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HomeMy WebLinkAboutDrainage Reports - 01/23/2008 (3),f PROPERTY OF C Y of Ft ( -)III il, Npr Plana FORT e6ollm"S e � ved B Final Drainage Report for First Baptist Church Fort Collins Colorado August 9 2006 Prepared For First Baptist Church 900 East Prospect Fort Collins Colorado Prepared By NORTHERN ENGINEERING SERVICES, INC 420 S Howes Suite 202 Fort Collins Colorado 80521 Phone (970)221 4158 Fax (970)221 4159 Project Number 137 003 01 .1 I NE NORTHERN ENGINEERING ADDRESS PHONE 970 2214158 WEBSITE 200 S College Ave Suite 100 www northernengineering corn Fort Collins CO 80524 FAX 970 2214159 1 Basil Harridan ' Stormwater Utility — City of Fort Collins P O Box 580 Fort Collins CO 80522 0580 August 9 2006 ' RE First Baptist Church (Project Number 137 003) Dear Mr Harridan ' This drainage summary is in regards to the First Baptist Church site addition and ' specifically the impact that this addition will have on the existing storm sewer in Prospect Avenue This summary also addresses water quality and detention for the site We have provided the required calculations for the design changes to the site including ' rational calculations swale sidewalk chase and water quality information 1) Historic Drainage Overview ' a) The First Baptist Church site is part of theUniversity Acres Second Subdivision located north of Prospect Avenue between Ellis and Robertson Street in Fort Collins Colorado (Tract B) No drainage report was found for the original First ' Baptist Church site Historic drainage patterns were established based on existing topography (survey information by Northern Engineering — January and June of 2006) The northern portion of the site historically drains north into Lake Street Lake Street slopes to the east and intersects Robertson Street Drainage from Lake street flows south in Robertson to Prospect Avenue Runoff from the southern portion of the site flows south directly into Prospect Avenue Prospect Avenue slopes to the east where an existing 10 foot Type R inlet intercepts the flow (See Vicinity Map — Appendix A) ' 2) Proposed Improvements a) Two different phases are included in the drawing package for the First Baptist site The Phase I site improvements include the addition of a new entrance loop ' off of Prospect Avenue water quality Swale Al the proposed water quality structure eastern landscaped area and northern parking lot improvements Phase II includes all of the above mentioned items and also includes the final I improvements to the southern parking lot In Phase II the southern parking lot will be expanded to the north and a new entrance off of Ellis Street will be constructed The church will decide in the future whether to proceed with Phase 1 1 r 1 I 1 II initially in which case the entrance loop shown on Phase I will not be constructed 3) Proposed Drainage Basins a) Basins Al and A2 consist of the southern parking lot and a portion of the proposed building roof area Drainage from Basin Al will discharge to the site via downspouts The drainage will flow to a proposed sidewalk chase/grate that will capture flow and transport it south to a small drainage swale (Swale A2) Swale A2 will discharge to another sidewalk chase located west of the handicap parking spaces Drainage from Basins Al and A2 flow over the parking lot to a water quality swale located in the southern portion of Basin Al (Swale Al) The grassed water quality swale will slow down and filter runoff from the parking lot The swale will discharge directly into Prospect Avenue via a sidewalk chase Drainage from both basins will not be detained due to the lack of additional area in the parking lot In the event the final parking lot layout (Phase II) is not constructed right away and Phase I improvements are built the drainage patterns will remain the same The flow to drainage Swale Al will be less than calculated for the fully developed condition b) Basins B1 and B2 consist of the landscaped area east of the Church a portion of the roof and stairwell bottom Basin B 1 discharges through a downspout on the eastern side of the building Basin B2 drainage will travel overland to a 3 wide asphalt path and existing curb along the eastern edge of the site A barrier curb will