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HomeMy WebLinkAboutDrainage Reports - 11/20/2007I 1 1 u H VIROPIMT" OF City of Ft. Collins App Plans 1. IS tr. Approved By FINAL DRAINAGE AND EROSION CONTROL :REPORT Prepared for: Kathy Baldwin Alliance Construction Solutions 2725 Rocky Mountain Avenue, Suite 100 Loveland, Colorado 80538 Phone: 970.663.9700 Prepared by: James Blankenship, P.E. JLB Engineering Consultants 743 Pear Court Louisville, Colorado 80027 Phone: 303.604.1634 Fax: 303.604.1674 JLB Project Number: 0108 Peloton Cycles Lot 5, Preston Center Third Filing Fort Collins, Colorado 09-November-2007 CJ L Bg November 9, 2007 Mr. Basil Hamdan City of Fort Collins Stormwater Utility 700 Wood Street Fort Collins, CO 80521 Professional Engineers Civil Engineering ' RE: Final Drainage and Erosion Control Report for Peloton Cycles, Lot 5, Preston Center Third Filing, Fort Collins, Colorado ' Dear Mr. Hamdan: ' We are pleased to present this Final Drainage and Erosion Control Report for Peloton Cycles, Lot 5, Preston Center Third Filing for your review and approval. This report has been prepared in accordance with the City of Fort Collins Storm Drainage Design Criteria (Revised January 1997). Furthermore, this report conforms to the approved Final Drainage & Erosion Control Study Preston Center at Wild Wood Business Park Third Filing (dated June 12, 2000), prepared by JR Engineering. The proposed project is located south of Harmony Road and west of Ziegler Road. We look forward to your favorable review of this project and report. Please do not hesitate to contact our office if you have any questions. Sincerely, JLB Engineering Consultants Prepared by: Reviewed by: Troy C mpbell, PE a Blankenship, PE Principal ENGINEER'S CERTIFICATION I hereby certify that this report for the final drainage design of Peloton Cycles, Lot 5, Pre ird Filing was prepared by me (or under my direct supervision) in accordance with the pro Fort Collins Storm Drainage Design Criteria for the owners thereof. �v�EE Bu •• t/ �$/D? Registered Pr er State of COlora-MITo. 30736 (Seal) ' Jf R EngineeAng ConSWAMtS SFinal Drainage and Erosion Control Report Peloton Cycles, Lot 5, Preston Center Third Filing November 9 2007 Page 2 ' Final Drainage and Erosion Control Report Peloton Cycles, Lot 5, Preston Center Third Filing Located within the northeast quarter of Section 5, Township 6 North, Range 68 West of the 6a' P.M. City of Fort Collins, County of Larimer, State of Colorado TABLE OF CONTENTS Page GENERAL LOCATION AND DESCRIPTION 3 A. Site Location B. Site Description ' C. Proposed Project Description D. Flood Hazard and Relevant Drainage Studies ' II. HISTORIC DRAINAGE SYSTEM 4 A. Major Basin B. Sub -basin and Site Drainage - III. PROPOSED (DEVELOPED) DRAINAGE SYSTEM 5 A. Criteria ' B. Runoff C. Detention D. Open Channel Flow E. Inlets ' F_ Storm Sewers and Culverts IV. STORMWATER QUALITY AND SEDIMENT/EROSION CONTROL 9 A. Stormwater Quality B. Sediment/Erosion Control V. CONCLUSIONS 10 A. Impact of Improvement B. State Compliance with Applicable Criteria VI. REFERENCES 11 VII. APPENDICIES 12 ' JLB Engineering Consultants ' Final Drainage and Erosion Control Report Peloton Cycles, Lot 5, Preston Center Third Filing ' November 9, 2007 Page 3 I. GENERAL LOCATION AND DESCRIPTION A. Site Location: ' The proposed development is located in the northeast quarter of Section 5, Township 6 North, Range 68 West, of the 6`h Principal Meridian, City of Fort Collins, County of Larimer, State of Colorado. Furthermore, the site is located within the Preston Center Third ' Filing and is east of the Preston Center Fourth Filing. The proposed project is located south of Harmony Road and east of Ziegler Road. ' B. Site Description: ' The Peloton Cycles site consists of approximately 1.6 acres and is currently vacant land. The site has been generally overlot graded according to the approved construction drawings for Preston Center at Wild Wood Business Park Third Filing. The existing on -site slopes ' range from approximately 1 % to 2%. Existing ground cover on the lots consists of moderate vegetation, including weeds and grasses. ' According to the SCS soils map, the native soil in this area is primarily Nunn Clay Loam. There is also Fort Collins Loam in the southwest corner of the site. Nunn Clay Loam is a Type C soil while Fort Collins Loam is a Type B soil. According to the SCS, both soil types ' are classified as well -drained. ' Existing drainage facilities near the site include existing concrete curb & gutter, concrete pan and swales. There also is an existing concrete,channel along the north side of the site. Furthermore, there is an existing detention pond southwest of the proposed site. This pond ' was constructed as part of the Preston Center at Wild Wood Business Park Third Filing improvements. C. Proposed Project Description: The proposed development will consist of one building, landscaping, sidewalks and ' associated parking and drive areas. It is anticipated this site will be developed as one phase of construction. ' The lot immediately to the west (Preston Center 4'h Filing) is currently under construction. This development consists of one building, landscaping, sidewalks and associated parking and drive areas. JLR Engineering Consultants ' Final Drainage and Erosion Control Report Peloton Cycles, Lot 5, Preston Center Third Filing ' November 9, 2007 D. Flood Hazard and Relevant Drainage Studies: The proposed site is not located with a FEMA delineated floodplain. ' Relevant drainage studies for this area include the Final Drainage & Erosion Control Study Preston Center at Wild Wood Business Park Third Filing, dated June 12, 2000, prepared JR Engineering as well as the Drainage and Erosion Control Report for Preston Center 4` ' Filing, dated June 20, 2006, prepared by JR Engineering. Furthermore, the Final Drainage and Erosion Control Study for Wild Wood Farm PUD Second Filing, dated December 15, 1993, prepared by RBD, Inc. is relevant to the proposed site. II. HISTORIC DRAINAGE SYSTEM A. Major Basin: This site is located within the McClellands Drainage as shown on the McClellands Basin ' Master Drainage Plan, prepared by Greenhorn and O'Mara, Inc. in 1986. Furthermore, this area has been analyzed in the reports listed in I.D. above. The basis for ' the drainage design for this site is the Final Drainage & Erosion Control Study Preston Center at Wild Wood Business Park Third Filing, dated June 12, 2000, prepared by JR Engineering. B. Sub -basin and Site Drainage: ' The proposed site was overlot graded as part of the development of Preston Center at Wild ' Wood Business Park Third Filing. The developed runoff from Lot 5 was previously designed to generally drain from a high point on the north side of the lot to the north, south, east and west. ' The runoff from this site (in the undeveloped condition) currently flows from the south/southwest portion of the site to the northeastern/east side of the site. Runoff from Lot 5 will flow to Ziegler Road and then to the south in existing curb and gutter. The runoff from this site currently flows to the existing detention pond located west of Ziegler Road and south of Timberwood Drive, in the Wild Wood PUD Second Filing development. ' A small off -site basin (OS 103) flows into the proposed site. This off -site basin flows from south to north and consists primarily of landscaped area. ' The drainage patterns proposed with the development of the Peloton Cycles Lot 5, Preston Center Third Filing are generally consistent with the drainage patterns detailed in the approved Final Drainage & Erosion Control Study Preston Center at Wild Wood Business Park Third Filing, dated June 12, 2000. ' JLB Engineering Consultants C C Final Drainage and Erosion Control Report Peloton Cycles, Lot 5, Preston Center Third Filing November 9 2007 Page 5 I1I PROPOSED (DEVELOPED) DRAINAGE SYSTEM A. Criteria: Drainage design is in accordance with the City of Fort Collins Storm Drainage Design Criteria as well as the Urban Drainage and Flood Control District Criteria Manual. There are no deviations from the criteria in this report. Also, the drainage design is in general conformance with the approved Final Drainage & Erosion Control Study Preston Center at Wild Wood Business Park Third Filing, dated June 12, 2000, prepared by JR Engineering. The design storms for this project are the 10-year and the 100-year recurrence intervals. Runoff is calculated using the rational method since all basins are smaller than 160 acres. The rational method calculations are computed by the following: Q = CtciA where: Q = Runoff in cubic feet per second Cf Rational Method frequency adjustment factor c = Calculated runoff coefficient for design event i = Storm intensity in inches/hour A = Basin area in acres Cfis 1.0 for the 10-year storm and 1.25 for the 100-year storm. Furthermore, the product of c times C f shall not exceed 1.0. Hydrological calculations have been prepared in accordance with the City of Fort Collins Storm Drainage Design Criteria as well as the Urban Drainage and Flood Control District Criteria Manual. B. Runoff: This proposed development is part of the Preston Center at Wild Wood Business Park Third Filing. The approved Final Drainage & Erosion Control Study Preston Center at Wild Wood Business Park Third Filing, dated June 12, 2000, prepared by JR Engineering included this site in the drainage and runoff calculations. This report has been reviewed as part of the analysis of the drainage for this site and the recommendations have been incorporated where feasible. Runoff calculations for this site have been completed in accordance with the City of Fort Collins criteria and are included in the Appendix of this report. Runoff will be conveyed via sheet flow, concrete pan, curb & gutter and storm drainage pipe to existing downstream storm drainage facilities. The runoff for the site was determined using the rational method, as detailed above. The proposed site will have seven (7) drainage basins with one (1) off -site basin located to the south of the site. The basins have been created to direct runoff, where practicable, according to the approved drainage report for the site. JLB Engineering Consultants ' Final Drainage and Erosion Control Report Peloton Cycles, Lot 5, Preston Center Third Filing November 9 2007 Page 6 Basin 102: This basin is located in the southwest/central portion of the site. Basin 102 ' includes part of the roof of the building, sidewalks, part of the roadway and landscaping. This basin is part of Basin OS 102, as shown on the approved drainage plan for the Preston Center 4th Filing. Runoff from this basin will be conveyed and collected in the existing ' Type 16 combination inlet (OS-1), located in the southwestern portion of the proposed site. Basin 103: This basin is located in the middle portion of the proposed site. Basin 103 ' includes the majority of the building roof, sidewalks, part of the parking area and landscaping. This basin is part of Basin OS 103, as shown on the approved drainage plan for the Preston Center 4th Filing. Runoff from this basin has been designed to be collected in a ' proposed 5' Type R inlet. The design completed and approved with the Preston Center 3rd Filing proposed for this basin to drain to the southeast corner of the site. The improvements designed and constructed with Preston Center 4th Filing prohibit Basin 103 from draining as ' originally designed. Furthermore, this basin is smaller than the original design due to the required basin revisions. ' Basin 103A: This basin is located in the south/central part of the site. Basin 103A includes sidewalk, a portion of the roadway and landscaping. This basin is part of Basins OS 102 and ' OS 103, as shown on the approved drainage plan for the Preston Center 4th Filing. This basin has been designed to drain to a proposed Type 16 combination inlet (Inlet —1). Basin 103B: This basin is located in the southeastern portion of the project. Basin 103B includes part of the roadway and landscaping. This basin is part of Basin OS 103 and has been designed to drain from the northwest to the southeast. Runoff from this basin will flow ' through a proposed grass -lined swale, prior to leaving the site. Runoff from this basin will reach Zielger Road and then flow to the south to the existing detention pond located in Wild Wood Farm Second Filing. Basin 104: This basin is located along the western edge of the proposed site. Basin 104 includes the western portion of the building, sidewalk and landscaping. This basin is part of ' Basin OS 104, as shown on the approved drainage plan for the Preston Center 4th Filing. This basin is