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Home My WebLink AboutDrainage Reports - 08/08/20022003 PROTOTYPE ELEMENTARY SCHOOL TIMBERLINE SITE FINAL DRAINAGE AND EROSION CONTROL REPORT for Pibu" dr Scho'l D1 t0 dti 2407 LaPorte Avenue Ft. Collins, Colorado 80521 Nolte Associates, Inc. 1901 Sharp Point Drive, Suite A Fort Collins, Colorado 80525 (970) 221-2400 May 28, 2002 I Pj 2003 PROTOTYPE ELEMENTARY SCHOOL ' TIMBERLINE SITE FINAL DRAINAGE AND EROSION CONTROL REPORT 1 for 2407 LaPorte Avenue ' Ft. Collins, Colorado 80521 by ' Nolte Associates, Inc. 1901 Sharp Point Drive, Suite A Fort Collins, Colorado 80525 ' (970) 221-2400 1 ' May 28, 2002 1 May 29, 2002 FC019501 ' Mr. Basil Hamdan City of Fort Collins Stormwater Utility ' P.O. BOX 580 Fort Collins, CO 80522 0 rJ L A RE: 2003 Prototype Elementary School - Timberline Site Final Drainage and Erosion Control Report Dear Mr. Hamdan: NO= BEYOND ENG INEERI N G We are pleased to submit the "2003 Prototype Elementary School - Timberline Site — Final Drainage and Erosion Control Report " for your approval. We have incorporated the results of our meeting on February 7, 2002 as well as second round comments (May 6, 2002) into the design the off -site and on -site storm water runoff. The results that were agreed upon in this meeting that affect the school site were: • Runoff collected from the eastern portion of Timberline Road at the designed low point will be conveyed via a storm sewer to the school's on -site water quality/detention pond; • Runoff collected from the northern portion of Zephyr Road (a.k.a. Timber Trail Road) at the designed low point will also be conveyed via a storm sewer to the school's on -site water quality/detention pond; • The release rate from the on -site detention has been reduced from 25.1 cfs to 17.1 cfs to allow 8 cfs to be released from the land/basin area west of Timberline Road; • Off -site runoff from the north property will be required to release runoff at a rate of 2 cfs upon development; The report also has included findings presented in the "Timbers P.U.D. Final Drainage Report" by TST Consultants (dated Nov. 2001) as it pertains to our site. This report was prepared in compliance with technical criteria set forth in the Storm Drainage Design Criteria and Construction Standards (revised January 1997) for the City of Fort Collins. If you have any questions or need further clarification, please call me at your convenience. Sincerely, NOLTE ASSOCIATES, Thomas M. Ochwat, P.E. Project Manager NOLTE ASSOCIATES, INC. 1901 SHARP POINT DRIVE, SUITE A FORT COLLINS, CO 80525 970.221.2400 TEL 970.221.2415 FAX WWW.NOLTE.COM �p�°�epew„ ZIP J. lI �Q�cePro�Ttiyo, c s O Z> O CIO N' ° `'OOeseoo��y`�: NAFC0199DmiRage\WotdWminage `pt I05-29-02.doc Final Drainage & Erosion Control Study - B E Y O N D E N G IN E E R ING 2003 Elementary School — Timberline Site TABLE OF CONTENTS ' PAGE 1.0. INTRODUCTION........................................................................................................1 t 1.1 Site Location..................................................................................................... 1.2 Existing Site Description...................................................................................1 I 1.3 Proposed Project Description............................................................................ 2 ' 2.0 VICINITY MAP.......................................................................................................... 3 3.0 METHODOLOGY.......................................................................................................4 ' 3.1 Compliance with Standards............................................................................... 4 3.2 Analytical Methods........................................................................................... 4 4.0 HISTORIC DRAINAGE CONDITIONS...................................................................... 4.1 Major Basin Description.................................................................................... 4 4 ' 5.0 DEVELOPED DRAINAGE CONDITIONS................................................................. 5.1 General Concept ........................... 5 5 5.2 Basin Descriptions............................................................................................. 