be added to direct drainage into the water quality area located on the southeastern portion of the site A concrete wall will be constructed on the east and west sides of the water quality pond area to provide height for the pond A 40 hour detention time for water quality will be provided for the area flowing to the pond (Basins B1 and B2 — approximately 0 51 acres) with 0 012 ac ft of volume required (WSEL = 4966 0) The pond also provides a small amount of detention for the site A total volume of 0 0276 ac ft is provided in the pond at an elevation of 4967 00 (0 012 ac ft for water quality plus 0 0153 ac-ft of detention) The top of pond elevation is 4967 0 so a foot of freeboard is provided A release rate for the pond of 185 cfs correlates to a detention volume of 0 0153 ac ft (excess pond volume above water quality volume) Calculations for the water quality structure are located in Appendix E c) Basin Cl consists of a portion of the southern parking lot that drains directly into Prospect Avenue No detention or water quality will be provided for this basm d) Basin D1 contains the northern parking area which drams directly into Lake Street This follows the historic drainage pattern for this area although no detention or water quality will be provided e) Basin E1 consists of the west driveway off of Ellis Street and a portion of the adjacent lawn Basin E1 drams directly into Ellis Street which slopes south to 1 Prospect Avenue This follows the historic drainage pattern for this area although no detention or water quality will be provided 4) Existing Drainage Basins a) Basin EX 1 consists of the southwestern portion of the site including the western drive off of Ellis Street This Basin corresponds to developed Basin El The total runoff for the existing basin is 0 2 cfs and 0 6 cfs for the 2 year and 100 year storms The developed site total runoff (Basin E1) is 0 1 cfs and 0 6 cfs for the 2 year and 100 year storms respectively Since the flows are very similar no impact should be seen in Ellis Street from the site revisions b) Basin EX 2 represents the portion of the site that historically drained directly into Prospect Avenue This basin corresponds to developed Basins Al A2 B 1 B2 and C1 The total runoff for the existing basinis 3 4 cfs and 17 8 cfs for the 2- year and 100-year storms (2 05 acres) The developed site total runoff is 4 0 cfs and 16 1 cfs for the 2 year and 100 year storms respectively (1 75 acres) However Basins B1 and B2 are being detained in the 100 year event with a release of 185 cfs instead of the 3 8 cfs calculated Taking into account detention the final 100 year release from these basins is 14 55 cfs This is approximately 3 25 cfs less than historic flows c) Basin EX-3 contains the northern parking area which drains directly into Lake Street and corresponds to developed Basin D1 The total runoff for the existing basin is 0 3 cfs and 10 cfs for the 2 year and 100 year storms (0 10 acres) The developed site total runoff is 0 9 cfs and 3 4 cfs for the 2 year and 100-year storms respectively (0 34 acres) The difference in the historic release for the 100 year storm is 2 4 cfs into Lake Street This addition in flow is offset by the decrease in release created by the detention area in Basin B2 of 3 25 cfs The total difference in release from the site is a net decrease of 0 85 cfs It should be noted that all of the flow from the site eventually drains to the inlet at the southwest corner of Prospect and Lemay The inlet will receive less flow in the 100 year event than historic conditions therefore it will not effect the existing storm system adversely 5) Erosion Control a) The proposed erosion control plan during construction will consist of several temporary structural erosion control measures Straw bales will be installed in Swale Al at 2 vertical intervals Straw bales will also be installed at the inlet to the water quality structure Silt fence will be placed along the eastern edge of the site to prevent sediment from leaving the site onto the adjacent properties These erosion measures are to remain in place until paving is completed and landscaping has been established Permanent landscaping will also serve to mitigate potential erosion problems t If you have any questions please