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HomeMy WebLinkAboutDrainage Reports - 12/14/2006 (3)City of Ft rol!in�p�rd�1 Plans Approves {y. Date_ 1)--!t+-o6 PROPERTY OF FORT rmum UTUXrm Final Drainage, Erosion Control and Water Quality for Repo Shields Street Lofts North 1/2 of Lots 1 and 2, Block 4, City Park Heights (515 South Shields Street) Fort Collins, Colorado Prepared for: BBK Properties, LLLP 135 West County Line Road Littleton, Colorado 8012 Prepared by: Shear Engineering Corporation r' Project No: 2145-01-04 Date: October 2006 4836 S. College, Suite 12 Ft. Collins, CO 80525 (970) 226-5334 Fax (970) 282-0311 w ..shearengineeringxom d W 0a St Y W ❑a St m > �� 9t U tl Park Akin Ave Q Q Q Olive It o °i tl 0 a > Wo dford Ave Q o i o N WQ> magnotl St N N 3 ✓+ ti 'SHELDON d o o > Al T PP RY C 0 sIde 0 Sunset m > Ave E� W Myrtle St Ave o Q Westvlew h W My tle St a Ave C L estnor a ant rn Ave a Pl 3 S L mL r h St v N f L w L D L> N < Q QQ P N W La urel St Dr 3 7y,t,,e a L w q v J ntl +'sws ¢ti W Plum St ? 3 North Dr — a Elizabeth St Q L tl LL University Ave i 0 SITE LOCATION TABLE OF CONTENTS Title Page Vicinity Map Table of Contents I. INTRODUCTION II. GENERAL LOCATION AND DESCRIPTION A. Project Location B. Description of Property III. DRAINAGE BASINS AND SUB -BASINS A. Major Basin Description B. Sub -Basin Description IV. DRAINAGE AND EROSION CONTROL DESIGN CRITERIA A. Regulations B. Development Criteria Reference and Constraints C. Hydrologic Criteria D. Hydraulic Criteria V. DRAINAGE FACILITY DESIGN A. General Concept B. Specific Details —Conveyance of offsite flows C. Specific Details— Runoff coefficients D. Specific Details - Detention VI. WATER QUALITY A. Specific Details VII. EROSION CONTROL A. General Concept B. Specific Details VIII. VARIANCE REQUEST IX. CONCLUSIONS A. Compliance With Standards B. Drainage Concept X. I 1 1 1 2 2 2 3 3 3 3 4 4 4 4 4 5 5 5 5 5 5 6 6 6 7 7 APPENDIX I Storm Drainage Calculations APPENDIX II Erosion Control security deposit estimate APPENDIX III Figure 3-1; City of Ft.. Collins Rainfall Intensity Duration Curve Table 3-3; Rational Method Runoff Coefficients for Composite Analysis Table 3-4; Rational Method Frequency Adjustment Factors APPENDIX IV Portions of the Old Town Master Drainage Basin Plan APPENDIX V Final Drainage and Erosion Control Plan Drainage and Erosion Control Plan 0 Page I Shields Street Lofts Final Drainage, Erosion Control and Water Quality Report I. INTRODUCTION 1. This report presents the pertinent data, methods, assumptions, references and calculations used in analyzing and preparing the final drainage, erosion control and water quality design for the Shields Street Lofts site at 515 South Shields Street. 2. Shields Street Lofts is a mixed use redevelopment plan for an existing residence property described as the North 1/2 of Lots 1 and 2, Block 4, City Park Heights. II. GENERAL LOCATION AND DESCRIPTION A. Location 1. Shields Street Lofts is located in the Northeast One Quarter (1/4) of Section 15, T7N, R69W of the 6th P.M., City of Ft. Collins, County of Larimer, State of Colorado. 2. More specifically, Shields Street Lofts is located directly south of the 7-11 . store located at the southwest comer of Mulberry Street and South Shields Street. (See Vicinity Map). 3. The site is bounded on the north by a public alley and the 7-11 development, on the east by South Shields Street and on the south and west by residential development. B. Description of Property 1. The site is currently a residential use site with an existing residence, garage and shed. Existing gravel parking exists on the north side of the property. Refer to existing conditions plan. The calculated runoff coefficient for existing conditions is 0.56 and includes existing asphalt to the centerline of South Shields Street and existing asphalt to the centerline of the existing alley to the north. Refer to Appendix I. 2. The site area that is to be developed is approximately 0.23 acres. 