.................................................................................. 0.20 Steep>7%.......................................................................................... Lawns, Heavy Soil: Flat<2%............................................................................................. 0.20 Average2 to 7%.................................................................................. 0.25 Steep >7%......... :................................................................................ 0.35 i 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 — CC,) D12 91,3 Where To =Time of Concentration, minutes S = Slope of Basin, % C = Rational Method Runoff Coefficient D =Length of Basin, feet Cf = 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 Retum Period Frequency Factor (years) ' Cr 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=CfCIA Where Q = Flow Quantity, cfs A =Total Area of Basin, acres Cf = 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 you 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 E-I W W E-4 F rn T".53 A 50)7.30 a, x SO7L04 x 5077.47 / dB' OIAY. 00-Q' TWO STOr�* FRAME DWELL44L��NG IMTH B EMENT F.F.E.079S4' I ti t \ 5077.79 5 — : to , g WOOD I. Jim., Y • vI I� ilv7e.2a �n.dn � I i I ( __uGr— Wrb99 5 HIGH SHRUBS PHONE PEDESTAL y� BURNED OAbpIE �• 50)b9e rL'.'`UC •IwaD •? q x7e. NO A A�4D2e.02411 - • Z__------- 4 .Z A cwF2g1E cupaeir R — 15.00' --- ------�- L — 17.12' 6 zn.n 1 4 x � x5omw� I I //g� xSay --7— �[ _n ) Bar n I ET.DAN 5077.89 / I � 1 x 507917 / \ II 1 /W765 af1l 1 E SEPTIC TANK x 50)6.95 x 5076,42 r J / RI 507635 Y gIAM, APPLE \ /�Yl-y, l /1� I y n �y]).18 iT I '� J9t \ x 5076.65 V�7134 WAIERMETEA PIT / POSSIBLE BURIED GAS PIPELINE— (LINE NOT MARKED BY LOCATE SEflNCE) _ _ _ _ _\_ / TNIS 11NE IS DRAWN fRM POST TO POST ACTUAL PIPELINE MAY B E DI WATER VALVE/ �A ' WATE9gNi IOC rt OENIxFp oy ETE gWAI% • • • 4 • ; 4 _4 LOCATE RE1ED95 pole UCRn CA��IW9�� MEW 16: Book Cneaoyew s _ 1n RICHMOND DRIVE 4- AD GO DO I W76.30 50764163 \ 507 \ I 076.30 t 5G7t.19 OAS nPFu[ 9rAl2A Vbr Ii MIT MIMI& 3a) a rL LEGEND: existing ground elewtlon contour Ilnae (conleur Interval =one foot) (contour terval • Found 1/2• diameter rebar with plastic cap stamped' LS 25372 R = FLOVNNE OF CURB AND GUTTER (SPOT ELEVADON) NOTES: 1) Contour Interval one loot 2) The benchmark used for this survey is the S.W. anchor ball at the base of a signal pole at the northeast toner of Horeelooth 1 i Read and Sblelds Street (City of Ft Collins datum) silly. — 5080 BV SATE 1'm0' 3) This is not a Land Survey Plot nor a Boundary survey. 4) Subject property address is 34M Saute Sbii Street SHEAR ENGINEERING CORPORATION '"" EXISTING CONDITIONS PLAN RLS MANAGEMENT 036 SO. COLLEGE I AVE. SUITE 12, FORT COLLINS, COLORADO W525 I 3500 SOUTH SHIELDS STREET PI MITI) 226-5334 1970) 226-4451 PA%: (970) 262-0311 FORT COLUNS. COLORADO SHEET NO, I NLE MTMMI 5 oSION cOxMRO1. NCH" u1IT ^`LSN" ueuvuY 1 "I'll mµi{sDmacnon ttm nolss �� ^E /��Jr�, dory lW.Ilulwu MIND, I)QNII IN kAp, IN DERedok Poed Summq )AIL, rW5 mYMbn Li'•IWIor aInpR umniln,don Avmwlb �..yJs.be I w TI,. (5y d GAS c m.Jlimy E wl vu•IIK Notlibi bp uunsW. pmim am, ndm JvpsMll Bymndrpl.kvvun -7652 key Bypoof.w 1 11" z I, Door m my SIDS. e.pva q w A a. rw Dom yho INFLY SANNmNrnlo 1 p. Lor v+ tee. T�akem rh,mw -➢M 4n aW i to led ul1 DA XM 411 -1 0pkm MR^ II{ hang •pl'^r SIG Towel VISMIbriMlwIRS . T. ea 11W1wtle M) tml�A pi Ry II AN M. Si I By T mp wllyrum JIJWa. Aurinp pub,d eyurtA -BMW It(NJatie M) 'M Ivd1e:�ea m pmF xMElemiorm. uadrm)un elmMrtpi Al o- on NeS1uN r ...