feel free to contact us at 221 4158 Reference I Drainage Criteria Manual, Urban Drainage and Flood Control District Wright Water Engineers Inc Denver Colorado Updated June 2001 Reference 2 City of Fort Collins Storm Drainage Criteria Manual and Construction Standards City of Fort Collins May 1984 Sincerely NORTHERN ENGINEERING SERVICES INC Cmde CWelc,�, Desigf,40361 AI :�' APPENDIX A ' Vicinity Map F 1 1 I 1 VICINITY MAP jv 1 =2000 G APPENDIX B Rational Method Drainage Calculations M r M M M M M M M M M M M M M M M M M DTEVELTOPED7C:OMP'O-SIiTiE % IMP.ER►� OU�SN SS ANDRUNOF.F C'OE F CIEN►�CWrp C,f fflL. 10NS Project 137 003 By C Welken Date 7/31/2006 z ye q 1 00 100 yea C, 1 25 Character of Surface Runoff Coefficient Percentage Streets Parking Lots RoofS Alleys and Drives -imperviousness Asphalt 095 106 Concrete 095 90 Gravel 050 40 Roofs 095 90 Lawns and Landscaping Sandy Soil 015 0 Clayey Soil 025 1 0 Runoff Coefficients are taken from the City of Fort Collins Storm Drains a Design Criteria and Construction Standards Table 3 3 Bsin ID EX 1 s f 2598 acres 0 060 Area of Asphalt arking ts and Alleys 2598 Area of Roofs Walks and Driveways Area of Gravel Parking and Drives sf Area of Lawn and Landscape sf 2 year Composite Runoff CffiiCoeImpervious, 100kr Comcomposite Ru / 0 0 0 095 1 00 10000 EX 2 89101 2045 51910 8036 0 29155 072 090 6638 EX 3 4394 0 101 4394 0 0 0 095 1 00 10000 Al 46408 1 065 37421 2014 1637 5336 085 1 00 8595 A2 1121 0 026 0 1121 0 0 095 1 00 9000 B1 13678 0 314 0 13678 0 0 095 100 9000 B2 8713 0200 462 0 0 8251 029 036 530 C1 6214 0 143 5948 0 0 266 092 1 00 9572 D1 14800 0 340 14800 0 0 0 095 1 00 10500 Ell5086 0 117 2351 0 0 2735 057 072 46 22 ........._..__. ........ 1-1 __1.....I_. __.....— I I-.....-" I yI WWFyv iWyvu Im 111 IF IV rQpl FOR UUIUI nrI Page 1 137 003 rational As DEVELOPED 2-YR T/ME OF CONCENTR�4T/ON COMPUT�4TIONS `` Fort Collins. Colorado Overland Flow. Time of Concentration 1 87(1 1—C*Cf T _ sy Gutter/Swale Flow. Time of Concentration Calculations By C Welken Tt = L / 60V Protect 137 003 T = Ti + Tt (Equation RO 2) Date July 31 2006 Intensity I From Figures 3 3 1 2 (Area II) Velocity (Gutter Flow) V = 20 SA (Ecl t RO 4) Velocity (Swale Flow) V = 15 SA I Rational Equation Q = CIA (Equation RO 1) �OverlandlFlO� Gutter F1 M- SwelelFlow� kTime of Concentration Velocity 2 YR Design Length L Slope S T Length L Slope S V T Length L Slope S Velocity V T T Point Basins C Ct tt A(min) it ft/s(min) it h ON min(min) EX 1 EX 1 095 113 05 38 140 08 179 13 0 00 000 0 51 EX 2 EX 2 072 167 14 81 272 32 359 13 0 00 000 0 94 EX EX 095 76 16 20 50 10 200 04 0 00 000 0 50 Al I Al 085 145 17 46 0 1 00 000 0 224 25 237 16 62 A2 A2 095 1 25 20 1 11 0 00 000 1 0 0 1 00 000 0 50 B1 81 095 90 206 10 200 17 0 00 000 0 50 B2 B2 0 29 14 292 18 266 18 0 00 0 00 0 57 C1 C1 092 46 MO2 112 52 455 04 0 00 000 0 50 D1 D1 0 95 64 178 07 167 1 8 0 0 0 0 00 0 50 E1 E1 057 113 140 08 179 13 0 00 000 0 142 Page 1 110 006 DEVRational Ru off Is DEVELOPED 100-YR TIME OF CONCENTRATION COMPUTATIONS � ,,� Fort Collins. Colorado Overland Flow. Time of Concentration 1-C*Cf)vT T -187(1 sy Gutter/Swale Flow. Time of Concentration Calculations By C Welken Tt = L / 60V Protect 137 003 T = Ti + Tt (Equation RO 2) Date July 31 2006 Intensity I From Figures 3 3 1 2 (Area II) Velocity (Gutter Flow) V = 20 S" (Eq t RO 4) Velocity (Swale Flow) V =15 SA Rational Equation O = CiA (Equation RO 1) �OverlandlFlow� Gulte7Flow S7W—ale1Flo* Time of Concentration 100•YR Design Length L Slope S T Length L Slope S T Length L Slope S Velocity V T T Point Basins C Cf ft % min ft / min ft / fUs min min EX EX 100 113 05 25 140 08 EOOSOty 13 0 00 000 0 50 EX EX 090 167 14 43 272 32 13 0 00 000 0 56 EX 3 EX 3 100 76 1 6 14 50 10 04 0 00 000 0 50 Al At 100 145 1 7 1 9 0 00 0 224 25 237 16 50 A2 A2 100 1 25 20 07 0 1 00 000 1 0 0 1 00 000 0 50 B7 B1 100 90 20 14 206 10 200 1 7 0 00 000 0 50 B2 B2 036 14 30 36 292 1 8 266 1 8 0 00 0 00 0 54 C1 C1 100 46 20 10 112 52 455 04 0 00 000 0 50 D 1 D 1 100 64 12 14 178 07 1 67 1 8 0 0 0 0 00 0 50 Ell El 072 113 05 96 140 08 179 13 0 00 000 0 109 Page 1 110 006 DEVRat o al Runoff xis m IM M M m I• m m I• i m m M M Ml M i m m DEVELOPED DIRECT RUNOFF COMPUTi4T/ONS Calculations By Proiect Date