5 5.3 Detention/Water Quality Pond Design............................................................... 7 6.0 STORM SEWER SYSTEMS........................................................................................ 8 ' 7.0 6.1 General Concept............................................................................................... EROSION AND SEDIMENT CONTROL................................................................... 8 9 ' 7.1 General Concept............................................................................................... 7.2 Existing Site Conditions.................................................................................. 9 10 7.3 Soils.............................................................................................................10 7.4 Schedule......................................................................................................... 10 7.5 Construction Materials and Equipment............................................................ 11 ' 8.0 CONCLUSIONS........................................................................................................11 8.1 Drainage Concept........................................................................................... 11 REFERENCES........................................................................................................... 12 C A ' Nolte Associates, Inc. N:\FC0195\Drainage\Word1FC019501_DrngRpt_Final.doc NOTE Final Drainage & ' BEYOND ENGINEERING Erosion Control Study 2003 Elementary School — Timberline Site APPENDIX ' • Developed Hydrology • Street Capacity and Inlet Design • Storm Sewer Design • Detention/Water Quality Pond Design • Erosion Control Calculations • Design Charts, Tables and Graphs ' • Supplemental Information From Others BACK POCKET — Overall Drainage Plan ' - Timbers P.U.D. Developed Drainage Plan - Final Grading and Erosion Control Plan 1 r.: ' Nolte Associates, Inc. N:\FC0195\Drainage\Word\FC019501_DrogRpt_Final.doc M I 1 1 J NOLTE Final Drainage & Erosion Control Study BEYOND ENGINEERING 2003 Elementary School — Timberline Site 1.0 INTRODUCTION 1.1 Site Location The proposed 2003 Elementary School site (Site) is located along Timberline Road north of the Westchase PUD and borders along the north boundary of the proposed the "Timbers PUD". The school parcel is also bounded by the Mail Creek Ditch to the east and vacant farmland to the north. More particularly, the Site (11.434 acres) is a parcel of land designated as Tract "A" of the Minor Land Division — Poudre School District And Paragon Point Partners, LTD which lies within the South Half of the Northwest Quarter of Section 8, Township 6 North, Range 68 West of the 6t' Principal Meridian, County of Larimer, State of Colorado (see Vicinity Map, page 3). 1.2 Existing Site Description In general, the Site slopes at one percent to the south and east towards Fossil Creek and Fossil Creek Reservoir. The Site's present use is agricultural with hay as the main crop. The Mail Creek Irrigation Ditch traverses along the eastern property line of the parcel Presently, the areas surrounding the proposed school site consist of farm and hay fields. However, proposed land development to the south for multi -family residences (Timbers P.U.D.) are in the final design and municipal approval process. Westchase PUD, a 408 lot single-family subdivision located south of the school site and the Timbers site, is currently under construction with the installation of utilities and roads. The existing soil conditions on the Site consist of an approximate 6-inch layer of cultivated silty topsoil, underlain by lean clay with sand, lean clay, and sandy lean clay extending to the depths explored to the bedrock below (Ref. 6). Groundwater Nolte Associate, Inc. l N:\FC0195\Drainage\word\FC019501_DmgRpt_Final.doc NOL�� Final Drainage & ' BEYOND ENGINEERING Erosion Control Study 2003 Elementary School — Timberline Site was encountered and noted in the Site's soil boring logs to range between ' approximate depths of 8- to 15-feet below existing site grades. The geotechnical engineering report prepared by Terracon (11/09/01) indicates that on -site subsoil ' conditions are suitable for