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Home My WebLink AboutDrainage Reports - 04/05/2001qg PROPEIRTY OF i COLLINS » n jno "J 1 FINAL DRAINAGE AND EROSION CONTROL STUDY TIMBERLINE APARTMENTS, LOT2 HOME STATE BANK 1 1 1 1 1 1 1 1 1 FINAL DRAINAGE AND EROSION CONTROL STUDY TIMBERLINE APARTMENTS, LOT2 HOME STATE BANK Prepared for: RB+B Architects 315 E. Mountain Ave, Suite 100 Fort Collins, CO 80524 Prepared by: North Star Design, Inc. 1194 W. Ash Street, Suite B Windsor, Colorado 80550 (970)686-6939 February 16, 2001 Job Number 138-01 I1 North Star design 1 1 February 16, 2001 1 1 1 1 1 1 1 1 1 1 1 Basil Hamdan City of Fort Collins Stormwater 700 Wood Street Fort Collins, CO 80522-0580 RE: Final Drainage and Erosion Control Study for Home State Bank Dear Basil, I am pleased to submit for your review and approval, this Final Drainage and Erosion Control Study for Home State Bank. I certify that this report for the drainage design of Home State Bank was prepared in accordance with the criteria in the City of Fort Collins Storm Drainage Manual. I appreciate your time and consideration in reviewing this submittal. Please call if you have any questions. Patricia Ki North Star J ii 1194 W. Ash Street, Suite B Windsor, Colorado 80550 970-686-6939 Phone • 970-686-1188 Fax 11 TABLE OF CONTENTS ' TABLE OF CONTENTS ....................................... "' 1. GENERAL LOCATION AND DESCRIPTION 1.1 Location....................................................................................................... ............ 1.2 Description of Property ............................................................................................ I 2. DRAINAGE BASINS AND SUB -BASINS 2.1 Major Basin Description..........................................................................................I 2.2 Sub -Basin Description.............................................................................................2 3. DRAINAGE DESIGN CRITERIA ' 3.1 Regulations..............................................................................................................2 3.2 Development Criteria Reference and Constraints...................................................2 3.3 Hydrologic Criteria..................................................................................................3 3.4 Hydraulic Criteria .................................................. :.................................................. 3 4. DRAINAGE FACILITY DESIGN 4.1 General Concept......................................................................................................3 ' 4.2 Specific Flow Routing.............................................................................................3 4.3 Drainage Summary ..................................................................................................5 5. EROSION CONTROL 5.1 General Concept.....................................................................................................5 ' 5.2 Specific Details ............... :........................................................................................ 5 6. CONCLUSIONS 1 6.1 Compliance with Standards....................................................................................6 6.2 Drainage Concept....................................................................................................6 7. REFERENCES....................................................................................................................7 APPENDICES A Vicinity Map ' B Hydrologic Computations C Hydraulic Calculations & Water Quality Pond Calculations D Erosion Control Calculations ' E Excerpts from Previous Reports F Figures and Tables iii I 1. GENERAL LOCATION AND DESCRIPTION 1 1.1 Location This site is located in the Timberline Apartments, P.U.D. This project is located in the Southeast Quarter of Section 30, Township 7 North, Range 68 West of the Sixth ' Principal Meridian, in the City of Fort Collins, Larimer County, Colorado. See the location map in Appendix A. The project is located on the north side of Vermont Drive, between Timberline Road and Eastbrook Drive. The project is bounded on the south by Vermont Drive, on the east by ' Timberline Road, on the north by and existing detention pond and on the west by an existing office building and parking lot. 1.2 Description of Property The entire project consists of approximately 1.8 acres of land. The land is currently undeveloped and slopes to the north at approximately 1%. The site currently drains into tthe existing detention pond on the north boundary and the existing swale on the east boundary. The project will consist of two buildings and associated parking. Vermont Drive along the south boundary and Timberline Road along the east boundary are existing and will ' not require any improvements. ' 2. DRAINAGE BASINS AND SUB -BASINS ' 2.1 Major Basin Description The proposed development lies within the Foothills Drainage Basin. More specifically, ' the site is a portion of Basin 150 of the Foothills Basin Master Drainage Plan and SWM Model, as shown in the "Final Report for Hydrologic Model Update for the Foothills ' Basin Master Drainage Plan" prepared by Anderson Consulting Engineers, Inc., dated July 15, 1999. An excerpt of the drainage schematic is shown in Appendix E. .1 1 I 2.2 Sub -basin Description ' Runoff from Basin 150 of the Foothills Basin Master Drainage Plan is detained in Pond 157 and then releases into conveyance element 77 (3 54" RCP Storm drain). The water is ' discharged into a drainage channel (element 257) which is a regional channel that conveys flows to the Poudre River. ' Per the SWM Model for the Foothills Basin Master Drainage Plan, Detention Pond 157 receives flows from the west side of Eastbrook Drive through 4 - 36" RCP and street ' overtopping. According to the model (updated 11/14/00), Pond 157 should have a storage of 3.7 acre feet with a release rate of 426.2 cfs. This pond will release under Timberline Road in 3 existing 54" RCP. The required volume is achieved at elevation 36.33 and the actual storage available in the pond exceeds 7 acre feet before the pond overtops Timberline Road .at an elevation of 4939.45 (see Appendix E). This information is taken from the new rating curve completed by City of Fort Collins Stormwater's Master Planning Department dated 11/14/00 and included in Appendix E of this report. Portions of the Foothills Basin SWM Model are also included in Appendix E. ' 3. DRAINAGE DESIGN CRITERIA 3.1 Regulations This report was prepared to meet or exceed the "City of Fort Collins Storm Drainage ' Design Criteria Manual" specifications. Where applicable, the criteria established in the "Urban -Storm Drainage Criteria Manual" (UDFCD), 1984, developed by the Denver Regional Council of Governments, has been used. 3.2 Development Criteria Reference and Constraints The runoff from this site has been routed to conform to the current SWM Model for Foothills. Basin Master Drainage Basin, P.U.D. by Anderson Consulting Engineers, Inc., dated July 15, 1999. The model indicates that detention is provided in the existing ' detention pond and no on site detention is needed. .1 ' 2 3.3 4. Hydrologic Criteria Runoff computations were prepared for the 10-year minor and 100-year major storm frequency utilizing the rational method. All hydrologic calculations associated with the basins are included in Appendix B of this report. Standard Form 8 (SF-8) provides time of concentration calculations for all sub - basins. Standard Form 9 (SF-9) provides a summary of the design flows for all Sub - basins and Design Points associated with this site. Detention required for this site is provided off site in the existing detention pond north of the site. 3.4 Hydraulic Criteria All hydraulic calculations within this report have been prepared in accordance with the City of Fort Collins Drainage Criteria and are also included in Appendix C of this report. DRAINAGE FACILITY DESIGN 4.1 General Concept A majority of the runoff from this site will flow to the proposed water quality pond in the northeast portion of the site and will be released without being detained into the existing detention pond north of the site. This pond will release flows into the existing drainage channel (element 257 from the SWMModel) through the existing 54" culverts. A small portion of the site will drain to Vermont Drive on the south side of the site, will be collected in an inlet at the intersection of Vermont and Timberline Road and be conveyed into the existing detention pond. 4.2 Specific Flow Routing A summary of the drainage patterns within each basin is provided in the following paragraphs. Subbasin 1 contains the northern portion of Lot 2 including the north half of Building 1 (office building) and parking lot north of the building. Runoff from this basin flows 3 iJl 1 northeast across the parking lot to a 2' concrete pan and into the proposed water quality pond. . Subbasin 2 contains the northeast portion of Lot 1 including the drive thru adjacent to ' Building 2. Runoff from Subbasin 2 is conveyed via overland flow to a 2' curb opening in the northeast corner of the water quality pond. The flow enters Subbasin 6 and the water quality pond. Subbasin 3 contains the southwest portion of Lot 1 including the west half of Building 2 ' and the parking area west of the building. Runoff from Subbasins 3 flows north in gutters, pans and sheet flow to a 2' curb opening. The runoff is conveyed into Subbasin 6 ' and the proposed water quality pond. Subbasin 4 contains the east half of building 2 and the green area south of the building. Runoff from this basin is captured in a grassed swale and conveyed to the existing detention pond. Subbasin 5 contains the south half of building 1 and the green area east of the building. ' Runoff from this basin is captured in a grassed swale and conveyed west around the building to the existing drive. Subbasin 6 contains the water quality pond and the green area within the drive through ' area. This Subbasin accepts flows from the entire site and