C Welken 137 003 July 31 2006 n P.OInt ���� Basins Area A acres 2 yr T min 100- r T min CZ Goo Intens I nY z INhr Intensit I Y goo in/hr" ow Q �1 WOR010,wo, EX 1 EX 1 006 51 50 095 1 00 285 995 02 06 EX EX 205 94 56 072 090 230 963 34 178 EX 3 EX 3 010 50 50 1 095 1 00 285 995 03 1 0 Al Al 107 62 50 085 100 267 995 24 106 A2 A2 003 50 50 095 1 00 285 995 01 03 B1 61 031 50 50 095 100 285 995 09 31 B2 B2 020 57 54 029 036 276 995 02 07 C1 C1 014 50 50 092 100 285 995 04 14 D1 D1 1 034 1 50 50 095 100 285 995 1 09 34 El E1 1 012 1 142 1 109 1 057 072 1 192 1 757 1 01 1 06 Page 1 110 006 DEVRational Runoff As ' APPENDIX C 1 Swale Calculations SWALE Al (100 YR) Worksheet for Triangular Channel ' Project Description Worksheet SWALE Al (100 YR Flow Element Triangular Channel Method Manning s Formula Solve For Channel Depth Input Data I� Mannings Coefficient 0 040 Channel Slope 0 031100 ft/ft Left Side Slope 400 H V Right Side Slope 400 H V ' Discharge 10 90 cfs Results liJorE Sa/AL$ "R r / �G afly f �iw/Ev-0e Depth 086 It &r7 4 ' Flow Area 30 ft fB� � L ✓aB uTH /AND P, FR 1-6 Wetted Perimeter 711 ft -' x 0!& r Top Width 690 ft Ts /�Far�T Critical Depth 086 ft ' Critical Slope 0032220 ft/ft Velocity 366 ft/s Velocity Head 021 ft Specific Energy 1 07 ft Froude Number 098 Flow Type Subcntical P oject E gineer Cinde Welken d \projects\137 003\d a nage\detent o \wq we r fm2 Northern E g Berl g Sery ces I c FlowMaster 7 0 [7 0005] 07/31 /06 11 11 04 AM 0 Haestad Methods Inc 37 B ooks de Road Waterbury CT 06708 USA +1 203 755 1666 Page 1 of 1 I SWALE Al (100 YR) x 1 33 Worksheet for Triangular Channel Project Description Worksheet SWALE Al (100 YR) x 1 3 Flow Element Triangular Channel Method Manning s Formula Solve For Channel Depth Input Data Mannings Coefficient 0 040 Channel Slope 0 031100 ft/ft Left Side Slope 400 H V Right Side Slope 400 H V Discharge 14 50 cfs Results Depth 096 ft Flow Area 37 ft Wetted Perimeter 791 ft Top Width 768 ft Critical Depth 096 ft Critical Slope 0031036 ft/ft Velocity 394 f /s Velocity Head 024 ft Specific Energy 1 20 ft Froude Number 1 00 Flow Type Supercrnt cal Project Eng near C nde W Iken d \projects\137 003\d a nage\detent on\wq we r fm2 Northern Engineed g Sery cea Inc FlowMaste 7 0 (7 00051 SWALE A2 (100 YR) Worksheet for Triangular Channel Project Description Worksheet SWALE A2 (100 YR Flow Element Triangular Channel Method Manning s Formula Solve For Channel Depth Input Data Mannings Coefficient 0 040 ' Channel Slope 0 037100 ft/ft Left Side Slope 400 H V Right Side Slope 400 H V ' Discharge 0 30 cis Results Depth 022 ft ' Flow Area 02 ft Wetted Perimeter 179 ft Top Width 1 73 ft Critical Depth 020 ft Critical Slope 0052318 ft/ft Velocity 1 60 ft/s Velocity Head 004 ft ' Specific Energy 026 ft Froude Number 086 Flow Type Subcnt cal 1 P oject Eng ne C nde Welk d \proje is\137 003\d a nage\detent on\wq we fm2 North E g neering Services I c FlowMaste 7 0 [7 0005] 07/31 /06 11 09 21 AM 0 He stad Method I c 37 Brooks de Road Wate bury CT 06708 USA +1 203 755 1666 Peg 1 of 1 SWALE A2 (100 YR) x 1 33 Worksheet for Triangular Channel Protect Description Worksheet SWALE A2 (100 YR) x 1 3 Flow Element Triangular Channel Method Manning s Formula Solve For Channel Depth Input Data Mannings Coefficient 0 040 Channel Slope 0 037100 ft/ft Left Side Slope 400 H V Right Side Slope 400 H V Discharge 0 40 cfs Results Depth 024 ft Flow Area 02 ft Wetted Perimeter 1 99 It Top W dth 1 93 ft Critical Depth 023 ft Critical Slope 0049871 ft/ft Velocity 171 f 1s Velocity Head 005 ft Specific Energy 029 ft Froude Number 087 Flow Type Subcntical P otect Eng nee C d Welke d \protects\137 003\d ainage\dete t on\wq weir fm2 Northern Engineering Services Inc FlowMaster 7 0 [7 0005] 07/31/06 11 51 09 AM 0 Haestad Methods Inc 37 Brookside Road Waterbury CT 06708 USA +1 203 755 1666 Page 1 of 1 APPENIDX D Storm Pipe and Sidewalk Chase Calculations Trench Drain Basin AZ Worksheet for Circular Channel 1 1 1 1 11 Project Description Worksheet Trench Drain Basin Al Flow Element Circular Channel Method Manning Formula Solve For Discharge Input Data Mannings Coefficient 0 016 Channel Slope 0 020000 ft/ft Depth 025 ft Diameter 60 in Results Discharge 032 cfs Flow Area 01 ft Wetted Perimeter 079 ft Top