smaller than the basin shown on the drainage plan for the Preston Center 4th s Filing. Basin 104 has been designed to flow from the east to the west and runoff will be ' collected in an existing Type 16 combination inlet. This basin will contribute less flow than anticipated with the original design. Basin 113: This basin is located along the eastern edge of the project. Basin 113 is part of Basin 113, as shown on the approved drainage plan for the Preston Center at Wild Wood Business Park Third Filing. This basin was originally designed to contain 0.73 acres. Due ' to the constraints of the site and the redesign required as a result of the Preston Center 4th Filing improvements, Basin 113 will ultimately contain 0.83 acres. This additional 0.10 acres that will flow off -site should not negatively impact the existing downstream detention ' pond located in Wild Wood Farm Second Filing. Basin OS 111: This basin is located along the north side of the proposed site. Basin OS 111 ' is part of Basin OS 111 as shown on the approved drainage plan for Preston Center 4th JLB Engineering Consultants ' Final Drainage and Erosion Control Report Peloton Cycles, Lot 5, Preston Center Third Filing ' November 9, 2007 Page 7 Filing. This basin will flow to the existing irrigation ditch located on the north side of the ' site. The flow from this basin is slightly higher than what is shown in the approved report, due to an updated and higher C-value as well as the basin being slightly larger in size. r LI, 11 C Basin OS 103: This basin is located south of the proposed site and will flow from the south to north to Design Point 3B. The flow from this basin will be released through the proposed grass -lined swale to Ziegler Road. The following table shows the expected runoff from the proposed basins, based on the current site layout. Table 1: Runoff Summary Basin ID Area ac. Qto cfs Qtoo cfs 102 0.27 1.08 2.67 103 0.45 1.52 4.24 103A 0.06 0.27 0.63 103B 0.07 0.30 0.71 104 0.11 0.37 0.96 113 0.20 0.20 0.52 OS 111 0.42 0.72 1.84 OS 103 0.16 0.12 0.30 The following table shows a comparison of the anticipated 100-year flows from the Lot 5 portion of Basin 113 (depicted as Basin 113A in this report) from the approved Preston Center Third Filing drainage report and the updated flows leaving the east side of Lot 5, after the site has been developed. Table 2: Off -Site Runoff Comparison Preston Center 4 Filing Peloton C cles, Lot 5 Basin ID Q10 cfs Basin ID Q10 cfs 113A 0.48 103B, 113 1.61 Due to the design limitations with Lot 5, there will be a runoff increase of approximately 1.13 cfs in the 100-year storm. This runoff will flow to the low point in Ziegler, to an existing 10' Type "R" inlet and then to an existing detention pond. The detention pond was sized using a Qpe,,k = 53.4 cfs. The additional flow, of 1.13 cfs, from Lot 5, Preston Center Third Filing is roughly an increase of 2% and should not negatively impact the existing inlet or existing 24" RCP leading to the Wild Wood Farm, Second Filing detention pond. Please refer to the appendix for excerpts from the Wild Wood Farm, Second Filing drainage report. JLB Engineering Consultants ' Final Drainage and Erosion Control Report Peloton Cycles, Lot 5, Preston Center Third Filing ' November 9, 2007 Page 8 In the event the outlet for the existing Wild Wood Second Filing detention pond is plugged, ' the additional flow from Lot 5 should not impact the emergency overflow weir. Please refer to the appendix for additional information. ' The Preston Center Third Filing report states that Basin 113 (as shown in that report) will be directed to Ziegler Road (County Road 9); however, no provisions or discussion of the flow beyond this point is presented. This flow will reach the existing 10' Type "R" inlet located at the low point in Ziegler. Furthermore, the Wild Wood Farm, Second Filing drainage report did not anticipate runoff from the Preston Center Third Filing would be conveyed to the detention pond for Wild Wood Farm, Second Filing. ' C. Detention: ' Detention for this site is provided in the existing detention pond (in Basin OS 110) located southwest of the site. This existing pond was constructed as part of the Preston Center at Wild Wood Business Park Third Filing improvements. ' The detention pond was designed to have a maximum release rate of 9.1 cfs and provide 1. i ac-ft of storage. The pond was constructed to provide 1.63 ac-ft, however, the 100-year ' water surface elevation is 0.17 feet below the lowest spillway elevation. According to the Preston Center 0 Filing report, this additional volume is adequate to detain 0.07 ac-ft and provide the original storage volume (1.7 ac-ft). ' D. Open Channel Flow: A concrete pan (2') is being proposed in the parking area, east of the proposed building. Furthermore, a grass -lined swale with minimum 4:1 slopes is proposed for the parking area in the southeast comer of the site. These -conveyances will see relatively low to moderate flows and drain to proposed storm drainage improvements or existing curb and gutter. E. Inlets: There are two (2) proposed inlets and one (1) existing inlet on -site. Inlet - 1 is a proposed ' Type 16 combination (single) inlet that will accept flow from Basin 103A. Inlet - 2 is a proposed 5' Type R inlet. This inlet accepts flow from Basin 103. ' The existing. inlet is a Type 16 combination (single) that was installed with the Preston Center 4a` Filing Improvements. This existing inlet will accept runoff from proposed Basin 102. ' F. Storm Sewer: The proposed on -site storm drainage lines will convey the 100-year flows to existing downstream facilities. The proposed on -site storm system has been revised from the storm sewer that was approved as part of the Preston Center at Wild Wood Business Park Third Filing. The revisions are necessary based on the storm drainage improvements designed and ' constructed with the Preston Center 4t' Filing. ' 7LB Engineering Consultants ' Final Drainage and Erosion Control Report Peloton Cycles, Lot 5, Preston Center Third Filing ' November 9, 2007 Page 9 IV. STORMWATER QUALITY AND SEDIMENT/EROSION CONTROL ' A. Stormwater Quality: ' The existing detention pond contains a stormwater quality component as part of the facility. The detention pond design and volume includes 0.25 ac-ft of water quality capture volume, which is up to 4922.28. The water quality component has been designed for roughly 10.5 acres tributary to the detention pond. A grass -lined swale is proposed for the southeast portion of the site. This swale has been ' sized to accept the 100-year flow from Basin 103B. This swale has been designed to have 5:1 side slopes and should provide a level of water quality for runoff from the parking area that flows off -site to Ziegler Road. B. Sediment/Erosion Control: ' This area was initially overlot graded during the construction of Preston Center at Wild Wood Business Park Third Filing. The site grading for the proposed project will occur ' during the initial phase of construction. Several sediment and erosion control measures will be incorporated into this initial phase of construction. The initial sediment and erosion control measures to be installed shall include silt fence around the majority of the site, as ' well as vehicle tracking control at the construction entrance from the west side of the site. The sediment/erosion control plan calls for construction traffic to enter the site from Ziegler Road. ' Furthermore, additional measures for sediment and erosion control shall consist of providing straw wattles at low points in the curb & gutter as well as inlet protection on existing and ' proposed on -site inlets. Also, there is an area near the southeastern property line designated for a concrete washout area. Additionally, any area that has been disturbed by construction activities and left exposed for more than thirty (30) days, shall receive drilled seeding and straw mulch at 2 tons/acre, until permanent landscaping or ground cover has been provided. All stormwater quality and sediment/erosion control measures shall be regularly inspected and maintained during and after the completion of construction for the site. Furthermore, ' sufficient care shall be taken by the contractor with materials handling and storage. The proposed measures for sediment and erosion control shall be updated as necessary ' during construction, as warranted by site conditions. ' JLB Engineering Consultants Final Drainage and Erosion Control Report Peloton Cycles, Lot 5, Preston Center Third Filing ' November 9, 2007 Page 10 V. CONCLUSIONS A. Impact of Improvement: ' The drainage design for the Peloton Cycles Lot 5, Preston Center Third Filing is in general accordance with the recommendations of the approved Final Drainage & Erosion Control Study Preston Center at Wild Wood Business Park Third Filing, dated June 12, 2000, prepared by JR Engineering. Also, the drainage design is in compliance with the City of Fort Collins Storm Drainage Design Criteria and the Urban Drainage and Flood Control District Criteria Manual. Furthermore, existing drainage improvements are utilized in so far as practical and disturbance is minimized. The runoff from this site will be controlled by existing and proposed storm drainage ' improvements, including the existing detention pond southwest of the proposed project. The drainage design for this project should not negatively impact the existing storm system. B. State Compliance with Applicable Criteria: ' The Peloton Cycles Lot 5, Preston Center Third Filing drainage design is in general compliance with the City of Fort Collins criteria. The Urban Drainage and Flood Control District Criteria Manual has also been utilized in the completion of the drainage design for ' this site. C I r i I JLB Engineering Consultants ' Final Drainage and Erosion Control Report ' Pelown Cycles, Lot 5, Preston Center Third Filing November 9, 2007 Page 1 l VI.REFERENCES 1. City of Fort Collins Storm Drainage Design Criteria and Construction Standards, revised ' January 1997. 2. Urban Drainage and Flood Control District, Drainage Criteria Manual Volumes 1 and 2, ' prepared by Wright- McLaughlin Engineers, dated March 1969 (updated June 2001), and the Volume 3 prepared by Wright -McLaughlin Engineers, dated September 1992 and revised July 1999. 3. Final Drainage & Erosion Control Study Preston Center at Wild Wood Business Park Third Filing, prepared by JR Engineering, dated June 12, 2000. 4. Drainage and Erosion Control Report for Preston Center 4`" Filing, prepared by JR ' Engineering, dated June 20, 2006. 5. Final Drainage and Erosion Control Study for Wild Wood Farm PUD Second Filing, prepared tby RBD, Inc., dated December 15, 1993. 1 1 1 JLB Engineering Consultants iI LEGEND OFSYAlBOLS �T "`���.'...L nt,c '- WATER LINES Mil EIIlCCTB / � ---_____:;_H-ARMONYROADSANITARY SEWER Latmal Omnw0ear' --I FAX: ]w.eo4.1e74 _- ' �_-~ �---- -- ELECTRICw- �...I` GAS as-- -� OVERHEAD an.. -M o---o,u y t5.�..Y".S �_a. 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DIRECT O CQUA/ULATNE DONS TE J w rx w U a 111 ® \ PROPOSED � � I ID PT (cc) (cfs) (cfej (cfa) (cre (y/n) DESCRIPTION ¢ U r 5 Ly o.110.67 ® \ POA� H wry 1 102 2 0.27 1.08 2.67 - - n BASIN 102 TO OP 2 (EXISTING INLET) Z_ W O V I \ FFE = 4933.70 \ {jI I 103 3 0.45 1.52 4.24 - - n BASIN 103 TO OP J (PROPOSED INLET) Q Z U • I C II \ 7%J/�/, �� Oj \ g1gl (�.' 10]4 3A 0.06 0.27 O.6J - - n BASIN 103A TO 3A (PROPOSED INLET) Z PRESTON CENTER • , 3 PROPOSED ����/ten a 1 PROPOSED > {ql l a �.. j 1039 38 0.07 0.30 0.71 0.42 1.01 n BASIN 10JB TO DP 38 (RELEASE OFF -SITE) Z O 4TH FILING )I _ BUILDING \ I \ :.:1 5' TYPE R I 1 Jr. *'1 104 4 0.11 0.37 0.96 - - n BASIN 104 TO DP 4 (EXISTING INLET) _j J U 1)t( \ e H \ INLET A I 113 13 0.20 0.20 0.52 0.62 1.53 n BASIN 113 TO OP 13 (RELEASE OFF -SITE) Z Li a W = \ I 1 Q ❑ 05111 11 .16 0.12 1.30 - - n BASIN OSI?t TO OP 11 (RELEASE OFF -SITE) W CL 3 202 \ \ \o.0 9Je - ? I f7I L 05103 JB 0.16 0.12 O.JO n BASIN 05103 TO OP 39 (RELEASE OFF -SITE) u e] s PROPOSED \ PROPOSED \� 14'X23' \�-. SIDEWALKt} I t177I {{ I N j HER i\ � (S Lai f p I 113A 13 0.14 0.16 0.48 - - n BASIN 114A TO OP 13 (ON SITE PORTION FROM I p•� ]© Ii U PRESTON CENTER 3RD FILING REPORT) H 10 E@ it CM 0 F� YI � ,� I � 1038,113 13 0.27 0.58 1.61 - - n BASINS 1038.113 TO DP 13 (ON -SITE BASINS 0 A_ T ,'/ •\ f \ I THAT ROW EAST TO ZIEGLER ROAD) h t EXISTING I FFE = 4933.70 \'• tj ', -�i� \ 3j \�: {, Z DEVELOPMENT \ KI 'y ,7 _ " '• � ts+T � T ; �I Viz; I � � Cj I U Av]x \ sys I 113d tl n NOTES: 1. THE TOP OF FWNDAPON ELEVATION SHOKN IS THE MINIMUM EXISTING TYPE 16 �• �1 i -" t"'-' ;s I �y ` I ii ELEVATION REQUIRED FOR PROTECAON fRM THE 100-YEAR STORM COMBINATION INLET •.