provides extended detention before releasing the stormwater to the existing detention pond north of the site. ' Subbasin 7 contains the green area south of Building 2. Runoff from this basin flows south to Vermont Drive, is intercepted in an existing inlet and conveyed north to the ' existing detention pond. Subbasin OS-1 contains a small portion of the existing parking lot west of the proposed ' site. This part of the existing parking lot will be collected in an existing pan and flow into Basin 1. The water flows into the existing detention pond through a proposed curb ' cut in the northwest corner of the parking lot. Subbasin OS-2 contains the remainder of the existing parking lot west of the proposed site and the existing building. The water from this basin will flow to the northwest corner of the existing parking lot and into the existing detention pond. 4 All runoff from Basins OS-1, 1, 2, 3, 5 and 6 will be routed through the water quality ' pond. The pond will provide a 40-hour drain time for the first flush runoff. The pond will overtop at elevation 39.20. The outlet pipe has been sized to convey the 100 year storm from the water quality pond to the existing detention pond. If the outlet pipe becomes plugged, the runoff will pond in the parking lot and overtop in the northeast ' corner at elevation 4940.1. The finished floor elevations on both proposed buildings are at or above 4942.0 and will be protected in the event that the outfall becomes plugged. ' 4.3 Drainage Summary ' The City of Fort Collins will be responsible for maintenance of the existing storm drainage facilities located off site including the detention pond, the 54" culverts and the ' downstream channel. The drainage facilities located on this site (the water quality pond, outlet structure and outlet pipe) will be maintained by the owners of the site. ' 5. EROSION CONTROL ' 5.1 General Concept This site lies within the Moderate Rainfall and Wind Erodibility Zone per the City of Fort Collins Zone Maps. The potential exists for silt movement from the site and into the existing storm system during construction. Potential also exists for tracking of mud onto existing streets which could then wash into existing storm systems. Per the City of Fort Collins Erosion Control Reference Manual for Construction Sites and related calculations in Appendix D, the erosion control performance standard for the subject site is 76.4%. The erosion control plan gives a performance standard of 80.4%. The erosion control escrow amount is $4125. ' 5.2 Specific Details ' To limit the amount of silt leaving the site, several erosion control measures shall be implemented during construction. Straw bales shall be placed in the swale along the east property line and the north and west boundaries shall have silt fence installed. Vehicle tracking pads shall be installed both entrances off Vermont Drive to control the mud W 1 1 being tracked onto the existing pavement. During overlot grading, disturbed areas are to be kept in a roughened condition and watered to reduce wind erosion. 1 6. CONCLUSIONS 6.1 Compliance with Standards All computations that have been completed within this report are in compliance with the ' City of Fort Collins Erosion Control Reference Manual for Construction Sites and the Storm Drainage Design Criteria Manual. 6.2 Drainage Concept ' The proposed drainage concepts presented in this report and on the construction plans adequately provide for the transmission of developed on -site runoff to the existing detention pond on the north boundary of the site and into the existing drainage channel. ' The onsite drainage facilities (curb, pans and chases) and off site storm drain system will provide for the 10- year and the 100- year developed flows to reach the proposed water ' quality pond and then the existing detention facility. The existing downstream detention facility has been sized to accommodate developed runoff from this site. If, at the time of construction, groundwater is encountered, a Colorado Department of ' Health Construction Dewatering Permit would be required. 6 7. REFERENCES 1. City of Fort Collins, "Storm Drainage Criteria Manual", (SDCM), dated March, 1986. 2. Urban Drainage and Flood Control District, "Urban Storm Drainage Criteria Manual", Volumes 1 and 2, dated March, 1969, and Volume 3 dated September, 1992. 3. Final Report for Hydrologic Model Update for the Foothills Basin Master Drainage Plan by Anderson Consulting, Inc. dated July 15, 1999. APPENDIX A ' VICINITY MAP 1 D �/1 rn •O r D Z m PARKLAKE DRIVE UNION PACIFIC RAILROAD TRACKS , a EASTBROOK DRIVE z F m o A 0 o z c - A v TIMBERLINE ROAD x O A -n m A O N c� rn cn m-I ti APPENDIX B HYDROLOGIC COMPUTATIONS 0 8 g � o # B k- & 02 a2 § \� § of § § $/ o Q § ) � k )- $')k ■ �9�. 2e !§Eg k\ j] / \E as 1 I z y� /)) §[ a{ ),a I -I =£u0000 J§ o �{ ; zW 2 Gmaq§R@ q a: :D0 §/\ i 6 0CgN k , � � § kkk §m§22222( § 00 k §§§ #d2�gw;/k 2!£ = 7f�/l I \ k k � a)«� �#B]� �J{\ \2 ca �o m t got k2k| � §0 f 0m f-)m ae C Z �k \ \ $ A w , � B .� (§ LLz §0 §B .w � uj 2 9 z, 2- � � � e�� 2 22/g/ =S:§.,� &mm m %| §§/§ ).{/ �f§ 7 u0000; ow Oma § =)f ; \ ; A§ _[;: 7P I/E k G§aee° ;co GO 0098 a §a §ate N I�t N cRicil Iq ,N,I „ � ,,. 1 - �{( / k f. Rn q 00 0 [ ` ■/«§gym§ co k E ^§§ i 2 k . §�U) caI" -,,,�. ae - . \ } \ \ � / w � \ { _ \ � S/ & { 0 � I } O O r Z O U. oz UJ w Z 00 O N W i Y O O O th O O q O N O O J � YJ N OD N O N N tC N H r LL CL o v rn a n v 0 r o in 00 C fV N 4 E m ii U n A N N lh S N N J N M a cc H u 7 �O N O Of O 11 .� N M N R V U y f leitVVCVNW IA O N t") N aD O N O O Ol fV S N Y O N y q IA Ol N Y. W O N O m 0 l0 O] O m M 0 0 O n Y q 2 N N N tV tV fV fV fV tV t0 f0 O) t0 t0 O W10101010 L C C C G C G C C G C G G G C C G Q) O N O n N O m n� C � � fV •- fV (V C G c'f G � E C G tV :7 m Iq Vl v W N N O yy N pp pp J N N C n � J N O1 l? — O n 0) tp O Vf • C = E N 0 0 0 0 0 0 O O O O N op O- O N o m p O v J p 8SS0�NN fp `On p O WW Of �j O C C C G C C 0.• fJ Q � U w n a 0 0 0 0 0 0 0 00 0 0 W U 2 i t0 Y N O O m^ n N N C C C C C C C C C O i m.-N�n a�n ron 00 m 0 ca 2 Z F m? N Of O N ,D n 0 t0 w � N C m Z c� U LL N � U O C I�/ m E a— v o N 7 C N - c C In � II =' U c E E E E U t 1 1 1 1 1 LL LL O Z Q aIt o� _� LU i J Q O C A LC G O O oo X !- 0 = a= u z OO o F U U U�a OF 0 Win. < Y w z O N v O f0 GO N O O O Ce GO fD q 0 N o 0 0 0 0 0 In H O a' uj 0 O > E Lm`c U KI n n p O A O O N V. t0 co N N O O O GO tD f7 Q No.-0000 A A A ^ A n N A O GD GD GD GD m t0 CO t0 c �E 000'g oGo v m vi L6 L6 0 0 0 cc 0 rr to to U GND GND cq M O N N A 1A C r U o C 0 0 0 0 0 0 0 0 po Q 00000 o 6 o o G7 LL LL N O C Z N Zm C6 1? N th O N f0 n 0 00 _ W 0 ge 'o a c .o �NG�aNfen 0� ro a Q U U C7 z U LL u E ;9 O Y w C ` N ELD c L r fcc c V m U r C Of m Y p Q N C N C C a 2 II II II ` II 0 U U 11 Q 0 0 R LL 1 1 1 1 1 1 1 1 1 1 1 1 C d po f O N •� x a - u z O zzz� 0 N i W C O ppp� pp 0 � 1 _O > C E . E 0 r, pppp pp O T.1 0 ininNnin�nn v) Ol W Ol N Of O f7 q N O W Oi Oi Oi � Oi Oi Oi Oi Oi Oi Oi G E O O O O O W O N O O vi vi vi w G vi ui ui W vi U O O O O n N N ��Lrppi W n O ppv�i W U o 0 6 0 0 0 0 pp Q m QQOQOOQ d o 6 LL 0 = C N M O N t0 A 00 O V N W 0 C O Q C N l7 V N tD A 60 f0 a 0 O 1 APPENDIX C ' HYDRAULIC CALCULATIONS ' WATER QUALITY POND CALCULATIONS 1 I I I 11 I I Sidewalk Culvert at Design Point 1 Worksheet for Rectangular Channel Project Description Project File \\nstar\projects\138-01 home state bank\drainage\homestat.fm2 Worksheet Sidewalk Culvert 1 Flow Element Rectangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.013 Channel Slope 1.00 % Bottom Width 3.00 ft Discharge 7.76 cfs Results ' Depth 0.46 ft Flow Area 1.37 ft2 Wetted Perimeter 3,91 ft Top Width 3.00 ft Critical Depth 0.59 ft Critical Slope 0.004570 ft/ft Velocity 5.67 ft/s Velocity Head 0.50 ft Specific Energy 0.96 ft ' Froude Number 1.48 Flow is supercritical. 1 '12/17/00 FlowMaster v5.15 03:50:22 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Sidewalk Culvert at Design Point 2 ' Worksheet for Rectangular Channel Project Description Project File \\nstar\projects\138-01 home state bank\drainage\homestat.fm2 Worksheet Sidewalk Culvert 2 ' Flow Element Rectangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.013 Channel Slope 1.00 % Bottom Width 2.00 ft ' Discharge 1.55 cfs Results Depth 0.22 ft Flow Area 0.43 ft' ' Wetted Perimeter Top Width 2.43 ft 2.00 ft Critical Depth 0.27 ft Critical Slope Velocity 0.005245 ft/ft 3.60 ft/s Velocity Head 0.20 ft Specific Energy 0.42 ft Froude Number 1.37 Flow is supercritical. 1 '12/17roo 03:50:37 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 7551666 FlowMaster v5.15 Page 1 of 1 Sidewalk Culvert at Design Point 3 Worksheet for Rectangular Channel r1UJUUL uU5tA1Puu11 Project File \\nstar\projects\138-01 home state ban k\d rainage\homestat.fm2 Worksheet Sidewalk Culvert 3 Flow Element Rectangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.013 Channel Slope 1.00 % Bottom Width 2.00 ft Discharge 4.58 cfs Results Depth 0.44 ft Flow Area 0.88 ft2 Wetted Perimeter 2.88 ft Top Width 2.00 ft Critical Depth 0.55 ft Critical Slope 0.005387 ft/ft Velocity 5.19 ft/s Velocity Head 0.42 ft Specific Energy 0.86 ft Froude Number 1.38 Flow is supercritical. '12/17/00 - - FlowMaster v5.15 03:51:01 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 CD 1 N 1 1 1 1 i v z N 1 F W a F 1 W .a W C 1 F CO � O Pr Q U C U L N `� N N ' ' ca m a 1 x3aZ U� N C 1 � m c�o0 F, F R OU C y�Q p w0�FU&n LLB � Q N3y 1 o � c 1 N N N C C C 77 co North Star Design, Inc. 1194 W. Ash StreeL Suite B Windsor, CO 80556roposed Water Quality Pond Volume LOCATION: Home State Bank PROJECT NO: 138-01 COMPUTATIONS BY: ppk SUBMITTED BY: North Star Design, Inc. DATE: 2/16/01 V= 1/3d (A+B+sgrt(A*B)) where V = volume between contours, ft3 d = depth between contours, ft A = surface area of contour bottom inv. spill elev Stage (ft) Surface Area (ft`) Incremental Storage (ac-ft) Total Storage (ac-ft) 4937 0 4938 685 0.01 0.01 4939 1585 0.03 0.03 4939.2 6031 0.02 0.05 4940 23814 0.24 0.27 WQCV required = 0.05 ac-ft WQCV provided at elevation = 4939.2 ft Dwo = 2.20 ft