3. Development of the site will consist of a single building with a lower level commercial space and two (2) upper stories of residential consisting of five (5) units. . 4. There is a fully developed public alley to the north. All utilities to site are available. Page 2 Shields Street Lofts Final Drainage, Erosion Control and Water Quality Report III. DRAINAGE BASINS AND SUB -BASINS A. Major Basin Description 1. The site is situated within the Old Town Drainage Basin as designated on the City of Fort Collins Stormwater Basin Map. a. The drainage fees associated with the Old Town Basin are $4,150.00 per acre. b. The majority of the stormwater from this portion of subcatchment 210 is conveyed easterly and northerly to the intersection of West Mulberry Street and South Shields Street. 2. This site is currently subject to shallow flooding of less than 1.5 feet in depth according to figure 4 of the Old Town Master Drainage Basin Plan. Figure 4 is attached in Appendix IV. 3. No portion of this site is located within the 100-year floodplain according to the City of Fort Collins floodplain maps found at the City of Fort Collins website fcgov.com 4. Historically, runoff from the west is directed to this property via the rear yards of the residential lots to the west. A clear drainageway was not defined at the time of development of City Park Heights. The area was developed in the early 1900's. The plat of City Park Heights was recorded in 1907. B. Sub -Basin Description The existing site exhibits a low point and sits in a low (sump) condition. Refer to the Existing Conditions / Demolition Plan in Appendix V. The general direction of runoff is to the North and the West. Runoff is directed to the South Shields Street gutter system and ultimately to the storm sewer inlets located at the intersection of West Mulberry Street and South Shields Street. a. There have not been recent Master Drainage Improvements for this portion of the Old Town Basin. Page 3 Shields Street Lofts Final Drainage, Erosion Control and Water Quality Report IV. DRAINAGE AND EROSION CONTROL DESIGN CRITERIA A. Regulations 1. Design Criteria from the City of Fort Collins Storm Drainage Design Criteria Manual and options for storm drainage improvements discussed with the City of Fort Collins Stormwater personnel were considered. 2. All erosion control design criteria from the City of Fort Collins Erosion Control Reference Manual were considered. 3. Water Quality will not be provided with this development. The site is part of the Water Quality Basin serviced by the Udall Water Quality area near the Ranch -Way feeds site near Willow Street and Linden Street. 4. Recommendations made in the Old Town Master Drainage Basin Plan prepared by Resource Consultants & Engineers, Inc. were considered. B. Development Criteria Reference and Constraints 1. All grading design must match the existing elevations at the perimeter of the property. a. Two (2) low points accepting runoff from properties to the south and to the west, will continue to be accommodated with this development. b. Grading will match the existing South Shields Street gutter flowline grades and will also match the existing public alley grades north of the site. c. The site is not within a designated 100-year flood plain. C. Hydrological Criteria 1. The Rational Method (Q = CIA) was used to determine the pre -developed and post development peak flows for the 2 and 100-year storm events. Refer to Appendix II. Page 4 . Shields Street Lofts Final Drainage, Erosion Control and Water Quality Report D. Hydraulic Criteria Channel capacities were based on the Mannings Equation. The Mannings coefficients are as suggested by the City of Fort Collins Storm Drainage Criteria Manual. V. DRAINAGE FACILITY DESIGN A. General Concept The site will continue to contribute stormwater runoff to the existing inlets at the intersection of Mulberry Street and South Shields Street. 