the proposed construction. ' 1.3 Proposed Project Description The proposed development will be annexed and zoned for school use. The Fort Collins 2003 Elementary School will be modeled similar to the 2002 Prototype ' building. This school will provide educational resources for approximately 600 students. The school building has a roof area of 1.17 acres. The landscape areas on ' the west side of the school (along Timberline Road) will have berms varying in height from 2- to 4 feet. The area to the south of the school building will be the playground area. The playground areas will incorporate basketball courts (2), other hard surface playing areas such as foursquare and tetherball, a mulched area for ' swings and playground equipment and small sandbox play areas (refer to landscape plans). To the east of the school building and playground area will be multi -use playing fields (soccer and baseball) and a site detention facility. Timberline Road (County Road 11) is currently a 24-foot wide paved street used for local access with an existing eastern right-of-way of 40 feet. The east side Timberline Road will be widened and upgraded by the developers of Westchase and The Timbers PUD to meet the street cross section equivalent to City of Fort ' Collins' 4-lane arterial road. David Evans and Associates (DEA), Civil Engineers for the Westchase PUD, have designed the Timberline Road improvements that ' will be built at the same time as the school. Nolte has coordinated curb return information with DEA that relate to the Timberline Road construction plans. The ' proposed street section will increase to have an 83-foot flowline to flowline arterial street and have an increased east right-of-way width of 59.5 feet. There will be a ' None Associates, Inc. 2 N:\FC0195\DmimgelWord1FC019501_DmgRRpt_Final.doc IA NCU E Final Drainage & Erosion Control Study BE Y O H D E N G IN E E R ING 2003 Elementary School — Timberline Site 36-foot wide entrance to the Site on Timberline Road to provide for bus access and faculty parking. ' 2.0 VICINITY MAP I 1 t t 1 •I I — — — — — — e+.�,,,, THARMONY ROAD — — — — _ • 125 ZIEGLER ROAD TIMBERLINE @OAD a — "ll 1 IECHTER ROAD CR3 \ � PROJECT SITE } Printed from TOPOI ®1997 Wildflower ProdwW=(www.topo.=4 ' tiolte:tsoclales.Inc. 3 N:\FC0195\Draimge\WordWC019501_DragRpt_FinsLdoc 1 NOLTE Final Drainage & Erosion Control Study BEYOND ENGINEERING 2003 Elementary School — Timberline Site Proposed Zephyr Road that will border the Site to the south has been designed by TST Consultants as part of the construction plans for the Timbers PUD and meets the street cross section equivalent to City of Fort Collins' 2-lane minor collector ' street (76-ft R-O-W). There will be a 30-foot wide entrance to the Site on Zephyr Road to provide for parent drop-off and visitor parking. ' 3.0 METHODOLOGY 3.1 Compliance with Standards ' The following Preliminary Drainage & Erosion Control Study was prepared in accordance with the design requirements and procedures set forth in the City of ' Fort Collins (City) Storm Drainage Criteria and Construction Standards (Criteria — Ref. 1) and Urban Storm Drainage Criteria Manual (Manual — Ref. 2) by the Urban Drainage and Flood Control District. ' 3.2 Analytical Methods The Rational Method was used to calculate 10 and 100-year developed flows. The ' Rational Method is widely accepted for design problems involving small drainage areas (<160 acres) and short times of concentration. Mathematically, it relates ' peak discharge to the runoff coefficient, rainfall intensity, and drainage area. Runoff coefficients and rainfall intensity data were obtained from the Criteria. 