Width 000 ft Critical Depth 029 ft Percent Full 500 / Critical Slope 0012644 ft/ft Velocity 328 ft/s Velocity Head 017 ft Specific Energy 042 ft Froude Number 131 Maximum Discharg 069 cfs Discharge Full 064 cfs Slope Full 0005000 ftttt Flow Type Supercritical P olect Eng ee C nde Welke d \p fe t \137 003\d a nage\d t t \wq we fm2 North m Eng nearing Sery ces I c FIowM to 7 0 [7 0005] 08/09/06 08 40 26 AM 0 Haestad Methods 1 37 B ookside Road Waterb ry CT 06708 USA +1 203 755 1666 Page 1 of 1 ZURN ' Ro-Thm Spoc6fication Shut 1 1 1 --v 1 1 1 1 -72eit/Go- BRS/�! AZ Z886 6" Wide Trench Drain System Dimensions Subject to Manufacturing Tolerances 0 0 IR 1944410 13 NOW# 10 110 —20 TAG c I o ( eo Note +Actual channel length is 81 / to allow for overlap ENGINEERING SPECIFICATION Channels shall be 80 long 6 wide and have a 4 wide throat Modular channel secbons shall be made of High Density Polyethylene (HOPE) have interloclang ends and radwsed bottom Channel shall be provided either flat (neutral) or with a 75 / built in slope Channels shall be available with inverts ranging from 3 5 to 12 50 Channels shall have dips molded into the sides of the channel to accommodate verbcal rebar for positioning and anchonng purposes Choices of class A B C D E and F grates shall be available with H 20 and/or FAA load rabngs and/or ADA compliance with mechanical lockdown devices End caps and catch basins shall be available to complement the channels and grates End outlets bottom outlets and side outlets shall be available in 2 3 4 and 6 diameters Trench drain shall be Flo Thru model Z886 Trench No Shallow Invert on) Shallow Invert (mm) Deep Invert (In) Deep Invert (mm) Flow Rate (cfs) Flow Rate (gpm) Flow Rate (Ips) 8601 350 89 410 104 0207 93 6 8602 410 104 470 119 0 272 122 8 8603 470 119 530 135 0 339 152 10 8603N 530 135 530 135 — — — 8604 530 135 590 150 0 408'1 183 1 8605 590 1 150 650 165 0 477 214 14 8606 650 165 710 180 0 546 245 16 8606N 710 180 710 180 — — — 8607 710 180 770 196 0 615 276 17 8608 770 196 830 211 0 686 308 19 8609 830 211 890 226 0 755 339 21 8610 890 226 950 241 0 827 371 23 8611 950 241 1010 257 0 898 403 1 26 8612 1010 257 1070 272 0 969 435 28 8612N 1070 272 1070 272 — — — 8613 1070 272 1130 287 1 041 467 30 8614 1130 287 1190 302 1110 498 32 8615 1190 302 1250 318 1 181 530 34 PREFIX OPTION Z 80 High Density Polyethylene (HOPE) Channel with Dura Coated Iron Grate SUFFIX OPTIONS (ChecWspecdv aooroonate options _ BC Black Acid Resistant Coated Grate BG Galvanized Ductile Iron Bar Grate _ BZ Decorabve Bronze Grate CG Cast Iron Slotted Grate _ DB Bottom Dome Strainer _ DBG Ductile Iron Cast Bar Grate OC Ductile Iron Solid Cover DG Ductile Iron Slotted Grate Ell Closed End Cap _ E2 2 No Hub End Outlet _ E3 3 No Hub End Outlet _ E4 4 No Hub End Outlet E6 6 No Hub End Outlet FG Galvanized Steel Slotted Grate FS Fabricated Stainless Steel Slotted Grate _ GC Galvanized Cast Iron Grate GO Galvanized Ductile Grate GG Fiberglass Grate GL Grate Lockdown Assembly HD Extra Heavy Duty Frame Assembly with Anchor Studs and Grate Lockdown Hardware HOG Galvanized Extra Heavy Duty Frame Assembly with �. Anchor Studs and Grate Lockdown Hardware HDS Stainless Steel Extra Heavy Duty Frame Assembly with Anchor Studs and Grate Lockdown Hardware _ HGG Heavy Duty Fiberglass Grate _ HPD Heel Proof Ductile Grate HPP Heel Proof Polyethylene Grate _ JC Joint Connector LD Ductile Iron Longitudinal Slotted Grate PG Perforated Galvanized Steel Grate PS Perforated Stainless Steel Grate _ RFG Reinforced Galvanized Steel Slotted Grate _ RFS Reinforced Stainless Steel Slotted Grate _ RPG Reinforced Galvanized Perforated Grate _ PIPS Reinforced Stainless Steel Perforated Grate SBG Stainless Steel Bar Grate SVF Type 304 Stainless Steel Top Veneer Frame U2 2 No Hub Bottom Outlet _ U3 3 No Hub Bottom Outlet _ 114 4 No Hub Bottom Outlet _ U6 6 No Hub Bottom Outlet VP Vandal Proof Center Lockdown WC White Acid Resistant Coated Grate WD White Acid Resistant Coated Ductile Grate A, Rev C Date 1/26/01 C N No 87226 Dwg No 60355 Product No Z886 wA"- ZURN PLUMBING PRODUCTS GROUP FLO THRUOPER47ION 2640SOUIHWORK STREET FALCONER NYUSA 14733 PHONE 716V65 1132 FAX 71&W 1135 WEBSIIE wwwzumcom INCANADAZURNINDUSTRIES UNITED 3544N4SHU4ORAE MISSISSWISi