Page 1 .1 11 1 1 Water Quality Pond Outlet Pipe Worksheet for Circular Channel Project Description Project File e:\haestad\fmw\homestat.fm2 Worksheet Pond Outlet Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.013 Channel Slope 2.00 % Diameter 18.00 in Discharge 15.85 cfs Results Depth 1.35 ft Flow Area 1.68 ft' Wetted Perimeter 3.76 ft Top Width 0.89 ft Critical Depth 1.42 ft Percent Full 90.26 Critical Slope 0.019708 ft/ft Velocity 9.44 ftts Velocity Head 1.39 ft Specific Energy 2.74 ft Froude Number 1.21 Maximum Discharge 15.98 cfs Full Flow Capacity 14.85 cfs Full Flow Slope 0.022770 f fft Flow is supercritical. '12/18/00 FlowMaster v5.15 07:32:51 PM Hassled Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 12/18/00 Riprap Calculations for Pipe Outlets LOCATION: Home State Bank " PROJECT NO: 138-01 COMPUTATIONS BY: ppk DATE: 12/18/00 From Urban Strom Drainage Criterial Manual, March 1969 Q = discharge, cfs D =.diameter of circular conduit, ft W = width of rectangular conduit, ft H = height of rectangular conduit, ft Y, = tailwater depth, ft At = required area of flow at allowable velocity, ft2 V = allowable non -eroding velocity in the downstream channel, ft/s = 7.0 fUs for erosion resistant soils = 5.5 ft/s for erosive soils Pipe from Water Quality Pond 18" rcp Q = 15.85 cfs D = 18 in = 1.5 ft Y, = 0.91 ft V = 5.5 ft/s Q/Dt.5 = 8.6 ' Yt/ D = 0.6 From Figure 5-7, use Type L for a distance 3D downstream, L = 4.5 ft From Table 5-1, d5o = 9 in From Fig. 5-6. Riprap depth from outlet to dist. U2 = 18.0 in Riprap depth from U2 13.5 in Width of riprap (extend to height of culvert) = 4.5 ft Q/D2.5 = 5.8 From Fig. 5-9, Expansion factor, 1/(2 tan 0) = 3.5 At = QN = 2.88 ft2 L = (1/(2 tan 0))'(At/Yt- W) = 5.83 ft Use L = 6 ft Use W=3D= 4.5 ft Riprap.xls Page 1 APPENDIX D EROSION CONTROL CALCULATIONS I § a � w 0 a � k 2 k � § LL j LL z § ` < ƒ g ! .. 2( �c . ) aaaaaa ; ]( 2§!2§§ 22 \ 0000�� p � wi w of o§msg§ §� 8 229077 ■a � 2 �Z S§ § �cmn�00 J a§ : •( § \): 2 e, } }( \ }}j ) �j) �^\]] \\\\0.\)5 North Star Design, Inc. 1194 W. Ash Street, Suite B Windsor, CO 80550 EFFECTIVENESS CALCULATIONS PROJECT: HOME STATE BANK STANDARD FORM B COMPLETED BY: PPK DATE: 27-Aug-00 EROSION CONTROL C-FACTOR P-FACTOR, METHOD VALUE VALUE COMMENT BARE SOIL 1.00 1.00 SMOOTH CONDITION ROUGHENED GROUND 1.00 0.90 ROADS/WALKS/BLDG 0.01 1.00 GRAVEL FILTERS 1.00 0.80 PLACED AT INLETS SILT FENCE 1.00 0.50 STRAW MULCH 0.06 1.00 ESTABLISHED GRASS 0.08 1.00 FROM FIGURE 8-A STRAW BARRIERS 1.00 0.80 EFF = (I-C'P)' 100 MAJOR SUB BASIN AREA EROSION CONTROL METHODS BASIN BASIN (Ac) 1 0.51 ROADS/WALKSBLDG 0.45 Ac. ROUGHENED GR. 0.00 Ac. GRAVEL FILTER 0.00 SILT FENCE 0.06 Ac. NET C-FACTOR 0.13 NET P-FACTOR 0.94 EFF = (l-C'P)`100 = 88.1 % 2 0.77 ROADS/WALKSBLDG 0.60 Ac. ROUGHENED GR. 0.00 Ac. GRAVEL FILTER 0.00 SILT FENCE 0.17 Ac. NET C-FACTOR 0.23 NET P-FACTOR 0.89 EFF = (l-C*P)' 100 = 79.7% 3 0.21 ROADS/WALKS/BLDG 0.07 Ac. ROUGHENED GR. 0.00 Ac. GRAVEL FILTER 0.00 SILTTENCE 0.13 Ac. NET C-FACTOR 0.62 NET P-FACTOR 0.64 EFF = (1-C'P)' 100 = 60.0% 4 0.28 ROADSIWALKSBLDG 0.06 Ac. ROUGHENED GR. 0.00 Ac. ESTABLISHED GRASS 0.10 STRAW BARRIERS 0.12 Ac. NET C-FACTOR 0.79 NET P-FACTOR 0.74 EFF = (I-C'P)* 100 = 42.0% ' Erosion.xls 1 of 2 North Star Design, Inc. 1194 W. Ash Street, Suite B Windsor, CO 80550 PROJECT: HOME STATE BANK STANDARD FORM B COMPLETED BY: PPK DATE: 27-Aug-00 EROSION CONTROL C-FACTOR P-FACTOR METHOD VALUE VALUE COMMENT BARE SOIL 1.00 1.00 SMOOTH CONDITION ROUGHENED GROUND 1.00 0.90 ROADS/WALKSBLDG 0.01 1.00 GRAVEL FILTERS 1.00 0.80 PLACED AT INLETS SILT FENCE 1.00 0.50 STRAW MULCH 0.06 1.00 ESTABLISHED GRASS 0.08 1.00 FROM FIGURE 8-A STRAW BARRIERS 1.00 0.80 EFF = (I-C•P)' 100 MAJOR SUB BASIN AREA EROSION CONTROL METHODS BASIN BASIN (Ac) OSI 0.18 ROADS/WALKSBLDG 0.14 Ac. ROUGHENED GR. 0.00 Ac. ESTABLISHED GRASS 0.04 STRAW/MULCH 0.00 Ac. NET C-FACTOR 0.23 NET P-FACTOR 0.98 EFF = (1-C'P)' 100 = 77.5% OS2 0.75 ROADS/WALKS/BLDG 0.38 Ac. ROUGHENED GR 0.00 Ac. ESTABLISHED GRASS 0.37 Ac. SILT FENCE 0.00 STRAW BARRIER 0.00 NET C-FACTOR 0.03 NET P-FACTOR L 0 EFF = (I-C•P)' 100 = 96.5% TOTAL AREA = 2.70 ac TOTAL EFF = 80.4"/0 = (94.0%'29.77 ac. +,.,+99.6%•0.40 ac)/1.14 ac REQUIRED PS = 76.4% Since 80.4% > 76.4%, the proposed plan is o.k. Erosion.xls 1 2 of 2 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 North Star Design 1194 W. Ash Street, Suite B Windsor, CO 80550 CONSTRUCTION SEQUENCE STANDARD FORM C PROJECT: HOME STATE BANK SEQUENCE FOR 2000 ONLY COMPLETED BY: PPK DATE: 27-Aug-00 Indicate by use of a bar line or symbols when erosion control measures will be installed. Major modifications to an approved schedule may require submitting a new schedule for approval by the City Engineer. 2001 MONTH Jl FIMI AIM J I J I A I S 1 O N Demolition Grading Wind Erosion Control: Soil Roughing Perimeter Barrier Additional Barriers Vegetative Methods Soil Sealant Other Rainfall Erosion Control Structural: Sediment Trap/Basin Inlet Filters Straw Barriers Silt Fence Banners Sand Bags Bare Soil Preparation Contour Furrows Terracing Asphalt/Concrete Paving Other Vegetative: Permanent Seed Planting Mulching/Sealant Temporary Seed Planting Sod Installation N ettings/Mats/Blankets Other BUILDING CONSTRUCTION STRUCTURES: INSTALLED BY: CONTRACTOR MAINTAINED BY: DEVELOPER VEGETATION/MULCHING CONTRACTOR: TO BE DETERMINED BY BID DATE SUBMITTED: APPROVED BY CITY OF FORT COLLINS ON: Page 1 North Star Design, Inc. 1194 W. Ash Street, Suite B Windsor, CO 80550 Project: Prepared by: EROSION CONTROL COST ESTIMATE HOME STATE BANK PPK ITEM IQUANTITY UNIT COST/UNIT TOTAL COST Silt Fence 450 LF $3 $1,350 Straw Bale Barrier 2 EA $150 $300 Gravel Inlet Filter 0 EA $150 $0 Construction Entrance 2 EA $550 $1,100 Subtotal Contingency (50%) Total $2,750 $1,375 $4,125 CITY RESEEDING COST Reseed/Mulch 1.8 ACRE 1 $615 $1,107 Subtotal Contingency (50%) Total $1,107 $554 $1,661 EROSION CONTROL ESCROW AMOUNT $4,125 Page 1 I 1 1 1 1 1 1 1 1 I 1 1 APPENDIX E EXCERPTS FROM PREVIOUS REPORTS E cc- v� i + 15 � I`( -3 ToAbE L 7 - TmLA 15-7 - 7 ivwlnQrlIwZ D p 28.8 50 30.52 ICO 31.33 m.25 15D 333Z.o0 00 33Z:81 1 3f.00 11- 1`i-00 3 50 =;4. 3-7 �icd 'i z1o. Z crs 4100 3Sm� 3.D7 Ai-J4 340.[O "V�oo 6.� ac-4 -'156 �o.LsB ta.Z �IS(D 34.` 6 3g.� 1 �a�. 3�. 3� 1 535.E 39.'15 ove ✓}0^ ��0 23A Y, �I�y-& Ti�M�R-?� - k�aud 57 - �Astbrooks� V (h Elo0- ® Vp.39 50 3-7, 9g a_ n 51 3g.o0 I So 39.5"1 189 L(D,op ouera offl,� zoo -. 40.12 w�ir�kxJ cS O,00 = 11�1. ;, cis _ ( Z ac. AVUE ;z 1 4 Ti ► IE1= 0 L"=0 ci Gi`ice t�'ve �D- Q4z6.&d �j/y1 ri�ue �p+5 -PI1kb - �1Wi5+abt 'a��1� ac�as �I� id1n�'iilS � `fine.-aloo�o2 a I,tA ly 5i 5 - (144) 159 ('441) (32) 124� 56 (30) nH L4O) 31 ) -F38] 43 eE4 I AMDEL SCHEMATIC DIAGRAM r.0 61 E7 66 -E91 D82 -[83 U84 (662� 71 i581) 51) - 700 4071 %45) 59) (582) (60) 211(65 (58) (L8) 87 �8- 94 C5C'50) FR P (:66) !2) 6 1) '5 1)• 9 [9 :�5 52) (622j- (64) --D61 C351-[D (153) 623 e ------- -L9JO -[!l� --[96 4 (613}- 9 El:3 � ;s .. r-' * � 01.ryi�yVY. $ _ 4�'% 3y .F i•a �' ..a yt S. P r » 1 w � a Y C_ i r ✓' A :k t A y 'AT.: y a'4 /..� ti�Y - a -+et eR 'Vihh• -f. .% ve " 4 Iv _ h-• ♦ s •sx o- f y i JR �•i✓ •Y '♦1 � Cali— 3•I . � - � �„ $ � S P= y ,IIyTG.ii-a1 »S 4t -�: } ~ ,per R , 3 p��y � � • .. .ter 2 5 '4l-�•t �L. ;� K wt , � k .3. Y c Y f •.i �v. :lA YYw. a 1 > e [ r t h+ i 6 wi A W. u . �tP F a fT•. 3 J (LyF L x o w IV r. t] 1 i ENVIRONMENTAL PROTECTION AGENCY - STORM WATER MANAGEMENT MODEL - VERSION PC.1 DEVELOPED BY METCALF + EDDY, INC. - UNIVERSITY OF FLORIDA WATER RESOURCES ENGINEEERS, INC. (SEPTEMBER 1970) UPDATED BY UNIVERSITY OF FLORIDA (JUNE 1973) HYDROLOGIC ENGINEERING CENTER, CORPS OF ENGINEERS MISSOURI RIVER DIVISION, CORPS OF ENGINEERS (SEPTEMBER 1974) BOYLE ENGINEERING CORPORATION (MARCH 1985, DULY 1985) TAPE OR DISK ASSIGNMENTS JIN(1) JIN(2) JIN(3) JIN(4) JIN(5) JIN(6) JIN(7) JIN(8) JIN(9) JINGO) 2 1 0 0 0 0 0 0 0 0 JOUT(1) JOUT(2) JOUT(3) JOUT(4) JOUT(5) JOUT(6) JOUT(7) JOUT(8) JOUT(9) JOUT(10) 1 2 0 .0 0 0 0 0 0 0 NSCRAT(1) NSCRAT(2) NSCRAT(3) NSCRAT(d) NSCRAT(5) 3 4 0 0 0 WATERSHED 1/PROGRAM CALLED "• ENTRY MADE TO RUNOFF MODEL ••. FOOTHILLS BASIN - FULLY DEVELOPED CONDITION WITH REVISED RAINFALL 100-YEAR EVENT CITY MODIFIED ACE 99 PONDS 57 6 157 RATING CURVES FOR HOMESTATE. SUBMITTAL 11-2000 FILENAME FOOT100.DAT NUMBER OF TIME STEPS 480 INTEGRATION TIME INTERVAL (MINUTES) 1.00 1.0 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH FOR 24 RAINFALL STEPS, THE TIME INTERVAL IS 5.00 MINUTES FOR RAINGAGE NUMBER 1 RAINFALL HISTORY IN INCHES PER HOUR 1.00 1.14 1.33 2.23 2.84 5.49 9.95 4.12 2.48 1.46 1.22 1.06 1.00 .95 .91 .87 .84 .81 .78 .75 .73 .71 .69 .67 ' FOOTHILLS BASIN - FULLY DEVELOPED CONDITION WITH REVISED RAINFALL 100-YEAR EVENT CITY MODIFIED ACE 99 PONDS 57 6 157 RATING CURVES FOR HOMESTATE SUBMITTAL 11-2000 FILENAME FOOT100.DAT SUBAREA GUTTER WIDTH AREA PERCENT SLOPE ' NUMBER OR MANHOLE (FT) (AC) IMPERV. (FT/FT) -2 0 .0 .0 .0 .0300 70 400 3100.0 20.0 18.0 .0110 71 401 6300.0 47.8 19.0 .0120 2 102 4000.0 29.0 38.0 .0100 3 410 1600.0 14.5 40.0 .0130 ' 75 413 2584.0 8.9 40.0 .0120 4 152 2500.0 37.4 17.0 .0090 78 104 1710.0 5.5 53.0 .0070 105 7 1500.0 7.5 40.0 .0210 5 201 1700.0 7.8 90:0 .0100 ' 6 8 4000.0 32.1 70.0 .0070 7 9 1300.0 10.0 40.0 .0100 8 11 3000.0 28.3 40.0 .0050 10 14 6400.0 73.8 40.0 .0110 11 16 5600.0 53.0 40.0 .0100 12 18 7000.0 64.9 28.0 .0030 ' 13 12 1400.0 7.3 10.0 .0120 14 26 1000.0 5.3 40.0 .0130 15 29 2600.0 12.3 10.0 .0400 16 98 1400.0 11.8 90.0 .0100 17 24 1050.0 4.6 80.0 .0150 ' 18 25 2000.0 20.1 80.0 .0050 19 27 2000.0 16.3 90.0 .0080 22 129 3200.0 26.0 90.0 .0090 24 33 3900.0 40.5 40.0 .0100 25 34 6700.0 87.5 90.0 .0150 ' 26 35 3000.0 35.5 50.0 .0100 27 36 1100.0 11.6 50.0 .0100, 28 37 725.0 - 5.0 - 50.0 .0400 29 43 5800.0 64.5 50.0 .0090 30 41 3200.0 69.1 21.0 .0100 31 38 5200.0 56.5 40.0 .0100 ' 32 42 1400.0 26.9 27.0 .0080 33 48 365.0 2.7 90.0 .0070 34 45 1700.0 16.5 90.0 .0200 RESISTANCE FACTOR SURFACE STORAGE(IN) IMPERV. PERV. IMPERV. PERV. .016 .250 .100 .300 .016 .250 .100 .300 .016 .250 .100 .300 .016 .250 .100 .300 .016 .250 .100 .300 .016 .250 .100 .300 .016 .250 .100 .300 .016 .250 .100 .300 .016 .250 .100 .300 .016 .250 .100 .300 .016 .250 .100 .300 .016 .250 .100 .300 .016 .250 .100 .300 .016 .250 .100 .300 .016 .250 .100 .300 .016 .250 .100 .300 - .016 .250. .100 .300 .016 .250 .100 .300 .016 .250 .100 .300 - .016 .250 .100 .300 .016 .250 .100 .300 .016 .250 .100 .300 .016 .250 .100 .300 .016 .250 .100 .300 .016 .250 .100 .300 .016 .250 .100 .300 .016 .250 .100 .300 .016 .250 .100 .300 .016 .250 .100 .300 .016 .250 .100 .300 .016 .250 .100 .300 .016 .250 .100 .300 .016- .250 .100 .300 .016 .250 .100 .300 .016 .250 .100 .300 INFILTRATION RATE(IN/HR) GAGE MAXIMUM MINIMUM DECAY RATE NO .51 .50 .00180 .51 .50 .00180 1 .51 .50 .00180 1 .51 .50 .00180 1 .51 .50 .00180 1 .51 .50 .00180 1 .51 .50 .00180 1 .51 .50 .00180 1 .51 .50 .00180 1 .51 .50 .00180 1 .51 .50 .00180 1 .51 .50 .00180 1 .51 .50 .00180 1 .51 .50 .00180 .1 .51 .50 .00180 1 .51 .50 .00180 1 .51 .50 .00180 1 .51 .50 .00180 1 .51 .50 .00180 1 .51 _ .50 .00180 1 .51 .50 .00180 1 .51 .50 .00180 1 .51 .50 .00180 1 .51 .50 .00180 1 .51 .50 .00180 1 .51 '.50 .00180 - 1 .51 .50 .00180 1 .51 .50 .00180 1 .51 .50 .00180 1 .51 .50 .00180 1 .51 .50 .00180 1 .51 .50 .00180 1 ..51 .50 .00180 1 .51 .50 .00180 1 .51 .50 ..00180 1 35 46 3250.0 28.9 80.0 .0150 .016 .250 .100 .300 .51 .50 .00180 1 36 45 2390.0 21.5 90.0 .0300 .016 .250 .100 .300 .51 .50 .00180 1 37 50 70500.0 255.7 74.0 .0300 .016 .250 .100 .300 .51 .50 .00180 1 38 51 5200.0 41.7 40.