2. Offsite flows will be conveyed easterly in concrete curbed channels along the south side of the property to South Shields Street. a. Openings in the curbed channel will be provided to accept historic flows at existing low areas on the west side and the south side of the project site. . 3. Detention will be provided to achieve required volumes based on the increased runoff from the 2-year historic to the 100-year developed. a. There is no benefit of storm sewer directly adjacent to the site. b. The site and the surrounding properties are situated in low areas below the curb, gutter and walk elevations of South Shields Street. B. Specific Details — Conveyance of offsite flows 1. A concrete curbed channel will be installed along the west and south property lines to accommodate historic offshe contributing flows from neighboring properties. These flows will be conveyed to South Shields Street. C. Specific Details — Runoff coefficients The calculated runoff coefficient for existing conditions is 0.56 and includes existing asphalt to the centerline of South Shields Street and existing asphalt to the centerline of the existing alley to the north. Refer to Appendix I. 2. The calculated runoff coefficient for developed conditions is 0.87 and includes existing asphalt to the centerline of South Shields Street and proposed concrete pavement to the centerline of the existing alley to the north. Refer to Appendix I. Page 5 • Shields Street Lofts Final Drainage, Erosion Control and Water Quality Report D. Detention 1. Detention is provided in the rear parking area. Building roof drainage will be designed to convey roof runoff contribution to the rear parking.area. a. 2,394 cubic feet of volume is required based on full development as related to an undeveloped property. b. 2,405 cubic feet of volume is provided. c. The pond will have an orifice type release control at the south curb line at the curbed channel running east -west. i. A 4 1/21, orifice will be provided. Refer to orifice calculations in Appendix I. VI. WATER QUALITY A. Specific Details 1. No water quality will be provided on this site. The site contributes to, and is accommodated by the Udall Water Quality area near the Ranch -Way feeds site near Willow Street and Linden Street. VII. EROSION CONTROL A. General Concept 1. Erosion control measures will be as identified on the Final Drainage and Erosion Control Plan. 2. 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 $1,000.00. 3. Refer to the Erosion Control Security Document located in Appendix II for the amount of the deposit. B. Specific Details • 1. Silt fence will be provided along the existing back of walk along South Shields Street, along a portion of the south property line and along a portion of the north property line along the existing alley. Page 6 Shields Street Lofts Final Drainage, Erosion Control and Water Quality Report 2. A gravel inlet filter will be placed at the South Shields Street gutter flowline just north of the 7-11 south entrance. 