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HomeMy WebLinkAboutDrainage Reports - 01/23/2008PYEQiY OF 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: N NORTHERN ENGINEERING SERVICES, INC. 420 S. Hawes, Suite 202 Fort Collins, Colorado 80521 Phone:(970) 221-4158 F= (970) 221.4159 Project Number: 137-003.01 I 11 1 W 11 1 11 NORTHERN ENGINEERING ADDRESS: PHONE:970.221.4158 200 S. College Ave. Suite 100 WEBSIWEBSnE. rthernengineering.com Fort Collins, CO 80524 FAX: 970.221.4159 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. Hamdan, 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 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 Q 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 B 1 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-fr of detention). The top of pond elevation is 4967.0, so a foot of freeboard is provided. A release rate for the pond of 1.85 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 Iot that drains directly into Prospect Avenue. No detention or water quality will be provided for this basin. d) Basin D1 contains the northern parking area, which drains directly into Lake ' Street. This follows the historic drainage pattern for this area, although no detention or water quality will be provided. ' e) Basin El consists of the west driveway off of Ellis Street and a portion of the adjacent lawn. Basin El drains 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. 1 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 El) 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 basin is 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 B 1 and B2 are being detained in the 100-year event with a release of 1.85 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 Dl. The total runoff for the existing basin is 0.3 cfs and 1.0 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. If you have any questions, please feel free to contact us at 221-4158 Reference 1: 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. Cinde CWelc �Desigi61 �S� A�� APPENDIX A Vicinity Map VICINITY MAP N =2oao' II II 1 APPENDIX B Rational Method Drainage Calculations co.o C ;024 L 6j 2lf)§2c .@( , J [0�!a@4§a§w@8R / §{)$,o-,.,,,�_ k Q W § E } �lt7,,, ci66 |§§§f) \A3 G � o ° a !! �) 0 ! m f __$ , 2 . 2 ; mkt{i,,00b00,0„ 2)/ \k�7 � ! 2 \�#| ? k cc \= L CL :rf\� m§/\//} m a 7777 0 !:( ) CL 0 !l::::l;:! o \�/ ) /%} 5/2 20!) 2j§§k�aG0 0 m c UN F E N O) N fG N IN N N N� O E F Y M N o gg�i O C dCL QI 88 O n88 N 8 O O O O G C O O O O O N O 0 0 0 0 0 C G O C N G G O C C G O m J " Vj O 00 O O O O O O O Q FSm E m v, o O o n my 0 m<n V a O K O [V 0 0 rV CV V .- Z O m U x- m N 0 0 0 0 a) N h 0] U. O t+l G O O m J lu SE<f�N000ONi ��pp �< oo C N N N J N O H LL N J - W Sr`-m�������= W v JL b0000000000 0 _ O F u �: 0 �LL�WWWQ¢mm _O a o IL Y. 0 y, C C �x.