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 39 53 2200.0 32.6 10.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 40 55 13400.0 218.6 45.0 .0070 .016 .250 .100 .300 .51 .50 .00180 1 142 172 4300.0 44.5 50.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 43 172 585.0 24.2 7.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 44 58 5000.0 42.3 40.0 .0050 .016 .250 .100 .300 .51 .50 .00180 1 ' 144 159 1400.0 18.7 30.0 .0190 .016 .250 .100 .300 .51 .50 .00180 1 45 62 11000.0 117.6 60.0 .0080 .016 .250 .100 .300 .51 .50 .00180 1 46 60 3900.0 26.6 40.0 .0070 .016 .250 .100 .300 .51 .50 .00180 1. 47 63 7200.0 88.0 40.0 .0080 .016 .250 .100 .300 .51 .50 .00180 1 48 65 7200.0 96.5 40.0 .0060 .016 .250 .100 .300 .51 .50 .00180 1 ' 49 67 5000.0 42.4 40.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 50 57 2400.0 19.5 65.0 .0220 .016 .250 .100 .300 .51 .50 .00180 1 150 157 2700.0 20.4 65.0 .0080 .016 .250 .100 .300 .51 .50 .00180 1 51 70 7400.0 68.0 40.0 .0070 .016 .250 .100 .300 .51 .50 .00180 1 52 53 79 75 2200,0 14,7 2200.0 14.7 70,0 70.0 .1010 .0050 .016 .016 .210 .250 .100 .100 .300 .300 .11 .51 .50 .50 .00180 .00180 1 1 ' 54 81 5500.0 50.9 60.0 .0030 .016 .250 .100 .300 .51 .50 .0018O 1 55 208 6000.0 55.2 40.0 .0060 .016 .250 .100 .300 .51 .50 .00180 1 56 209 3500.0 31.7 40.0 .0030 .016 .250 .100 .300 .51 .50 .00180 1 57 85 13000.0 208.1 40.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 58 288 6000.0 41.3 50.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 ' 581 184 3400.0 22.2 90.0 .0080 .016 .250 .100 .300 .51 .50 .00180 1 582 212 5000.0 34.2 85.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 59 211 1500.0 20.7 40.0 .0060 .016 .250 .100 .300 .51 .50 .00180 1 60 78 1500.0 24.6 47.0 .0050 .016 .250 .100 .300 .51 .50 .00180 1 61 210 1050.0 12.2 64.0 .0090 .016 .250 .100 .300 .51 .50 .00180 1 62 77 1800.0 3.3 99.0 .0070 .016 .250 .100 .300 - .51 .50 .00180 1 621 306 865.0 5.9 66.0 .0090 .016 .250 .100 .300 .51 .50 .00180 1 622 303 1400.0 10.5 18.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 623 313 2200.0 3.4 33.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 624 213 6200.0 70.7 43.0 .0130 .016 .250 .100 .300 .51 .50 .00180 1 63 193 9964.0 91.5 40.0 .0050 .016 .250 .100 .300 .51 .50 .00180 1 ' 64 361 7200.0 66.0 40.0 .0130 .016 .250 .100 .300 .51 .50 .00180 1 650 88 2100.0 19.6 40.0 .0100 .016 .250 .100 .300 .51 .50. .00180 1 651 251 700.0 6.6 9.0 .0230 .016 .250 .100- .300 .51 .50 .00180 1 65 88 1200.0 5.7 10.0 .0300 .016 .250 .100 .300 .51 .50 .00180 1 66 94 4700.0 27.3 20.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 ' 67 86 10000.0 95.4 55.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 68 94 1900.0 17.9 55.0 .0150 .016. .M .100 ..300 .51 .50 .00180 1 681 288 850.0 7.5 55.0 .0150 .016 .250 .100 .300 .51 .50 .00180 1 69 95 7100.0 65.2 55.0 .0190 .016 .250 .100 .300 .51 .50 .00180 1 TOTAL NUMBER OF SUBCATCHMENTS, 79 ' TOTAL TRIBUTARY AREA (ACRES),- 3195.20 FOOTHILLS BASIN - FULLY DEVELOPED CONDITION WITH REVISED RAINFALL 100-YEAR EVENT CITY MODIFIED ACE 99 PONDS 57 S 157 RATING CURVES FOR HOMESTATE SUBMITTAL 11-2000 FILENAME FOOT100.DAT ••• CONTINUITY CHECK FOR SUBCATCHMEMT ROUTING IN UDSWM2-PC MODEL ••• WATERSHED AREA (ACRES) 3195.200 ' TOTAL RAINFALL (INCHES) 3.669 _ TOTAL INFILTRATION (INCHES) .591 TOTAL WATERSHED OUTFLOW (INCHES) 2.880' ' TOTAL SURFACE STORAGE AT END OF STROH (INCHES) .198 ERROR IN CONTINUITY, PERCENTAGE OF RAINFALL .000 ' FOOTHILLS BASIN - FULLY DEVELOPED CONDITION WITH REVISED RAINFALL 100-YEAR EVENT CITY MODIFIED ACE 99 PONDS 57 6 157 RATING CURVES FOR HOMESTATE SUBMITTAL 11-2000 FILENAME FOOT100.DAT ' ' WIDTH INVERT SIDE SLOPES OVERBANR/SURCHARGE GUTTER GUTTER NDP NP OR DIAM LENGTH SLOPE HORIZ TO VERT MANNING DEPTH JK NUMBER CONNECTION (FT) (FT) (FT/FT) L R N (FT) ' 400 156 0 4 CHANNEL .0 800. .0070 50.0 50.0 .016 .40 0 OVERFLOW 40.0 800. .0070 10.0 10.0 .035 2.00 156 102 0 5 PIPE 1.5 780. .0100 .0 .0 .013 1.50 0 OVERFLOW 36.0 780. .0100 50.0 50.0 .016 10.00 111 102 - 0 4 CHANNEL .0 1800. .0110 .0 50.0 .135 .70 0 OVERFLOW 35.0 1800. .0110 .0 10.0 .035 2.00 ' 401 163 0 4 CHANNEL .0 1200. .0040 50.0 50.0 .016 .40 0 OVERFLOW 40.0 1200. .0040 10.0 10.0 .035 2.00 410 102 2 2 PIPE .1 1000. .0010 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 2.9 2.8 ' 102 154 9 2 PIPS .1 1. .0010 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 1.5 - 1.6 3.7 1.8 6.6 2.1 10.3 2.3 14.4 - 2.5 17.5 2.6 19.8 2.7 22.9 21.1 111 153 0 5 PIPE 1.3 118. .0010 .0 .0 1,11 0 OVERFLOW .0 418. .0040 50.0 50.0 .013 .016 5.00 413 153 2 2 PIPE .1 1000. .0010 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1.9 1.5 153 152 0 5 PIPE 1.3 1270. .0040 .0 .0 .013 1.25 OVERFLOW .0 1270. .0040 50.0 50.0 .016 5.00 104 150 6 2 PIPE .1 1000. .0250 .0 .0 .013 .10 ' RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 .4 .1 .7 .3 .9 .8 1.2 1.1 12.3 150 152 0 2 PIPE 1.5 738. .0040 .0 .0 .013 8.00 152 5 0 5 PIPE 3.0 600. .0040 .0 .0 .013 3.00 201 6 3 2 OVERFLOW PIPE .0 ..1 600. 1. .0040 .0010 50.0 .0 50.0 .0 .016 .100 100.00 .10 ' RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .9 2.7 1.2 28.6 5 6 0 5 PIPE 2.5 500. .0030 .0 .0 .013 2.50 OVERFLOW 2.0 500. .0030 30.0 30.0 .016 100.00 6 7 0 5 PIPE 2.5 800. .0030 .0 .0 .013 2.50 ' OVERFLOW 2.0 800. .0030 30.0 30.0 .016 100.00 273 7 14 3 .0 1. .0010 .0 .0 .001 10.00 TIME IN HRS VS INFLOW IN CPS .0 .0 .7 .0 .8 60.3 .8 91.8 .9 61.7 1.1 47.5 1.3 35.1 1.5 27.7 1.8 18.9 1.9 15.0 2.0 12.5 2.1 8.2 ' 2.3 .9 2.3 .0 7 10 0 1 CHANNEL 4.0 1300. .0080 3.0 3.0 .040 100.00 8 109 0 1 CHANNEL 4.0 700. .0070 30.0 30.0 .016 100.00 9 10 9 2 PIPE .1 1000. .0100 .0 .0 .100 .10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 1.0 .3 1.5 .6 1.8 1.0 2.1 1.4 2.3 1.8 2.5 2.0 35.4 2.8 218.0 109 10 10 2 PIPE .1 1000. .0100 .0 .0 .100 .10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .7 6.0 1.3 12.0 2.3 20.0 2.4 24.0 2.5 36.6 2.6 57.0" 2.7 80.0 2.9 120.0 3.0 140.0 10 115 0 1 CHANNEL 6.0 1200. .0080 3.0 3.0 .040 100.00 11 15 0 5 PIPE 1.8 750. .0100 .0 .0 .013 1.75 OVERFLOW .0 750. .0100 50.0 50.0 .016 100.00 116 12 0 1 CHANNEL 5.5 1200. .0060 .0 .0 .013 5.50 14 115 0 5 PIPE OVERFLOW 2.5 .0 1200, 1200. .0070 .0070 .0 30.0 .0 30.0 .013 .016 2.50 100.00 115 15 0 3 .0 1. .0010 .0 .0 .001 10.00 15 116 10 2 PIPE .1 1000. .0250 .0 .0 .013 .10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 11.2 .4 39.6 1.9 62.5 4.5 83.9 7.4 102.4 10.6 106.3 12.3 154.2 13.9 240.1 14.5 398.0 ' 16 12 0 1 CHANNEL 2.0 800. .0040 30.0 30.0 .016 100.00 18 12 0 1 CHANNEL 2.0 800. .0120 30.0 30.0 .016 100.00 12 19 0 3 .0 0. .0010 .0 .0 .001 10.00 19 29 12 2 PIPE .1 1000. .0100 .0 .0 .100 1.50 RESERVOIR .0 STORAGE IN .0 ACRE-FEET VS SPILLWAY OUTFLOW .3 2.7 1.4 9.2 3.1 13.5 5.7 17.9 10.1 50.1 16.5 84.9 20.8 96.2 25.1 107.0 27.1 109.0 30.4 163.0 35.9 340.0 98 129 0 4 CHANNEL .0 800. .0150 50.0 50.0 .016 .40 OVERFLOW 40.0 800. .0150 10.0 10.0 .035 100.00 24 25 0 1 CHANNEL 10.0 700. .0004 3.0 3.0 .030 100.00 26 27 0 5 PIPE 2,0 750. .0050 .0 .0 .013 2.00 ' OVERFLOW .0 750. .0050 .0 50.0 .016 10.00 25 27 0 1 CHANNEL 10.0 900. .0004 3.0 3.0 .030 100.00 27 47 0 3 .0 0. .0010 .0 .0 .001 10.00 29 129 0 5 PIPE 3.5 800. .0050 .0 .0 .013 3.50 OVERFLOW 10.0 800. .0050 25.0 25.0 .016 100.00 33 133 0 4 CHANNEL .0 1300. .0100 50.0 .0 .016 .50 OVERFLOW 25.0 1300. .0100 10.0 .0 .016 100.00 849 133 17 3 .0 1. .0010 .0 .0 .001 10.00 TIME IN HRS VS INFLOW IN CPS .0 .0 .1 .0 .2 1.2 .3 14.2 2.2 14.2 2.3 12.6 2.3 9.1 2.4 6.8 2.5 5.3 2.6 4.2 2.8 2.9 3.0 1.8 ' 3.3 1.2 4.0 .4 4.5 .2 5.0 .1 5.5 .0 133 40 0 5 PIPE 2.5 700. .0150 .0 .0 .013 2.50 OVERFLOW .0 700. .0150 50.0 50.0 .016 100.00 129 34 0 5 PIPE 4.5 1200. .0100 .0 .0 .013 4.50 OVERFLOW 5.0 1200. .0100 30.0 30.0 .016 100.00 ' 34 134 0 5 PIPE - 4.5 1200. .0100 .0 .0 .013 4.50 OVERFLOW 5.0 1200. .0100 30.0 30.0 .016 100.00 134 35 0 4 CHANNEL 10.0 450. .0030 4.0 4.0 .040 6.00 OVERFLOW 58.0 450. .0030 30.0 30.0 .060 100.00 35 40 0 4 CHANNEL 10.0 900, .0030 4.0 4.0 .040 6.00 OVERFLOW 58.0 900. .0030 30.0 30.0 .060 100.00 ' 36 338 0 4 CHANNEL '.0 2800. .0070 50.0 50.0 .016 .50 OVERFLOW 50.0 2800. .0070 10.0 10.0 .035 100.00 37 49 0 1 CHANNEL 3.0 400. .0130 3.0 3.0 .040 100.00 38 39 0 1 CHANNEL 2.0 1200. .0050 30.0 30.0 .016 100.00 39 142 11 2 PIPE .1 1000. .0100 .0 .0 .100 .10 ' RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 -.9 5.0 1.6 10.0 2.3 15.0 3.0 20.0 4.4 25.0 6.7 30.0 12.6 33.4 13.3 35.0 13.8 40.0 14.4 50.0 40 41 0 4 CHANNEL 15.0 1000. .0020 4.0 4.0 .040 4.00 OVERFLOW 47.0 1000. .0020 100.0 100.0 .060 100.00 41 42 9 2 PIPE .1 1000. .0100 .0 .0 .100 .10 ' RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 101.5 .1 290.8 .3 498.3 .9 378.3 1.4 378.3 2.0 458.9 4.0 1213.6 7.1 2731.4 42 142 17 2 PIPE .1 ISO. .0100 .0 A .013 .10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW ' .0 .0 1.3 10.0 2.9 20.0 4.9 30.0 7.1 40.0 9.5 50.0 11.1 60.0 14.5 80.0 19.6 100.0 35.8 150.0 40.5 160.0 43.4 200.0 44.6 250.0 45.5 300.0 46.1 350.0 46.8 400.0 47.4 450.0 43 44 0 4 CHANNEL .0 1100. .0060 50.0 50.0 .016 .50 OVERFLOW 50.01100. .0060 10.0 10.0 .035 100.00 ' 44 444 11 2 PIPE .1 1700. .0020 .0 .0 .100 .10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 1.0 .1 2.0 .4 3.0 .5 4.0 .7 5.0 1.5 6.0 1.8 6.0 3.8 21.0 4.5 36.0 6.3 141.