4.0 HISTORIC DRAINAGE BASINS ' 4.1 Major Basin Description The Site lies within the Fossil Creek Reservoir Drainage Basin watershed. A ' master drainage study does not exist for this portion of the basin. However, topography shows that this site drains to Fossil Creek Reservoir. Per this report, ' the historic land use is agricultural and proposed land use as low density mixed use ' Nolte Associates, Inc. 4 N:\FC0195\Drainage\Word\FC019501_DmgRpt_Final.doc 10 I I 1 1 0 NOLTE Final Drainage & BEYOND ENGINEERING Erosion Control Study 2003 Elementary School — Timberline Site 5.0 DEVELOPED DRAINAGE CONDITIONS 5.1 General Concept In general, developed flows from the proposed site improvements will sheet flow or be conveyed via two storm pipe systems in an easterly direction to the proposed on -site detention/water quality pond. Developed flows along the Site's west side and along the future improvements of Timberline Road will flow north via curb and gutter to a proposed inlet at the low point in the street. In an effort to achieve environmental sustainability, a porous pavement alternative (GravelPave) for the faculty parking lot will be a construction bid alternate to the typical asphalt pavement. Runoff that is collected in the storm drain pipes will be routed to the detention pond where a water quality outlet structure is designed to regulate the release rate. 5.2 Basin Descriptions Basin 100 and 101 are the rooftop of the school (1.17 ac). Stormwater that collects on the school rooftop will sheet flow to drains located toward the center of the roof. The mechanical engineer has designed the roof drains and piping using the Uniform Plumbing Code. This water will be piped to the center of the building and route flows to the south of the building. Storm pipes will pickup these flows and continue to route the stormwater into system 300. Basin 200 (1.43 ac) incorporates the west entrance drive, faculty parking and bus drop-off. The developed runoff from Basin 200 flows overland through landscaped areas before entering paved areas where the water will sheet flow within the proposed curb and gutter systems to a 10' Type `R' inlet. Basin 201 (0.14 ac) and 202 (0.10 ac) border the building to the north. Area inlets located within local low 1 Nolte Associates, Inc. 5 N:\FC0195\Drainage\Word\FC019501_DmgRpt_Final.doc J I t 7�1 NOLTE Final Drainage & BEYOND ENGINEERING Erosion Control Study 2003 Elementary School — Timberline Site points collect the stormwater in 18" diameter area inlets. Basin 203 (0.23 ac) and 204 (0.61 ac) slope to the north across landscaped areas and runoff is collected in 18" diameter area inlets. Runoff from Basin 300 (0.72 ac) encompasses the southern parking lot that will be used for visitor parldng and parent drop-off. Stormwater will traverse the site over pavement to curb and gutter routing the water to a 10' Type `R' curb inlet. Basins 302 (1.33 ac) includes a portion of Zephyr Road and the hard surface playing areas. The runoff sheet flows to curb and gutter and is routed to a 10' Type 'R' curb inlet at D.P. 302. Basin 304 (0.41 ac) consists of a portion of the north half of Zephyr Road and runoff is attenuated at the inlet at design point 302. The runoff from Basin 303 (0.84 ac) sheet flows to the south across the playground area, which consists of sand, wood chips, and grass. This runoff is collected in area inlets at D.P. 303. These flows are then routed to the east to the pond. Basin 305 (0.37 ac) attenuates the half -street runoff from Zephyr Road at an existing 5' Type `R' inlet. The inlet is adequately sized for the change in basin boundary created by development of the Site. The off -site basins are designated as the 400-series. Basin 400 (1.51 ac) encompasses the half street flows from Timberline Road and routes runoff to a 10' Type `R' inlet, which will enter system 200 at D.P. 400. Basin 401 to Basin 404 (5.05 ac +/-) is the undeveloped area bordering the Site to the north. Runoff from the area located on the west side of Timberline Road will be collected by others, see Construction plans for the Timbers, P.U.D. for more information. Basin 500 (2.58 ac) slopes to the east across playing fields at mild slopes around 2%. Runoff from Basin 500 flows overland and enters Basin 501 (0.62 ac), which Nohe Associates, Inc. 6 N:\FC0195\Drainage\Word\FC019501_DmgRpt_FinaLdoc 1 NOTE Final Drainage & Erosion Control Study BEYOND E N G I N E E R I N G 2003 Elementary School — Timberline Site is delineated as the detention pond area. Stormwater flows are attenuated at the outlet structure located in the southeast corner of the pond. 5.3 Detention/Water Quality Pond Design The water quality pond for the 11.43-acre Site uses the affected developed areas of ' 11.84 acres. The area to the north (5.05 ac) is not being developed at this time. The area to the north will have a maximum release rate of 2.0 cfs at