3. The erosion control security deposit will be $1,000.00. VIII. VARIANCE REQUEST A. Variance From City of Fort Collins Requirements 1. Due to the constraints of existing grades and the lack of storm sewer in the vicinity of the site, there will be variances from the City of Fort Collins Storm Drainage Criteria for this project. a. A variance request is being made for the maximum depth of water in the parking lot detention pond during a 100-year event. The maximum allowable depth of water allowed in a parking is twelve inches (12"). The maximum depth at the outlet (orifice plate) is 1.16 feet. The depth of the valley pan is one and one half inches (1 1/2") at the orifice plate for a net . maximum depth of 1.035'. The parking lot actually starts five feet (5') north of the orifice plate. With a slope of 0.50%, the depth at the actual parking lot is 1.01' (1.035-0.025). There is minimal impact due to the insignificant additional depth. Reduction in depth would result in a reduction in volume, thence no meeting the volume requirement. Approval of this report represents approval of the variance requested. b. A variance request is being made for freeboard requirements due to limited grade and area to achieve both 100% of the calculated detention volume required and to provide the required freeboard. Detention volumes have been achieved. Freeboard requirements can not be met. Approval of this report represents approval of the variance requested. IX. CONCLUSIONS A. Compliance with Standards All drainage analysis has been performed according to the requirements of the City of Fort Collins Storm Drainage Criteria Manual and the City of Fort Collins policy. 2. All Erosion Control design complies with the City of Fort Collins Erosion • Control Reference Manual and generally accepted practices. Page 7 Shields Street Lofts Final Drainage, Erosion Control and Water Quality Report B. Drainage Concept 1. The drainage design for Shields Street Lofts is in accordance with the City of Fort Collins requirements. 2. There will be no adverse downstream effects due to the development of the site. X. REFERENCES 1. Fort Collins Storm Drainage Criteria Manual 2. Urban Drainage and Flood Control District Drainage Criteria Manual 3. Fort Collins Storm Erosion Control Reference Manual 4. Old Town Master Drainage Plan; Anderson Consulting Engineers, Inc.; dated September 2, 2003 1] 0 E APPENDIX I Storm Drainage Calculations Runoff Coefficients Runoff Discharges Detention 0 0 • 0 0 2 o < o m � m 0 0 Z O Q E a o O r N w m z N h O (D N U � a LL O T W N H ,-i t` cq .-i N .S E CI 5 0 a m 9 Z O E ° o H � J Z C W Z v v1 U � a {L T N w O U) F- 4 + l"� N u u U M I � n: r cq E n' o WUN a9y K � � N O Y E Sbd in 0 0 11 Project: Basin ID: 7 f Coefficient C ment Drainage Area A 0.32.acres n Period for Detention Control T 100: years (2, 5. 10, 25, 50, or 100) of Concentration of Watershed To 5: minutes num Allowable Release Rate al -0.50 cfs .... ......... Rainfall Rainfall inflow Adjustment Outflow Storage Duration Intensity Volume Factor A­Averago Outflow Volume Volume minutes inchesthr cubic feet cfs cubic feet cubic feet in ut (output) (output) (0 (output) (output) (output) i 0:: OY 0.00, 0: 0 - 5 :955: "y 'to 0 le T�� � x:, 150- :W5 . ..... M 0.38'. 257 .15 6.52, 1;878� 00 -::::1 578. 20 0,31 375 o.4.775 25 4 98 21390:... 450 30 4.52 2,604_ WLy:_.. 0058:�: : �::0.29 :::2.079,11,11, 35 4M .2;742 05T:::� �f �:L::�L�13.29 600. 2,142 40 3.74L 2,872 0 56 2 2 675 2,197::: 45j -3 77TT6 79::r 12 0.2 3 756 :L 77i239 50 123 3,101 :L L 0.56 0.28 825 2 , 2 76 55 3.03 3,200 0 . 55 0.27. 2 .300 60:.j.:. 2.86, 3 ;295 0 .54 J 027 975 2 32 or: 65 2.72 L 3,395 :0,54 L 0 .2 7 1 , o5o L ...2,345 70 2 .59 3,481 0.27L 1,125 2;358 75 2.48 3.57 Jr 0.53 Ji 0.27 1 ,200 2.371 80, 2 38 3,656j 0 0 .2 7- .1,275 2(381 85.L: 2.29r 3,737 ? 0.53 itL.:: 0:26 J 350 2.387 r VU go %2 .21 7 9 ­3 81 v4 0,53� 41 1 25.:� r 2,394 95 r 2.13.