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 -1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 444 544 3 3 .0 1. .0010 .0 .0 .001 10.00 644 DIVERSION TO GUTTER NUMBER 644 - TOTAL Q VS DIVERTED Q IN CPS .0 .0 6.0 .0 141.0 135.0 544 244 0 3 .0 1. .0010 .0 .0 .001 10.00 0 644 144 0 3 .0 1. .0010 .0 .0 .001 10.00 0 45 49 0 5 PIPE 3.0 900. .0150 .0' .0 .013 3.00 0 OVERFLOW 5.0 900. .0150 100.0 100.0 .016 100.00 46 49 0 5 PIPE 1.5 500. .0200 .0 .0 .013 1.56 0 OVERFLOW 2.0 500. .0200 30.0 30.0 .016 100.00 67 46' 0 5 PIPE 2.0 1306. .0170 .0 .0 .013 2.00 0 OVERFLOW 2.0 1300. .0170 30.0 30.0 .016 100.00 48 47 0 1 CHANNEL 1.0 500. .0020 30.0 1.0 .016 100.00 0 49 50 0 1 CHANNEL 10.0 500. .0160 5.0 5.0 .040 100.00 0 50 53 5 2 PIPE .1 1. .0160 .0 .0 1.000 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 90.0 40.0 250.0 220.0 460.0 560.0 630.0 880.0 51 338 0 5 PIPE 1.0 800. .0070 .0 .0 .011 1.00 0 OVERFLOW .0 800. .0070 20.0 28.0 .060 100.00 338 52 6 2 PIPE - .1 1. .0010 .0 .0 .100 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 6.4 .4 6.4 1.5 6.4 2.0 6.4 5.4 61.0 52 53 0 5 PIPE 2.5 1800. .0050 .0 .0 .013 2.50 0 OVERFLOW 3.0 1800. .0050 4.0 4.0 .040 100.00 53 54 0 1 CHANNEL 3.0 900. .0040 4.0 4.0 .040 100.00 0 54 55 0 1 CHANNEL 3.0 1500. .0060 13.0 13.0 .040 100.00 0 142 55 0 1 CHANNEL 10.0 1400. .0030 3.0 3.0 .040 100.00 0 55 56 0 .1 CHANNEL 10.0 1900. .0030 3.0 3.0 .040 100.00 0 56 57 10 2 PIPE .1 100. .0050 .0 .0 .013 2.00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 9.1 .1 39.0 1.5 90.0 6.8 204.7 17.7 294.4 34.7 358.4 56.3 411.3 59.9 420.0 67.1 438.0 57 157 4 2 PIPE .1 130. .0059 .0 .0 ..013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .2 51.0 .9 189.0 1.3 500.0 157 257 5 2 PIPE .1 157. .0046 .0 .0 .023 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .3 151.0 1.0 317.0 3.1 414.0 6.9 486.0 244 42 0 2 PIPE 2.0 1150. .0050 .0 .0 .013 2.00 0 144 58 0 1 CHANNEL 2.0 1500. .0060 - 30.0 30.0 .016 100.00 0 58 59 0 1 CHANNEL 2.0 900. .0060 30.0 30.0 .016 100.00 0 159 59 6 2 PIPE .1 1. .0010 .0 .0 .001 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .8 5.0 3.6 10.0 4.9 11.2 5.1 15.0 5.5 35.0 59 62 11 2 PIPE .1 1. .0010 .0 .0 .001 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .8 5.0 1.1 10.0 1.3 15.0 2.0 20'.0 3.0 23.9 3.1 45.0 3.2 100.0 3.3 150.0 3.4 200.0 3.4 250.0 60 61 0 1 CHANNEL 5.0 1200. .0020 3.0 3.0 .040 100.00 0 61 62 0 1 CHANNEL 3.0 1100. .0040 4.0 4.0 .040 100.00 0 62 162 9 2 PIPE .1 800. .0100 .0 .0 .010 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .32.9 .0 39.9 20.0 43.3 40.0 46.0 60.0 51.1 100.0 54.2 125.0 56.5 150-.0 61.2 200.0 162 662 4 3 .0 1. .0010 .0 .0 .001 10.00 562 DIVERSION TO GUTTER NUMBER 562 - TOTAL Q VS DIVERTED Q IN CPS .0 .0 24.0 .0 54.0 30.0 3000.0 30.0 562 257 0 3 .0 1. .0020 .0 .0 .001 10.00 0 662 66 0 3 .0 1. .0010 .0 .0 .001 10.00 0 63 64 0 1 CHANNEL 2.0 1300. .0050 30.0 3Q.0 .016 100.00 0 64 466 0 5 PIPE 3.0 1400. .0080 .0 .0 .013 3.00 0 OVERFLOW 2.0 1400. .0080 30.0 30.0 .016 100.00 65 466 0 1 CHANNEL 2.0 1300. .0030 30.0 30.0 .016 100.00 0 466 66 0 3 .0 1. .0010 .0 .0 .001 10.00 0 66 69 12 2 PIPE .1 1000. .0012 .0 .0 .100 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 3.5 .4 15.2 1.4 29.2 2.9 37.0 7.9 42.6 16.5 43.6 21.3 44.0 27.1 44.4 34.3 44.9 39.1 45.5 39.5 45.8 67 162 0 1 CHANNEL 2.0 1200. .0060 30.0 30.0 .016 100.00 0 69 82 0 5 PIPE 2.5 1220. .0117 .0 .0 .013 2.50 0 OVERFLOW 2.5 1220. .0117 2.5 2.5 .040 100.00 70 471 0 1 CHANNEL 2.0 1600. .0040 30.0 30.0 .016 100.00 0 471 71 0 3' .0 1. .0010 .0 .0 .001 10.00 0 71 82 19 2 PIPE .1 1000. .0040 .0 .0 .100 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 1.0 .1 5.7 .2 10.1 .6 10.7 1.8 11.2 2.9 12.3 4.2 13.0 4.5 13.5 6.4 13.8 7.1 14.2 7.8 14.4 8.7 14.6 9.3 14.8 9.8 14.9 10.2 15.0 11.7 15.2 12.3 15.3 12.4 15.4 - 172 173 6 2 PIPE - .1 1000. .0080 .0 .0 .100 1.50 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .3 10.0 1.3 20.0 2.3 30.0 6.5 38.2 6.7 70.0 173 56 0 5 PIPE 2.3 1500. .0022 .0 .0 .013 2.30 0 OVERFLOW 4.0 1500. .0022 4.0 4.0 .040 100.00 75 76 8 2 PIPE .1 1000. .0010 1.0 1.0 .100 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 .5 .2 1.3 .4 2.1 .7 3.0 1.0 3.0 1.3 18.4 1.8 74.6 79 76 3 2 PIPE .1 1000. .0010 .0 .0 .100 .10 0 RESERVOIR STORAGE IN ACRE -PEEP VS SPILLWAY OUTFLOW .0 .0 .6 10.0 .6 125.0 76 77 0 5 PIPE 1.0 700. .0030 .0 .0 .013 1.00 0 OVERFLOW 1.0 700. .0030 30.0 30.0 .016 100.00 77 257 0 5 PIPE 2.0 1100. .0020 .0 .0 .013 2.00 0 OVERFLOW 2.0 1100. .0020 30.0 30.0 .016 100.00 257 78 0 1 CHANNEL 5.0 700. .0084 4.0 4.0 .036 100.00 0 78 178 0 1 CHANNEL 5.0 800. .0084 4.0 -4.0 .036 100.00 0 211 178 2 2 PIPE .1 1000. .0100 .0 .0 .100 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW . .0 .0 3.1 10.0 212 288 2 2 PIPE .1 1000. .0100 .0 .0 .100 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .. .0 .0 3115.0 - 210 78 9 2 PI PE .1 80. .0050 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .5 6.6 .6 13.1 .8 17.3 .9 20.6 1.1 23.5 1.3 26.1 1.5 28.5 1.7 30.6 81 207 0 1 CHANNEL 2,5 1150, .0050 30.0 30,0 .016 100,00 0 207 82 2 2 PIPE .1 1000. •0100 .0 .0 .100 .10 0 ' RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 9.7 20.0 82 83 0 5 PIPE 4.0 1350. .0040 .0 .0 .013 4.00 0 OVERFLOW 4.0 1350. .0040 30.0 30.0 .013 100.00 208 83 2 2 PIPE .1 1000. ,.0100 .0 .0 .100 .10 0 ' RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 9.5 20.0 83 184 0 5 PIPE 4.5 1300. .0040 .0 .0 .016 4.50 0 OVERFLOW 4.5 1300. .0040 30.0 30.0 - .016 100.00 209 184 2 2 PIPE .1 1000. .0100 .0 .0 .100 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW ' .0 .0 5.5 9.0 184 216 0 5 PIPE 4.5 2400. .0056 .0 .0 .013 4.50 0 OVERFLOW 4.5 2400. .0056 30.0 30.0 .016 100.00 86 216 0 1 CHANNEL 2.0 1600. .0040 30.0 30.0 .040 100.00 0 216 0 2 2 PIPE .1 1. .0100 .0 .0 .100 .10 0 ' RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 22.5 167.0 85 215 0 1 CHANNEL 2.0 3500. .0030 4.0 4.0 .040 100.00 0 215 185 2 2 PIPE .1 1. .0100 .0 .0 .100 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 33.2 85.0 185 87 0 1 CHANNEL 25.0 1200. .0004 3.0 3.0 .030 100.00 0 87 194 0 1 CHANNEL 25.0 1200. .0004 3.0 3.0 .030 100.00 0 251 178 7 2 PIPE .1 1000. .0100 .0 4 .100 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 1.0 .1 2..9 .2 4.9 .2 5.0 .3 5.1 ' .6 5.4 178 88 0 4 CHANNEL 3.0 700. .0120 4.0 4.0 .040 4.00 0 OVERFLOW 35.0 700. .0120 30.0 30.0 .060 100.00 88 288 0 4 CHANNEL 3.0 700. .0120 4.0 4.0 .040 4.00 0 ,OVERFLOW 35.0 700. .0120 30.0 30.0 .060 100.00 ' 288 188 0 3 •0 1. .0010 .0 .0 .001 10.00 0 188 94 0 1 CHANNEL 1.0 1400. .0100 20.0 20.0 .040 100.00 0 94 194 0 1 CHANNEL 1.0 1600. .0100 20.0 20.0 .040 100.00 0 194 95 0 1 CHANNEL 25.0 900. .0004 3.0 3.0 .030 100.00 0 95 96 0 1 CHANNEL 25.0 100. .0004 3"0 3.0 .030 100,00 0 303 213 4 2 PIPE .1 1. .0100 .0 .0 .016 8.00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .6 1.7 1.3 4.8 2.0 8.8 306 307 4 2 PIPE .1 -1. .0100 .0 .0 .016 8.00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 16.4 :2 17.6 .4 82.0 ' 307 213 0 5 PIPE 2.5 1240. .0060 :'0 .0 .013 2.50 0 OVERFLOW .0 1240. .0060 50.0 50.0 .016 100.00 313 213 3 2 PIPE .1 . 1. .0100 .0 .0 .016 8.00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW ' .0 .0 .8 2.3 1.7 6.9 213 90 17 2 .1 PIPE .1 0. .0010 .0 .0 .100 .10 0 ' RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 9.9 .2 19.2 .5 25.2 1.1 32.4 2.1 35.8 3.5 39.0 4.6 41.3 5.5 42.5 6.3 43.3 6.8 43.8 7.3 44.0 7.5 44.2 11.8 44.2 12.4 49.2 12.7 54.2 13.1 69.2 361 351 0 4 CHANNEL .0 1000. .0070 50.0 50.0 .016 .40 0 ' OVERFLOW 40.0 1000. .0070 10.0 10.0 .020 10.00 351 214 0 3 - .0 1. .0010 .0 .0 .001 10.00 0 214 91 13 2 PIPE .1 1. .1000 .0 .0 .024 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 1.1 5.6 1.8 8.9 2.6 11.3 3.5 13.3 4.4 14.9 5.3 16.5 6.3 17.9 7.3 19.2 8.4 20.4 9.5 21.5 11.9 23.7 14.6 25.6 90 91 0 5 PIPE 3.0 2700. .0070 .0 .0 .013 3.00 0 OVERFLOW 2.0 2700. .0070 30.0 30.0 .016 100.00 91 96 0 5 PIPE 3.0 1300. .0300 .0 '.0 .013 3.00 0 OVERFLOW - 2.0 1300. .0300 1.0 1.0 .016 3.00 ' 193 96 16 2 PIPE .1 '1. .0100 .0 .0 .100 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 2.2 21.0 4.5 22.5 7.0 24.0 9.6 25.1 10.9 26.0 11.2 29.4 11.5 35.2 12.8 - 42.5 12.1 51.3 12.3 61.3 12.6 72.4 12.9 84.7 13.2 98.1 13.5 112.3 13.8 127.5 ' 96 500 0 1 CHANNEL 25.0 100. .0004 3.0 3.0 .030 100.00 0 TOTAL NUMBER OF GUTTERS/PIPES, 136 ' FOOTHILLS BASIN - FULLY DEVELOPED CONDITION WITH REVISED RAINFALL 100-YEAR EVENT CITY MODIFIED ACE 99 PONDS 57 & 157 RATING CURVES FOR HOMESTATE SUBMITTAL 11-2000 FILENAME FOOT100.DAT ARRANGEMENT OF SUBCATCHNENTTS AND GUTTERS/PIPES ' GUTTER TRIBUTARY GUTTER/PIPE 5 152 0 0 0 0 0 6 201 5 0. 0 0 0 7 6 273 0 0 0 0 8 -0 0 -0 0 0 0 0 ' 9 0 0 0 0 0 0 10 1 9 109 0 0 0 11 0 0 0 0 0 0 TRIBUTARY SUBAREA D.A.(AC) 0 0 0 0 0 0. 0 0 0 0 0 0 0 0 163.1 0 0- 0 0 0 0 0 0 0 0 0 0 0- 0 170.9 0 0 0 0 105 0 0 0 0 0.. 0 0 0 0 178.4 10 0 0 0 6 0 0 0 0 0 0 0 0 0 32.1 0 0 0 0 7 0 0 0 0 0 • 0 0 0 0 10.