- • �• r. - r )s' c FL - t4932.2 _ - - - •-- ---' _' i r _ _f__� rl r: \I;II 2. REFER 7D ME NOTES ON SHEET C-01. CONSTRUCTION SHALL BE INV-IN___O Yam/ •` 9] O.ae os \ T'1 .., Is� I Ig IFEDERALSTANDARDS AND REGUDANCE IWIN ALL CITY LATIONS. COLL/N$ STATE AND INV OUT = 4928.4 --� - "1-_, _ _ �J r.,,i --f. 1-FSliry, ! I ! 9 "iL ----- �� & v 102 j l - PR/VATE`DR \ 4 R�Ti✓ (((1 °G --�._ r.+ ,I I 3. CONTRACTOR SHALL VERIFY LOCATIONS OF EXISTING UTLIDES PRIOR TO CONSTRUCTION. EXISTING 15' RCP �~'• '��' \ IW ~0 0.oT OAT / I ll i tl I APPROPRIATE UTIL/TY COMPANIES. 4. CONTRACTOR SHALL COORDINATE ALL WORK KTTH/N PUBLIC R/CHT OF WAY KITH THE CITY OF FORT COLLINS AND THE 491 •j,.....- w. ..s. u, ,.< .1 S tT,;..:..:-x:L::. '\ •,\J/, ,/. \ PROPOSED .. 11 a (PROPOSED 'w �BINA ON • /� !4 CNasE ') SAtA E O Exl]nN N c 1 _'J�� ..•�� .i �l,(�n EXISTINGY / -11� Y U 1 5 i 20S ' / ) sib / DEVELOPMENT I• _ Atl, ��� i PROPOSED GRASS I // \ I, LT meele-LINED :e it / SWALE O 4.OX W/ ( 7 v] e �. _ // it / Jnh��\ „' ./ rS /•%jL PROPOSED I I COBBLES (L6-) Am w*x OErnle V �d ,(5',�, F� ` �."';a �i'{ e\�•/I�H $10 CURB CUT i Se •Ya lo0-m xPne o2e' - m � 66'77: '^+� \ .�-'gip?PROPERTY `ram\' 0.180.15 L 0S71 i Lt A SECTION A -A z s- u7 2 �.•"�^"�% LINE \ `- ® __ '� 1 City of Fort Collins, Colorado $ ' EXISTING 18' RCPj,.� C>\ �ll"'^�,T r "r{� e.. ; g NTS UTILITY PLAN APPROVAL i PROPOSED I 18' RCP .� jjjj ,wmoy[0 , �,4 att amamT Z ♦ EXISTING TYPE 16 DEVELOPMENTEXISTING COMBINATION INLET wMa t wsEwam Alum CAT 1 I 1 i - FL - 34931.0 \\\\�/ - I �I\' I - NVIN = l4928.2 � ri I ..� I _ A:„r=\ Q 110 INV OUT = t4928.2 ���_. ,//I\\`I /I accArn ar. " eIORYwiTm U1Wtt WiF Awr TIC ft. Iw 0.t -- -J -'-- 1 }.�)-'il I""w an AFMrd .FB OixtH 1B , I LINT 4 rowu UMTY VAN Obr, M7k7IBER 9, TA77 EXISTING 18' RCP CONSTRUCTION REFERENCE lk « Aa or. NA VIM I PMXe 4 AENFATN _GA a D- OlCEI UNLESS OTHERWISE NOTED, ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THESE PUNS, THE CITY OF FORT COLLINS DESIGN AND CONSTRUCTION STANDARDS, THE LARIMER COUNTY URBAN ac«m or. uw>x¢a oATO SHEET AREA STREET STANDARDS, THE STATE OF COLORADO DEPARTMENT OF HIGHWAYS STANDARD '<I SPECIFICATIONS FOR ROAD AND BRIDGE CONSTRUCTION AND THE SITE GEOTECHNICAL REPORT. C-06 I asOCFm er. I CAM OF12SHEETS Final Drainage and Erosion Control Report Peloton Cycles, Lot 5, Preston Center Third Filing November 9, 2007 VILAPPENDICIES ❑ Vicinity Map ' ❑ Existing Soil Information ❑ Hydrologic Calculations ❑ Hydraulic Calculations ❑ Excepts from Previous Report ❑ Charts and Figures C 12 JLB Engineering Consultants. CJ L Bg Vicinity Map Professional Engineers Civil Engineering JLB Engineering Consultants I VICINITY MAP N TS VICINITY MAP PELOTON CYCLES !1 LOT 5, PRESTON CENTER 3RD FILING FORT COLLINS, CO CC/ENT, ALLIANCE CONSTRUCTION PR6 41 ECT ND: 0108 DWE 09/11/2007 RLMSED. — SHEET: 1 OF A-1 CJjo�LBVA I I I r I I [J Existing Soil Information JLB Engineering Consultants Professional Engineers Civil Engineering 1 E- 8 11 o N N n 6 d o E o 0 0 N N 3 c o p d 0 -O d C` E n> N C = y d Np Z p 0 O U A ton O M v me U N r E u n f0 4) d 2 w Z Ua L m V Ep N C C U N ¢O N LD L d �C y„ �L {gip U O d d d �3 O t0 D N d LL NtmlUppN y3co d N pN U o ETmd E Z d y a �L� O m O -- 0 H O d T L d M N C L j .tea 'aN In d ma m 4 N E Q E .n O ? l0 N y J C N Y� dude ZDE cy iu m p Y O vv NNN N E NC �—Zhyp dCO O Q W aNT s_C V-M d 'NONC f d NW � O LpOO- pd E `o Wa, a> (n W .Ni «� p'a d m O'> o E in�U FLd. —Z v)tn i dE mE r aE`o d OC1 N a d O d d C T N ul N O c N a M v y a ) E 0 0U ¢L_0 L d Nw io U N g L dmW Ou"'i d d c C7 �o to > O CVI ¢ = (n O SLO U) O m u Z g w g m S ,f p m a \ C� W J a v a gU) 0 3 j N _ n m a d m « a 0 a U) to �. 3 o CY c m 3 a a W N O o d Q o N Q O d 0 ; LL rn y N N Y- 'O LL L O N E d T N O w v 3 .o c o g T N > m o m > d l0 N d c U N d U y o m N > d Y = d o n S¢ <n b m m C) o (7 c7 .n a. a: w w v) w w w U) (n a c m 0 :D ® X • >t : ® G x O O > + El Q N P,,_Z ZG Soil Map-Larimer County Area, Colorado P'-3 Peloton Cycles, lot 5, Preston Center 3rd Filing Map Unit Legend ` c LarlmerCounty Area Colorado (CO644)N, 3 rct v ^,S4 �£ Yex °. ,,. ` Map Unrt Symbol S�:k:' `,�.tNap Unrt Name �'� Acres m AOI �r��rri.; Perient of A01 r y c y . n==a ,y 35 Fort Collins loam, 1 to 3 percent 0.6 19.3% slopes 73 Nunn day loam, 0 to 1 percent 2.6 78.9% slope 74 Nunn day loam, 1 to 3 percent 0.1 1.8% slopes Totals for Area of Interest (AOI) 1 3.31 100.0% Natural Resources Web Soil Survey 2.0 9/7/2007 Conservation Service National Cooperative Soil Survey Page 3 of 3 CJ:LB colmrw$ I!� J I L L I 1 I I I I I I I Hydrologic Calculations Professional Engineers Civil Engineering 1 JLB Engineering Consultants Runoff Coeffecients Sub -Basins G-� Project: Peloton Cycle Shop Location: Harmony Road/Zeigler Road Fort Collins, Colorado Project Number: 0108 Date: Oct-07 jLB All calculations presented are based upon the criteria set forth in the City of Fort Collins Storm Drainage Design Criteria and Construction Standards May 1984 (Revised March 1991 & January 1997) Basin 102 Design Point Surface Improvement (ac) Area (sq.ft) Area C (%) I Comments 2 % of site area Lawns, Sandy soil (flat Q%) 0.04 1736.2 0.10 0.00 14.9% Curb & gutter and walks 0.03 1467.6 0.95 96.00 12.6% Paved Parking & Drives 0.15 6408.8 0.95 100.00 54.9% Roofs 0.05 2067.6 0.95 90.00 17.7% Avg. 0.82 82.86 100.00/0 Total Area FO.82 F82.86 Basin 103 (ac) (sq.ft) (%) Design Point Surface Improvement Area Area C I Comments 3 % of site area ' Lawns, Sandy soil (flat <2%) 0.10 4500.0 0.10 0.00 22.9% Curb & gutter and walks 0.08 3489.6 0.95 96.00 17.8% Paved Parking & Drives 0.12 5030.1 0.95 100.00 25.6% Roofs 0.15 6621.0 0.95 90.00 33.7% ' Avg. 0.76 73.01 100.0% Total Area F-0-45--1 0.76 73.01 ' Basin 103A (ac) (sq.ft) (%) Design Point Surface Improvement Area Area C I Comments 3A % of site area Lawns, Sandy soil (flat <2%) 0.01 309.0 0.10 0.00 11.1% Curb & gutter and walks 0.01 528.6 0.95 96.00 19.1% Paved Parking & Drives 0.04 1935.4 0.95 100.00 69.8% Roofs 0.00 0.0 0.95 90.00 0.00/0 Avg. 0.86 88.09 100.0% Total Area E0.06 0.86 1 88.09 Basin 103B (ac) (sq.ft) C/o) Design Point Surface Improvement Area Area C I Comments 3B % of site area Lawns, Sandy soil (flat Q%) 0.01 295.7 0.10 0.00 9.5% ' Curb & gutter and walks 0.003 148.5 0.95 96.00 4.8% Paved Parking & Drives 0.06 2664.2 0.95 100.00 85.7% Roofs 0.00 0.0 0.95 90.00 0.00/0 ' Avg. 0.87 9030 100.0% Total Area F 0.07 0.87 90.30 0108 runoff coeff.)dst.Sub-Basins 1 10/1712007 ' Runoff Coeffecients Sub -Basins Basin 104 (ac) (sq.ft) (%) Design Point Surface Improvement Area Area C I Comments 4 % of site area Lawns, Sandy sod (flat Q%) 0.04 1648.5 0.10 0.00 33.0% Curb & gutter and walks 0.02 786.2 0.95 96.00 15.7% Paved Parking & Drives 0.00 U 0.95 100.00 0.00/0 Roofs 0.06 2563.3 0.95 90.00 51.3% Avg. 0.67 61.26 100.0% ' Total Area 0.67 61.26 0.11 Basin 113 ' (ac) (sq.ft) (%) Design Point Surface Improvement Area Area C I Comments 13 % of site area Lawns, Sandy soil (flat <1%) 0.14 6135.7 0.10 0.00 69.3% ' Curb & gutter and walks 0.05 2148.4 0.95 96.00 24.3% Paved Parking & Drives 0.01 570.1 0.95 100.00 6.4% Roofs 0.00 0.0 0.95 90.00 0.00/0 Avg. 0.36 29.73 100.00/0 Total Area 0.20 0.36 29.73 ' Basin OS 111 (ac) (sq.ft) (%) Design Point Surface Improvement Area Area C I Comments 1 I % of site area Lawns, Sandy soil (flat Q%) 0.29 12641.5 0.10 0.00 69.9% Curb & gutter and walks 0.13 5449.1 0.95 96.00 30.1 % Paved Parking & Drives 0.00 0.0 0.95 100.00 0.0% t Roofs 0.00 0.0 0.95 90.00 0.0% Avg. 0.36 28.92 100.00/0 Total Area 0.42 0.36 28.92 Basin OS 103 ' (ac) (sq.ft) (%) Design Point Surface Improvement Area Area C I Comments 3B % of site area ' Lawns, Sandy soil (flat <2%) Curb & gutter and walks 0.15 0.00 6651.1 0.0 0.10 0.00 0.95 96.00 94.2% 0,00/0 Paved Parking & Drives 0.00 0.0 0.95 100.00 0.00/0 Roofs 0.01 408.1 0.95 90.00 5.8% ' Avg. 0.15 5.20 100.0% Total Area 0.16 0.15 5.20 1 L _Z 0108 runoff coeff.xls\Sub-Basins 10/17/2007 O O U O Q O O O O '. O Vl �O V1 h Vl Vl N Y1 11 II II II II II II Y F F F F F F F F �[.yy Vl V Vl Vl h 1%� Vl h w G V A G ^ Q v, co In Q �o a a � v O N O O vi N N H a A C' v f1 p O h O cV O fV C 4 O v1 O V) O ch O vl F � ,k W r 00 00 �D N1 M M U o 0 0 0 0 0 0 0 00 r 00 M b In M 0.. Z N M Q W y cn C7 o o � 0 0 N b ■ G -3 N U O O O O O E O C O O vi �n h vi vi h h h A II II II II II II II F F F F F F F F 7 .'7 : 5 � Vl VI Vl 1Ij 1n 1%1 h h W A V C -� V vi oo vi V b da_n v O O O O O F '� WV' a, N O O V .-• N .• N .-• (V a ,s. v 0 O N O O vi N N F i a o N O O O O O O O O O F U o 0 0 0 0 M CO r 00 W b M M Co F V N N V O O •-- N R �q O O rl h 0 N N G - 9- 1�-. Idi 4�i IVi 4 L 1�-. Lei V Lei W W W W 4i W W al ~ U U U U U U U U U U V ri C C m O N C 4 N 0 Ury 0 O V O O O O O N b [� v W Q C •�i U O O O O O O O O O O U d N d C U o 7 rC�nn 7 •� W U W n W OR b M M I N R Oco O O O C O O 0 Ri -• � N R O O .-. N V � � N C O G G O N O 00 � N c Ln O d N u M O Q O O o O c> V �� a xwoo a w D a` a w Ll C4 A 0 c 0 R a� 4 Lam. 4�i Y V L Ili L 4�i 1�. a W W W W U U U U U U U U U U 2y� OR H Q� 2 00 N 4 •- M Q\ Q\ Q\ D\ Q\ � Q\ O 'UU W '� vi v� vi vi vi vi vi v� vi v� U N T N y [ V N Q C U m b W 09 b li M .�• N M W CA d o 0 0 0 o d o 0 0 dC�U:ad o Ri w b O O M 7� •y ♦. O O � � O 0 U d o o c Cl G o �j o Y Ca o n O rn O o o00U g 0 0 d m z N t+t M pq R .M-i .-. PQ .M. M. 0.0i 04 O s c O w CJ:LBg> I Hydraulic Calculations Professional Engineers Civil Engineering JLB Engineering Consultants I 1 1 [1 1 f*'�' - 1 DESIGN PEAK FLOW, FOR ONE-HALF OF STREET BY THE RATIONAL METHOD Peloton Cycles, Lot 5, Preston Center Third Filing Inlet- OS1 (DP 2) Design Flow = Gutter Flow + Carryover Flow OVFLOLWND SIDE I � STREET I I yOVFROWND $ ® F GUTTER FLOW PLUS CARRY-OVER FLOW ® GUTTER FLOW INLET INLET 1/2 OF STREET (local peak flow for 112 of street, plus flow bypassing upstream subcatchments): • If you entered a value here. skin the rest of this sheet and oroceed to sheet Site: (Check One Box Only) Site is Urban: x Site Is Non -Urban: .0 Snt Imperviousness Area =�% Acres Percent Imperviousness = NRCS Soil Type = A, B, C, or D Slope (ft/ft) Length (ft) Overland Flow = Gutter Flow = Design Storm Return Period, T, Return Period One -Hour Precipitation, P, C, C2 C3 User -Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C User -Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), Cs Bypass (Carry -Over) Flow from upstream Subcatchments, % a Calculated Design Storm Runoff Coefficient, C = Calculated 5-yr. Runoff Coefficient, C5 = Overland Flow Velocity, Vo = Gutter Flow Velocity, VG = Overland Flow Time, to = Gutter Flow Time, to = Calculated Time of Concentration, T. = Time of Concentration by Regional Formula, T. = Recommended T. = Time of Concentration Selected by User, T. = Design Rainfall Intensity, I = Calculated Local Peak Flow, Q. = Total Design Peak Flow, Q = N/A NIA N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A NIA NIA NIA NIA N/A N/A N/A N/A 1.08 2.67 fps fps minutes minutes minutes minutes minutes minutes inch/hr cfs cis ' Inlet DP2.xls, Q-Peak 9/9/2007, 1:36 PM Project: Peloton Cycles, Lot 5, Preston Center Third Filing � ' Inlet ID: Inlet- 051 (DP 2) � Taxc= TcaowN T. TMAx SBxCK / W V TA r Crow n _ Cn H \� / CU0.B d y $r a y/+ 0 1 1 C mum Allowable Width for Spread Behind Curb T. = 2.0 ft Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK - 0.0200 ft. vert. I ft. honz ring's Roughness Behind Curb neA" = 0.0350 ht of Curb at Gutter Flow Line Hcum = 6.00 inches nice from Curb Face to Street Crown TcaowN = 10.0 ft er Depression a = 1.76 inches er Width W = 1.00 ft :t Transverse Slope Sx = 0.0200 ft. vert. I ft. hertz :t Longitudinal Slope - Enter 0 for sump condition So = 0.0000 ft. vert. I ft. horiz ring's Roughness for Street Section ^srnser = 0.0150 Minor Storm Major Storm Allowable Water Spread for Minor & Major Storm Thar = ft Allowable Depth at Gutter Flow Line for Minor & Major Storm cl u =1 6.00 6.