•. 722key brdmuW WM••um fire oLM;rccY n NY^• e.. -n.11/a1 buGm wNMNYdnulo I, Sill by W M prow Tel �A n All IT, sha be AI to A m �r el a.2l�H opti w. W lwllatlumen poll w gdoA of Thor ejy mun All ... b I (obbIII dl Io on �• IN ulelem WelN,nrk 02) ]lea, Pe(ermpp Ame6nkrblr 1 m u, ru rr WS, h aw xr ouM No S-ADS N"11 hou slope -DIGS Nit fli 50».53 I NIII A 'EARNANNo Pp(Tal -0,95 a,FL and Cymip r pk n to (nine IS, DRARKAGEMAINTRNANCE NOTE Syt byy W ekxnino ym Not IT w,I,Ym ih wwwls rcq,wwl m emwe rho mimuelme foi v l Andetl Itiv h Wpwho, by n11 � n n I"y a ,. m.• ph, m ssw, •e NPpIIII a • %erix No firom \ Nowo IpnRIRIINS ar RkhWa uibro To A`m,Qa Im Thh, ITS AS, 1q \ SY mym mmNsmro.m m e,. m.. r. r 31, wr_ we 1.11 It. mr.y.I _ III ,a o .. ,„ .1r ..9. ......°...`... r RICHMOND DRIVE At1IDN6 Dymlwm— „MN:eKm— n- cNAUWc MD. DRAINAGE, tiESLERAL nm FA ....... ............w...... _ I Au f, sn,rm,, IT Ass DAY d PROJECT; N}ERM bh h NoW N1. dim Nothol ALIS Idfe:liw aroort U me A.r. d aweeb ox y 6l1 WWrrD ,bm Yool ETANonw FORM tl.•N.^•In dot to a: nle Wall Corn e exper, •O rquln 1 ...vba.1 of Toy of. M Th, SEQUG 61OR "noyi coM LEi oRI:MEOSEh Enloun C Swm.m LFWY. 2. Or Cry as Bob JWl m b"" M. by tM 0 one, excep l.eYn6 hvN AN Dolor ISILON, by Wx d le, him mq +nermlm a •' Ee M1J. mAl dh "www.piv,N Vlledu1, nitaybo le sub. {. Ivv yoxibIle lw apryrel by bit III) wSWr. neat"low l M ewl,rrim rN By .. y o I chool Nipwm! O" WEn AmWrd trith comeol Ali - IN, Ifforroopt SAWS rvm n av cvAucc "` NOY redISIATC73PILB2.43000mirrylDoll q, Si rtm Rmum W Smm. Nine (M) - W ym A, m� ON ReumFa S'mr boxy yYW ofty BuN mmp 1ma UeW SIN. 1m SECTµON A -A ID I 'My ILL BLINGS .ITILS7R SAN m rmlNa. NAS IS., Boirly, Sill Ts.f m'Sod ... ... oxy ?oWel CCNxm.x.. To 10 ••• ••• voexporv[ ... ... m oteril.WN.neT=ly III I N[rnerA. IxSTALLi 9wp'ED "unTAINIVI OWNER ♦ MID ATNIKINL¢mvr. mynAcvn: 0%T n.,,.1uir Nm xrs)m __n....mile n.m 4O+lP i 7 x z x J 6 z A.RtE: I'=1C z J d LEGEND: -.JCE-- Existing Underground Electric -SAS-- Existing Underground Gas -war-- Exleting Underground Toephme lemsessexxxxxx 9-8ASIN, EGL'N'AFY loom. ass, • shome, >sp'I DaanGyc. A BASIN rescnAnoN .. AREA IT ACRES - mo--E��B RUNGrE COE'TICENi 9 DESIGN I=-�I1T DEslsr:AnGI I_' FETES A Dat< Di cADnax ORn SHEAR ENGINEERING CORPORATION THE VASTER GRADING, DRAINAGE AND EROSION CONTROL Pore Feld Bylo ChoNd SW5 TOM SIBEALD 4636 SO. COLLEGE AVE. SURE 12, FORT GOWNS, COLORADO 80525 3436 SOUTH SHIELDS STREET r - m Pi toms folm 4 (Don) R9R-44s1 FAR- (mot 491 1 FORT COUSINS. COLORADO City of Fort Collins, Colorado UTRITY PUN APPROVAL RPPACVED oNsnu by m IK DATE cxtclKm m Wm a m.,TE. umum DATE CHECKED lff nowrtN Jnury vrt CHECKED Ith Nor W pboSATcx DATE CHECKED "A_DATE CHECKED BY DATE PROJECT NO. 1234-05-97 I Si No, I NO. W SHEETS ,E 4 G J TaN-GINL