-C XNx lxX� ttyy N UOw H O w LL 3 Q a CO? m U N u 0« u Q a "c o a XX�xxV N W a m U O W w°O 0l= H > >¢� W W 0 c m ¢ m> co�000 F' ooa 00O1 OO E' N N N N N N N N N O m o E ON Y C�1 O 3 Q � F E000�O000 00 0 U m > Z m n m N O 0 r O O O f� O O O O O O d 0 u'^ O O OOM O O N 0000, O 0 0 00 0 0 O O- 0 Q � � m > U ; n y a U �a o 0 o 0 0 0 0 0 0 Z N O N U H O ON O O O O O O N r C 'E M M O O O n m o m M 1/�c Wm V > n m o o 0 0 0 0 0 o o N N n rn r Z M N O O N N N O -LL O > p m e Om• [O O N M O •- O O O O O m N t� m 0 O N 0 W J O N w N N m O Y J cc V t0 O V (D 0 I' EN6 o -0 m � n a ge oa �o 00coda No J w /Q rV C N LU A m = O W U o min in Q J O m C U N w p o Si o 0 o S n o$ n 0 O N m co > > U ° o E N n v 0) v' F ¢ v 3 3 0 °E O •F-" U 3 O o _o U- IL C m c N M 0 LL Q w W� �W W Waam N N m00W 0 m E M 3=LLJ m y w LL v ~ o 0.4 'v c Y v II X X Xa<NL26Ew ° y w w w LL 0 C7 F- F- 5 > > ( 3 S m r0d c0 O A n o Dq7nvvco 0 0 m 0 m 0 C O Y Cl) N O M O N N C (h a0N 00 0000 o m a�i N � 0 a •• t 0) co in �n �n (n �n n O m t0 m 0 m 0m00 0) rnN n Q r41 Qi rn of of of of of ai of Y C Q� V a L m roi m commnmmrn oq CR (O 1n cq N `1 C� N N N (V (V N (V N N C O O o m 0 O o 000 0 0 00 P900 O N n 'm � N N n t0 O aOm oq Of N N Of �O mlr� n cc 00 00000000 U W E o 0 0 0 0 o a o o 0 c E cc Q~ a o N o o n o o N W i'E u o ui my ui ui ri�� a N Q� W O O 0OOcq N�mN y V O N O O O O O O O LA Q — V C ,E � W N cb a y N'a 0C,w m y'0 gaWW6 X X� Q N m m 0 0 w I m m a APPENDIX C 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 Mannings Coefficient 0.040 Channel Slope 0.031100 ft/ft Left Side Slope 4.00 H : V Right Side Slope 4.00 H : V Discharge 10.90 cfs Results Sa/HL� R( /l1e'* G Depth 0.86 ft —m l` Oo F- L r2TN Flow Area 3.0 f[z I'li n/ ��rrr/i2 e. ,,-1A4 Ave Wetted Perimeter 7.11 ft G° Top Width 6.90 It "�s �b Tom. Critical Depth 0.86 It Critical Slope 0.032220 ft/ft Velocity 3.66 tt/s Velocity Head 0.21 It Specific Energy 1.07 ft Froude Number 0.98 Flow Type Subcritical Project Engineer: Cinde Welken d:\projects\137-003\drainage\detention\wq weir.fm2 Northam Englneering Services Inc FlowMaster v7.0 [7.00051 ' 07/31/06 11:11:04 AM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 SWALE Al (100-YR) x 1.33 Worksheet for Triangular Channel Project Description Worksheet SWALE At (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 ff/ff Left Side Slope 4.00 H : V Right Side Slope 4.00 H : V Discharge 14.50 cfs Results Depth 0.96 it Flow Area 3.7 ft2 Wetted Perimeter 7.91 ft Top Width 7.68 ft Critical Depth 0.96 tt Critical Slope 0.031036 ft/ft Velocity 3.94 We Velocity Head 0.24 ft Specific Energy 1.20 tt Froude Number 1.00 Flow Type Supercritical Project Engineer: Linde Welken d:\pmjectsN137-003\drainage\detention\wq weir.fm2 Northern Engineering Services Inc FlowMaster v7.0 [7.0005] 07/31/06 11:50:33 AM m Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 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 Lett Side Slope 4.00 H : V Right Side Slope 4.00 H : V Discharge 0.30 cfs Results Depth 0.22 It Flow Area 0.2 ftz Wetted Perimeter 1.79 ft Top Width 1.73 ft Critical Depth 0.20 It Critical Slope 0.052318 it/ft Velocity 1.60 f/s Velocity Head 0.04 It Specific Energy 0.26 ft Froude Number 0.86 Flow Type Subcritical Project Engineer: Cinde Welken d:\projects\137-003\drainage\detention\wq weir.fm2 Northern