-� 0.26 1;500 2 '385 100 2.406 3,9559� 0.53 575 2;380 105 '9 '. '. L : 2.00 032 :r .:' . 9 r 0 26 ­r , r So 1 6 2.W2 110 1.94 5.L"" 097.,.r'. 0.52:i` 0.26 1 ;7 2 5 4,173 J72 ji 0 2 6 1;800::r :j q 2.373 r, 120 4 559 0.52s-,9 .. 0.26" j 8,5 1 , 2,AA3 Stormwater Detention Volume (Cubic Feet) = Stormwater Detention Volume (Acre Feet) = Worksheet Worksheet for Circular Orifice 0 Project Description • Worksheet Orifice - 1 Type Circular Orifcr Solve For Diameter Input Data Discharge 0.50 cfs Headwater Elevati 28.00 ft Centroid Elevatior27.13 ft Tailwater Elevatioi 27.08 It Discharge Coeffici 0.61 Results Diameter 4.5 in Headwater Height Above, 0.87 ft Tailwater Height Above Ce -0.05 ft Flow Area 0.1 ft' Velocity 4.56 We Project Engineer: Frederick C. Ernst untilled.fm2 Ernst Engineering FlowMaster v7.0 [7.00051 03/29/05 11 :57:24 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 �4- 5 3-Z D. 9ZI5 Z o 3.OD 17 6f,- �xl) 'lea 7-7 '!&57 Z 7655�o17 G � e,,,--hd4 7 ... ...... . Z 2-. 79 3g 573 -7Z ---------- - P11771 17'1411 eu � tJ65hdI7 --7 ------- ---- Cj,��! F, M3RIDGE APPENDIX II Erosion Control security deposit estimate 0 0 March 29, 2005 Project No: 2145-01-04 City of Fort Collins Stormwater Utility P.O. Box 580 Ft. Collins, Colorado 80522 Attn: Bob Zackely Re: Erosion Control Estimate Shields Street Lofts; Fort Collins, Colorado Dear Bob, Estimated erosion control costs for Shields Street Lofts is presented below. According to current City of Fort Collins policy, a project's erosion control security deposit is based on the larger 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. INSTALLATION OF APPROVED EROSION CONTROL MEASURES ITEM QUANTITY UNIT PRICE TOTAL Silt Fence 300 If $ 1.65 $ 495.00 Gravel Inlet Filter 51f $ 12.00 $ 60.00 SUBTOTAL $ 555.00 SUBTOTAL TIMES 1.5 832.50 Unit prices from local contractor 06/01. REVEGETATION OF DISTURBED AREA ITEM QUANTITY UNIT PRICE TOTAL Straw Mulching 0.23 ac $ 900.00 $ 207.00 SUBTOTAL TIMES 1.5 310.50 Unit prices from local contractor 06/01. • An erosion control security deposit is required in accordance with City of Fort Collins Stormwater Utility policy. In no instance shall the amount of the security be less than $1000.00. 4836 S. College, Suite 12 Ft. Collins, CO 80525 (970) 226-5334 Fax (970) 282-0311 w .shearengineeringxotn 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. Based on current unit price data provided by a local erosion control company, the cost to install the proposed erosion control measures is approximately $555.00. As per City requirements, 1.5 times the cost to install the erosion control measures is $832.50. b. Based on current unit price data provided by a local erosion control company, and based on an actual anticipated net affected area which will be disturbed by construction activity (approximately 0.23 acres), the estimated cost to re -vegetate the disturbed area will be $207.00 ($900.00 per acre x 0.23 acres). As per City requirements, 1.5 times the cost to revegetate the disturbed area is $310.50. CONCLUSION: The erosion control security deposit amount required for Shields Street Lofts shall be $1,000.00. If you have any questions, please contact me at 226-5334. 