( inches r Flow Depth at Street Crown (leave blank for no) X = yes imum Gutter Capacity Based On Allowable Water Spread Minor Storm Major Storm er Cross Slope (Eq. ST-8) Sw = 0A 667 0.1667 It/ft >r Depth without Gutter Depression (Eq. ST-2) y = inches �r Depth with a Gutter Depression d = inches cable Spread for Discharge outside the Gutter Section W (T - W) Tx = ft =_r Flow to Design Flow Ratio by FH WA HEC-22 method (Eq. ST-7) Eo = barge outside the Gutter Section W, carried in Section Tx Ox = cfs barge within the Gutter Section W (QT - Qx) QW = cis barge Behind the Curb (e.g., sidewalk, driveways, & lawns) QMCK = #VALUE! #VALUE! cfs fmum Flow Based On Allowable Water Spread Qr = cfs r Velocity Within the Gutter Section V = fps Product: Flow Velocity Times Gutter Flowline Depth V'd = imum Gutter Canamw Based on Allowable Gutter Denth Minor Storm Major Storm wetical Water Spread TTH = xetlral Spread for Discharge outside the Gutter Section W (T - W) Tx TH = er Flow to Design Flow Ratio by FH WA HEC-22 method (Eq. ST-7) Eo = xeticel Discharge outside the Gutter Section W, carded in Section Tx m Qxr = rat Discharge outside the Gutter Section W, (limited by distance TcaowN) Qx = barge within the Gutter Section W (Qa - Qx) QW = barge Behind the Curb (e.g., sidewalk, driveways, & lawns) QBACK = 11 Discharge for Major & Minor Storm Q = r Velocity Within the Gutter Section V = Product: Flow Velocity Times Gutter Flowline Depth V•d = e-Based Depth Safety Reduction Factor for Major & Minor (d > 6') Storm R = : Flow Based on Allow. Gutter Depth (Safety Factor Applied) QB = ultant Flow Depth at Gutter Flowline (Safety Factor Applied) d = ul ant Flow Depth at Street Crown (Safety Factor Applied) rl,o = Max. MIND MAJ( Inlet DP2.xls, Q-Allow 17.7 17.7 16.7 16.7 0.189 0.189 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 0.0 SUMP SUMP SUMP SUMP Its cfs cfs cis cfs fps cfs inches inches Minor Storm Major Storm lowable Gutter Capacity Based on Minimum of Qr or U., Q,... =1 SUMPI SUMP cfs STORM max. allowable capacity OK - greater than flow given on sheet'Q-Peak' STORM max. allowable capacity OK - greater than flow given on sheet'Q-Peak' Emn 9/9/2007. 1:36 PM INLET IN A SUMP OR SAG LOCATION I 1 1 11 0 Project = Peloton Cycles, Lot 5, Preston Center Third Filing Inlet ID = Inlet. OS1 (DP 2) Lo (C)-{ H-Curb H-Vert W WP o W Lo (G) ' Warning of Inlet Type = Depression (additional to continuous gutter depression'a' from'Q-AIIoW) a, = ter of Unit Inlets (Grate or Cum Opening) No = Information th of a Unit Grate L. (G) = i of a Unit Grate W. = Opening Ratio for a Grate (typical values 0.15-0.90) A„m = ling Factor for a Single Grate (typical value 0.50 - 0.70) Cr (G) = i Weir Coefficient (typical value 3.00) C„ (G) = Orifice Coefficient (typical value 0.67) C. (G) = Opening information th of a Unit Cum Opening L. (C) 1t of Vertical Cum Opening in Inches H. _ it of Cum Orifice Throat in Inches Hm,m = i of Throat (see USDCM Fgure ST-5) Theta = Width for Depression Pan (typically the gutter width of 1 feet) Wp = ling Factor for a Single Cum Opening (typical value 0.10) Cr (C) = Opening Weir Coefficient (typical value 2.303.00) C. (C) = ODenina Orifice Coefficient ftvuical value 0.671 C. (C) = MINOR MAJOR Denver No. 16 Combina2.00 inches 1 Ni MINOR MAJOR 3.00 3.00 1.73 1.73 0.15 0.15 0.50 0.50 3.00 3.00 0.67 0.67 0. feet feet Resuftina Gutter Flow Depth for Grate Inlet Capacity in a Sump MINOR MAJOR Clogging Coefficient for Multiple Units Coal = 1.00 1.D0 Clogging Factor for Multiple Units Clog = 0.50 0.50 Grate as a Weir: The Controlling Factor Will Be: Curb Opening as Weir Curb Opening As Weir Flow Depth at Local Depression without Clogging (1.08 cis grate, 0 cfs curb) d.. = 5.38 7.60 inches Flow Depth (Cum Opening Only) without Clogging (0 ds grate, 1.08 cfs curb) d=,.,,, = 2.55 4.66 inches Flow Depth at Local Depression with Clogging (1.08 cfs grate, 0 cfs curb) d_ = 6.96 10.45 inches Flow Depth (Curb Opening Only) with Clogging (0 cis grate, LOB cis curb) Grate as an Orifice Flow Depth at Local Depression without Clogging (0 cis grate, 1.08 cis cum) d..�i = dy = 2.66 4.86 MAJOR 4.67 inches inches MINOR 2.56 Flow Depth at Local Depression with Clogging (0 cis grate, 1.08 cis curb) Resulting Gutter Flow Depth Outside of Local Depression da = d,s„r, = 2.75 5.01 3.01 inches inches 0.751 Resulting Gutter Flow Depth for Curb Opening Inlet Capacity in a Sump MINOR MAJOR Clogging Coefficient for Multiple Units Coal -1 1.001 1.00 Clogging Factor for Multiple Units Clog = 0.101 0.10 Curb as a Weir, Grate as an Orifice MINOR MAJOR Flow Depth at Local Depression without Clogging (0 eta grate, 1.08 cis curb) d,. = 2.561 4.67 inches Flow Depth at Local Depression with Clogging (0 cis grate, 1.08 cis curb) d.= 2.75 5.01 inches Curb as an Orifice, Grate as an Orifice MINOR MAJOR Flow Depth at Local Depression without Clogging (0 ds grate, 1.08 cfs curb) da = 2.55 4.39 inches Flow Depth at Local Depression with Clogging (0 cis grate, 1.08 cis curb) dw = 2.fi6 4.65 inches Resulting Gutter Flow Depth Outside of Local Depression d,ra,a= 0.7b 3.01 inches Resultant Street Conditions MINOR MAJOR Inlet Length inlet Interception Capacity (Design Discharge from Q-Peak) Hard Gutter Flow Depth (based on sheet Q-Allow geometry) Item Street Flow Spread (based on sheet Q-Allow geometry) Itant Flow Depth at Street Crown Warning 6: Flow spread Is greater than that allowed for the MAJOR AND MINOR STORM L-I 3.0 Oa = 1.1 d = 0.66 T = 0.3 ' Inlet DP2.xls, Inlet In Sump 91912007, 1:36 PM [1 0 1 40 39 I 38 37 36 35 ' 34 33 32 — 31 — 30 29 28 — 27 26 25 24 m ' 23 � 22 ' 2t 221 t/J I 20 N C 19 t1 18 n 17 m O 16 - — 15 14 13 (D 12- 11 10 ; C—X ) ; >, I H X X�C—X— —X— — X—X—X XX X—>__x� HH C—X—)HC—x s s 8- / 7 / 6 5 4 � 3 2 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 Q for 112 Street (cis) --A Grate Weir C b OdU 8 - rnb. Onf/ Flax Dept,(in.) Weir Fb Oeirth(h) 061. Flow pM(in.) - O- Curb Opening Only • Rep rw O gn — C Re. ort V.Mp Fb Depth (in.) Flux 13,t (in.) Fbw SpreaE (fl.) ' 9/912007, 1:36 PM Inlet DP2.xls, Inlet In Sump p- S O Intercepted (cfs) Grate Weir Flow Depth (in.) Comb. Onf.f Weir Flow Depth CM.) Comb. OrU Orif. Flow Depth (in.) Curb Opening Only Flow Depth (in.) Reported Design Flow Depth (in.) Reported DesignFlow Spread (0.) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 3.30 0.16 0.53 0.53 0.53 0.26 2.00 4.94 1.43 1.67 2.01 2.01 1.04 3.00 6.22 2.49 2.30 3.26 326 6.25 4.00 1 7.24 3.43 3.13 4.37 4.37 1 10.00 5.00 8.12 4.39 4.19 6.10 6.10 10.00 6.00 8.94 5.31 5.52 8.71 7.23 10.00 7.00 9.68 6.19 7.09 12.58 8.39 10.00 8.00 10.40 7.04 9.50 17.04 9.95 10.00 9.00 11.11 7.86 12.35 22.10 12.35 10.00 10.00 11.75 8.66 15.54 27.75 15.54 10.00 11.00 12.39 9.43 19.08 34.00 19.08 10.00 12.00 13.01 10.18 22.94 40.84 22.94 10.00 13.00 13.61 10.91 27.15 48.28 27.15 10.00 14.00 14.18 11.63 31.69 56.31 31.69 10.00 15.00 14.73 12.33 36.57 64.94 36.57 10.00 16.00 15.31 13.01 41.79 74.18 41.79 10.00 17.00 15.83 13.69 47.34 83.98 47.34 10.00 18.00 16.38 14.35 53.23 94.39 53.23 10.00 19.00 16.88 14.99 59.46 105.40 59.46 10.00 20.00 17.39 15.63 66.02 117.00 66.02 10.00 21.00 17.90 16.26 72.92 129.20 72.92 10.00 22.00 18.40 16.87 80.15. 141.99 80.15 10.00 23.00 18.89 17.48 87.72 155.38 87.72 10.00 24.00 19.37 18.08 95.64 169.37 95.64 10.00 25.00 19.84 18.67 103.89 183.94 103.89 10.00 26.00 20.30 19.26 112.47 199.12 112.47 10.00 27.00 20.75 19.84 121.39 214.89 121.39 10.00 28.00 21.20 20.41 130.64 231.25 130.64 10.00 29.00 21.68 20.97 140.24 248.21 140.24 10.00 30.00 22.11 21.53 150.17 285.76 150.17 10.00 31.00 22.53 22.08 160.43 283.91 160.43 10.00 32.00 23.00 22.62 171.04 302.65 171.04 10.00 33.00 23.41 23.16 181.98 321.99 181.98 10.00 34.00 23.84 23.70 193.26 341.92 193.26 10.00 35.00 24.25 24.23 204.87 362.45 204.87 10.00 36.00 24.68 24.75 216.81 383.57 216.81 10.00 37.00 25.08 25.27 229.11 405.29 229.11 10.00 38.00 25.51 25.79 241.73 427.61 241.73 10.00 39.00 25.88 26.30 254.69 450.51 254.69 10.00 40.00 26.30 26.80 267.98 474.02 267.98 IInlet DP2.xls, Inlet In Sump 9/9I2007, 1:36 PM �-41 DESIGN PEAK FLOW FOR ONE-HALF OF STREET BY THE RATIONAL METHOD Peloton Cycles, Lot 5, Preston Center Third Filing Inlet-2 (DP 3) Design Flow = Gutter Flow + Carry-over Flow �OVF RLAOWND I II STREET II SIDEI OVERLAND I ® E— GUTTER FLOW PLUS CARRY-OVER FLOW < ® F— GUTTER FLOW INLET INLET 112 OF STREET (local peak flow for 1/2 of street, plus Now bypassing upstream subcatchments): If you entered a value here, skip the rest of this sheet and proceed to she Site: (Check One Box Only) Site is Urban: X Site Is Non -Urban: .Q Subcatchment Area = Acres Percent Imperviousness = % NRCS Soil Type = k, B, C, or D Slope (tt/ff) Length (ft) Overland Flow = Gutter Flow = Design Storm Return Period, T, Return Period One -Hour Precipitation, P, C, CZ C3 User -Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C User -Defined Syr. Runoff Coefficient (leave this blank to accept a calculated value), Cs Bypass (Carry -Over) Flow from upstream Subcatchments, Qb Calculated Design Storm Runoff Coefficient, C = Calculated Syr. Runoff Coefficient, C5 = Overland Flow Velocity, Vo = Gutter Flow Velocity, VG = Overland Flow Time, to = Gutter Flow Time, to = Calculated Time of Concentration, T. _ Time of Concentration by Regional Formula, Tc _ Recommended T. _ Time of Concentration Selected by User, T, _ Design Rainfall Intensity, I = Calculated Local Peak Flow, Q. = Total Design Peak Flow, Q = N/A N/A N/A N/A N/A NIA N/A NIA NIA N/A NIA N/A N/A NIA NIA NIA N/A N/A N/A NIA N/A N/A N/A NIA 1.52 4.24 fps fps minutes minutes minutes minutes minutes minutes inch/hr cis cis ' Inlet OPIA8, Q-Peak 9/9/2007, 1:36 PM I I i (Based on Regutated Gmena for maximum wrowaoie riow uepm ano apreaul Project: Peloton Cycles, Lot 5, Preston Center Third Filing Inlet ID: Inlet-2 (DP 3) TRACK BgCK HCune d a TCRO W N T. TuAx , W Tx Street Crown N ^' ` 9f num Allowable Width for Spread Behind Curb Slope Behind Curb (leave blank for no conveyance credit behind Curb) ring's Roughness Behind Curb of Curb at Gutter Flow Line :e from Curb Face to Street Crown Depression Width Transverse Slope Longitudinal Slope - Enter 0 for sump condition ig's Roughness for Street Section Allowable Water Spread for Minor & Major Storm Allowable Depth at Gutter Flow Line for Minor & Major Storm Flow Depth at Street Crown (leave blank for no) er Cross Slope (Eq. ST-8) er Depth without Gutter Depression (Eq. ST-2) ar Depth with a Gutter Depression vable Spread for Discharge outside the Gutter Section W (T - W) er Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) harge outside the Gutter Section W, carded in Section Tx harge within the Gutter Section W (QT - Qx) harge Behind the Curb (e.g., sidewalk, driveways, & lawns) imum Flow Based On Allowable Water Spread r Velocity Within the Gutter Section Product: Flow Velocity Times Gutter Flowline Depth nretical Water Spread Dreficai Spread for Discharge outside the Gutter Section W (T - W) er Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) xetiral Discharge outside the Gutter Section W, carried in Section Tx TN ial Discharge outside the Gutter Section W, (limited by distance TcR ) barge within the Gutter Section W (Qd - Qx) barge Behind the Curb (e.g., sidewalk, driveways, & lawns) it Discharge for Major & Minor Storm i Velocity Within the Gutter Section Product: Flow Velocity Times Gutter Flowline Depth ie-Based Depth Safety Reduction Factor for Major & Minor (d > 6") Storm : Flow Based on Allow. Gutter Depth (Safety Factor Applied) ultant Flow Depth at Gutter Flowline (Safety Factor Applied) ultant Flow Depth at Street Crown (Safety Factor Applied) T, - 5.0 ft SBACK = 0.0200 ft. van. / ft. horiz rim,, = 0.0350 ff U a = 6.00 inches TCROWN = 20.0 ft a = 2.00 inches W = 1.00 ft % = 0.0200 ft. vert. / ft. horiz So = 0.0000 ft. vert. / ft. horiz nSTREET = TM = d. = Sw = y= d= Tx = Eo = Qx= Qw = ABACK = QT= V= V'd = TrR = Tx rN = E. = Qx ra = Qx = QW = ABACK = Q= V= V'd = R= Qd = d= dCROWN = Minor Storm Major Storm 20.01 20.0 6.0o s.o0 0.1867 0.1867 4.80 4.85 6.80 6.80 19.0 19.5 0.169 0.169 0.0 0.0 0.0 0.0 0.0 0.0 SUMP SUMP 0.0 0.0 0.0 0.0 Minor Storm Major Storm inches X = yes h/ft inches inches ft cis cis cis cis fps 16.7 16.7 15.7 15.7 0.210 0.210 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 0.0 SUMP SUMP SUMP SUMP cfs cfs cis cis cis fps CIS inches inches Minor Storm Major Storm towable Gutter Capacity Based on Minimum of QT or % Q,i„w. = SUMPI SUMP cfs STORM max. allowable capacity OK - greater than flow given on sheet'Q-Peak' STORM max. allowable capacity OK - greater than flow given on sheet'Q-Peak' ' Inlet DP3.xls, Q-Allow 9/9/2007, 1:36 PM 1 1 1 1 1 1 11 INLET IN A SUMP OR SAG LOCATION Project = Peloton Cycles Lot 5 Preston Center Third Filing Inlet 10 = Inlet-2 (DP 3) Lo (C)-,I• H-Curb H-Vert w Wp W \ Lo lGl of Inlet Depression (additional to mminmus gutter depression'a' from'Q-AHowl mr of Unit Inlets (Grate or Curb Opening) Information th of a Unit Grate 1 of a Unit Grate Opening Ratio for a Grate (typical values 0.15-0.90) ling Factor for a Single Grate (typical value 0.50 - 0.70) h Weir Coefficient (typical value 3.00) I Orifice Coefficient (typical value 0.67) Opening Information th of a Unit Curb Opening it of Vertical Curb Opening in Inches ht of Curb Orifice Throat in Inches s of Throat (see USDCM Figure ST-5) Width for Depression Pan (typically the gutter width of 1 feet) ging Factor for a Single Curb Opening (typical value 0.10) Opening Weir Coefficient (typical value 2.30-3.00) ging Coefficient for Multiple Units ging Factor for Multiple Units e as a Weir Depth at Local Depression without Clogging (0 cis grate, 1.52 cfs curb) Row Used for Combination Inlets Only Depth at Local Depression with Clogging (0 cfs grate, 1.52 cfs curb) Raw Used for Combination Inlets Only e as an Orifice Depth at Local Depression without Clogging (0 cfs grate, 1.52 cfs curb) Depth at Local Depression with Clogging (0 cis grate, 152 cis curb) ulfinp Gutter Flow Depth Outside of Local Depression ling Coefficient for Multiple Units ling Factor for Multiple Units as a Weir, Grate as an Orifice Depth at Local Depression without Clogging (0 cfe grate. 