Engineering Services Inc FlowMaster v7.0 [7.0005] 07/31/06 11:09:21 AM O Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA .1-203-755-1666 Page 1 of 1 SWALE A2 (100-YR) x 1.33 Worksheet for Triangular Channel Project 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 Wit Left Side Slope 4.00 H : V Right Side Slope 4.00 H : V Discharge 0.40 cfs Results Depth 0.24 ft Flow Area 0.2 ft- Wetted Perimeter 1.99 It Top Width 1.93 ft Critical Depth 0.23 ft Critical Slope 0.049871 tVft Velocity 1.71 f /s Velocity Head 0.05 it Specific Energy 0.29 It Froude Number 0.87 Flow Type Subcritical Project Engineer: Once Welken d:\projects\137-003\drainage\detentlon\wq weir.fm2 Northern Engtnmring Services Inc FlowMaster v7.0 [7.0005] 07/31/06 11:51:09 AM ®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 Project Description Worksheet Trench Drain - Basin Al Flow Element Circular Channel Method Manning's Formula Solve For Dlscharge Input Data Mannings Coefficient 0.016 Channel Slope 0.020000 tt/ff Depth 0.25 It Diameter 6.0 in Results Discharge 0.32 cfs Flow Area 0.1 ft2 Wetted Perimeter 0.79 It Top Width 0.00 ft Critical Depth 0.29 It Percent Full 50.0 % Critical Slope 0.012644 ft/ff Velocity 3.28 fVs Velocity Head 0.17 It Specific Energy 0.42 It Froude Number 1.31 Maximum Discharg 0.69 cts Discharge Full 0.64 cfs Slope Full 0.005000 ft/ft Flow Type Supercritical Project Engineer: Cinde Welken d:\projects\137-003\drainage\detention\wq weir.fm2 Northem Engineering Services Inc FlowMaster v7.0 [7.00051 08/09/06 08:40:26 AM C Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 &,"id A2� Z886 --r Flo-Thru Speclflcatlon Sheet 6" Wide Trench Drain System Dimensions Subject to Manufacturing Tolerances a°a,�,. 10 1/2- 6 r/4 20 6 1/4 _ F,,r I eo* TAG Note: *Actual channel length is 81'G" to allow for overlap. ENGINEERING SPECIFICATION: Channels shall be 80" long, 6" wide, and have a 4" wide throat. Modular channel sections shall be made of High Density Polyethylene (HOPE), have interlocking ends, and radlused 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 clips molded into the sides of the channel to accommodate vertical rebar for positioning and anchoring purposes. Choices of class A, B, C, D. E, and F grates shall be available with H-20 and/or FAA load ratings 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 (In.) Shallow Invert (mm) Deep Invert (In.) Deep Invert (mm) Flow Rate (CIS) Flow Rift (ppm) Raw Raba (Ips) 8601 3.50 89 4.10 104 0.207 93 6 8602 4.10 104 4.70 119 0,272 122 8 8603 4.70 119 5.30 135 0.339 152 10 8603N 5.30 135 5.30 135 - - - 8604 5.30 135 5.90 150 0.408 183 1 8605 5.90 150 6.50 165 0. 