ONTARIOL4V IL2 PHONE 9051405 8272 FAX 9051405 1292 Sidewalk Chase Basins Al and A2 Worksheet for Rectangular Channel Protect Description Worksheet Sidewalk Chase Basins Al and Ae t!SyuTf I$prM ��+pSE57 Z>>' �✓�'�E A�� Flow Element Rectangular Channel Method Manning s Formula Solve For Channel Depth Input Data Mammngs Coefficient 0 016 Channel Slope 0 044600 ft/ft Bottom Width 250 ft Discharge 1090 cfs —47 Fevw 'don /y-16JOV5 l f �li✓ Results Depth 046 ft Flow Area 1 1 ft Wetted Perimeter 342 ft Top Width 250 it Critical Depth 084 It Critical Slope 0007844 ft/ft Velocity 948 ft/s Velocity Head 1 40 ft Specific Energy 1 86 It Froude Number 247 Flow Type Supercritical 1 Protect Eng eer C nde Welken d \protects\137 003\dra nage\det t o \wq w fm2 Northe in Engineering S rvl es I c FlowMaste 7 0 [7 0005) 07/31 /06 11 27 57 AM 0 Haestad M th its I c 37 B oks de Road Waterb ry CT 06708 USA +1 203 755 1666 Pagel f 1 Sidewalk Chase Basins B1 and B2 Worksheet for Rectangular Channel Project Description Worksheet Sidewalk Chase Basins B1 and B Flow Element Rectangular Channel Method Manning s Formula Solve For Channel Depth Input Data Mannings Coefficient 0 016 Channel Slope 0 042700 ff/ft Bottom Width Discharge 200 it 3 80 cfs —Y �� 7 �Par� �sa5 Jam/ f Can tk6EN i U✓E! F<< .,� Results Depth 027 it Flow Area 05 it Wetted Perimeter 255 it Top Width 200 it Critical Depth 048 it Critical Slope 0008040 Wit Velocity 691 f /s Velocity Head 074 it Specific Energy 1 02 it Froude Number 232 Flow Type Supercritical P oject E gmee Cinde Welken d \projects\137 003\dra age\detent o \wq we r fm2 Northern Engineering Services Inc FlowMaste 7 0 [7 00051 07/31 /06 11 28 31 AM 0 Haest d Methods 1 37 B ook de Road Waterbury CT 06708 USA +1 203 755 1666 Peg 1 of 1 Stairwell Drainage Pipe Worksheet for Circular Channel ' Protect Description Worksheet Stairwell Drainage ' Flow Element Circular Channel Method Manning s Formula Solve For Discharge ' Input Data Mannings Coefficient 0 013 Channel Slope 0005000 tuft Depth 050 ft Diameter 60 in Results Discharge 040 cfs Flow Area 02 ft ' Wetted Perimeter 1 57 ft Top Width 000 ft Critical Depth 032 ft ' Percent Full 1000 / Critical Slope 0009111 Wit Velocity 202 f /s Velocity Head 006 ft ' Specific Energy 056 It Froude Number 000 Maximum Discharg 043 cfs Discharge Full 040 cfs Slope Full 0005000 tuft Flow Type Subcntical 1 1 Protect Eng eer C nde Welk n ' d \p otects\137 003\dra nags\detent on\wq weir fm2 Northe n Engineering Services Inc FlowMaste 7 0 [7 00051 07/25/06 01 37 33 PM 0 Haestad M thods Inc 37 B ooks de Road Waterbury CT 06708 USA +1 203 755 1666 Page 1 of 1 I 1 1 APPENIDX E Water Quality Calculations 1 ORIFICE PLATE FILTER SCREEN DETAIL THIS S 'ENTRAL SECTION OF STRUCTURE TO HAVE _OWERED WALL TO ACT aS EMERGENCY OVERFLOW WEIR PROVIDE 6 0 DOWN SPOUT (ZURN Z-199 OR APPROVED EQUAL) OUTLET OF DOWN SPOUT APPROXIMATELY 6 ABOVE CONCRETE CHASE 050 NOTES v v 1 SEE ARCHITECTURAL PLANS FOR STRUCTURAL AND FINISH INFORMATION ON WALL AND STRUCTURE 2 SEE ENLARGED GRADING PLAN FOR MORE INFORMATION ON RETAINING WALL ELEVATIONS WATER QUALITY STRUCTURE DETAIL SCALE 1/2 = 1 —0 Potd✓ 4,17 ,A1 G water Quality volume txt #units=Elevation ft Area ft2 volume acft volume acft # Elev Area Cumml Avg Cumml Conic # ft ft2 acft acft 4968 0000 1317 8396 0 0499 0 0499 4967 8000 1108 7037 0 0444 0 0443 4967 6000 977 5073 0 0396 0 0395 4967 4000 889 4368 0 0353 0 0352 4967 2000 822 4207 0 0313 0 0313 � ` 4967 0000 772 0654 0 0277 0 0276-V �O"' y` ma y� 4966 8000 729 7279 0 0242 0 0242 LV,-,df g 4966 6000 688 8268 0 0210 0 0209 d des 3 & Fr� 4966 4000 646 8011 0 0179 0 0179 4966 2000 602 3222 0 0151 0 0150 4966 0000 555 6632 0 0124 0 0123--P k)&Gd o -Fr 4965 8000 506 8165 0 0100 0 0099 w9BG 4910& D 4965 6000 457 1900 0 0077 0 0077 4965 2000 360 2922 0 0040 0 0039 4965 0000 286 9348 0 0025 0 0025 4964 8000 206 7941 0 0014 0 0013 4964 6000 131 9634 0 0006 0 0006 4964 4000 58 4459 0 0002 0 0001 4964 2000 8 3120 0 0000 0 0000 &77,Pn, Op Page 1 POND ULTIMATE Pond Sizing FAA Method ' Calculations By C Welken Date 7/25/2006 CITY OF FORT COLLINS 100 YEAR RAINFALL Composite C Developed) Area acres Release Rate cfs 0751 0511 1 85 'release rate to maximize available volume) ' TIME TIME INTENSITY Q 100 Release Required