1.52 cis cum) Depth at Local Depression with Clogging (0 cfs gmte, 1.52 cis curb) as an Orifice, Grate as an Orifice Depth at Local Depression without Clogging (0 cis grate, 1.52 cfs curb) Depth at Local Depression with Clogging (0 cis grate, 1.52 cfs wm) Itina Gutter Flow Death Outside of Local Oenfession Inlet Length Inlet Interception Capacity (Design Discharge from Q-Peak ) Itant Gutter Flow Depth (based on sheet Q-Allow geometry) Itant Street Flow Spread (based on sheet Q-Allow geometry) Flow MINOR MAJOR Type =1 COOT Type R Curb OpN a�=,�= 2.00 inches No= 1 MINOR MAJOR L, (G) = WA WA W. = N/A WA A. = WA N/A Cr(G)= NIA WA C„ (G) = NIA NIA Co (G) = WA NIA MINOR MAJOR L, (C) = H„� = Hy = Theta = W,= 5.00 5.0 5.00 5.0 4.95 4.9 63.4 63, 1.00 1.0 o. feet feet MINOR MAJOR Coal = WA N/A Clog = WA WA dM= NIA NIA inches d.,y,,, = N/A N/A inches d,., = N!A NIA inches du„sa= N/A N/A inches MINOR MAJOR da= N/A N/A inches d„= N!A N/A inches tl,�,,,,= WA NIA Inches MINOR MAJOR Coal = _ 1.001 1.00 Clog = 0.101 0.10 MINOR MAJOR tlM = 2.541 5.03 inches Ow, =1 2.671 5.29 inches MINOR MAJOR da = 2.44 3.97 inches it = 2.49 4.36 inches d.ci.e= 0.67 3.29 inchm MINOR MAJOR L = 5.0 5.0 feet Q. = 1.5 4.2 cfs d= 0.67 3.291ncheh T = 0.3 5.4 feet dcaowe= 0.00 0.00 inches 1 inlet DP3.xls, Inlet In Sump 919/2007, 06 PM I W I I 40 39 38 37 — 38 35 34 33 32 31 - 30 - 29 28 - 27 26 - 25 24 m 23 22 w 21 a N 20 ' N 19 — X _X — X —X— —X——X— —X— — — — — —X— t U 18 17 c 0 16 15 14- 13 12 11 10- 9 8 7.-- 6 5 4 3 2 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 Q for 1/2 Street (cfs) --A CuNWeir --0 Guth On, -- Not tl -O--Not UseE • RepoM Dooigo—X—Repatetl Des'ryn Flow Depth (in.) Flow Depth (in) Flow Depth (in.) Flow Sp"d (fl ) ' Inlet DP3.)Is, Inlet In Sump 919/2007, 1:36 PM 1")- lb 0 Intercepted (cfs) Curb Weir Flow Depth (in.) Curb Orif. Flow Depth (in.) Not Used Not Used Reported Design Flow Depth (in.) Reported DesignFlow Spread (ft.) 0.00 0.00 0.21 0.21 0.09 1.00 0.02 0.33 0.33 0.15 2.00 1.20 0.69 1.20 0.54 3.00 2.20 1.30 2.20 0.98 4.00 3.09 1 2.14 3.09 1 4.54 5.00 3.90 3.22 3.90 7.92 6.00 4.67 4.55 4.67 11.12 7.00 5.39 6.12 6.12 17.17 8.00 6.08 7.92 7.92 20.00 9.00 6.74 9.97 9.97 20.00 10.00 7.37 12.26 12.26 20.00 11.00 7.99 14.79 14.79 20.00 12.00 8.58 17.56 17.56 20.00 13.00 9.16 20.57 20.57 20.00 14.00 9.73 23.82 23.82 20.00 15.00 10.28 27.32 27.32 20.00 16.00 10.82 31.05 31.05 20.00 17.00 11.35 35.03 35.03 20.00 18.00 11.87 39.24 39.24 20.00 19.00 12.38 43.70 43.70 20.00 20.00 12.88 48.40 48.40 20.00 21.00 13.37 53.34 53.34 20.00 22.00 13.85 58.52 58.52 20.00 23.00 14.33 63.94 63.94 20.00 24.00 14.80 69.60 69.60 20.00 25.00 15.26 75.50 75.50 20.00 26.00 15.72 81.65 81.65 20.00 27.00 16.17 88.03 88.03 20.00 28.00 16.62 94.66 94.66 20.00 29.00 17.06 101.52 101.52 20.00 30.00 17.49 108.63 108.63 20.00 31.00 17.92 115.98 115.98 20.00 32.00 18.35 123.57 123.57 20.00 33.00 18.77 131.40 131.40 20.00 34.00 19.19 139.47 139.47 20.00 35.00 19.60 147.78 147.78 20.00 36.00 20.01 156.34 156.34 20.00 37.00 20.42 165.13 165.13 20.00 38.00 20.82 174.17 174.17 20.00 39.00 21.22 183.44 183.44 2000. 40.00 21.61 192.96 192.96 20.00 ' Inlet DP3.xls, Inlet In Sump 919/2007, 1:36 PM DESIGN PEAK FLOW FOR ONE-HALF OF STREET BY THE RATIONAL METHOD Peloton Cycles, Lot 5, Preston Center Third Filing Inlet-1 (DP 3A) Design Flow = Gutter Flow + Carryover Flow �OVFROWND SIDE I I STREET I IOVFLOWND ® F-GUTTER FLOW PLUS CARRY-OVER FLOW E— F GUTTER FLOW INLET INLET 112 OF STREET (local peak flow for 1 /2 of street, plus flow bypassing upstream subcalchments): If you entered a value here, skin the rest of this sheet and proceed to she Site: (Check One Box Only) Site is Urban: x Site Is Non -Urban: .Q Snt Imperviousness Area =Acres Percent Imperviousness = °k NRCS Soil Type = A, B, C, or D Slope (ft/ft) Length (ft) Overland Flow = Gutter Flow = Design Storm Return Period, Return Period One -Hour Precipitation, User -Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), User -Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), Bypass (Carry -Over) Flow from upstream Subcatchments, I Calculated Design Storm Runoff Coefficient, C = Calculated 5-yr. Runoff Coefficient, C5 = Overland Flow Velocity, Vo = Gutter Flow Velocity, VG = Overland Flow Time, to = Gutter Flow Time, tG _ Calculated Time of Concentration, T° _ Time of Concentration by Regional Formula, T° _ Recommended T. _ Time of Concentration Selected by User, T. _ Design Rainfall Intensity, I = Calculated Local Peak Flow, Q° _ Total Design Peak Flow, Q = N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A NIA N/A N/A N/A N/A N/A 0.27 0.63 tps fps minutes minutes minutes minutes minutes minutes inch/hr cfs cis ' Inlet DP3A.xls, Q-Peak 9/9/2007, 1:37 PM I I r i 1 L 11 I-_�-l-I- �� ALLOWABLE CAPACITY FOR ONE-HALF. OF STREET (Minor & Major Storm) (Based on Regulated criteria for Maximum Allowable Flow tiepin and Spreaa) Project: Peloton Cycles, Lot 5, Preston Center Third Filing Inlet ID: Inlet-1 (DP 3A) TB/.OK Senc—� LW Hcuae it a TC ROWN T•Tw�x Tx -Stew _ CCie �> 5 � p mum Allowable Width for Spread Behind Curb T� = Slope Behind Curb (leave blank for no conveyance credit behind curb) SercK = ring's Roughness Behind Curb rim,,,=1 ht of Curb at Gutter Flow Line Han = ince from Curb Face to Street Crown Tcnowrr = ar Depression a = ar Width W = at Transverse Slope Sx = n Longitudinal Slope - Enter 0 for sump condition So = ring's Roughness for Street Section nsmear = 2.0 ft ft. van. / ft. honz inches ft inches ft ft. vent. / ft. hertz ft. vent. / ft. hertz 0.0200 0.0350 6.00 10.0 1.76 1.00 0.0200 0.0000 0.0150 Minor Storm Major Storm Allowable Water Spread for Minor & Major Storm Tux = ft Allowable Depth at Gutter Flow Line for Minor & Major Storm dry = . 10 inches Flow Depth at Street Crown (leave blank for no) 6.00 6X = yes er Cross Slope (Eq. ST-8) Sw er Depth without Gutter Depression (Eq. ST-2) y er Depth with a Gutter Depression d vable Spread for Discharge outside the Gutter Section W (T - W) Tx er Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) Eo charge outside the Gutter Section W, tarred in Section Tx Qx charge within the Gutter Section W (QT - Qx) Qw .harge Behind the Curb (e.g., sidewalk, driveways, & lawns) QancK imum Flow Based On Allowable Water Spread Or r Velocity Within the Gutter Section V Product: Flow Velocity Times Gutter Flowline Depth V"d aretical Water Spread TTR = xefloai Spread for Discharge outside the Gutter Section W (T - W) Tx TH = er Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) E. = xetical Discharge outside the Gutter Section W, carried in Section Tx TR Qx TR = lal Discharge outside the Gutter Section W, (limited by distance Tm.) Qx = barge within the Gutter Section W (Cie - Ox) Qw = barge Behind the Curb (e.g., sidewalk, driveways, & lawns) Qe.cK = it Discharge for Major & Minor Storm O = i Velocity Within the Gutter Section V = Product: Flow Velocity Times Gutter Flowline Depth V'd = K Based Depth Safety Reduction Factor for Major & Minor (d > 6") Storm R = : Flow Based on Allow. Gutter Depth (Safety Factor Applied) tie = ultant Flow Depth at Gutter Flowline (Safety Factor Applied) d = ultant Flow Depth at Street Crown (Safety Factor Applied) dcRo" = MinorStorm Major Storm 17.7 17.7 16.7 16.7 0.189 0.189 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 0.0 SUMP SUMP SUMP SUMP cis cis cis cis cis fps cis inches inches Minor Storm Major Storm towable Gutter Capacity Based on Minimum of or or =1 SUMPI SUMP cfs STORM max. allowable capacity OK - greater than flow given on sheet'Q-Peak' STORM max. allowable capacity OK - greater than flow given on sheet'Q-Peak' Inlet DP3A.xls, Q-Allow 9/9/2007, 1:37 PM L INLET IN A SUMP OR SAG LOCATION ' project = Peloton Cycles, Lot 5, Preston Center Third Filing Inlet ID = Inlet-1 (DP 3A) ,�-Lo (C)� ' H-Curb H-Vert � WP �- W ' Lo lG) I 11 I of inlet Depression (additional to confinuous gutter depression'a' from'Q-AIIoW) ter of Unit Inlets (Grate or Curb Opening) ! Information Ih of a Unit Grate t of a Unit Grate Opening Ratio for a Grate (typicat values 0.15-0.90) ling Factor for a Single Grate (typical value 0.50 - 0.70) i Weir Coefficient (typical value 3,00) i Orifice Coefficient (typical value 0.67) Opening Information th of a Unit Curb Opening it of Vertical Curb Opening in Inches it of Curb Orifice Throat in Inches i of Throat (see USDCM Figure ST-5) Width for Depression Pan (typically the gutter width of 1 feet) ling Factor for a Single Cum Opening (typical value 0.10) Opening Weir Coefficient (typical value 2.30-3.00) ling Coefficient for Multiple Units ling Factor for Multiple Units as a Weir: The Controlling Factor Will Be: Depth at Local Depression without Clogging (0.27 ds grate, 0 cis curb) Depth (Curb Opening Only) without Clogging (0 cis grate, 0.27 ors cum) Depth at Local Depression with Clogging (0.27 cis grate, 0 cis curb) Depth (Curb Opening Only) with Clogging (0 cis grate, 0.27 cis curb) e as an Orifice Depth at Local Depression without Clogging (0.27 cis grate, 0 cis curb) Depth at Local Depression with Clogging (0.27 cis grate, 0 cis curb) ling Coefficient for Multiple Units ling Factor for Multiple Units as a Weir, Grate as an Orifice Depth at Local Depression without Clogging (0.1 ors grate, 0.17 cis curb) Depth at Local Depression with Clogging (0.07 cis grate, 0.2 cis curb) as an Orifice, Grate as an Orifice Depth at Local Depression without Clogging (0.27 cis grate, 0 cis curb) Depth at Local Depression with Ciogging (0.27 cis grate, 0 cis curb) Mina Gutter Flow Death Outside of Local Depression Inlet Length Inlet Interception Capacity (Design Discharge from Q-Peak) Itant Gutter Flow Depth (based on sheet Q-Allow geometry) Itant Street Flow Spread (based on sheet Q-Allow geometry) Itant Flow Depth at Street Crown MINOR MAJOR Type =1 Denver No. 16 Combination ate= 2,001 2.00 inches No = 11 MINOR MAJOR L. (G) _ W. A. C, (G) _ Q. (G) _ C.(G)= L.(C) H. Hw� Theta W, C,(C) C.(C) 3.00 3.00 feet 1.73 1.73 feet 0.15 0.15 0.50 0.50 3.00 3.00 0.67 0.67 MINOR MAJOR 3.00 3.00 feel 6.50 6.60 inct 5.25 5.25 inct 0.0 0.0 deg 1.00 1.00 feel 0.10 0.10 MINOR MAJOR Coef = 1.00 1.00 Clog = 0.50 0.50 Curt Opening as Weir Curb Opening As Weir d.. = dam,,, _ drew = d- 1.87 PE J424 06 1.86 inches inches inches inches MINOR MAJOR Coef = 1.00 1.00 Clog = 0.10 0.10 MINOR MAJOR cl , = 0.76 1.32 inches d„ = 0.91 1.59 inches d,i d cl , L Q. d T ' 9/9/2007, 1:37 PM Inlet DP3A.x1s, Inlet In Sump D- 14- 1 1 1 I I I a0 39 38 37 36 35 I 34 33 +I 32 -- -- 31 — 30 29 28 27 26 25 24 w 23 LL m 22 a 21 41 20 n I — t 19 u 18 a 17 O 16 15 14 13 — 12 O 11 10 9 - —X— —X— X —X— — —X— —X--- X —iC— — X g • 7 — 6. ! 5 4 d e 3 2 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 Q for 1/2 Street (cfs) —G—Grate Weir —B—Comb. OtlV —B—Comb. CHU Few Depth (in.) Weir Flow Depth (in.) Orit. Flow Depth (e.) —O—C Openim Ooly • Reporleci Design—%—Reporte f Design Flow Depth (in.) Flow Depth (n.) Few Spread in ) Inlet DP3A.)ds, Inlet In Sump 9/9/2007, 1:37 PM D-I5 11 Q Intercepted (cfs) Grate Weir Flow Depth (in.) Comb. Onf.f Weir Flow Depth (in.) Comb. Om./ Drill. Flow Depth (n.) Curb Opening Only Flow Depth (in.) Reported Design Flow Depth (in.) Reported DesignFlow Spread (ft.) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 3.30 0.16 0.53 0.53 0.53 0.26 2.00 4.94 1.43 1.67 2.01 2.01 1.04 3.00 6.22 2.49 2.30 3.26 3.26 6.25 4.00 7.24 3.43 3.13 4.37 4.37 1 10.00 5.00 8.12 4.39 4.19 6.10 6.10 10.00 6.00 8.94 5.31 5.52 8.71 7.23 10.00 7.00 9.68 6.19 7.09 12.58 8.39 10.00 8.00 10.40 7.04 9.50 17.04 9.95 10.00 9.00 11.11 7.86 12.35 22.10 12.35 10.00 10.00 11.75 8.66 15.54 27.75 15.54 10.00 11.00 12.39 9.43 19.08 34.00 19.08 10.00 12.00 13.01 10.18 22.94 40.84 22.94 10.00 13.00 13.61 10.91 27.15 48.28 27.15 10.00 14.00 14.18 11.63 31.69 56.31 31.69 10.00 15.00 14.73 12.33 36.57 64.94 36.57 10.00 16.00 15.31 13.01 41.79 74.16 41.79 10.00 17.00 15.83 13.69 47.34 83.98 47.34 10.00 18.00 16.38 1 14.35 53.23 94.39 5323 10.00 19.00 16.88 14.99 59.46 105.40 59.46 10.00 20.00 17.39 15.63 66.02 117.00 66.02 10.00 21.00 17.90 16.26 72.92 129.20 72.92 10.00 22.00 18.40 16.87 80.15 141.99 80.15 10.00 23.00 18.89 17.48 87.72 155.38 87.72 10.00 24.00 19.37 18.08 95.64 169.37 95.64 10.00 25.00 19.84 18.67 103.89 183.94 103.89 10.00 26.00 20.30 1 19.26 112.47 199.12 112.47 10.00 27.00 20.75 1984. 