77 2 14 8606 6.50 165 7.10 1 180 0.546 245 16 8606N 7.10 180 7.10 180 8607 7.10 180 7.70 196 0.615 276 17 8608 7.70 196 8.30 211 0.686 308 19 8609 8.30 211 8.90 226 0.755 339 21 8610 8.90 226 9.50 241 0.827 371 23 8611 9.50 241 10.10 257 0.898 403 26 8612 10.10 257 10.70 272 0.969 435 28 8612N 10.70 272 10.70 272 6613 10.70 272 11.30 287 1.041 467 30 8614 11.30 287 11.90 302 1.110 498 32 8615 11.90 302 12.50 318 1.181 530 34 Z 80" High Density Polyethylene (HOPE) Channel with Dura-Coated Iron Grate SUFFIX OPTIONS (Check/specifv ai)DroDnate options _ -BC Black Acid Resistant Coated Grate -BG Galvanized Ductile Iran Bar Grate _-BZ Decorative Bronze Grate -CG Cast Iron Slotted Grate _-OB Bottom Dome Strainer •DBG Ductile Iron Cast Bar Grate -DC Ductile Iron Solid Cover _-OG Ductile Iron Slotted Grate _-E1 Closed End Cap 42 2" No -Hub End Outlet -E3 3" No -Hub End Outlet -FA 4" No -Hub End Outlet _-EG 6" No -Hub End Outlet -FG Galvanized Steel Slotted Grate -FS Fabricated Stainless Steel Slotted Grate -GC Galvanized Cast Iron Grate -GD Galvanized Ductile Grate _-GG Fiberglass Grate -GL Grate Lockdown Assembly -ND Extra -Heavy -Duty Frame Assembly with Anchor Studs and Grate Lockdown Hardware _-HDG 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 -HPO 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 Slatted Grate IIFS Reinforced Stainless Steel Slotted Grate -RPG Reinforced Galvanized Perforated Grate -RPS 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 _-U4 4" No -Hub Bottom Outlet -US 6" No -Hub Bottom Outlet _-VP Vandal -Proof Center Lockdown -WC White Acid Resistant Goofed Grate -WO White Acid Resistant Goofed Ductile Grate CA,4AuT✓ L{Y 0.9s Rev. C Data: 1/26/01 Own. No. 60355 /I¢6A4C H C.N. No. 87226 oduct No. Z886 ZORN PLUMBING PRODUCTS GROUP FLO-THRU OPERATION, 2640 SOUTH WORK STREET. FALCONER, NV, USA. 14733 PHONE: 71&665-1132 FAX. 716,565-1135 WEBSATE: www.2om.corn IN GAMMA: ZURN INDUSTRIES LIMREo 3544 NASHUA ORAE, MISS"UGA, ONTARIO L41/ IL? PHONE, 9051405-8272 FAX.9051405-1292 Sidewalk Chase - Basins Al and A2 Worksheet for Rectangular Channel Project Description Worksheet Sidewalk Chase -Basins A7 and A'e ' Flow Element Rectangular Channel Method Manning's Formula Solve For Channel Depth ' Input Data Mannings Coefficient 0,016 Channel Slope 0.044600 Wit Bottom Width 2.50 ft Discharge 10.90 cfs =' FL re.on, 15,t5/NS A/ f A%i ' Results Depth 0.46 ft Flow Area 1.1 ftp ' Wetted Perimeter 3.42 ft Top Width 2.50 ft Critical Depth 0,84 It ' Critical Slope 0.007844 Wft Velocity 9.48 Ws Velocity Head 1.40 ft Specific Energy 1.86 ft ' Froude Number 2.47 Flow Type 1 Supercritical Es015r eip Su"-r E A1) Project Engineer: Cinde Welker, ' d:\projects\137-003\drainage\detention\wq weir.fm2 Northern Engineering Services Inc FlowMaster v7.0 [7.0005] 07/31/06 11:27:57 AM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 05708 USA +1-203-755-1666 Page 1 of 1 11 Sidewalk Chase - Basins B1 and B2 Worksheet for Rectangular Channel Project Description Worksheet Sidewalk Chase - Basins B1 and Be Flow Element Rectangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.016 Channel Slope 0.042700 ft/ft Bottom Width Discharge 2.00 It QQ 3.80 cfs -D Fco,-.i F,Ee n, ,4"Ilu`j Results Depth 0.27 ft Flow Area 0.5 ft' Wetted Perimeter 2.55 ft Top Width 2.00 ft Critical Depth 0.48 ft Critical Slope 0.008040 ft/ft Velocity 6.91 fits Velocity Head 0.74 ft Specific Energy 1.02 ft Froude Number 2.32 Flow Type Supercritical Project Engineer: Cinde Welken d:\projects\137-003\drainage\detention\wq weir.fm2 Northern Engineering Services Inc FlowMaster v7.0 [7,0005) 07/31/06 11:28:31 AM ®Haestad Methods, Inc. 37 Brooks,de Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Stairwell Drainage Pipe Worksheet for Circular Channel 1 Project Description Worksheet Stairwell Drainage ' Flow Element Circular Channel Method Manning's Formula Solve For Discharge ' Input Data Mannings Coefficient 0.013 Channel Slope 0.005000 fVft Depth 0.50 ft Diameter 6.0 in ' Results Discharge 0.40 cfs Flow Area 0.2 ft2 Wetted Perimeter 1.57 ft Top Width 0.00 ft Critical Depth 0,32 It Percent Full 100.0 % Critical Slope 0.009111 ft/ft Velocity 2.02 ft/s Velocity Head 0.06 ft ' Specific Energy 0.56 ft Froude Number 0.00 Maximum Discharg 0.43 cis ' Discharge Full 0.40 cfs Slope Full 0.005000 ftRt Flow Type Subcritical Project Engineer: Cinde Welken o:\projects\137-003\drainage\detention\wq weir.fm2 Northern Engineering services Inc FlowMaster V7.0 [7.0005] 07/25/06 01:37:33 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 APPENIDX E Water Quality Calculations O 70 Q 0�!< EL o) = EL U O_ =O O ON a3 }� FOJ}� U F Q Z 3 O �oOf s� w 0 U N�3cw73 �rO.i0W070 o">F,x a�Oww00 f5 S�wJ w� jCEW� w(if oV) o0a- 0 o (Yn.aOam a a N a O a a o rzm J W N d U = V1 ~ U_ J W � Fa- O�o W W Www V1 (f) F O Z .-N IN 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 s 4966.8000 729.7279 0.0242 0.0242✓i�dmE /jE?wE6N 4966.6000 688.8268 0.0210 0.0209 0.415.3 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 Ak2C V o•G�2�-RT 4965.8000 506.8165 0.0100 0.0099 w4'a 411.& 0 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 r 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' Area Release Rate (Developed) acres cfs 0.75 0.51 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 (mins) (secs) (in/hr) (cfs) (ft^3) WA3) (ft^3) (ac-ft) 0 0 0.00 0.00 0 0.0 0.0 0.0000 5 300 9.95 3.81 1142 555.0 586.8 0.0135 10 600 7.72 2.95 1772 1110.0 661.7 0.0152 15 900 6.52 2.49 2245 1665.0 579.5 0.0133 20 1200 5.60 2.14 2570 2220.0 350.4 0.0080 25 1500 4.98 1.90 2857 2775.0 82.3 0.0019 30 1800 4.52 1.73 3112 3330.0 -218.0 -0.0050 35 2100 4.08 1.56 3277 3885.0 -607.7 -0.0140 40 2400 3.74 1.43 3433 4440.0 1 -1006.7 -0.0231 45 2700 3.46 1.32 3573 4995.0 -1421.7 -0.0326 50 3000 3.23 1.24 3706 5550.0 -1843.6 -0.0423 55 3300 3.03 1.16 3825 6105.0 -2280.4 -0.0524 60 3600 2.86 1.09 3938 6660.0 -2721.8 -0.0625 65 3900 2.72 1.04 4058 7215.0 -3157.4 -0.0725 70 4200 2.59 0.99 4161 7770.0 -3609.2 -0.0829 75 4500 2.48 0.95 4269 8325.0 -4056.3 -0.0931 80 4800 2.38 0.91 4370 8880.0 -4510.3 -0.1035 85 5100 2.29 0.88 4467 9435.0 -4967.8 -0.1140 90 5400 2.21 0.85 4565 9990.0 -5425.2 -0.1245 95 5700 2.13 0.81 4644 10545.0 -5901.1 -0.1355 100 6000 2.06 0.79 4728 11100.0 -6372.3 -0.1463 105 6300 2.00 0.77 4820 11655.0 -6835.5 -0.1569 110 6600 1.94 0.74 4898 12210.0 -7312.5 -0.1679 115 6900 1.89 0.72 4988 12765.0 -7776.8 -0.1785 120 7200 1.84 0.70 5067 13320.0 -8252.6 -0.1895 vo�um E p.d/S3 Ad -Fr REQUIRED STORAGE & OUTLET WORKS: BASIN AREA = 