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 220.5 0 0 0 0 8 0 0 0 0 0 0 0 0 0 28.3 12 116 16 18 0 0 0 0 0 0 0 13 0 0 0 0 0 0 0 0 0 447.8 14 0 0 0 0 0 0 0 0 0 0 10 0 0 0 0 0 0 0 0 0 73.8 15 11 115 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 322.6 16 0 0 0 0 '0 0 0 0 0 0 11 0 0 0 0 0 0 0 0 0 53.0 18 0 0 0 0 0 0 0 0 0 0 12 0 0 0 0 0 0 0 0 0 64.9 19 12 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 447.8 24 0 0 0 0 0 0 0 0 0 0 17 0 0 0 0 0 0 0 0 0 4.6 25 24 0 0 0 0 0 0 0 0 0 18 0 0 0 0 0 0 0 0 0 24.7 26 0 0 0 0 0 0 0 0 0 0 14 0 0 0 0 0 0 0 0 0 5.3 27 26 25 0 0 0 0 0 0 0 0 19 0 0 0- 0 0 0�0 0 0 46.3 29 19 0 0 0 0 0 0 0 0 0 15 0 0 0 0 0 0 0 0 0 460.1 33 0 0 0 0 0 0 0 0 0 0 24 0 0 0 0 0 0 0 0 0 40.5 34 129 0 0 0 0 0 0 0 0 0 25 0 0 0 0 0 0 0 0 0 585.4 35 134 0 0 0 0 0 0 0 0 0 26 0 0 0 0- 0 0 0 0 0 620.9 ' 36 0 0 0 0 0 0 0 0 0 0 27 0 0 0 0 0 0 0 0 0 11.6 37 0 0 0 0 0 0 0 0 0 0 28 0 0 0 0 0 0 0 0 0 5.0 38 0 0 0 0 0 0 0 0 0 0 31 0 0 0 0 0 0 0 0 0 56.5 39 38 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 56.5 40 133 35 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 661A 41 40 0 0 0 0 0 0 0 0 0 30 0 0 0 0 0 0 0 0 0 730.5 ' 42 41 244 0 0 0 0 0 0 0 0 32 0 0 0 0 0 0 0 0 0 821.9 43 0 0 0 0 0 0 0 0 0 0 29 0 0 0 0 0 0 0 0 0 64.5 . 44 43 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 64.5 45 0 0 0 0 0 0 0 0 0 0 34 36 0 0 0 0 0 0 0 0 38.0 46 47 0 0 0 0 0 0 0 0 0 35 0 0 0 0 0 0 0 0 0 77.9 ' 47 27 48 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 49.0 48 0 0 0 0 0 0 0 0 0 0 33 0 0 0 0 0 0 0 0 0 2.7 49 37 45 46 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 120.9 50 49 0 0 0 0 0 0 0 0 0 37 0 0 0 0 0 0 0 0 0 376.6 51 0 0- 0 0 0 0 0 0 0 0 38 0 0 0 0 0 0 0 0 0 41.7 52 338 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 53.3 ' 53 50 52 0 0 0 0 0 0 0 0 39 0 0 0 0 0 0 0 0 0 462.5 54 53 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 462.5 55 54 142 0 0 0 0 0 0 0 0 40 0 0 0 0 0 0 0 0 0 1559.5 56 - 55 173 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1628.2 57 56 0 0 0 0 0 0 0 0 0 50 0 0 0 0 0 0 0 0 0 1647.7 ' 58 144 0 0 0 0 0 0 0 0 0 44 0 0 0 0 0 0 0 0 0 42.3 59 58 159 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 61.0 60 0 0 0 0 0 0 0 0 0 0 46 0 0 0 0 0 0 0 0 0 26.6 61 60 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 26.6 62 59 61 0 0 0 0 0 0 0 0 45 0 0 0 0 0 0 0 0 0 205.2 ' 63 0 0 0 0 0 0 0 0 0 0 47 0 0 0 0 0 0 0 0 0 88.0 64 63 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 88.0 65 0 0 0 0 0 0 0 0 0 0 48 0 0 0 0 0 0 0 0 0 96.5 66 662 466 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 432.1 _ 67 0 0 0 0 0 0 0 0 0 0 49 0 0 0 0 0 0 0 0 0 42.4 69 66 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0- 0 0 0 432.1 ' 70 0 0 0 0 0 0 0 0 0 0 51 0 0 0 0 0 0 0 0 0 68.0 71 471 0 0 0 0 0- 0 0 0 0 0 0 0 0 0 0 0 0 0 0 68.0 75 0 0 0 0 0 0 0 0 0 0 53 0 0 0 0 0 0 0 0 0 14.7 76 - 75 79 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 29.4 77 76 0 0 0 0 0 0 0 0 0 62 0 0 0 0 0 0 0 0 0 32.7 ' 78 257 210 0 0 0 0 0 0 0 0 60 0 0 0 0 0 0 0 0 0 1737.6 79 0 0 0 0 0 0 0 0 0 0 52 0 0 0 0 0 0 0 0 0 14.7 81 0 0 0 0 0 0 0 0 0 0 54 0 0 0 0 0 0 0 0 0 50.9 82 69 71 207 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 551.0 83 82 201 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 606.2 85 0 0 0 0 0 0 0 0 0 0 57 0 0 0 0 0 0 0 0 0 208.1 86 0 0 0 0 0 0 0 0 0 0 67 0 0 0 0 0 0 0 0 0 95.4 87 185 0 0 0 0 0 -0 0 0 0 0 0 0 0 0 0 0 0 0 0 208.1 88 178 0 0 0 0 0 0 0 0 0 650 65 0 0 0 0 0 0 0 0 1790.2 90 213 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 90.5 91 214 90 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 156.5 94 188 0 0 0 0 0 0 0 0 0 66 68 0 0 0 0 0 0 0 0 1918.4 95 194 0 0 0 0 0 0 0 0 0 69 0 0 0 0 0 0 0 0 0 2191.7 96 95 91 193 0 0 0 0 0 0 , 0 0 0 0 0 0 0 0 0 0 0 2439.7 98 0 0 0 0 0 0 0 0 0 0 16 0 0 0 0 0 0 0 0 0 11.8 102 104 156 0 163 0 110 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 78 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 111.3 5.5 109 8 0 0 0 0 0 0 0 0 0 0 0 - 0 0 0 0 0 0 0 0 32.1 115 10 14 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 294.3 116 15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 322.6 129 98 29 0 0 0 0 0 0 0 0 22 0 0 0 0 0 0 0 0 0 497.9 133 33 849 0 0 0 0 0 .0 0 0 0 0 0 0 0 0 0 0 0 0 40.5 ' 134 34 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 585.4 142 39 42 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 878.4 144 644 0 0 0 0 0 0 0 0 .0 0 0 0 0 0 0 0 0 0 0 .0 150 104 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5.5 152 153 150 0 0 0 0 0 0 0 0 4 0 0 0 0 0 0 0 0 0 163.1 ' 153 154 413 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 120.2 154 102 0 0 0 0 0 0- 0 0 0 0 0 0 0 0 0 0 0 0 0 111.3 156 400 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 20.0 157 57 0 0 0 0 0 0 0 0 0 I50 0 0 0 0 0 0 0 0 0 1668.1 159 0 0 0 0 0 0 0 0 0 0 141 0 0 0 0 0 0 0 0 0 18.7 162 62 67 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 247.6 ' 163 401 0 0 0 0 0 0 - 0 0 0 0 0 0 0 0 0 0 0 0 0 47.8 172 0 0 0 0 0 0 0 0 0 0 142 43 0 0 0 0 0 0 0 0 68.7 173 172 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 68.7 178 78 211 251 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1764.9 184 83 209 0 0 0 0 0 0 0 0 581 0 0- 0 0 0 0 0 0 0 660.1 ' 185 215 0 0 0 0 0- 0 0 0 0 0 0 0 0 0 0 0 0 0 0 208.1 188 288 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1873.2 193 0 0 0 0 0 0 0 0 0 0 63 0 0 0 0 0 0 0 0 0 91.5 194 87 94 _ 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2126.5 201 0 0 0 0 0 0 0 0 0 0 5 0 0 0 0 0 0 0 0 0 7.8 207 81 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 50.9 208 0 0 0 0 0 0 0 0 0 0 55 0 0 0 0 0 0 0 0 0 55.2 209 0 0 0 0 0 0 0 0 0 0 56 0 0 0 0 0 0 0 0 0 31.7 210 0 0 - 0 0 0 0 0 0 0 0 61 0 0 0 0 0 0 0 0 0 12.2' 211 0 0 0 0 0 0 0 0 0 0 59 0 0 0 0 0 0 0 0 0 20. 212 0 0 0 0 0 0 0 0 0 0 582 0 0 0 0 0 0 0 0 0 34. 213 214 303 351 307 0 313 0 0. 0 0 0 0 0 0 0 0 0 0 0 0 0 624 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 90, 66, ' 215 85 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 208. 216 184 86 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 755. 244 544 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 64, 251 0 0 0 0 0 0 0 0 0 0 651 0 0 0 0 0 0 0 0 0 6. 257 157 562 77 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1700, ' 273 0 0 0 0 0 0 0 .0 0 0 " 0 0• 0 0 0 0 0 0 0 0 288 212 88 0 0 0 0 0 0 0 0 58 681 0. 0 0 0 0 0 0 0 1873. 303 0 0 0 0 0 0 0 0 0 0 622 0 0 0 0 0 0 0 0 0 10. 306 0 0 0 0 0 0 0 0 0 0 621 0 0 0 0 0 0 0 0 0 S. 307 306 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5. ' 313 0 0 0 0 0 0 0 0 0 0 623 0 0 0 0 0 0 0 0 0 3. 338 36 51 0 0 0 0 0 0 0 0 0 0 0 0 0 0 - 0 0 0 0 53. 351 361 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 66. 361 0 0 0 0 0 0 0 0 0 0 64 0 0 0 0 0 0 0 0 0 66. 400 0 0 0 0 0 0 0 0 0. 0 70 0 0 0 0 0 0 0 0 0 20, 401 0 0 0 0 0 0 0 0 0 0 71 0 0 0 0 0 0 0 0 0 47. ' 410 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0 14. 413 0 0 0 0 0 0 0 0 0 0 75 0 0 0 0 0 0 0 0 0 8. 444 44 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 64. 466 64 65 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 184. 471 70 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 68. ' 544 444 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 64. 562 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 644 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 662 162 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 247. 849 0 0 0 0 0 0 FOOTHILLS BASIN - FULLY DEVELOPED CONDITION WITH 0 0 REVISED 0 0 0 RAINFALL 100-YEAR EVENT 0 0 0 0 0 0 0 0 0 CITY MODIFIED ACE 99 PONDS 57 8 157 RATING CURVES FOR HOMESTATE SUBMITTAL 11-2000 FILENAME FO0T100.DAT ' '•' PEAR FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENTION DAMS ••• "• NOTE :S IMPLIES A SURCHARGED ELEMENT AND :D IMPLIES A SURCHARGED DETENTION FACILITY CONVEYANCE PEAR STAGE STORAGE TIME ELEMENT:TYPE (CPS) (FT) (AC -FT) (HR/MIN) 5:5 75.0 3.3 0 42. 6:5 91.5 3.3 0 48. 7:1 179.4 3.0 0 52. 8:1 222.3 1.1 0 36. 9:2 5.6 .1 1.8:D 1 53. ' 10:1 262.4 3.2 0 52. 11:5 118.5 2.4 0 36. 12:3 541.0 (DIRECT FLOW) 0 36.. 14:5 308.6 3.8 0 36. 15:2 350.4 .1 14.3:D 1 3. - - ' 16:1 239.9 1.3 0 36. 18:1 208.8 1.0 0 36. 19:2 253.1 .1 33.2:D 1 59. 24:1 24.8 1.6 0 38. 25:1 115.7 3.4 0 41-. 26:5 24.6 2.4 0 37. ' 27:3 254.3 (DIRECT FLOW) 0 36. 29:5 256.9 4.6 2 0. 33:4 176.9 .9 0 36. 34:5 932.4 6.1 0 36. 35:4 973.5 6.1 0 41. ' 36:4 34.4 .5 0 43. 37:1 35.5 1.4 0 35. 38:1 227.7 1.2 0 37. 39:2 30.8 .1 8.1:D 2 3. 40:4 898.3 5.2 0 47. 41:2 986.6 .1 3.4:D 0 49. 42:2 426.1 .1 47.1:D 2 11. 43:4 300.9 1.0 0 37. 44:2 127.1 .1 6.O:D 0 55. 45:5 308.8 3.6 0 36. 46:5 448.2 2.7 0 36. _ ' 47:5 245.0 2-.9 0 39. 48:1 19.6 .7 0 36. 49:1 770.1 3.6 0 37. " 50:2 47.2 .1 96.4:D 2 14. 51:5 155.5 2.8 0 38. ,- 52:5 61.9 4.0 1 30. ' 53:1 128.0 2.8 1 28. 54:1 127.0 1.8 1 36. 55:1 768.0 5.9 0 40. 56:2 431.0 .1 64.3:D 3 10. 57:2 431.3 .1 1.2:D 3 11. ' 58:1 179.2 1.1 0 36. 59:2 180.3 .1 3.3:D 1 1. 60:1 93.0 2.9 0 40. 61:1 82.0 2.4 0 46. 62:2 68.3 .1 47.1:D 2 26. ' 63:1 337.4 1.4 0 37. 64:5 299.2 4.1 0 41. 65:1 332.6 1.6 0 37. 66:2 47.0 .1 41.O:D 3 18. 6: 182.E . 0 . 69:5 47.0 2 .2 3 21 21. ' 70:1 248.0 1.3 0 38. 71:2 15.3 .1 12.2:D 2 27. . 75:2 50.1 .1 1.6:D 0 43. 1 76:5 110.1 2.0 0 41. 77:5 104.8 3.0 0 46. 78:1 550.9 4.0 0 48. ' 79:2 116.9 .1 .6:D 0 34. 81:1 219.7 1.2 0 39. 82:5 81.0 2.9 2 43. 83:5 100.5 3.7 2 19. 8:1 .. 0 4. 86:1 388.2 388 2.2 0 40. ' 87:1 84.2 2.0 2 42. 88:4 611.5 4.2 0 50. 90:5 44.2 2.0 2 57. 91:5 67.5 1.6 2 11. 94:1 907.9 3.0 0 52. ' 95:1 973.0 7.3 0 59. 96:1 1062.8 7.7 0 59. 9814 90.0 .6 0 36. 102:2 5.5 .1 20.3:D 4 14. 104:2 109:2 5.1 132.8 .1 .9:D .1 3.O:D 1 0 10. 43. ' 115:3 429.9 (DIRECT FLOW) 0 48. 116:1 347.5 4.9 1 S. . - 129:5 320.8 5.3 0 37. 133:5 178.9 3.2 0 38. 134:4 906.2 5.9 0 38. 142:1 455.0 4.7 2 14. 144:1 114.9 .9 1 1. 150:2 5.1 1.0 1 12. 152:5 78.2 3.5 0 37. 153:5 6.8 1.4 4 32. ' 154:5 5.5 1.4 4 19. 156:5 57.7 1.8 0 44. 157:2 426.2 .1 3.7:D 3 41. 159:2 8.4 .1 2.7:D 2 2. 112:3 182.6 (DIRECT FLOW) 0 31, 163:4 109.8 1.0 0 51. 172:2 58.8 .1 6.6:D 1 16. 173:5 53.2 4.1 1 29. 178:4 559.6 4.1 0 50. 184:5 172.5 4.9 0 40. 185:1 84.6 2.0 2 30. ' 188:1 824.9 2.9 0 49. 193:2 73.3 .1 12.6:D 1 32. 194:1 886.3 7.0 0 57. 201:2 22.9 .1 1.1:D 0 44. 207:2 208:2 20.0 20.0 .1 9.7:D .1 9.5:D 2 2 11, 6. ' 209:2 9.0 .1 5.5:D 2 15. 210:2 25.4 .1 1.2:D 0 50. 211:2 9.9 .1 3.1:D 2 3. 212:2 115.2 .1 3.7:D 0 42. 213:2 44.2 .1 11.4:D 2 1. ' 214:2 23.3 .1 11.5:D 2 10. 215:2 85.1 .1 33.2:D 2 19. 216:2 166.9 .1 22.5:D 2 6. 244:2 6.0 .8 2 18. 251:2 257:1 5.4 475.7 .1 .6:D 3.8 1 0 27. 48. ' 273:3 88.8 (DIRECT FLOW) 0 51. 