121.39 214.89 121.39 10.00 28.00 21.20 20.41 130.64 231.25 130.64 10.00 29.00 21.68 2097. 140.24 248.21 140.24 10.00 30.00 22.11 21.53 150.17 265.76 150.17 10.00 31.00 22.53 22.08 160.43 283.91 160.43 10.00 32.00 23.00 22.62 171.04 302.65 171.04 10.00 33.00 23.41 23.16 181.98 321.99 181.98 10.00 34.00 23.84 23.70 193.26 341.92 193.26 10.00 35.00 24.25 24.23 204.87 362.45 204.87 10.00 36.00 24.68 24.75 216.81 383.57 216.81 1 10.00 37.00 25.08 25.27 229.11 405.29 229.11 10.00 38.00 25.51 25.79 241.73 427.61 241:73 10.00 39.00 25.88 26.30 254.69 450.51 254.69 10.00 1. 40.00 26.30 26.80 267.98 474.02 267.98 10.00 ' Inlet DP3AAs, Inlet in Sump 91912007, 1:37 PM N-J� Worksheet for DP 3A - 18" RCP Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 0.40 % Diameter 1&0 in Discharge 4.87 ft /s Results Normal Depth 0.95 It Flow Area 1.19 fN Wetted Perimeter 2.77 ft Top Width 1.44 It Critical Depth 0.85 ft Percent Full 63.6 % Critical Slope 0.00572 ft/ft Velocity 4.11 ft/s Velocity Head 0.26 ft Specific Energy 112 It Froude Number 0.80 Maximum Discharge 7.15 ft3/s Discharge Full 6.64 ft3/s Slope Full 0.00215 ft/ft Flow Type SubCritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 It Profile Description Profile Headloss 0.00 It Average End Depth Over Rise 0.00 % Normal Depth Over Rise 63.59 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity fUs Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster t06.01.066.00] 919/2007 1 26:45 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for DP 3A - 18" RCP Normal Depth 0.95 It Critical Depth 0.85 It Channel Slope 0.40 % Critical Slope 0.00572 ft/ft Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster 108.01.066.00] 9/912007 1:26:45 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-756-1666 Page 2 of 2 I Cross Section for DP 3A - 18" RCP Friction Method Manning Formula Solve For Normal Depth Inu .. Roughness Coefficient 0.013 Channel Slope 0.40 % Normal Depth 0.95 It Diameter 18.0 in -Discharge 4.87 ft3is CroV'�'Rwmm",5z lwn 7 ss� t" n madit.,bip, 'Se' id . I 7Z Lt'21a, - M'_' I I 11 I T18.0 in 10.95 ft I- — — V:1 L H: 1 Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster 108.01.066.00] 91912007 1:26:56 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-765-1666 Page 1 of 1 Worksheet for DP 3 14!YX23" HERCP (18" Equal.) Friction Method Manning Formula Solve For Normal Depth Roughness Coefficient 0.013 Channel Slope 0.40 % Diameter 18.0 in Discharge 4.24 fts/s Normal Depth 0.87 ft Flow Area 1.06 ft' Wetted Perimeter 2.60 ft Top Width 1.48 ft Critical Depth 0.79 ft Percent Full 58.1 % Critical Slope 0.00549 ft/ft Velocity 3.99 ftts Velocity Head 0.25 ft Specific Energy 1.12 ft Froude Number 0-83 Maximum Discharge 7.15 fts/s Discharge Full 6.64 ft3/s Slope Full 0.00163 ft/ft Flow Type SubCritical 7"V— ' GVFjr*t=Dc 'ita--' 7- Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 I 4 1 — - GUF OutWit Data LL� ouffiata Upstream Depth Profile Description Profile Headloss Average End Depth Over Rise Normal Depth Over Rise Downstream Velocity Upstream Velocity 1 9/912007 1:27:60 PM 0.00 ft 0.00 ft 0.00 % 58.05 % Infinity ftis Infinity ft/s Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.001 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page I of 2 I Worksheet for OP 3 - 14"X23" HERCP (18" Equal.) Normal Depth 0.87 it Critical Depth 0.79 ft ' Channel Slope 0.40 % Critical Slope 0.00549 ft/ft Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster 108.01.066.00] W9/2007 1:27:50 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 p. 21 Cross Section for DP 3 - 14"X23" HERCP (18" Equal.) Friction Method Manning Formula Solve For Normal Depth Iinr u�t Roughness Coefficient 0.013 Channel Slope 0.40 % Normal Depth 0.87 ft Diameter 18.0 in Discharge 4.24 ft'/s �� •�,1: "',ya �,�'�° •, .•a;�r �C+rossSe tlon��ll age��;F"� 1: "� f .`������ �`��,��" :��. .�., 1 11 T18.0 in 0.$7 ft 1 1 V:1 L H: 1 Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.001 ' 9/9/2007 1:28:07 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-755-1666 Page 1 of 1 Worksheet for Grass -lined Swale Friction Method Manning Formula Solve For Normal Depth ' y� ! , f �d' !f { Y' v'4 f�.,ArL+Bµ.'%i Su '�SrS� Input Data y Y, ffi .. azt ' 03" `, k- .mF 9 :.' .— I « Roughness Coefficient 0.035 Channel Slope 4.00 % Left Side Slope 5.00 tuft (H:V) Right Side Slope 5.00 fttft (H:V) Discharge 1.01 fN/s Normal Depth 0.29 It Flow Area 0.43 ft' Wetted Perimeter 3.00 It ' Top Width 2.94 It Critical Depth 0.30 ft Critical Slope 0.03439 ft/ft ' Velocity 2.34 fits Velocity Head 0.08 It Specific Energy 0.38 It ' Froude Number 1.07 Flow Type Supercritical GVF In Data 7.._.. Downstream Depth 0.00 ft ' Length 0.00 It Number Of Steps 0 ' GVFOutputtData _. ._....._x. a.... u_.�;.:._ ._ _..:- . r l _._..... _ lc: ... .........._.:":....._,.._�,... w.�....w_�=~..a.aau:_.�.....�..._...r .t...,...� .....d.m._..._ �.-.:........a...,....�.._._..<�.._i_a..�::k Upstream Depth 0.00 It Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Normal Depth Infinity ft/s 029 ft Critical Depth 0.30 ft ' Channel Slope 4.00 0.03439 Critical Slope ft/ft Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.001 ' 9/9/2007 2:53:25 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 Cross Section for Grass -lined Swale 4y�a. _.e ,n.. wa.✓ua.ef�...�.-.�o,...uti:�� ^,.. ... ..� ..w.uixux.�..a F.sw:- 'r.. x�e,..�..w:}...e�.2'�..5xi. a&•k.a._;:-.�..f'r. �.._.Fm3,..i Friction Method Manning Formula Solve For Normal Depth ' l p t Data �Yk��,yT rn ;ABwb_ryisa Roughness Coefficient 0.035 Channel Slope 4.00 % Normal Depth 0.29 ft Left Side Slope 5.00 ft/ft (H:V) ' Right Side Slope 5.00 ft/ft (H:V) Discharge 1.01 ft/s ' 0.29 It v. 1 b Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] ' 9/912007 2:53:38 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 1 1 1 1 1 1 1 1 i 4 -- -------------------- ' 11ry PRESTON CENTER dTN FILING 0 e s o e i PRIVATE DRIVE________ _____ ______ _ ___ �.: I ' rJ 1 --- -- ----------- ------ ----------- T/I �� r y� \✓ ,ate%14 ;7 SCALE: 9" = 50' N S T 0 R N9 EXHIBIT CUNT. ALLIANCE CONSTRUCTION SOLUTIONS PROJECT NO. 0108 /1 ,:> PELOTON CYCLES aan: io/n/2oo7 LOT 5, PRESTON CENTER 3RD FILING REVISED w� FORT COLLINS, CO ��� SHEET: 1 OF. _ 1 �� ' o 0 C N '- m c v m mca > m mQ �U 0 ' o aN c w > w0 co Q' V N O o m a ' 0 of rn rn 05 =0�- v v 1 co cow Co (D J N N (j C C W (D = K 7 N N n 0 � n N C > �C�Wc + v v Q N 7 o mo I,: r n� O N� O) O to m It v U N Z: C I O N a t �a OD OD 0 p d c4 rn m CL a a p Gf E v U ' �- o 10 d N ro ap a V d CL > v m rn m U) C 0 V' O (0 l+1 C7 n C O O O O Li C � N N O O O m o g c fn C X � � N co co O O 1 a9 ItE m N o d u L o 0 � t C3 m ma N 6 m ' �Z O- Cw O N by o o a O N O Z — — o 0 a N N U) d J d a. —0 F/ r I I I I I 1 r 1 I I I 1 I 1 I 0 4 JLs Professional Engineers Civil Engineering Excerpts from Previous Reports JLB Engineering Consultants f_-1 c FINAL DRAINAGE & EROSION CONTROL STUDY PRESTON CENTER AT WILD WOOD BUSINESS PARK THIRD FILING Prepared for: Western Property Advisors, Inc. StanfordPlaza, Suite 100 3555 Stanford Road Fort Collins, Colorado 80521 Prepared by: JR ENGINEERING 2620 E. Prospect Rd_, Suite. 190 Fort Collins, Colorado 80525 (970)491-9888 July 2, 1998 Revised April 11,2000 Revised January 17, 2000 June 12, 2000 Job Number 9177.07 . -2- Subbasin 110 contains the detention pond and the area that overland flows into the detention pond. Subbasin I II contains the north area of the site. This area includes the existing irrigation ditch. Runoff from this subbasin is conveyed via overland flow and swale flow to the existing irrigation ditch. The sub -basins imperviousness has only slightly changed by the addition of sidewalks. These sidewalks will have minimal effect on the drainage patterns and flows. From this information the assumption that the area is very close to historic and undeveloped and therefore the basin was not included in any release calculations. Subbasin 112 contains the area that drains directly to Timberwood Drive. Runoff from this area is conveyed via sheet flow and gutter flow to an existing inlet at Design Point 12. This basin and its flows and drainage structure were designed with the Timberwood Drive plans and have not been altered. Subbasin 113 contains the historic farm site and cannot, for historic reasons, be regraded. The existing grading directs the runoff from this subbasin to County Road 9 and because of the historic significance of this site, this condition will continue. 3.5 Hydrologic Analysis of the Proposed Drainage Conditions The Rational Method was used to determine both 10-year and 100-year peak runoff values for each subbasin. The Rational Method utilizes the SDDCCS equation: Q = CfCIA (1) where Q is the flow in cubic feet per second (cfs), A is the total area of the basin in acres, Cf is the storm frequency adjustment factor, C is the runoff coefficient, and I is the rainfall intensity in inches per hour. The frequency adjustment factor (CO is 1.0 for the initial 10-year storm and 1.25 for the major 100-year storm. The appropriate rainfall intensity information was developed based on rainfall intensity duration curves in the SDDCCS Manual. 5 F--3 In order to utilize the rainfall intensity curves, the time of concentration is required. The following equation was used to determine the time of concentration. t'=ti-+tt (2) where t, is the time of concentration in minutes, t. is the initial or overland flow time in minutes, and t is the travel time in the channel, pipe, or gutter in minutes. The initial or overland flow time is calculated with the equation: t; = [1.87(1.1- CQLoslo)O33 (3) where L is the length of overland flow in feet (limited to a maximum of 500 feet), S is the average slope of the basin in percent, and C and Cr are as defined previously. All hydrologic calculations associated with the subbasins are attached in Appendix B of this report. Table 3.1 provides a summary of design flows. Design Point Tributary Sub -basin Area (ac) c (10) c (100) tc (10) (min) tc (100) (min) Q(10)tot (cfs) Q(100)tot (cfs) 1 101 2.26 0.80 1.00 5.1 5.0 8.6 22.5 2 102 028 0.74 0.92 5.0 5.0 1.0 2.6 3 103 0.74 0.65 0.81 5.0 5.0 2.3 6.0 4 104 1.16 0.80 0.99 5.0 5.0 4.4 11.5 5 105 1.14 0.68 0.85 5.0 5.0 3.8 9.7 6 106 1.02 0.69 0.86 5.0 5.0 3.4 8.8 7 107 0.53 0.63 0.78 8.0 6.3 1.4 3.8 8 108 0.48 0.47 0.59 11.2 9.9 0.8 2.2 9 109 1.40 0.61 0.76 12.3 11.3 3.0 7.9 110 1.43 0.18 0.22 12.2 12.2 0.9 2.3 111 1.56 0.20 0.25 14.6 14.6 1.0 2.6 12 112 1.14 0.65 0.81 5.1 5.1 3.5 9.0 113 0.73 029 0.36 9.6 9.2 0.8 2.1 10 Total to Pond 10.45 0.63 0.79 15.1 .13.4 20.9 56.2 rel 3.6 Curb Inlet Design Inlets were sized using the computer program UDINLET that was developed by James C. Y. Guo of the University of Colorado at Denver. Computer output files for the inlet sizing are provided in Appendix D of this report (See Table 3.2 below for sizes). Curb cuts were sized using the software program Flowmaster developed by Haestad Methods, Inc. All inlets and curb cuts are designed to convey the 100-year peak flows. All inlet locations are shown on the Utility Plans for the construction of this project. The Drainage and Erosion Control Plan and the Storm Sewer Profile sheet show and label the inlet locations and/or sizes. pRIM LOCATION INLET SIZE (feet) INLET CONDITION DESIGN INTAKE (cfs) DP 1 Double Comb. Sump 22.5 DP 2 5' Type "R" Sump 2.6 DP 3 5' Type "R" Sump 6.0 DP 6 10' Type "R" Sump 8.8 DP 7 Exist. 4'Type "R" Sump 3.8 DP 8 Type "C" Area Inlet Sump 2.2 DP 12 Exist. 10' Type «R„ Sump 9.0 3.7 Storm Sewer Design Storm sewer outlet pipes from inlets are sized based on the theoretical capacity of the inlets during the 100-year storm. All other culverts are sized to convey the peak 100-year flows calculated using the Rational Method. The computer program StormCAD, developed by Haestad Methods, Inc., was used for the storm pipe design. StormCAD considers whether a culvert is under inlet or outlet control and if the flow is uniform, varied, or pressurized and applies the appropriate equations (Manning's, Kutter's, Hazen - Williams etc). The output from StormCAD can be found in Appendix E. Final hydraulic grade lines for storm sewers have been calculated and are shown on the final ," utility drawings. Table 3.3 is a summary of the storm sewer system. w s r U ° m Lf) D i Z — N ¢ a w° w¢ z� z w fl1 cc m m c c W W O a m m �o Lb m r u E N C �— a LL a a 'o 0 0 ro 0 c N U c cc a N N N co a` m n m '0 0 F o 0 fro 0M a`zo O O v 0) W fl:. to M W Co th N Oi n ? O 0) to N O N W r N J r .co co tr ui 0 � ONi ON) ONi ONi v v v v v 0 o O o 0 m OUJ m m O 0) O m 0) Oi V ¢t v v v o m v o 0 t7 V O t0 N C )O Q v t0 D) p>� m 0) 0) C) rn O 0 m 0) (0 C O )0 (R O) J .