0.510 <-- INPUT from impervious calcs BASIN IMPERVIOUSNESS PERCENT = 56.80 <--INPUT from impervious talcs i BASIN IMPERVIOUSNESS RATIO = 0.5680 <--CALCULATED WQCV (watershed inches) = 0.226 <-- CALCULATED from Figure EDB-2 WQCV (ac-ft) = 0.012 <-- CALCULATED from UDFCD DCM V.3 Section 6.5 WO Depth (ft) = 1.850 <-- 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 Sc (in) = 1 <-- INPUT from Figure 5 n = 1 <-- INPUT from Figure 5 t (in) = 1/4 Do-- INPUT from Figure 5 number of rows = 5.5500A <-- CALCULATED from WC Depth and row spacing ' round to lowest whole -number = 5 <-- INPUT from above cell total outlet area (in') = 0.25 tj<- 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 Wcom (in) = 3 <-- INPUT from Table 6a-t Wplate (in) = 9 <— INPUT from Figure 4 DON'T FORGET WELL -SCREEN " N/A <-- INPUT from Table 6a-2 Table 6a-1: Standardized WQCV Outlet Design Using 2" Diameter Circular Openings. Minimum Width (W,.,.) of Concrete Opening for a Well -Screen -Type Trash Rack. See Figure 6-a for Explanation of Terns. Maximum Dia. Width of Trash Rack Opening (W....)Per Column of Holes as a Function of Water Depth H of Circular Opening (inches) H=2.0' H=3.0' H=5.0' H 6.0' Maximum Number of Columns < 0.25 k16t 6i 3 in. 3 in 3 in.<0.50 3 in 3 in. din. 3 in. 3 in.0.75 3 in. 6 in. 6 in. 6 in. 7 < 1.00 6 in. 9 in. 9 in.< 1.25 9 in. 12 in 12 in. 15 in. 2 < 1.50 12 in. 15 in. 18 in. 18 in. 2 < 1.75 18 in. 21 ia. 21 in. 24 in. 24 in. I < 2.00 21 in. 24 in. 27 30 im 1 30 in. I 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 Support Rod, On -Center, S acin Total Screen Thickness Carbon Steel Frame Type 9" 0.139 #156 VEE %11 0.31' 14"U.01lat bar 18" 0.139 TE .074"x.50" I" 0.655 %x 1.0 angle 24" 0.139 TE .074"x.75" 1" 1.03" 1.0"x IVY' angle 27" 0.139 TE .074"x.75" 1" 1.03" 1.0" x 1 %:" angle 30" 0.139 TE .074"xl.0" 1" 1.155" 1 '/; k 1'h"anle 36" 0.139 TE .074"x1.0 1" IAN;; I '/; k 1'h"an le 42" 0.139 TE.105"x1.0" 1" 1.155" 1'/4kl%a"an le 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.e., rounded up from 5/8 inch actual diameter of the opening) and the Water Depth H = 4 feet (i.e., 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 1.0" on -center spacing, total rack thickness of 0.655" and W x 1.0" welded carbon steel frame. Table 6a Orifice Plate Perforation Sizing Circular Perforation Sizing Chart maybe applied to orifice plate or vertical pipe outlet. Hole Dia (in) • Hole Dia (in) Min. Se (in) Area per Row (sq in) n=1 n-2 n=3 1 4 0.250 1 0.05 1 0.10 0.15 5 16 0.313 2 3 e 53 55 2 0.11 1 0.22 0.33 7/16 0.438 2. 0.15 0.30 0.45 1 2 6 5 00 2 0.20 0.39 0.59 9 16 0.563 3 0.25 0.50 0.75 5 8 0.625 3 0.31 0.61- 0.92 11 16 0.688 1 3 0.37 0.74 1.11 3 4 0.750 1 3 0.44 0.88 1.33 13 16 0.813 3 0.82 1.04 1.56 7 e 0.875 3 0.60 1.20 1.80 15 16 0.938 3 0.69 1.38 2.07 1 1.000 4 0.79 1 1.57 2.36 1 1 16 1.063 4 0.89 1 1.77 2.66 1 1 8 1.125 4 0.99 1 1.99 2.98 1 3 16 1.188 4 1.11 1 2.22 3.32 1 1 4 1.250 4 1.23 1 2-45 168 1 5 16 1.313 4 1.35 1 2.71 4.06 1 3 8 1 1.375 1 4 1.48 1 2.97 4.45 1 7 16 1.438 4 1.62 3.25 4.87 1 1 2 1.500 4 1.77 