Required cum 100 year Runoff Volume Cum total Detention Detention ' (mms) (secs) (in/hr) (cfs) (ft^3) (ft^3) (ft^3) (ac ft) 0 0 000 000 0 00 00 00000 5 300 995 381 1142 5550 5868 00135 10 600 772 295 1772 11100 661 7 00152 15 900 652 249 2245 16650 5795 00133 20 1200 560 214 2570 22200 3504 00080 25 1500 498 1 90 2857 27750 823 00019 30 1800 452 1 73 3112 33300 2180 00050 35 2100 408 1 56 3277 38850 6077 00140 40 2400 374 143 3433 44400 10067 00231 45 2700 346 1 32 3573 49950 1421 7 00326 50 3000 323 1 24 3706 55500 18436 00423 55 3300 303 1 16 3825 61050 22804 0 0524 60 3600 286 1 09 3938 66600 2721 8 00625 65 3900 272 1 04 4058 72150 31574 00725 70 4200 259 099 4161 77700 3609 2 00829 75 4500 248 095 4269 83250 40563 00931 80 4800 238 091 4370 88800 45103 01035 85 5100 229 088 4467 94350 49678 01140 90 5400 221 085 4565 99900 5425 2 01245 95 5700 213 081 4644 105450 5901 1 01355 100 6000 206 079 4728 111000 63723 01463 105 6300 200 077 4820 116550 68355 01569 110 6600 194 074 4898 122100 7312 5 01679 115 6900 189 072 4988 127650 7776 8 0 1785 120 7200 184 070 5067 133200 8252 6 01895 ✓ovum E - o al�3 yc Fr I REQUIRED STORAGE & OUTLET WORKS BASIN AREA = 0 510 BASIN IMPERVIOUSNESS PERCENT = 56 80 BASIN IMPERVIOUSNESS RATIO = 0 5680 WQCV (watershed Inches) = 0 226 WQCV (ac ft) = 0 012 WO Depth (ft) = 1 850 INPUT from impervious calcs 1 INPUT from impervious calcs (R✓G l'je, l3?� CALCULATED CALCULATED from Figure EDB 2 CALCULATED from UDFCD DCM V 3 Section 6 5 INPUT from stage storage table AREA REQUIRED PER ROW a (in2)= 0 033 < CALCULATED from Figure EDB 3 ' CIRCULAR PERFORATION SIZING dia (In) = 1/4 INPUT from Figure 5 S (In) = 1 n = 1 < INPUT from Figure 5 INPUT from Figure 5 t (In) = 1/4 INPUT from Figure 5 number of rows = 5 55001 CALCULATED from WQ Depth and row spacing ' round to lowest whole -number = 5 INPUT from above cell total outlet area (In ) = INOTME CALCULATED from total number of wholes ' TRASH RACK DESIGN Trash Rack Open Area Ratio = 74 65 CALCULATED from Figure 7 Required Trash Rack Open Area (in2)= 9 CALCULATED from UDFCD DCM V 3 Section 6 6 ' W (in) = 3 INPUT from Table 6a 1 Wpl c (in) _� INPUT from Figure 4 ' DON T FORGET WELL SCREEN N/A INPUT from Table 6a 2 1 Table 6a 1 Standardized WQCV Outlet Design Using 2 Diameter Circular Openings Mmunum Width (W ) of Concrete Opening for a Well Screen Type Trash Rack See Figure 6 a for Explanation of Terms Maximum Dia Width of Trash Rack Open Per Column of Holes as a Function of Water Depth H of Circular Opening (inches) H=2 0 H=3 0 H=4 0 H=5 0 H=6 0 Maximum Number of Columns < 0 25 3 in W& I owj> 3 in 3 in 3 in 3 in 14 <050 3in 3in 3in 3in 3in 14 <075 3in 6in 6in -6 in 6in 7 <100 6in 9in 9in 9in 9in 4 <125 9in 12in 12in 12in 15in 2 <150 12in 15in 18 in 18 in 18 in 2 <175 18 in 21in 21in 24in 24m 1 <200 21in 24m 27in 30in 30m 1 Table 6a 2 Standardized WQCV Outlet Design Using 2 Diameter Circular Openings US FilterTM Stainless Steel Well Screen' (or equal) Trash Rack Design Specifications Max Width of Opening Screen #93 VEE Wire Slot Opening SupportRod Type SupportRod On Center Spacing Total Screen Thickness Carbon Steel Frame Type 9 0 139 9156 VEE / 031 / kl 0 Tlat bar 18 0 139 TE 074 x 50 1 0 655 / ,x 10 angle 24 0 139 TE 074 x 75 1 103 10 x 1/ angle 27 0 139 TE 074 x 75 1 103 1 1 0 x 1/ angle 30 0 139 TE 074 x10 1 1 155 1 / 'x 1 / angle 36 0 139 TE 074 x10 1 1 155 1 / k 1 / angle 42 0 139 TE 105 x10 1 1 155 1 / k 1 / angle US Filter St Paul Minnesota USA DESIGN EXAMPLE Given A WQCV outlet with three columns of 5/8 inch (0 625 in) diameter openings Water Depth H above the lowest opening of 3 5 feet Find The dimensions for a well screen trash rack within the mounting frame Solution From Table 6a 1 with an outlet opening diameter of 0 75 inches (i a rounded up from 5/8 inch actual diameter of the opening) and the Water Depth H = 4 feet (i a rounded up from 3 5 feet) The minimum width for each column of openings is 6 inches Thus the total width is W = 36 = 18 inches The total height after adding the 2 feet below the lowest row of openings and subtracting 2 inches for the flange of the top support channel is 64 inches Thus Trash rack dimensions within the mounting frame = 18 inches wide x 64 inches high From Table 6a 2 select the