-. I- n (D 0) Lo N N N N N �(7v rn Gi Ci rn Cr = v v v'v v Lq CC) O N m n` N O N 0 ��m" C rn rn rn W� v v v v v Lf) o N g m n N LO v co M N N N N N v N N 0) O) m C v v v v v m M O)ca V ca n n m U� 0 0 0 0 0 O O M M m m m m O` U cN 03 0) t0 N 0) v IT U� U) )n 0 0 0 N 0 N o C m m m m m m O'C m m m N m C G C C C U U U U U m N U V V U U) U G G C C C � N N t9 f0 (0 m m L W v m O O p « to N 07 m 0) N v O O J 0 c Z 0 S a S S 0 o o g g a O Cl) (1)wf- O v O O co a F- a a ornoorn m m C 0 G W U m O IL O W (0 )N N n Cl) O CY y 00 O 0 0 U J N c; ca C m d �O C m C W m Q � � N 0 O m rT OI N C . = M LL r 9 9 O �o c cb m — U c Goa o m o IL a m moo F o 0 ono d n 0 o rn a x o P ' 'i P 4. lm. p to P P P IP 11 e-� A flared end section and riprap is required at all storm sewer outfalls. Riprap is sized according to the pipe size and the flow conditions at the outlet. Guidelines from the "Urban Storm Drainage Criteria Manual" (UDFCD) were used to design the riprap outfalls. All riprap calculations can be found in Appendix F for all storm sewer outfalls. LOCATION PIPE DIAMETER (inches) MINIMUM SLOPE (%) DESIGN DISCHARGE (cfs) Existing storm to STMH-2 24" RCP 0.29 10.86 DP 6 to STMH-2 18" RCP 0.80 8.80 STMH-2 to STMH-1 24" RCP 1.07 19.66 -1 to DP 8 27" RCP 0.51 19.66 to Pond 27" RCP 0.50 21.86 o STMH-4 18" RCP 0.50 6.00 4 to DP2 K 18" RCP 0.50 6.00 o STMH-3 24" RCP 0.56 8.60 o STMH-3 24" RCP 2.55 22.50 -3 to Pond 30" RCP 0.59 31.10 Pond Outlet to STMH-5 21" RCP 0.83 12.10 DETENTION POND DESIGN 4.1 S"'MMAnalysis Detention is required and will be provided for on the Preston Center site. The detention for the site is a comprehensive plan that relays storm water from Preston Center First Filing to the Third Filing and finally to the Second Filing, Country Ranch. The detention ponds were sized using UDSWMM. The proposed pond on the Preston Center Third Filing site is located on the south side of the property. A SWMM schematic is shown in Appendix I. In accordance with the McClellands Basin Master Drainage Plan criteria, the maximum 10-year release rate from the site is 0.2 cfs/acre and the 100-year release is 0.5 cfs/acre. This pond is accepting flows from the upstream detention pond (pond #302) in Preston Center First Filing. The tributary area from the Preston Center Third Filing site into the detention pond #304 is 10.38 acres. This results in an allowable release rate from the H I e - 2 Is I 0 Preston Center Third Filing property of 2.08 cfs for the 10-year event and 5.19 cfs for the 100-year event. The 10-year release rate of 2.08 cfs from the third filing site plus the flow through release rate of 2.42 cfs from the Preston Center First Filing site totals an overall release rate from Pond 304 of 4.50 cfs during the 10-year event. The Preston Center First Filing release rate of 4.00 cfs during the 100-year event plus the 5.19 cfs release from Preston Center Third filing allows an overall release rate from Pond 304 of 9.19 cfs during the 100-year event. To meet the allowable release rates, orifice plates are required for the 100-year outlet pipe and the 10-year outlet pipe. Orifice plate sizing and the stage -discharge curve was calculated using the orifice equation which states, Q. = CA [2g(h-E.)]in where Q. = orifice outflow (cfs) Co = orifice discharge coefficient g = gravitational acceleration Ao = effective area of the orifice (ftZ) Eo = geometric center elev of the orifice (ft) or downstream tailwater elev h = water surface elevation (ft) From the SWMM analysis, the required storage volume for the 10-year event is 0.90 acre-feet. The required storage volume for the 100-year event is 1.70 acre-feet. The actual storage volumes and release rates from the SWMM analysis is summarized in Table 4.2. The final WSEL for the 10-year and 100-year event respectively is 4924.07 feet and 4925.24 feet. The primary spillway in basin 109 across the parking lot has an elevation of 4925.40. A secondary spillway exists on the other side of the island in the parking lot. This secondary spillway has an elevation of 4925.60. The berm for the detention pond ranges from a 4925.90 to a 4926.40, maintaining at least a 0.5-foot freeboard. 10-YR EVENT 100-YR EVENT Max. WSEL 4924.07' 4925.24' Active Storage Volume 0.9 ac-ft 1.7 ac-ft Required Storage Volume 0.9 ac-ft 1.7 ac-ft Actual Max. Release Rate 4.2 cfs 9.1cfs Allowable Release Rate 4.5 cfs 9.2 cfs Outlet conditions 8 74/16" dia. Orifice opening 21" pipe w/ 13'/16" dia. Orifice plate E DRAINAGE AND EROSION CONTROL REPORT FOR PRESTO'S CENTER 4'x FILING Prepared oy JR ENGLNEERING _620 E. Prospect Rd., Suite 190 Fort Collins, Colorado 80525 (970)491-9888 Pre ared for Everitt MacMillan Development 3030 South Cotleage Ave Ft. Collins, CO 80525 , Jam, 'NE 20, 2006 Job Numbs 39494.00 ): - I 0 DEVELOPED DRAINAGE SUMMARY TABLE Design Point 'Tributary Sub -basin Area (ac) c (10) c (100) tc (10) (min) tc (100) (min) Q(10)tot (cfs) Q(100)tot (cfs) 1 201 0.33 0.67 0.84 5.0 5.0 1.0 2.7. 2 202 0.63 0.82 1.00 5.7 5.0 2.4 6.2 3 203 0.17 0.77 0.96 5.0 5.0 0.6 1.6 4 204 0.37 0.79 0.99 6.4 5.0 1.3 3.7 5 205 0.93 0.66 0.83 10.5 . 7.0 2.3 6.8 OFFSITE DRAINAGE. SUMMARY TABLE Tributary Sub -basin Original Area (ac) Original Q(100) (cfs) q (csflac) Remaining Area (ac) Q(100)tot (cfS) OS-1 01 2.26 22.50 9.96 1.46 14.54 OS-102 0.28 2.60 9.29 0.28 2.60 OS-103 0.74 6.00 8.11 0.74 6.00 OS-104 1.16 11.50 9.91 0.17 1.68 OS-105 1.14 9.70 8.51 0.58 4.94 OS-106 1.02 8.80 8.63 1.02 8.80 OS-108 0.48 2.20 4.58 0.48 2.20 OS-110 1.4.3 2.30 1.61 1.43 2.30 OS-111 1.56 2.60 1.67 1.43 2.38 OS-112 1.14 MO 7.89. 1.14 9.00 ---------------------------------------------------------------------------- UDINLET: IN -LET HYDARULICS AND SIZING DEVELOPED BY ); _ 1' CIVIL ENG DEPT. U OF COLOR -ADO AT DENVER \\ SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD -------------------------------------------------=-------------------------- ER:JR ENGINEERS-DENVER CO ................................................... DATE 03-23-2006 AT TIME 13:32:42 * PROJECT TITLE: PRESTON CENTER *** COMBINATION INLET: GRATE INLET AND CURB OPENING: *** GRATE INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 2 p f ST 6N PC -TNT" Type 14 INLET HYDRAULICS.: IN A SUMP. GIVEN INLET DESIGN INFORMATION: INLET GRATE WIDTH (ft)= 1.87 INLET GRATE LENGTH (ft)= 3.25 INLET GRATE TYPE =Type 16 Grate Inlet NUMBER OF GRATES = 1.00 SUMP DEPTH ON GRATE (ft)= 0.17 GRATE OPENING AREA RATIO (%) = 0.60 IS THE INLET GRATE NEXT TO A CURB ?-- YES Note: Sump is the additional depth to flow depth. STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (%) = 1.00 STREET CROSS SLOPE M = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 2.00 GUTTER WIDTH (ft) = 2.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 14.41 GUTTER FLOW DEPTH (ft) = 0.45 FLOW VELOCITY ON STREET (fps)= 3.37 FLOW CROSS SECTION AREA (sq ft)= 2.24 GRATE CLOGGING FACTOR 1(%)= 50.00 CURB OPENNING CLOGGING FACTOR(%)= 20.00 INLET INTERCEPTION CAPACITY: FOR 1 GRATE INLETS: Gov DESIGN DISCHARGE (cfs)= 7.58�Q IDEAL GRATE INLET CAPACITY (cfs) = 1.0.36 ^ ZCDZ �- OS 104/ BY FAA HEC-12 METHOD: FLOW INTERCEPTED (cfs)= 5.18 BY DENVER UDFCD METHOD: FLOW INTERCEPTED (cfs)= 5.18 *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 2 II�° ,. I. I II 11 II II u II I TIMBERWOOD DRIVE PmDemiT 71171101 BA9N RE coo)a/00) via) () tL4100) tN2) D(10)TOT taw 0(100)TOT (du 1 201 0.33 0.67 am &0 &0 1.0 27 2 202 0.63 O.w 1.00 &T &0 24 0.2 3 203 an an am &0 &0 o.e La 4 2C1 0.37 0.79 0.99 6.4 &0 5 205 0.93 am 0.03 10.3 7.0 2J ae 1 I, I I 1 1 II I I I I �I 1 1 I' I NOTES 1. THE TOP OF FOUNDATION ELEVATIONS SIOW4 ARE THE MINIMUM t RIPRM PAD SWN . M OTHER DRAINAGE FALTUTES AS RLUSTRAIED BY A "PROP. 6'xa'x1B• y 'TYPE L BURIED EXISTING MASTER GRADING PLAN ME TO BE SHOWN. RPRM PAD t DETENTIOXI 2 ALL CURB AND GUTTER SHK BE •OUTFALL CURB AND GUTTER• OTHERWISE NOTED. I UNLESS POND 3 A MN POPE O 0 sz TO SE PROVIDED &CHO THE ROW ONE OF ALL CATCH CURBIAN0 GUTTER AND 1.5% ACROSS ASPHALT 1 �IIII PAVEMENT. THE MAX. SLOPE ACROSS ASPHALT TO 5X A I.) a q0� taw a (dww). (m) IX1o)1D I Gab) OS-101 226 2260 9.96 1.46 14.54 0S-102 an 260 ON 0.23 260 0s-f03 0.74 6.00 &11 0.74 6D0 OS-HM IAA 11.50 9.L1 M17 1.65 OS-105 1.14 9.70 &61 0311 a9t W-106 I.92 a69 &63 1.02 1 8.60 Os-106 1 0.0 LED !SE 0.48 2.20 os-u9 i.p 230 LID 1.43 2.30 OS-Itt 1.36 260 1.67 1.43 23B 0S 112 1.14 am 7.69 l.0 6.ao PROP. W'AT& A EXISTING UNDERGROUND INSTALLATIONS ATE PRIVATE UTIUTES UAUTY 001LET sT1UCNRE SHOWN ARE INDEAIED AGGOfENG TO THE BEST INFORMANON AVMABLE TO THE C10NEER. TBE ENGINEER DOES NOT GUARANTEE THE ACCURACY OF SUCH NFORMA11M. SERVICE SEWER. ONES IOU V) M PONOT CAS, STRAITORMGHT ONES AS INDICATED PBONE. M MAY BE ONES DON COT CONTRACTOR A . ISFY ME PWNS. THE CONTRACTOR SHALL CALL ALL UTION < CORANIES BEFORE EXCAYAR01 FOR EXACT LOCATIONS NL WORK TO HE ACCONPUSHED IN STRICT ADHERENCE WTH ALL LOCAL. ORDINANCES. OTY OR STATE a CONTRACTOR ro COORENALL WORK AWORK MTHN PUBLIC RIGHT-OF-WAY WITH THE APPROPRIATE URUTY COMPMIES ]. CONTRACTOR M YF.NFY LOCATION OF ALL EXISTING AND PRCPlM PIPE UHES AND CONDUIT PRIOR TO STORM SEWER WATE4 QUAJITY UAMARY CONSTRUCTION. TABLE TRBUTARY AREA iRBUTANY' AREA AWPEfiVIW:NL'Ci NATER MAUTY cApTURE V E POE MOUNT WATER 01AUTY OWTEOL IMEVARON t O.4B x SO= 0." ac-N 1920.I0 492228 PROV(YSEU WAILN VUALIIT YULUMC INMUDES ALL. FILING 3 AND FILING 4 AREAS TRIBUTARY TO DETENTION POND. -- .��.-..-.C�r.m ------- ---- =_===__-_==�=�= �- mm CC umm mmm mm LEGEND [D FLARED END sEcno - - - - - - EXISTING 5' CONTOUR - - - - - - - - EXISTING 1' CONTOUR PROPOSED S' CONTOUR PROPOSED 1' CONTOUR VERTICAL CURB W/ CATCH OUTF R DRAINAGE BASINS PER FWINI;-3 ®®®®®1 ® PROPOSED DRAINACE BASINS FL FLOW LINE PREMOU!: SR'DY TC TOP (IF CURB eA5!N OT.SIGN ARW PER PRESTRN CEN11:R HP HIGH POINT /... � SRC FlUN: LP LOW POINT w- "JJS9 PRE'AOUS SR'DY IOD-m EC EDGE OF CONCkEIi 6`.403.9Cy-----FLON PER ACHE P!tR ARESTON CENTER FF FINISHED FLOOR Z .IRO Rom (CM/AC) EX EAST!NG GRACE __DASIN AREA OUTSIDE GRT CRATI: ELEVATION Of, STUDY UNITS FG FINISHED TRADE ® fFNCi / ' X.--?EswNA'D 519N -SF- SILT noN 32 J.6a NNCR RrpEFF ® NIET PROTECTION COEFYTaENT (cta L_ © CONSTRUCTION ENTRANCE 6AI1N AREA CAC) ®® WITH VEHICLE TRACTCNG CONTROL � DIMENT TRAP !Ty® PROPOSED, RIPRAP 10 DESIGN PONT 40 20 0 40 80 - SCALE: 1•>ao• Uty o9 Fort fd@Ta, Wcrod0 UnUTY PUN APPI OVAL APPROVED:__ _O1 tb�� CHECKED BY:-CC'-}'j.k 1mRaD wrn ac 06a4T tL4tIt1T9'O'L O CHECKEDf.3NNmaly f UINy 2CHECKED: O'clilkle.- CHIECKED ISL.- CHECKED RY:_�._-__,__ balk EnQIMW CHECKED By -Ty. DAB �U 4'KWK SOS TwTY� �'�0ya�y9FF¢^F U�(i DOFF<TN 00A, w W N y�01U �d j OJ N N L)SLL Io LL� z z a. W Z' I ¢ c mmy t.t. SHEET 9 OF 14 `mom 308 NO. 3949 LOU G'3 10I 8 M,. ., MOF rt "RT CO1' !� r FINAL DRAINAGE AND EROSION CONTROL STUDY FOR WILD WOOD FARM P.U.D. SECOND FILING FORT COLLINS, COLORADO FINAL DRAINAGE AND EROSION CONTROL STUDY FOR .WILD WOOD. FARM P.U.D. SECOND FILING FORT COLLINS, COLORADO December 15, 1993 Prepared for: Robert Dildine New Western Horizon L.L.C. 2690 Joyce Street Golden, CO 80401 Prepared by: RBD, Inc. Engineering Consultants 209 S. Meldrum Fort Collins, Colorado 80521 (303) 482-5922 RBD Job No. 553-001 CLIENT.�r-!#�� JOB NO.�l c& LNG PROJECT l�� 6 �J�3' t-¢i /� CALCULATIONS FOR '. ' Engineering Consultants MADE By�»+I ATEL-/9-93CHECKED BY DATE SHEET OF RBD INC. ENGINEERING CONSULTANTS WEIR SECTION FLOW DATA WILD, WOOD FARM DETENTION OVERFLOW WEIR WEIR COEF. 3.000 _STA_ -ELEV zZ. 7Z z Z,74 0.0 22.72 l I 4.0 21.72 24.0 28.0 21.72 22.72. ELEVATION DISCHARGE (feet) _---_- (cfs) 21.72 0.0 21.82 1.9 21.92 5.5 22.02 10.3 22.12 16.0 22.22 22.7 22.32 30.3 22.42 38.6 22.52 47. o- 22.62 68. eVZ 22.72 5Z•G! ' CLIENT No ri zir 6 V1 S _JDBNO. �5 Z) -0 ALCULATIONSFOR RWINC PROJECTWt - LJ&&cL F:�_,rm c Engineering Consultants MADE EIYjLm_DATE&_7"&ECKED8Y DATE -SHEET-Of J ­14 _4._LL -4_14-, -4--L T­ 4_4 TT7 7777�� p ILL 7_7 -7- P- L ;4­� 7 T �4 -4 4-f_ 1-7­ 7 4­ J 4- J. > 7..... ..... .. .. .. 77 7 L _7" ...... 7� L !--I- 4­,L-�---'.- L! J T' L j...... . .. .... q .. .......... J­ T_ ...... y.....6. . 