288:3 852.2 (DIRECT FLOW) 0 45. 303:2 5.6 .1 1.4:D 1 55. 306:2 35.2 .1 .2:D 0 36. 307:5 31.5 2.0 0 39. ' 313:2 1.7 .1 .6:D 1 37. 338:2 64.1 .1 5.6:D 1 16. 351:3 315.3 (DIRECT FLOW) 0 36. 361:4 315.3 1.0 0 36. 00:4 60.5 .6 0 40. ' 401:d 13232.5 .8 0 41dl. 410:2 2.8 .1 2.9:D 2 15. 413:2 1.5 .1 1.9:D 2 7. 444:3 127.1 (DIRECT FLOW) 0 55. 466:3 617.2 (DIRECT FLOW) 0 10, 471:3 248.0 (DIRECT FLOW) 0 38. ' ' 500:3 1062.8 (DIRECT FLOW) 0 59. 544:3 6.0 (DIRECT FLOW) 2 14. 562:3 30.0 (DIRECT FLOW) 0 29. 644:3 121.1 (DIRECT FLOW) 0 55. 662:3 152.6 (DIRECT FLOW) 0 36. ' 849:3 14.2 (DIRECT. FLOW) 0 16. ENDFROGRAM PROGRAM CALLED L 1 ivied 7t9 ve-il� 0 07/itr7 w/dl •li I ' :WIN Engineering Consultants 2900 South College Avenue Fort Collins, Colorado 80525 (303) 2264955 ' Ms. Susan Duba Hayes Stormwater Utility Dept. City of Fort Collins 235 Mathews Fort Collins, Co. 80522 September 19, 1990 RE: VERIFICATION OF DETENTION AND STORM DRAINAGE FACILITIES ' TIMBERLINE VILLAGE Dear Susan: RBD Inc. has field inspected and surveyed the improvements indicated on the Timberline Village - Foothill Drainage Crossing ' plan prepared for the City of Fort Collins by James H. Stewart and Associates dated 4/9/86. As a result of this effort we have verified that the drainage structures and pans have been constructed to within construction tolerances of the design shown ' on the above referenced plan. The pond volume before cresting at Timberline Road is 8.19 ac.ft.(see attached calculation sheet). The pond cresting occurs at an eleMation of 4939.5. The crest Ievation compares o an elevation of 4934.4 for the subdrain j-'0':ystem outfall from the lot to the north and a finish grade ,J elevation of 4941.00 on the office building to the south of the pS d ponding area. The fenceline on the lots to the north sets at an "Itsp approximate elevation of 4941.00 as well. The actual volume fYUMcompares to a required volume of 11.66 ac.ft. �1 It is our understanding in discussions with Bob Smith that the City Ir in aware of this deficiency in pond volume. The City is willing to accept the current conditions realizing that downstream capacity 1 1 will be increased in the future when development occurs. I trust this letter addresses your needs and agrees with your understanding to the status of the existing drainage improvements. Sincerely, Stan A. Myers P. cc: Stan Everitt, Everitt Companies 035-117/ 022-1058.035 Uip:: Hfl d l i i ilti:�� L' Other Offices: Vail, Colorado (303) 476-6340 9 Colorado Springs, Colorado (719) 598-4107 • Longmont, Colorado (303) 678-9584 T3D,NC CLIENT \ 1 �'D 7'j'r' JOB NO. ASS PROJECT_ I IM F P I I QR CALCULATIONSFOR 1:-oiaD �OLhMES Engineering Consultants MADE BY J:!>C- DATE CIO I1 0 E K OBY DATE suaa7 I no 1 U1 - 0= mt,joco j 0 9 9 Q d- h n� ro d _ ►,QQ CD` d r N 0 N d tl II n i1 11 11 p d O N U N pn 4 m N .o N o a0 m o N 63 m K LL a W 0 J v1 0 N LO N �j 4 4 d I- d a^ M 9 d 'll a I� i9 61 0 l4 a 0. O 9 8 Q av N N N o 2 N �l p� m `o �~ � 9 r 0 r o I m m NI m m p 0. �} d j d :2 APPENDIX D FOOTHILLS BASIN SWMM PROPOSED PROJECT (3.67" for 2-hr,100-yr Storm) 11 11 11 11 I' Overall Drainage Plan R"n Farm O.D.P. 11 November 24, 1999 F t 8 r x y I � 1 a V i i Tt .l I y + s 4 t Z { ak y } Jill i a y • h CC 1 w s. Y�<r� $3 x t` :_:,�.- �_ � '. t+s ��t� .6•t�?-i'F : C 11 : 5ayr � •f p _ r � ' }ice 3f r t�,: s t _ }ice+ �• of _ - �{t >, ffi' s $ ° - � r # r, ._ *- r,['•aV. r•. f rr w 3� "Y i `.rf A d. A ` f -j + Y '_f t �+s a 't L - . ,. s..s t '..1 x x..,' v.-a.,v:.., '. u ;thY �?! '; a'�}{'a•�< .r �q, �%i } s , 8. s{ •� � � � r v -li ±'. � »ClY'�ir� - Vt� 97 � }r� tti ffi,•)• is w r ^ ' 'yAY P3.3 a 4 S r 1 '^ .}' P t ic. ;{+�. }�� k �+: Iry `.'Sr .�7 { 7'-y+ -. ,� -+w Y r�•!.. 5 rt �if � 1�'> i � �� s „T� �' '� tto {4i t �3 oy e � s•, r„°� � 1..� �'. L ii'.i•y.��S}�yyii i. � : + YI ar;` F� nz � � a /r., Y 1}y .'{ d a t-� .f3�rttN�S�irF a 'p n✓ � { ir�t s � 4- >�. � Ky+�` �'u�i fy C +. 4'^ - y n. Wb 6�"fi<r-Po4 y'� �� t t � f c s �L ,•. 4 ! � �-se �.. sV.;i'1.R.s? t,'�+ K2.�i' i La t t +L V! r "Vh i'tr r" vi k acr r .j t t t cY SFmy �.i� _ � 1 ! Ill } � - 14: '+i 5• i' .' 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 244 144 58 159 59 60 61 62 162 562 662 63 64 65 466 66 67 69 70 471 71 172 173 75 79 76 77 257 78 211 'tau 257 0 22 2 PIPE .1 157. .0046 .0 - .0 .023 .1( RFSS"FIZ;.DIR SrGUM IN ACRE-FEET VS SPIUkAY CUMEW 0 .0 .0 9.0 .0 48.0 .0 92.0 .1 136.0 .4 .8 308.0 1.6 362.0 2.6 409.0 4.0 452.0 5.8 493.0 8.2 8.5 540.0 8.9 558.0 9.3 586.0 9.6 623.0 10.0 675.0 10.4 10.7 822.0 1-1.1 922.0 11.4 1040.0 11.8 1176.0 42 0 2 PIPE 2.0 1150. .0050 .0 .0 .013 2.00 58 0 1 CKWM 2.0 1500. 0060 30.0 30.0 .016 100.0( 59 0 1 C1ANE 2.0 900. .0060 30.0 30.0 .016 100.0C 59 6 2 PIPE .1 1. .0010 .0 .0 .001 .1( RESF MIR 0 SICRAM IN ACFE-FFEf VS SPILLYM C111FI.CW 0 254.6 DIET. 531.0 PON D 740.0 1 S-7 0 0 0 0 .8 5.0 3.6 10.0 4.9 11.2 5.1 15.0 5.5 35.0 62 11 2 PIPE .1 1. .0010 .0 .0 .001 .10 0 RESMOIR SR3vY£ IN ACYS-FEEL VS SPIIINWY OUIPLCW .0 .0 .8 5.0 1.1 10.0 1.3 15.0 2.0 20.0 3.0 23.9 3.1 45.0 3.2 100.0 3.3 150.0 3.4 200.0 3.4 250.0 61 0 1 C1G414:3. 5.0 1200. .0020 3.0 3.0 .040 100.00 0 62 0 1 CHARM 3.0 1100. .0040 4.0 4.0 .040 100.00 0 162 9 2 PIPE .1 800. .0100 .0 .0 .010 .10 0 F EMIR S1UtXE IN ]G-FEEf VS SPIIIYAY QTIFI.Ow .0 .0 32.9 .0 39.9 20.0 43.3 40.0 46.0 60.0 51.1 100.0 54.2 125.0 56.5 150.0 61.2 200.0 662 4 3 .0 1. .0010 .0 .0 .001 10.00 562 DIVFRSICN M G MER N-tM 562 - 7UM Q VS DIVMM Q IN CFS .0 .0 24.0 .0 54.0 30.0 3000.0 3M 257 0 3 .0 1. .0010 .0 .0 .001 10.00 0 66 0 3 .0 1. .0010 .0 .0 .001 10.00 0 64 0 1 CtANIL 2.0 1300. .0050 30.0 30.0 .016 100.00 0 466 0 5 PIPE 3.0 1400. .0080 .0 .0 .013 3.00 0 OVEO" 2.0 1400. .0080 30.0 30.0 .016 100.00 466 0 1 CRAWL 2.0 1300. .0030 30.0 30.0 .016 100.00 0 66 0 3 .0 1. .0010 .0 .0 .001 10.00 0 69 12 2 PIPE .1 1000. .0012 .0 .0 .100 .10 0 FEsOM m SRF7K£ IN AGE-Fm v5 wnLkAY amuyJ 0 0 0 3.5 .4 15.2 1.4 29.2 2.9 37.0 7.9 42.6 16.5 43.6 21.3 44.0 27.1 44.4 33.3 44.9 39.1 45.5 34.3 45.8 162 0 1 CHARM 2.0 1200. .0060 30.0 30.0 .016 100.00 82 0 5 PIPE 2.5 1220. .0117 .0 .0 .013. 2.50 OVOUIe J 2.5 1220. .0117 2.5 2.5 .040 100.00 471 0 1 CHANNO, 2.0 1600. .0040 30.0 30.0 .016 100.00 71 0 3 .0 1. .0010 .0 .0 .001 10.00 . 82 19 2 PIPE .1 1000. .0040 .0 .0 .100 .10 FUG SIUVM IN AGE -FEEL VS SPIISIAY CUIFICW .0 .0 .1 1.0 .1 5.7 .2 10.1 .6 10.7 1.8 11.2 2.9 12.3 4.2 13.0 4.5 13.5 6.4 13.8 7.1 14.2 7.8 14.4 8.7 14.6 9.3 14.8 9.8 14.9 10.2 15.0 11.7 15.2 12.3 15.3 12.4 15.4 173 6 2 PIPE .1 1000. .0080 .0 .0 .100 1.50 RESERWIR SRItK£ IN hM-FEET VS SPIUM CWTUM ' .0 .0 .3 10.0 1.3 20.0 2.3 30.0 6.5 39.2 6.7 70.0 56 0 5 PIPE ,2.3 1500. .0022 .0 .0 .013 - 2.30 OVERFU4V 4.0 1500. .0022 4.0 4.0 .040 100.00 76 a 2 PIPE .1 1000. .0010 1.0 1.0 .100 .10 FFSiMM SIMM IN ACRE -FEEL VS SPIISYAY CUMEW .0 .0 .0 .5 '.2 1.3 .4 2.1 .7 3.0 1.0 3.0 1.3 18.4 1.8 74.6 76, 3 2 Pin .1 - 1000. .0010 .0 .0 .100 .10 IESERVVIR S1U0K£ IN ACFM-FEEf VS SPIISYFIY CUrFLCW - .0 .0 .6 10.0 .6 125.0 77 _ 0 -5 PIPE 1.0 - 700. .0030 .0 '.0 .013 1.00 OVIT&U W 1.0 700. .0030 30.0 30.0 .016 100.00 257 0 5 PIPE 2.0 1100. .0020 .0 .0 .013 2.00 OJFS2 OR 2.0 1100. .0020 30.0 30.0 .016 100.00 78 0 1 CHM4E. 5.0. 700. .0084 4.0 4.0 .036 100.00 178 0 1 CHARM 5..0 800. .0084 4.0 4.0 .036 100.00 178 2 2 PIPE .1 1000. .0100 .0 .0 .100 .10 FESMMIR SrWGE IN ACRE-FEET VS SPIII➢AY cumc i .0 .0 3.1 10.0 88 0 4 C1WM .0 1400. .0070 50.0 .0 -.016 .50 OVEFTTPLYW 25.0 1400. .0070 10.0 .0 .016 100.00 Ultimate Development SWMM output File: 9164-h34.out, 11/26/99 . IPage 9 of 2.1 0 0 0 0 0 0 0 0 0 0 5411 �� 7 Regional 0 G4"rW4 0 144:1 114.9 - .9 1 1. - 150:2 5.1 1.0 1 12. 152:5 78.2 3.5 0 37. 153:5 6.8 1.4 4 32. 154:5 5.5 1.4 4 19. ' 156:5 57.7 1.8 0 44. 157:2 428.0 .1 3.3:D 3 35.-10 DETEncnON PoNr> I5-7 159:2 8.4 .1 2.7:D 2 2. 162:3 182.6 (D]RF1CP FLOW) 0 36. 163:4 109.8 1.0 0 51. 172:2 58.8 .1 6.6:D 1 16. 173:5 53.2 4.1 1 29. 178:4 537.0 4.1 0 51. 184:5 172.5 4.9 0 40. 185:1 84.6 2.0 2 30. 198:1 866.6 3.0 0 46. 193:2 73.3 .1 12.6:D 1 32. 194:1 964.1 7.1 0 56. 201:2 22.9 .1 1.1:D 0 44. 207:2 20.0 .1 .9.7:D 2 14. 208:2 20.0 .1 9.5:D 2 6. 209:2 9.0 .1 5.5:D 2 15. 210:2 25.4 .1 1.2:D 0 50. 211:2 9.9 .1 3.1:D 2 3. 212:2 47.8 .1 1.0:D 0 41. 213:2 44.2 .1 11.4:D 2 1. 214:2 23.3 .L 11.5:D 2 10. 215:2 85.1 .1 33.2:D 2 19. 216:2 112.1 .1 30.6:D 3 14. 217:2 25.5 .1 2.3:D 1 14. 218:2 105.9 .1 1.5:D 0 39. 244:2 6.0 .8 2 18. 251:2 5.4 .1 .6:D 1 27. 257:1 463.1 3.7 3 33. 273:3 88.8 (DIFECCf FWM 0 51. 288:3 917.9 (Dn= FLCW) 0 41. 303:2 5.6 .1 1.4:D 1 55. 306:2 35.2 .1 .2:D 0 36. 307:5 31.5 2.0 0 39. 313:2 1.7 .1 .6:D 1 37. 338:2 64.1 .1 5.6:D 1 16. 351:3 315.3 (DIMUr FLAY) 0 36. 361:4 315.3 1.0 0 36. 400:4 60.5 .6 0 40. 401:4 132.5 .8 0 '41. 410:2 2.8 .1 2.9:D 2 15. 413:2 1.5 .1 1.9:D. 2 7. 444:3 127.1 (DIItFrf FLOW) 0 55. 466:3 617.2 (DIFsUr F[OY) 0 40. 471:3 248.0 (DIF4:LT FL7W1 0 38. 500:3 1083.5 (DQIEFZT FIM 0 58. 544:3 6.0 (rm= Elm 2 14. 562:3 30.0 (DIRWr FM4) 0 29. - 600:4 328.5 1.3 0 36. 644:3 121.1 (D= Firm 0 55. 662:3 152.6 (DIRWr Ff1W) 0 36. 849:3 14.2 (DIRECT FLOW) 0 16. a r••,r r•. ••ar r ao 11 '-- - ------- - -----_ _.. ... -----_. _ Ultimate Development 3WIVIM output File: 9164-h34.out, 11/26/99 Page 21 of 21 APPENDIX F FIGURES AND TABLES F No Text u 0 ' 0 0 ' a U w z H a a 0 U ' a 0 w ao Ww to aac ' EC 01 W w ' a W a a ' a w z Fi a r MARCH 1991 0 otat000 o ddtntoa to GoW co w CO 0 o MMM000000 o dderdtntntntntntn d w w w w w w w w w m _ o cbo+ototatotD,a+o,o,rnrn000 o ddd-'dderdddddtntntn M CDCDCOCOWCOmCDcooDWmmWW - o nmmC!C o+C Co Ca C� .,C�o,o+o Co 1mC+o�o+ N WWWwWWwCWmWmWmW CO CD CD WmW o Oe'ltttntDt0t0wrrrrr rrrrrrrCD W W w w W . .......................... O d d d d d d d d d d d d Al d IT d er d d d d d d d d d ri wWWwwCDCDCDWCDCDWW W WCDW WCDWWCDCDCID W W o mNlldini U!'!'o'o'o'o'orrrrrnrrrrmmW . ..................... .... 01 MVwddddddddddderddder-w4d;4444 WCDCD W W WmCDwmmCDCDCDCDCDCDW mCDaD W CDCococo O wONMddtntntntntowwwwwwwwwrrrrrr W rf d d d dd d d er er d d d d er er d d d d d d d d d et wWCDCDCowwWmCDComWWWWCDCDCDWWWWWWW O d m -I N M r)er d V' d to to to to to to to 1n to v %o t0 t0 t0 %o r . .......................... n Nfl'farde. efePdderd4g;; rdddddddddd W WCDCOwwWCDCDCDW W W CC) COWwwCDCID WwW W CDCo O 0%0w0rIrINNMMe7l•lererdderddd00t0wv . . . . . d. d. d. • . • . . . . . . . . . . . . . . . . 