0 W. ShearIP.E. Shear BWS/mc cc: Bobby Kahn; BBK Properties, LLLP E APPENDIX III Supporting documents, graphs, tables, exhibits, etc. Figure 3-1; City of Ft. Collins Rainfall Intensity Duration Curve Table 3-3; Rational Method Runoff Coefficients for Composite Analysis Table 3-4; Rational Method Frequency Adjustment Factors 11 FORT COLLINb' PAINF^ALL INTENSITY CURVE DATA FOR CFTY OF F02T COLLINS FIG 3-1 Amended by ordinance 3/16/95 - for use with rational method In 2-yr 10-yr 100-yr min 2-yr 10-yr 100-yr 5.00 2.85 4.87 9.95 32.00 1.24 2.12 4.33 S.50 2.760 4.715 9.630 32.50 1.230 2.100 4.285 6.00 2.67 4.56 9.31 33.00 1.22 2.08 4.24 6.50 2.595 4.435 9.055 33.50 1.205 2.060 4.200 7.00 2.52 4.31 8.80 34.00 1.19 2.04 4.16 7.50 2.460 4.205 6.590 34.50 1.180 2.020 4.120 3.00 2.40 4.10 8.38 35.00 1.17 2.00 4.08 8.50 2.350 4.015 8.205 35.50 1.160 1.980 4.045 9.00 2.30 3.93 8.03 36.00 1.15 1.96 4.01 9.50 2.255 3.855 7.875 36.50 1.140 1.945 3.970 10.00 2.21 3.78 7.72 37.00 1.13 1.93 3.93 10.50 2.170 3.705 7.570 37.50 1.120 1.910 3.900 11.00 2.13 3.63 7.42 38.00 1.11 1.89 3.87 11.50 2.090 3.565 7.290 38.50 .1.100 1.875 3.835 12.00 2.05 3.50 7.16 39.00 1.09 1.86 3.80 12.50 2.015 3.445 7.040 39.50 1.080 1.845 13.00 1.98 3.39 6.92 40.00 1.07 1.83 3.74 ` 13.50 1.950 3.340 6.815 40.50 1.060 1.815 3.710 14.00 1.92 3.29 6.71 41.00 1.05 1.80 3.68 14.50 1.895 3.240 6.615 41.50 1.045 1.785 3.650 15.00 1.87 3.19 6.52 42.00 1.04 1.77 3.62 15.50 1.840 3.135 6.410 42.50 1.030 1.755 3.590 16.00 1.81 3.08 6.30 43.00 1.02 1.74 3.56 16.50 1.780 3.035 6.200 43.50 1.015 1.730 3.535 17.00 1.75 2.99 6.10 44.00 1.01 1.72 3.51 17.50 1.725 2.945 6.010 44.50 1.000 1.705 3.485 18.00 1.70 2.90 5.92 45.00 0.99 1.69 3.46 18.50 1.675 2.860 5.835 45.50 0.985 1.680 3.435 19.00 1.65 2.82 5.75 46.00 0.98 . 1.67 3.41 19.50 1.630 2.780 5.675 46.50 .0.970 1.655 3.385 20.00 1.61 2.74 5.60 47.00 0.96 1.64 3.36 20.50 1.565 2.705 5.530 47.50 0.955 1.630 3.335 21.00 1.56 2.67 5.46 48.00 0.95 1.62 3.31 21.50 1.545 2.640 5.390 48.5,0 0.945 1.610 3.290 22.00 1.53 2.61 5.32 49.00 0.94 1.60 3.27 22.50 1.510 2.580 5.260 49.50 0.930 1.590. 3.250 23.00 1.49 2..55 5.20 50.00 0.92 1.56 3.23 23.50 1.475 2.520 5.145 50.50 0.915 1.570 3.205 24.00 1.46 2.49 5.09 51.00 0.91 1.56 3.18 24.50 1.445 2.465 5.035 51.50 0.905 1.550 3.160 25.00 1.43 2.44 4.99 52.00 0.90 1.54 3.14 25.50 1.415 2.415 4.925 52.50 0.695 1.530 3.120 26.00 1.40 2.39 4.87 53.00 0:89 1.52 3.10 26.50 1.385 2.365 4.825 53.50 0.885 1.510 3.085 27.00 1.37 2.34 4.78 54.00 0.88 1.50 3.07 27.50 1.355 2.315 4.735 54.50 0.875 1.490 3.050 28.00 1.34 2.29 4.69 55.00 0.87 1.48 3.03 28.50 1.330 2.270 4.645 55.50 0.86i5 1.475 3.010 29.00 1.32 2.25 4.60 56.00 0.66 1.47 2.99 29.50 1.310 2.230 4.560 56.50 0.855 1.460 2.975 30.00 1.30 2.21 0,.52 57.00 0.85 1.45 2.96 30.50 1.285 2.185 4.470 57.50 0.845 1.440 2.940 31.00 1.27 2.16 4.42 58.00 0.84 1.43 2.92 31.50 1.255 2.140 4.375 58.00 0.840 1.430 2.920 1.00 0.83 1.42 2.89 . 1.50 0.825 1.410 2.875 2.00 0.82 1.40 2.86 Table 3-3 RATIONAL METHOD RUNOFF COEFFICIENTS FOR COMPOSITE ANALYSIS Character of Surface Runoff Coefficient Streets Parldng Lots, Drives: Asphalt 0.95 Concrete 0.95 Gravel 0.50 Roofs 0.95 Lawns, Sandy Soil: Flat < 2% 0.10 Average 2 to 7% 0.15 Steep > 7 % 0.20 Lawn, Heavy Soil: Flat < 2% 0.20 Average 2 to 7% 0.25 Steep > 7% 0.35 Table 3-4 RATIONAL METHOD FREQUENCY ADJUSTMENT FACTORS Storm Return Period Frequency Factor years Cf 2-10 1.0 11-25 1.1 26-50 1.20 51-100 1.25 Note: The product of C times Cf shall not exceed 1.0 tables E APPENDIX IV Portions of the Old Town Master Drainage Basin Plan • 0 . r.I- W.. 9R7 Lonq c�< Pond COr'B ��K enmeler Clriyinore=:' to .: LO WII�OX Ln. Lake Luke w B� , of i' Lake Vine Dr. 0 O .-0 fCollsge� '- %I JET aki , R Prospect Rd.Cree' rik Sp .l Cono/ - y'�+ _ •••��`��•� Williams Lake - *00k 0 Drake Rd. $ r • > �a a ¢ Nelson c v d E Res. ¢ 9 wrRea, al \o d m a U -r E o x % °' Horsetooth Rd F= 1 OL D TOWN R�\C' RESOURCE CONSULTANTS & ENGINEERS. INC. yG A KLH Engineering Group Company Fort Collins, Colorado No Text OLD TOWN BASIN MASTER DRAINAGE PLAN CITY OF FORT COLLINS SUMMARY REPORT Resource Consultants & Engineers, Inc. 3665 John F. Kennedy Parkway Building 2, Suite 300 P.O. Box 270460 Fort Collins, Colorado 80527 January 7, 1993 CY-1 LU V) 0 :Z;z L" z Cie C�e zo . . ................ 