4- 4r --- L4 14 Z_ 4 Tpp � . .......... I F j­ 4- J_ L L T L 70 p ..... F 4 -.1 4 p I 1 7 _7tk C) pq CLIENT JOB NO. INC PROJECT OW6 W&!hk CALCULATIONS FOR ��_A(_ VVI_ A. L,w Engineering Consultants MADE BY7-XffbATE- CHECKED By -DATE SHEETOF j 1 1 Li _Li rA t T I I L it ff,41 - --------- T-11 j 'All it It L L -T P E_ I I i 4— t d o• -4­� -4- 4 N " - -- - - - - 1_4 - - - - - - - - L 7 T ------------ - - t T Cott Uct. it 4­L -- -- ------ 7- I r _4 - - - -- - - ..... A 4---- 4� j J-- ------ __; --- - --- ------ - - ------- j. A ------ J--- L Professional Engineers Civil Engineering Charts and Figures JLB Engineering Consultants No Text ' City of Fort Collins Rainfall Intensity -Duration -Frequency Table for using the Rational Method (5 minutes - 30 minutes) ' Figure 3-1a 1 i I 1 Duration (minutes) 2-year Intensity in/hr 10-year Intensity in/hr 100-year Intensity in/hr 5.00 2.85 4.87 9.95 6.00 2.67 4.56 9.31 7.00 2.52 4.31 8.80 8.00 2.40 4.10 8.38 9.00 2.30 3.93 8.03 10.00 2.21 3.78 7.72 11.00 2.13 3.63 7.42 12.00 2.05 3.50 7.16 13.00 1.98 3.39 6.92 14.00 1.92 3.29 6.71 15.00 1.87 3.19 6.52 16.00 1.81 3.08 6.30 17.00 1.75 2.99 6.10 18.00 1.70 2.90 5.92 19.00 1.65 2.82 5.75 20.00 1.61 2.74 5.60 21.00 1.56 2.67 5.46 22.00 1.53 2.61 5.32 23.00 1.49 2.55 5.20 24.00 1.46 2.49 5.09 25.00 1.43 2.44 4.98 26.00 1.40 2.39 4.87 27.00 1.37 2.34 4.78 28.00 1.34 2.29 4.69. 29.00 1.32 2.25 4.60 30.00 1.30 2.21 4.52 Table 3-3 RATIONAL METHOD'RUNOFF COEFFICIENTS FOR COMPOSITE ANALYSIS ' Character of Surface Runoff Coefficient Streets, Parking Lots, Drives: Asphalt ...................................... 0.95 Concrete.. 0.95 Gravel....................................... 0.50 Roof .......................................... 0.95 Lawns, Sandy Soil: Flat<2%.......... :.......................... 0.10 Average 2 to 7$............................... 15 0.20 Steep >78.. ....... .............•...• 0.20 Lawns, Heavy Soil: Flat<2$.................................... 0.25 ' Average 2.:to 7$.. 0.2 Steep>78...................................... 0.35 3.I'7 'Time of Concentration In order to use the Rainfall Intensity Duration Curve, the time of concentration must be known. The time of concentration, T,, represents the time for water to flow from the most remote part of the drainage basin under consideration to the design point under consideration. The time of concentration can be represented by the following equation. Te = t, + t, Where: T, = Time of Concentration, minutes t,,, = overland flow time, minutes t,= travel time in the gutter, swale, or storm sewer, minutes The overland flow time, t,,, ,can be determined either by the following equation or the "Overland Time of Flow Curves" from the Urban Storm Drainage Criteria Manual, included in this report (See Figure 3-2). �.s7p.r-CCf)d 12 Tav S113 Where: To,= Overland Flow Time of Concentration, minutes S = Slope, C = Rational Method Runoff Coefficient D = Length of Overland Flow, feet*(500' maximum) Ct = Frequency Adjustment Factor The travel time, tt, in the gutter, swale, or storm sewer can be estimated with the help of Figure 3-3. 3..-1--S-Adjustment-for-Infraquent-Storms ---- - The preceding variables are based on the initial storm, that is, the two to ten ' year storms. For storms with higher intensities an adjustment of the runoff coefficient is required because of the lessening amount of infiltration, depression retention, and other losses that have a proportionally smaller effect on storm runoff. These frequency adjustment factors are found in Table 3-4. May 1984 Design Criteria Revised January 1997 ' 3-5 F - ¢- ' DRAINAGE CRITERIA MANUAL RUNOFF Va � S 50 ' 30 F- .2 O z LU U u 10 z w a � 5 cn IlUj c .3 O ' U 2 C Uj H Q 1� 5 .1 h 1 •4 1 Az J I � _ lVT y ' 4, Sr ~ h h 4 y •, Q I I I I I I I C by -" a of r 3 ? e 4T T QT . I 1 1 Iti1 1 1 1 I I I 1 1 1 I 1 i t I I I I I I l t i I I I 1 1 1 1 I I 1 I I I I I I I I I 1 I Y11I I I I I I I I I I ' .1 .2 .3 .5 1 1 2 3 5 10 20 VELOCITY IN FEET PER SECOND Figure 3-3 ESTIMATE OF AVERAGE FLOW VELOCITY FOR ' USE WITH THE RATIONAL FORMULA. " MOST FREQUENTLY OCCURRING "UNDEVELOPED" - --- IAN SURFACES-IN-THE-DENVER-REGION. -- - REFERENCE:: "Urban Hydrology For Small Watersheds" ' Technical Release No. 55, USDA, SCS Jan. 1975. ' 5-1-84 URBAN DRAINAGE & FLOOD CONTROL DISTRICT � \ �| \ f � � \ �\ ))� \\\ a§\ § ±f; q 7p )3) f43 m /)j @ra ) /\ƒ < z=2Z22 #� } ! �� � \ ±3 uz3 � S&zQe { / Pi \ { \\\\ j22:2 ) k J s / \ \2 2 \ }) \ 2) © §\(§{ ) ))}} ) 2\}zz § \ k PAGE 23 ' 1 I ' I o f o-clGco t p I 1 O I I C C to 1 1 LfY I q C p== 1 1 m m CN C C O O C C �•/ 1 1 G 1 I C CCCLn Ln to to t 1 �� 1 1 c co l CCgp gCCCCco COq 1 I I !1 A V 1 C I gC1GltTcr. 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W W W W W W g W W W W W q q q W q LO ON C'.-..--I ..IN NNN NMMMMM Crccr 40 1 bAtf'1 1 N M MM14 l-; 'cc ccc cCC ccCCCCcc co co co co cc co coq co Wqq cc co co coq CJq O 1 O. Ln 1 W.-L M C Lii L7 tD tD r` n n q q W W cc co C1 Ct f1. CCCOO W 1 OJ c 1 N M M m cn (n M m M M M M M M M M M M c) en c C c C -*- Ln I N I g q co q CO W co g W W W W W W W q W q q W W q q q W W C 1 O 1 LC Ln q O.•+N M C C Ln Ln Ln to to tC tC tDn r` rlm wCtm C I 1 . O 1 c 1 .--+ N N M M en en Cl) M M M M M M M M cnM enM M M M M M M Z I I W g W q q q q q W q q q W q q W q q W q W q q q q W G 1 1 1— 1 to 1 Ln n qC C.--INNMMMcccccLn qtn t0 tD tD nf` Ln 1 r4 1 .--� N N N N r4 M M M M M M M M M M M r�;M M M M M M M M LLI 1 I W CO W g COC7 CC W CO CO CO W CO CO cc) co W g W W co co co co co q 1 O I M N t O co C1 C r -+ N N M M M c C c C C Q' L n Ln Ln L n t D to t C t D Q 1 1 Z 1 M I GN NNNNN NN N NNN NNN N N NNN C 1 1 W C W O g q C q q00 W C W W co= g q W w w W W i to i Ln L'1 C�NMCLn aD t\ t` r` q q q Ct Ct Ct Ct Ct C� O OOOOO W I N I M C CD.-L r-. N • .-� .•+ ••-� e-i rl N .� .+ .-+ .^• .-+ .••1 N N Cv N N N m 1 I 1 O i C Ln O M Ln to W W Ct•O C O .•-1 .-L r.L r•L N N N N M M M M M M 1 N 1 W C1 O O O O O O O .+ .,+ r.L .-..•+ .•+ .-L .•..-•L .•+ �+ r+ .-'i ^ .-1 .--� .-1 1 Ln 1 gNC.'r+c Ln nn W mT ONNMMMM M. L O W g C 4 C t C l C 1 C t C 1 C 1 C CO C 0 0 0 0 0 G O G C C O 0 0 I I r� r � � r` r� r\ r� r` � 1 q CO CO CO CO CO CO CO CO g W CO CO CO CO 1 1 1 O 1 tOMOCnCtO.+NMMc'C Ln L1'f Ln Ln LO tp tp t0 tD LD t0 JIB •_.—..—._._.—._ CLOh r� r, CO CO q WggW co co W co CO CO W W W W qW r r� rl r-_ r� � r� 1� r\ r� 1 Ln 1 m O CLO r` q r� r� LO LO to Ln c'CMM"N Ct to c.. Ct tC 1 O 1 0 N N N N N N N N N N N N N N N N N N N .4 .: _: 0 0 r- n I rl r� r� 1 3 '^ I O O C O O O C O O O O O C O O O C O 0 0 0 0 0 0 0 0 1 0 t9 I.-- I O C C O CD C O 00000 CD O 00 00 00 CDCDC G C CD I JZ W t .-yNMC L7tOI�gCtO.--iNMc LntDt�gO:OLr,C) C..nO 1 LL W I 1 N N M M C C Ln 1 J 1 TABLE 5.1 Project: Peloton Cycle Shop Location: Harmony Road/Zeigler Road T T Fort Collins, Colorado J L Completed by: twc �.. Project Number: 0108 Date: Nov-07 Standard Form B All calculations presented are based upon the criteria set forth in the City of Fort Collins Storm Drainage Design Criteria and Construction Standards Mav 1984 (Revised March 1991 & January 1997) EFFECTIVENESS CALCULATIONS Treatment C-Factor P-Factor Comments Bare Soil (roughened condition) 1.00 0.90 Gravel Filter, Sand Inlet Protection and Bag 1.00 0.80 Wattle Filter Silt Fence Barrier 1.00 0.50 Asphalt/Concrete 0.01 1.00 Grass 0.06 1.00 Arra I !1n nriafino defrnfinn nnndl A,i, Erosion Control Methods Developed Subbasin (ac) 102 0.27 Bare Soil (Roughened Condition) Asphalt/Concrete 0.05 0.18 Grass 0.04 Gravel Filter, Sand Bag x Silt Fence x Net C-Factor 0.20 Net P-Factor 0.35 Eff[(I-CXP)X 100]= 93.0 103 0.45 Bare Soil (Roughened Condition) Asphalt/Concrete 0.15 0.2 Grass 0.1 Gravel Filter, Sand Bag x Net C-Factor 0.35 Net P-Factor 0.40 Eff [(I -C X P) X 1001 = 86.0 103A 0.06 Bare Soil (Roughened Condition) 0.01 Asphalt/Concrete 0.05 Gravel Filter, Sand Bag x Silt Fence x Net C-Factor 0.16 Net P-Factor 0.08 Eff [(I -C X P) X 1001= 98.6 104 0.11 Bare Soil (Roughened Condition) Asphalt/Concrete 0.08 0.02 Silt Fence x Net C-Factor 0.70 Net P-Factor 0.06 Elf (I -C X P) X 100 = 96.0 Total Area 0.90 Required PS 76.10% Total Effectiveness 90.24% IThe Proposed Plan is OK 0108 ac calos.xls\EC Effectiveness 11 /27/2007 1 1 1 1 1 EFFECTIVENESS CALCULATIONS Treatment C-Factor P-Factor Bare Soil (roughened condition) 1.00 Gravel Filter, Sand Bag 1.00 Silt Fence Barrier 1.00 Asphalt/Concrete 0.01 Gross 0.06 Area 2 ((lows off -site) Comments 0.90 Into Protection and 0.80 Wattle Filter 0.50 1.00 1.00 A,n Erosion Control Methods Developed Subbasin (ac) 103B 0.07 Bare Soil (Roughened Condition) Asphalt/Concrete 0.01 0.06 Gravel Filter, Sand Bag x Silt Fence x Net C-Factor 0.15 Net P-Factor 0.09 Eff [(I -C X P) X 1001 = 98.6 113 0.20 Bare Soil (Roughened Condition) Asphalt/Concrete 0.14 0.06 Sill Fence x Net C-Factor 0.69 Net P-Factor 0A 0 Eff ( I -C X P) X 1001 93.0 Total Area 0.27 Required PS 82.30% Total Effectiveness 94.44% IThe Proposed Plan is OK 0108 ec calcs.xls%EC Effectiveness 11/27/2007 Project: Peloton Cycle Shor Location: Harmony Road/Zeigler Roat Fort Collins, Colorado Completed by: twc Project Number: 0108 Date: Nov-07 EROSION CONTROL OPINION OF COST ci- EROSION CONTROL ECI Silt Fence If 845 $ 3.00 $ 2,535.00 EC2 Wattle Filter ea 1 $ 350.00 $ 350.00 EC3 Inlet Protection ea 3 $ 250.00 $ 750.00 EC4 Vehicle Tracking Centro ea 1 $ 650.00 $ 650.00 EC5 Concrete Washout Aree ea 1 $ 500.00 $ 500.00 Total $ 4,785.00 CITY RESEEDING COST FOR SITE AREA RSI Reseed/Mulch(all disturbed areal acre 1.5 $ 800.00 $ 1,200.00 Total $ 1,200.00 REQUIRED DEPOSIT FOR EROSION CONTROL Erosion Control $ 4,785.00 Total with Factor (1.5) S 7,177.50 0108 ec calcs.xls\Estimate 11/27/2007 I iHARM t_ F = yy SIOEWAIX \ PROPERTY UNE PRESTON CENTER ITN FILING 202 \ 1 FEE - 4933.7k OPMEN EXIS NG TYPE 18 OMBINATION INLET FL = E49322 RY11P= E4929.0 iV OUT=4928.4 EXISTING f5• RCP \ 0.3l S EXISTING 180 RCP EXISTING DEVELOPMENT EXISTING IBM \ PROPOSED SIDEWALN \ CHASE FEE - 4933.70 PROPOSED •TQ BUILDING \ - \ vao 0X23" \ OSED u G HERCP \ < 13 M��='� H i EXISTING DEVELOPMENT \\ 5) o 9 A, PROPERTY \' a.lea.ls - LINE 4ROPos[D ] _ 18' RCP EXISTING TYPE 16 COMBINATION INLET -±493 R E4931.0 ��. INV IN - E49282 J IrvV OUT - EI9262 110 4] 1 CONSTRUCTION REFERENCE UNLESS OTHERWISE NOISE. ALL CONSTRUCTION SHALL BE IN ACCORDANCE BIM THESE PLANS. ME CITY OF FORT COLLINS DESIGN AND CONSTRUCTION STANDARDS, ME LARIMER GOINTY URBAN AREA STREET STANDARDS, ME STATE OF COLORADO DEPARTMENT OF HIGHWAYS STANDARD SPEORGATIONS FOR ROAD AND BRIDGE CONSTRUCTION AND ME SITE CEOTECHNICAL REPORT. t-Y CI 1 �II��I yc=1 7 y� rf L # 13 ' LEGEND OF SYMBOLS 0 3 EXISTING �LB WATER LINES rs xtONx� " Civil Engineers SANITARY SEVER W 55 1ONISMUE PEAR COURT PHONE: 303.40A1654 ELECTRIC ator® a"""4 nr: 303.60H.1174 �:...� GAS �v--- aw N OVERHEAD wwo- TELEPHONE ®°ERME -y ^ f I\ ]0 0 1•� 20 w STORM DRAIN ' 1': OGYE fFET EXISTING ASPHALT I I EXISTING CONCRETE f PROPOSED ASPHALT 0 _ PROPOSED CONCRETE Z 1 113A J � 14 EXISTING CONTOL RS (T') i \ 4 p j PROPOSED CONTOURS (1') 4910 Z w r A I { � BASIN RUNOFF SUMMARY Il W ~ OF / DXECT CUMULATIVE DETNNED J of m Ia Y \ 1 I BASIN DEIGN AREA Q. 04, MO an ONSRE LJ L) W rc 10 (Oc) WS) (Hs) (OLD) (cfs) (Y/n) DESCRIPTION Q L) P- g 102 2 0.27 1.08 2.67 - - n BASIN 102 TO DP 2 DDOSRNG INLET) Z W p 103 J 0.45 7.52 4.24 - -n BASIN 103 TO DP 3 (PROPOSED INLET) Q Z U m n 103A JA 0.06 037 0.0 - - BASIN IOM TO 3A (PROPOSED INLET) 0 f. Z j i IOM }B 0.07 0.30 OJl 0.42 LOT BASIN 1038 TO DP JB (RELEASE OFF -SIZE) 0 r � I IN 4 0.11 M2EF 0.96 - -n BASIN IN TO DP 4 (EXISTING )NLET) J W P- U A it 1f3 13 030 0.10 0.52 0.61 f.53 n BASIN 11} i0 DP 13 (RELEASE OFF-511E) Z d W i •I ( MITI 11 Od1 0.72 1.81 - - BASIN OSttf TO DP 11 (RELEASE OFF-SDE) K 3 11\ O ri OS103 JB 0.16 0.12 0.30 - - n BASIN M103 TO DP 315 (RELEASE OFF-SRE) d V i I I 113A 13 0.1{ 0.16 0.48 - - n � rr BASIN 111E TO DP 13 (ON-SRE PORTION FROM (, PREBTON CENTER JRD FILING REPORT) • 109,113 13 0.27 0.58 1.61 - - n BASINS 1038.113 TO DP 13 (ON-SRE BASINS 0 4 THAT FLOW EAST TO ZIEGLER ROAD) J O ,13 _ NOiR: 1 t4 I TIE ROD OF FOUNOA RON ELEVA DLW SHOWN IS ME MINIMUM 1 I ELEVATION REOWRED FOR PROTECIRXI FRY ME 100-WAR STORM. 2 REfER TD THE NOTES ON SHEET C-02. CONSTRUCTION SHALL BE 1 MI ACCORDANCE NEM ALL CRY OF FORT COILNS, STA IE AND I' FEDERAL STANDARDS AND REGULADONS J CONTRACTOR SHALL VERIFY LOCATIONS OF EXISONC URLIRES PRIOR TO c01ISTRL07ROV. 4. CONTRA/T-OF-CTEW SHALL CITY OF TE ALL NORK MND PUBLIC AiNWO OF -WAY BEM ME CITY OF FORT COLLINS AND ME I ARPRQWllA1E UTILITY COMPANIES. \ 1 I PROPO EO K PROPOSED p UPPING CNASE I s•.N£ !C APACE _ Of PROPOSED GRASS SWAIE O { Ox W COIaE-11Ep (xaj ch o y� I I COBBLES (l6) L S I IIP1. SBWi DEI. 1' 2 LOO-YR DEPw: On, o SECTION A -A _ Of NITS My of Fort Collins, Colorado •1 UTILITY PLAN APPROVAL z MttO fR y an wuru wrE isi I I i I ttrtuSp et W w RATER A rwem'41ER ululy wrt F p ' � J ORDERED or. S1VNI.1tER UINM1 ON2 y LWgr TIC GOnI ]i O[WD Bn O�ac,M�(B JB UOn f PL1EA UIIIM1 W1E Eble AOR189P R AiJI "Alm Dlfb ORDER'm 0v PAPS s NEOaAt 0Z OML1 SHEET mMlc EHGam DAIT cNammae C-06 DAM OFI2SHEETS