3.53 5.30 1 9 16 1.563 4 1.92 3.83 5.75 1 5 8 1.625 4 2.07 4.15 6.22 1 11 16 1.688 4 2.24 4.47 6.71 1 3 4 1.750 4 2.41 4.81 7.22 1 13 16 1.813 4 2.58 5.16 7.74 1 7 8 1.875 4 2.76 5.52 8.28 1 15 16 1.935 4 1 2.9M 2 2.000 4 3.1 n - Number of columns Minimum steel plate thickness 1/4 • Designer may Interpolate to the nearest 32nd Inch to better match the required area, if desired. Rectangular Perforation Sizing Only one column of rectangular perforations allowed Rectangular Height = 2 inches Rectangular Width (inches) = Required Area per Row (sq in) 2" Jim 'Jo Rectangular Hole Width Min. Steel Thickness 5" 1 4 6" 1 4 7" 5/32 " B" 5/16 " 9" 11 32 " 10" 3/8 " >10" 1/2 " Urban Drainage and Figure 5 Flood Control District WOCV Outlet Orifice Drainage Criteria Manual (V.3) Perforation Sizing nie: Nwfl.dn 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 It Centroid Elevation 4,964.39 It Tailwater Elevation 4,963.65 ft Discharge Coefficient 0.65 Results /e �{ Diameter 6.3 in � --�' � Headwater Height Above Centroic 2.61 It Tailwater Height Above Centroid -0.74 It Flow Area 0.2 112 Velocity 8.42 ft/s Notes: Note: Use 6" I..ambstongue Project Engineer: Cinde Welken d:\projects\137-003\drainage\detention\wq welr.fm2 Northenn Engineering Services Inc FlowMaster v7.0 [7.0005] 07/31/06 10:37:21 AM m Haestad Methods, Inc. 37 Brookside 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 Worksheet 100-yr Spillway Type Sharp Crested Rectangular Weir Solve For Headwater Elevation Input Data Discharge Crest Elevation Tailwater Elevation Discharge Coefficient Crest Length Number of Contractions Results 1.85 cfs —i PpnfG �c Pc.EaSE l�rTE 4,966.00 ft —IV': 4,964.15 ft 3.33 US / 4.14 it e}-- kttDTH �GOrt-, .STtevG-rD�E �NiD¢.TH i.1�AN. 2 Headwater Elevation 4,966.26 ft Headwater Height Above Cres 0.26 It Tallwater Height Above Crest -1.85 It Flow Area 1.1 ft2 Velocity 1.69 fVs Wetted Perimeter 4.67 It Top Width 4.14 It Project Engineer: Cinde Welken d:\pro]acts\137-003\drainage\detention\wq weir.fm2 Northern Engineering Services Inc FlowMaster v7.0 [7.0005] 07/31/06 10:32:45 AM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 11 11 11 1 11 100-yr Detention Release Weir (Emergency Overflow) Worksheet for Sharp Crested Rectangular Weir Project Description Worksheet 100-yr Spillway (Emergency Overflow) Type Sharp Crested Rectangular Weir Solve For Headwater Elevation Input uata j/ r e2. Discharge 3.80 cfs -p /a7-y- FLoa-, 6nSAnlS Crest Elevation 4,967.00 it Tailwater Elevation 4,964.15 ft Discharge Coefficient 3.33 US 5c urH I.Jpt-L Crest Length 3.41 ft '`k Rr H Fever aSr2✓G7uRE Number of Contractions 2 Results Headwater Elevation 4,967.49 ft Headwater Height Above Cres 0.49 It Tailwater Height Above Crest -2.85 ft Flow Area 1.7 ft2 Velocity 2.27 ff/s Wetted Perimeter 4.39 ft Top Width 3,41 ft Project Engineer: Cinde Welken d:\projects\137-003\drainage\detention\wq weir.fm2 Northem Engineering Servlr Inc FlowMaster v7.0 (7.0005] 07/31/06 10:38:04 AM m Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Map Pocket Drainage Exhibit No Text