0 CP ai to w LL 00 IRR- :F V! F :j r L :: I - Epli -1 F- , ]LITIL : LI anx,nr / aS, C1� e b I �� No Text Table 4.3. Differences in Impervious Area Percentages for Existing and Future Conditions. Subcatchment Percent Impervious.. _", . ........... . ... ... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ...... . .... ... . . . ..... . ... ...... .. ..... .. .... . .. . .... Number Existing- Future 6 40 70 102 50 70 108 40 60 109 40 60 201 40 60 203 50 70 204 60 70 205 50 70 206 40 60 211 40 60 304 40 60 305 40 60 2 40 50 360 20 40 361 60 100 M r 11 0 APPENDIX V Stuffer Envelope Existing Conditions / Demolition Plan Drainage and Erosion Control Plan LEGEND I IS I / I r 491 ------------- EXISTING 1- CONTOUR 4pr0 EXISTING 5' CONTOUR ---J / v a TOT s..m��IN. BASIN BOUNDARY z 4971 PROPOSED CONTOURAir OIL / m I ded BASIN DESIGNATION;� W - AREA IN ACRES C • We COMPOSITE RUNOFF C-2 COEFFICIENTS (2 TR, EVENT) w C-100 COEFFICIENTS (1W OR. EKNT) A^o 0 We DESIGN PONT DESIGNATION MT V IT %WI1 on v.urz Ii raBsmnd C II. SILT FENCE -y C _ 4 di We TEMPORARY GRAVELFILTER f LIER • __—_ e� � 1 1 4 On 1 1 d /I - d rw on „t ,1 O' w/ww'Pawmc , O - DE1EN DN varvD +\ t x - be of / 5£E 91i. 11 , e odihOM1 O bad M Tot _ 502010 \ \ R. 1 1 < EM Deal 1 e �y 1 Ny i AeG°1 All d lot q ul Lida STE 1 / / Of ant I nf<11' i i 11 1 1 W I I1' e isi da.ld uV O tt Mi1da 11 q + d I f � STANDARD EROSION AND SYIXMENT CONTROL CONSTRUCTION PLPN NOTES A lm q9 IN n Med npa, Sm! AT It M It'mt Imrlu. Ixl) NJ p 10 my .menrem m INN, aOfted, TOT ad 1tl nap oitlK me Taft aw An the __,.._ nN -ed as My MAIN pyeto My (a is v l A '..e Im v W Wa 9 IIIPu e nodded ad matt, °om .m m ly t1vallon taboo } _ err qwe I. to Me al loll Arnold oyan,t PIT eaea land in9 st emeIJ IffIM Way " � nd 4 1 toe :a �arboreal to. DO ITS Thy) data of.. Mund deparly I byroodet loll djdjyo� T /mwa t 1 room ) nnev anerma ew R°n -I w Ned to "Id' I, joh"he befian"Ice on der Ideal Neelf, - _ .. d I�My INS of AT Wool by the drech boAca bel 1 IO 1 \\ �J / / _ T At d In An Iy A,/ad a IT, II. irQAW% WT. 131 ; d�' i ,!i� AI Odd i B III 111 \\ _l � I 1 1 -/ \ � O ' ,I _ G 1 1 \ \ /d ll 1 1 O \ EXIST. RO. W. I� \ Me Y '_a.. Ed4'4A. A he 1)SM real Sao t,y note had by, dernballyby No My�">rt ao;m an III °MJ .IT fSoon ,, a Toe Nera;mle Of an aLwa And M r m dmiNr°I 1� ma of tun Aj S by W�l, a u readed bed able;AS aµa eeaw le Aj No nall w anmee.d 10 Tot A T k1.NI be IT dembod by, trubjecil by at houtdomed All NJ r IWpY 9 Xr (A) Ea a and w uel � Ia we a S,a ewo�oltm If ve, Pool And bond 9 mTlaen N, tab Doefo " NOB f dol Pam (facycon benne Sheldon1E0.s blood, e,de, ftWo area al at and N, 'Affil INS and "We Met, The �� ITT at Ol ten Lae Afteer mil we . am�Yaetl MIM MY a-0a iNkaeo mEOdeld alAd EXISTING PAVEMENT al� are AIM M,� an AN IV eftj All m Will NJewst Penn - oe ed%t s~ ne-ad. te..e-,w ownr e nnf eIf"tto the AIM dAdN aaort 19 "And MIT 01 uwn Wemq 1/s "OP Sit pal by It" And meawlmNewto Tee contr r Ir 1tm,Xed. aaem'rw be the nmo, contra (UM job a ava'm(UMrm fold aab u°m T Tel AT waette ne nw le.) aosye.m CONSTRAINED ARTERIAL (I) Al at utune. 514FOw II Dun Indian, Il mace. Cp gnthe BBe"mmle "Alm ft watled, to Not X 4yn We ds put M Anrtpe SIT noa t motev maven ue a YYfaW ^d�F a ftltl N W 0oy WIY. �I GRAPHIC SCALE 0 0 0 in 20 I I I I I 1 Inch - 10 Et. Pool ONTOODS STREET My al befe: eoy2�- _._,_. -.. B wvmaatata. to do 12 Grelog IN Roughen pel III~ III Men" loll �t Othe Ifty,tj red Sit Too Efterlem Sea El A, Too PdNMj Connote nwj�oyjje 0,11 INj BmdB xB+N150 m mmecTm v T. Bn om® KWAL ALLOYN 011P.CIWTO W, DENRMINM BY BID W2By CITY A PACT N On - NOTES, E1, 11 AR fFM'M 0]XA0. DEWS 1 NL Y911® All N It 1£RE)l OEK D SITE xTwOlOvy And,SON- A 0 O O wpm sNft 9.n1°) fi EMT _whe e Intel MFMCNINNO w bo1V "Not _ ENSr♦ WrAK'.d I 1 _ ENy+x10 EOpMtI p}11E0 pMRf C0EPf10EXl b2T ___—� ___ T_ -- III 1 PROP. ROW +Ot° n.a 1 1 PER TIST E C E%. 