10 MMMddddd'def'd'dePderddddd rider WaomCocooDWwWWWCOWWWWaoWaoCOCOWWwwW r►O IO N in n W 01 0 0 V4 V4 94 N N N N N l9 M M M M d' d d d d' vtn Nmmr)MMdddde}'det'd'd' qv* erers}'el'dddd der W CD CO w W CO CC CO W CD M CD CO t0 W CD Cp CD CO C0 CD W W W W W Cl) otn.-tWrtMdtntn%o�orrrWWmWWcc) 0,0%0,00000 . . . . . . . . . . . . . . . . . . . . . . . . a d N N m m M M M l•t M M r) to M. %4 t4 M M M M M C•1 d' d d d d W mwwWWCoCDGoclWCOWCDCDWCDCOCDW CO W W WCDW W O %DincD0v4m(nddWlnlntpwwwwrrrt� W CD W a%ch . . . . • . . . . ... . . . • . . . . . . . . . . . d rINN!•f!•fN1t•tMMMMMMMM MM!"1MMM MNf MMM W W W w CO w w w w W W CO CD CD CD CC W CO CD CD W W W CO W Co W rl.itnnW OOrINNmn qW gpdddtntoin%0{10tonr M '44NNNMMMMMM!'fMMM t4 M M 4 M M M M M MM co Cl) W W W W W W W W W W W W m W W W W m W W CD W W W O MNtOW 010riNNf•fPf!•f V'dderddlntotnlnt0 toww C1 O rl rf rl rI N N N N N N N N. N N N N "N N" NNN N N Co CD W W w w w w w W CO W W W W W W CO w W W W W W W W an tntnOfNMdmwnnrWWWoto+o+o+oto►000000 . .......................... N 01OOrlrlrtrlrlrtrlrl.irlvol rlrirl.4rl•-1NNNNNN r CD CD w CD CO CD CD Co Co W Co aD W Co ao W CD W W W W ao CO W W O dtn0entotOwCD0%00arlrlrlrlNcmNNNlMmenm m . • . . . O . O O . . O rl rl . . . • . . • . . . . . • . • . . . N Go O O O rl Vol rl rt rt .4 rl .i rl rl ri rl rt .i rl r rw W Co CD CD W CD Co Co Co w W W W w w w W CO W W W W W W CID NCDrldlnnr-CDMM00r1rIrlrlrlNNNMC)fnenM • • . • . . . . . . . • • • . . rl wW W01atmChC%010t010000000000C;C; nnrnrnrnrtnnCDCl) WCC W W WCDCDW W Co W Co W O wMOdrCIOrINr'1l•fddtntnintntOwwwrrtOwtD . . . . . . . . . . . . . . . . . . . . . . . dwrt r CDCDtpWCpWWCDCDWWWWWWWW. WW. W rnrrrnrrrrrrrnrrrrrrrrrenrr to OtOdtOrCDwrrr{0WtotoddM/7NN01toor W40%t0 O ONNNego No NNNego Neve Nego No NN4C4C4 lrlrl."lOO rrrrrrrrrrrrnrrrrrrrrrrrrr O O O O O O O O O c9E+ 00o0o000000000000000000000 IZw dant0rwct0r+NMdtnwrWo+ou)otn0ino a `ri rt rt 9.1 r1 rl rt rt r! rr N N M M d d to 8-4 DESIGN CRrrMIA DRAINAGE CRITERIA MANUAL RIPRAP C= 0 4( 0 2( Aq TYPE L 00 Z .v Yt/D .o Use Do instead of D whenever flow is supercritical in the barrel. *# Use Type L for a distance of 3D downstream. Juo FIGURE 5-7. RIPRAP EROSION PROTECTION AT CIRCULAR CONDUIT OUTLET. 11-15-82 URBAN DRAINAGE 9 FLOOD CONTROL DISTRICT DRAINAGE CRITERIA MANUAL RIPRAP 1 1 t 1 1 1 G 7 A = Expansion Angle MENNEN rAd VAA MAP a 0 rAAlrpdmm mMAE mb MAJ'Al , 0 MENEM ME MENEM MENEM] .1 .2 .3 .4 .5 .6 .7 .8 TAILWATER DEPTH/ CONDUIT HEIGHT, Yt/D FIGURE 5-9. EXPANSION FACTOR FOR CIRCULAR CONDUITS I I-15-82 URBAN DRAINAGE 8 FLOOD CONTROL DISTRICT vntLI 4Iwc Vl 111 CI ilk% MINI JVML tV. J/ bIUHM1NAIEH UUALII Y MANAGEMENI M 0. 0. 9-1-1992 UDFCD 410-Hot Extent: ed De r Drali entior i time Basl (Dry) DetentIc 1 -Hour n Pon Drain is (W(t) Time 0 10 20 30 40 50 60 70 80 90 100 Percent Impervious Area in Tributary Watershed Source:Urbanos, Guo, Tucker (1989) Note: Watershed inches of runoff shall apply to the entire watershed tributary to the BMP Facility. FIGURE 5-1. WATER QUALITY CAPTURE VOLUME (WQCV) DRAINAGE CRITERIA MANUAL(V. 3) STRUCTURAL BMPs 10.0 6.0 4.0 2.0 1.0 0.6( E 2 0.21 rn 2 0.1 a 3 O.0 0.0 0.0 0.0 0.02 0.04 0.06 0.10 0.20 0.40 0.60 1.0 2.0 4.0 6.0 Required Area per Row (in.2 ) Source: Douglas County Storm Drainage and Technkal Criteria, 1986. FIGURE 5-3. WATER QUALITY OUTLET SIZING: DRY EXTENDED DETENTION BASIN WITH A 40-HOUR DRAIN TIME OF THE CAPTURE VOLUME EMPZFAA WQCV=2.1 acre-foot' SOLUTION: Required Area or I 1, FAdA 14 Psi W_j A P4AF AA ENEW'A PAA, rM AMA PIA VA FAI I OF FJAF I JVA I a FA 0 1 VJJA P, A, FAA W, A E1001 molmol VAN PAr PA Ar IFOA F4AAlA5AA II Rev. 3-1-1994 UDFCD 7Z B 8 Orifice Plate Perforation Sizing Circular Perforation Sizing Chart may be applied to orifice plate or verticnl nine niiflaf Hole Dia (in) Hole Dia (in) Min. Sc (in) Area per Row n=1 n=2 (sq in) n=3 1 /4 0.250 1 0.05 0.10 0.15 5/16 0.313 2 0.08 0.15 0.23 3/8 0.175 2 0.11 0.22 0.33 7/16 0.438 2 0.15 0.30 0.45 112 0.500 2 0.20 0.39 0.59 9/16 0.563 3 0.25 0.50 0.75 5/8 0.625 3 0.31 0.61 0.92 11/16 0.688 3 0.37 0.74 1.11 3/4 0.750 3 0.44 0.88 1.33 7/8 0.875 3 0.60 1.20 1.80 1 1.000 4 0.79 1.57 2.36 1 1 /8 1.125 4 0.99 1.99 2.98 1 1 /4 1.250 4 1.23 2.45 3.68 1 3 8 1.375 4 1.48 2.97 4.45 1 1 2 1.500 4 1.77 3.53 5.30 1 5 8 1.625 4 2.07 4.15 6.22 1 3 4 11.750 4 2.41 4.81 7.22 1 7 8 1.875 4 2.76 5.52 8.28 2 2.000 4 3.14 6.28 9.42 n = Number of columns of perforations Minimum steel plate thickness 1/4 5/16 3/8 " Rectangular Perforation Sizing Only one column of rectangular perforations allowed. Rectongulor Height = 2 inches Rectangular Width (inches) = Req-;red Area per Row (sq in) 2„ Urban Drainage and Flood Control District Drainage Criteria Manual (V.3) Fae: V3-0utlet oetoae.drq Rectangular Hole Width Min. Steel Thickness 5" - 1 4 6" 1 /4 .. 7- 5/32 " 8" 5/16 " 9" 11 /32 10" 3/8 ' >10" 1/2 Figure 5 WQCV Outlet Orifice Perforation Sizing 4 lips___�Y_ _gel° - ,wn r �, — --...a _ - J�LJ pull$motto[ f E.nsrNc axawc " In EA9sl.No FA2sww Lor �IR ' ,�! I�G!► 11�1 5d �� 1 •� A belL O.tB I i /IIII) _-__-- J �\ FF-41.40 _ ' PANI 1 e1m,.n mxacrz CE of \TIC-i `. lines L� CONSTRUCTION SEQUENCE STANDNN Mae C byes : xCa€ STAN BAN' SmLFNCE M AM' DAILY ccYRElm BY: PPIL DATE: iaV inemme by r motor of a merne or Ner eeken ae commeeen« All be Mstaw. Major meerwtml to . n nnivn loneve a nor, rgN rwMnuFMNYe S a Me W Serves by "A City ErpFew. AYJInI % N8 BM All MY J.M AA AAA a OCf NOV LfC °. aalam qe end I'll Cann"n IR Anal al B Adl renest egstaxa Ne Inaee 11 Seldomall n eRs.l"l ono�nInlet Boniere st w ex iere I III Done SeB PI'lly lm Cmtm Foveae himem ral non . Doer YO:l seer Itol TeenquT' SMee NwtN9 wSe.Ma>k/B1oma. osier mlluxc cceslmdcnm $IPUCNPfS nSTANFa 6n. fAYIDS➢TIC u.gNTANm eY: OEM nwwc mxm6CTce: TO Be DFTwwnm BY Nn 'hl£iAll0vylu. Appso.ED BY air OF Fcer twirls m: oil¢ sABmTTE � \ I `\ I I \ III I I RPRAA` . I I I i I aver la- Ater IF. Al liver sd"roX Baas . CfTAL SF j r I 1 SB I i I I I it it w �z ti J '1`mnvc re'nev s)aw cw.l�ry YFnse�c j me!_ 4 4psem � - ' _�_ •ram] �� U „w j 0] .33 a - VERMONT DRivii STANDARD FROSION CONTRIM CONSTRUCTION PLAN NOTES The City of Fart Collins Stonewall Utility erosion Contra inmectM most be notified of leave zA hours prior to any construction on this site. All required pmk etN silt fencing small be Installed prior to my hind disturbing activity (stockpiling, stripping• grading, etc.). All other required erosion cnmtrol measures Nall be Inslaled at me appropriate time in the construction sequence as indicated in the approval project schedule. construction plans and erosion contra 'epmL Pre—disturbonce wgetatlon vim be protected and retained wherever_ possble. Removal or disturbance of existing vegetation shall be limited to the area required for mmnllate construction operations and for the monied practical period of fivers All soils exposed during land disturbing activity (stripping, gradalg, utility Installations. stockpiling, filling, etc.) Nall the in kept a roughened condition by ripping or disking along lend contours until mulch. vegetation cur omn permanent erosion contra is bsmned. No eons in arms Mende project Nneet rights of way enrol remain expand by land disurbing activity for rum tM1m thirty (30) days before national temporary arn permanent erosion cmVd (e.g. seed/rnWchU landscaping. etc.) Is installed. unless othurwlx approved by the Stormmler UtilityThe . aivities so oaro 0 evmterrity l wbdvcau$W noslm1be waterel and nt All land asturbing actiindiPs mail ained at all times during cbee immendlately diecmlinued vellm fugitive dust impacts adjacent prmorties, as determined by the City of Fort Collins Engineering Dmartmwt. All temporary (structural) n all measures shall be i sperc ed and repaired or instructed as necessary after each runoff event in order to aswure continued performance of their intended function. All retained sediments. pcthicull mass an pavW rummy surfaces, Nall be removed and disposed of in a Greennee and loaatim so as not to muse their release into any drainagetwcy. No soil stockpile Nall excmd ten (10) feet n height All Sol aldckp0es ehdl be n nd protected from sediment transport by surface roughening, waterier g aperimeter silt fencing. Any soil etockpfle remaining after, 30 days shall be seeds and mulcM1ed. City Ordnance prohibits the tracking. dropping. or depositing of ass or any ar material onto City streets by or hwhirls Any any whAny inadwrter, deposited material shall be donned immediately by the CWi tar 30 15 0 30 60 SCALE, I• in 30' t&OEND QDESIGN POINT BASIN CRITERIA O.BO O. RUNOFF COEFFICIENT AREA IN ACRES FLOW DIRECTION m m BASIN BOUNDARY ------ EXISTING PIPES EROSION BALES EXISTING 5' CONTOUR EXISTI V CONTOUR PROPOSED 5' CONTOUR PROPOSED I' CONTOUR SILT PENCE INLET PROTECTION �\ CONSTRUCTION ENTRANCE ® SEDIMENT TRAP WATER QUALITY PCNO SUMMARY K VK REWIRED O6 005 AS FT NRVNE RRDMECD 0,05 AC IT NAII WATER EIEVA 11 4939R0 POND WPTH z.z DRAINAGE yINMARY TABLE Cf51a PANT AREA mmG AREw ACRE$ 00 Clm Tc DO) YW n 000) a (l0) CF$ 0 1 C)S I 1 Om a55 1.00 50 $.a a." 50) z z 0.16 0e5 I.m am ss S s O.M am I'm in A5B e A Din On aw 0.23 '.m 5 5 a15 III a)B aQ .30 6 6 0.07 az0 Cl M OD? 0.17 ) Q0 0.n ai) QOe 0.16 m O51 D.le a.n O.9e Gm uz Oz 1 a>5 D.Y Gn Cm am CALL UTILITY NOTIFICATION CENTER OF COLORA➢O 1w800.922.1987 aS534=6700 L2L e-BUSINESS DAYS IN SWINGS BCinsfif you DIG, MAN, by It X FCP THE IWMINB 6 UgNAy RC MOlE WMKR UTILITIES. PRELIMINARY Nor rat CLWsnPUCnCW' FEBRUARY 16. 2001 City of Fort Collins, Colorodo UTILITY PLAN APPROVAL APPROVED: _ CRY Engineer CHECKED BY: _ Wob s awle.ater umNy CHECKED BY: _ Stamvn. than CHECKED BY: _ Pmu a Rceollm CHECKED BY: Terms Entires Wte m c u�i mgqmm d im L � hsI� c � .mr V]y a �9 eznci ;: 9 6.ul sees 2� a 0 O In S Y a u a Imp a N c P 1 'm a Z Q J d 0 `Y' a W O Z o F- F.. LL Z WOQa Z�ZW i Q J 0 CD CML L_ CC ~ z F — Q IY SHEET 5 5 OF all No. 138-01