ordering specifications for an 18 or less wide opening trash rack using US Filter (or equal) stainless steel well screen with #93 VEE wire 0 139 openings between wires TE 074 x 50 support rods on 10 on center spacing total rack thickness of 0 655 and / x 10 welded carbon steel frame 1 ' Table 6a 1 1 1 1 1 1 1 Orifice Plate Perforation Slzma Circular Perforation Sizing Chart may be applied to orifice plate or vertical pipe outlet H I D ( ) H I D ( ) M Se ( ) Area pe Row (sq I) n=1 =2 =3 1 4 0 250 1 005 010 015 5 16 0 313 2 3 8 0 375 2 Oil 022 033 7/16 0 438 2 015 030 045 1 /2 0 500 2 020 039 059 9/16 0 563 1 3 025 050 075 5/8 0 625 3 031 061 092 11 16 0 688 3 037 074 1 11 3 4 0 750 3 044 088 1 33 13 16 0 813 3 052 1 04 1 56 7 8 0 875 3 060 1 20 180 15 16 0 938 3 069 1 38 207 1 1 000 4 079 1 57 236 1 1 16 1 063 4 089 1 77 266 1 1 8 1 1 125 4 099 1 99 298 1 3 16 1 188 4 ill 222 332 1 1 4 1 250 4 1 23 245 368 1 5/16 1 313 4 1 35 271 406 1 3/8 1 375 4 1 48 297 445 1 7 16 1 43B 4 1 62 325 487 1 1 2 1 500 4 1 77 353 530 1 9 16 1 563 4 1 92 383 575 1 5 8 1 625 4 207 415 622 1 11 16 1 688 4 224 447 671 1 3 4 1 750 4 241 481 722 1 13 16 1813 4 258 516 774 1 7 8 1 875 4 276 552 828 1 15 16 1 938 4 295 590 884 2 2000 4 314 628 942 —Nmb f I m fprf t pi m m t l pi t th k 1/4 5/16 3/8 D g m y trpIt t th t32dich t btt m th th q d fd d Rectangular Perforation Slzing Only one column of rectangular perforations allowed Rectangular Height = 2 inches Rectangular Width (inches) = Required Area per Row (sq in) 2 Urban Drainage and Flood Control District Drainage Criteria Manual (V 3) nicDtI dg aver Pe.rp -� N Rectangular Hole Width Min Steel Thickness 5 1 4 6 1 4 7 5/32 8 5/16 9 11 /32 10 3/8 >10 1/2 Figure 5 WQCV Outlet Orifice Perforation Sizing 1 1 1 1 1 1 1 1 i 1 1 1 Water Quality Outlet Orifice Worksheet for Circular Orifice Project Description Worksheet Water Quality Outlet Type Circular Orifice Solve For Diameter Input Data Discharge 1 85 cfs Headwater Elevation 4 967 00 ft Centroid Elevation 4 964 39 ft Tailwater Elevation 4 963 65 ft Discharge Coefficient 065 Results Diameter 6 3 in --D (/ /o !� Headwater Height Above Centroic 261 ft Tailwater Height Above Centroid 074 ft Flow Area 02 ft Velocity 8 42 Ws Notes Note Use 6 Lambstongue i P olect Eng C de Welk d \p otects\137 003\dra age\dete t \wq we fm2 Northern Eng nee I g Sery es 1 c FlowMaste 7 0 [7 0005] 07/31/06 10 37 21 AM 0 Haestad Methods I c 37 B ookside Road Waterbury CT 06708 USA +1 203 755 1666 Page 1 of 1 100 yr Detention Release Weir Worksheet for Sharp Crested Rectangular Weir Project Description Wo ksheet 100 yr Spillway Type Sharp Crested Rectangular Weir Solve For Headwater Elevation Input Data Discharge 1 85 cfs --p Por1D �cF(ERSE /�HTE Crest Elevation 4 966 00 It --w4 G�4EL Tatlwater Elevation 4 964 15 ft Discharge Coefficient 333 US Crest Length 414 ft d--- UJ D1• Number of Contractions 2 Results Headwater Elevation 4 966 26 ft Headwater Height Above Cres 026 It Tailwater Height Above Crest 185 If Flow Area 1 1 ft Velocity 1 69 ft/s Wetted Perimeter 467 ft Top Width 414 ft Project Eng nee C nde Welk d \p ojects\137 003\dra nage\det t \wq w fm2 Northem Engineen g Sery ces Inc FlowMaster 7 0 [7 00051 07/31 /06 10 32 45 AM 0 Haestad Methods Inc 37 Brooks de Road Wat rb ry CT 06708 USA +1 203 755 1666 Page 1 of 1 1 1 1 1 t 100 yr Detention Release Weir (Emergency Overflow) Worksheet for Sharp Crested Rectangular Weir Protect Description Worksheet 100 yr Spillway (Emergency Overflow) Type Sharp Crested Rectangular Weir Solve For Headwater Elevation Input Data p Discharge 380 cfs —P lab `a FLD J 6ff� �5 �', f P� Crest Elevation 4 967 00 It Tailwater Elevation 4 964 15 ft Discharge Coefficient 333 US _ ! IdAt.L Crest Length 341 It � µ'/DT H t zvrv+ �7TK✓GTl/2E Lso uTH Number of Contractions 2 Results Headwater Elevation 4 967 49 ft Headwater Height Above Cres 049 It Tailwater Height Above Crest 285 It Flow Area 1 7 ft Velocity 227 ft/s Wetted Perimeter 439 ft Top Width 341 ft P otect Eng eer C de Welken d \p otects\137 003\d a age\detent on\wq we fm2 Norther E gl eering Serv1 ea 1 c FlowMast 7 0 [7 00051 07/31/06 10 38 04 AM ©Haestad Methods I c 37 B ooks de Road Waterbury CT 06708 USA +1 203 755 1666 Page 1 of 1 Map Pocket Drainage Exhibit No Text