30' R/W 1 R 1� 1 CL STREET 1 m( PAT- T_____ 0_—_.____ � II se-O'Rn line -- — — — — — _— -- SOUTH SHIELDS — STREET T I EX. 4 0' R / W — — — _ — _ — — — — — _ � _ — — _.. _ — . _ — — I a aERsr oWe A gIr1ER ! m �_ F_R. WALK ENSf 6 W++ER � Sa �i i An to Ad Ad TITLE DRAINAGE D EROSION CONTROL PLAN 6 Roos D.M.C. Ru• SHEAR ENGINEERING CORPORATION BobbyEPT D1B.B SH S STREET LOFTSIE 9.W.5 BBK Properties, LI,LP 4636 W. COLLEGE AVE. SUITE 12. TORT GOWNS. COLORAUU easzs 4 �trBm Flats BON CNxEM 226-4431 TAX: (270) 252-0311 F 1 COLLINS. COLORADO W Brp n Sale 1' = 10' IPP'Drtd B.W �. PHONE: (9Y0) 226-3334 (SITU) City of Port CaTim. Colorado UT91TY PLAN APPROVAL ,UPRAIII mwwm derz CHIMED BY' CNFCKFD BY wo maonr enE CNECKDI BY' v�.a no wearer o-Te CNEDKED BY tXrrfc Bf� rtB CHECKED BY' �T xo � wrz 2145-01-04 1 I F 1 INIS LOT 34 \ 4 xxxx 5 \ ICAN QjL/; J / LOT 21 / W r� C1 :.J I I I SUMMARY OF EXISTING IMPERVIOUSNESS \ House 836 SF Garage 298 SF 0 x Shea ea SF \ \ LOT 1 SheafFlatware 48J SF Asphalt 1093 SF (1/2 Alley) >kall5((((')) 2Asphalt 48 S(n< cum and guter) . 4 1127 BF Total 'mDerwoua 755 SF Gravel r \ /yam J582 SF Total i (lawn) $°W(\ 14,778 SF Total Site e. I SAW a,' EAST. R.O.W. I I \ _--- --- —a.— O �wwa 'TAR 'T .d_ e.. %C�.s s _. -`f-- ' Md SI 3)a' GAS I Ig .s w B g/ 111 \ d I\\ 11a.r� nr I ° . \ 10.1 1 IN I� Iw II `I I� ri_til i Q I Tit GRAPHIC SCALE ID D a m 20 I I inch - m ft. EXISTING CONDITIONS / REMOVAL PLAN NOTES: OExlstma curb. gutter and walk (vertical curb) NOTE' items are to remoin as shown until the future Snielda Street is constructed. • Approximately 88 LF existing curb, gutter & 4' walk (stays). • Remove approximately 3 LF existing Curb, gutter and walk at the south end. • 12• wide saw cut and remove/haul approximately 3 LF existing asphalt. 0 Existing, . Concrete notwork A�pprooxxiimalNy 487SF of existing concrete flotwork; haul • Refer to Master Improvements Plan (Interim) 0 de H-2. Is to remain. 04 E%Ietlna: . Asphalt • Approximately 1609 SF of existing asphalt and 26 LF of curb, gutter and walk as Mown, and houl. • Prep far 6• Concrete Pavement • 12• wide saw cut and remove/haul approximately 134 LF existing malroll. Limits of street cut are approximate. Final limits are to be determined in the field by the City Engineering inspector. All remains to be in accordance with City Street Repair Standard& O EaisliBp . Fence ReApproximately 217 LF of existing face © . AExistina. sk thr" ' nn m- • Atree and haul. d rv5i. ! wares n —503y i .Va.r.... " �ElVla.2< — — _ _ _ — I iw a cur N aG - 017 ss I a-lY w - 'A11 ]a O EX Jar' R/W I I a aAY par N - W7.25 "Al - c.m �I I� e � lu SECTION LINE r. -� SOUTH SHIELDS'S,'REET I I L----G-----G- -- --- I -G -- I I E% 6If - — — — — — — — — — — — — — — — — — — — — — T _f Fort Coffil Colill y=_r _ _ _ _ _ _ - GYt1 oUrIl PIAN APPROVAL Ex. WALK A .. �aa.\ wI //%// — I CXFtltm BY aeswwmewww, Oun Bar W[CE[D BT wwNnwa urun an (, scum er wear we imennN are dtt to I / if i I eluum fir ,<w.. Memo am A I if 1 II 1 ORECOD BY.. "Son em< oN.e CSP CEOs SHEAR ENGINEERING CORPORATION TOLE EXISTING NDMONS/DEMOLMON PLAN PROJECT NO. �a SHEET No.No. OF HEEM Bow b_ awaes. ReH Bwk Ckxk� B.W.S. DBK Properties. LLLP 4836 SO. COLLEGE AYE. SURE 12. PORE COl11NS. COIAM W525 SHIELDS STREET LOFTS 2145-01-04 3 13 -. 6 _ SON = 10• Amok B WS PHONE: (970) 226-5334 (970) 226-4451 FAx: (970) 262-0311 FO COLLINS. COLORADO opts-rux.owc