the time of D.P. development (See 404). The water quality pond was designed using Urban Storm Drainage Criteria Manual Volume 3 — Best Management Practices (BMPs) "Design Procedure Form: Extended Detention Basin (EDB)", (See Appendix D). ' The required 100-yr detention volume was calculated using the FAA method. Utilizing the Urban Drainage software, Hydropond, a volume of 0.70 ac-ft is ' needed. ' The water quality capture volume (WQCV) is based on the tributary area draining to the pond as well as the percentage of the total area that is impervious. The Site ' has an imperviousness ratio of 46D/o. This includes all impervious areas such as pavement, sidewalk, and rooftop compared to the landscaped areas. A WQCV of ' 0.231 ac-ft will be required, based on calculations obtained from the Urban Drainage manual. The total volume required is 0.93 ac-ft, the actual volume for the ' proposed detention pond is 2.82 ac-ft. These calculations can be found in Appendix D. 1 Detention requirements for developing the school site have been modified based on ' the drainage criteria presented in the Final Drainage Reports for the Timbers and Westchase PUDs. Based on these reports, a release rate of 17.10 cfs was ' determinedfor the school site and the remaining undeveloped parcel (off -site to Nthe north). Runoff from the east half of the full width of Timberline Road and ' Nolte Associates, Inc. 7 N:TC0195\DminagolWmMC019501_DmgRpt_Final.doc P I NO4=TE Final Drainage & BEYOND ENGINEERING Erosion Control Study 2003 Elementary School — Timberline Site ' 6.0 1 L L P north half of the proposed Zephyr Road will also be conveyed to the detention pond and to be released at the above rate. The outlet structure is designed per the Manual utilizing the EDB worksheet. A plate with one column of 8 — 29/32" diameter holes will control the release of Stormwater. The pedestrian_ grate on top of the Type C outlet structure will be set at the WQCV elev. An 8" diameter orifice plate will regulate the release of the major event runoff to 17.1 cfs. A 30" RCP will route the stormwater to the system provided by the Timbers, P.U.D. If the inlet should become clogged, stormwater would overtop the curb and gutter and enter the inlet at D.P. 305. If this inlet were to become clogged, the water would pond up to 4953.50 and enter Mail Creek Ditch. STORM SEWER SYSTEMS 6.1 General Concept There are two storm sewer systems, one running across the north side of the school and the other along the southern border of the Site. The system to the north, System 200, captures flows from design points 400 and 200-204. The main reach of pipe will be 30" HDPE ADS N-12 running at 0.50%. Area inlets will be ADS Nyloplast standard inlet area grates. This pipe has no "wet" utility crossings. The system outfalls into the detention pond located in the southeast comer of the Site. The system to the south is designated as System 300. This system begins with a 10' Type `R' inlet at D.P. 300. Storm water that is collected at design points 300- 303 are conveyed by NRCP pipe east to the detention facility. The area inlets within the playground area will also be Nyloplast standard inlet area grates. ' Nolte Associates, br. 8 N:\FC0195\Draimge\Word\FC019501_DmgRpl_Final.doc Final Drainage & � BEYOND ENG INS BRING Erosion Control Stu 2003 Elementary School — 77mberline Site N Roof drainage is collected within the school and routed to the connection points designated by DP 100 and 101. HDPE ADS N-12 pipe will route the flows south to a manhole (MH-3) intersecting System 300. ' 7.0 EROSION AND SEDEVIENT CONTROL 7.1 General Concept The 2003 Elementary School site lies within the moderate Rainfall Erodibility Zone ' and the moderate Wind Erodibility Zone per the City of Fort Collins zone maps. The potential exists for erosion problems during and after construction until the disturbed ground is again vegetated. ' The Erosion Control Performance Standard (PS) during construction for this project was computed to be 78.03 per the criteria in the City of Fort Collins Erosion Control Reference Manual for Construction Sites. The Effectiveness ' (EFF) of the proposed erosion control plan was calculated to be 80.8. ' The proposed erosion control methods meet the City of Fort Collins' requirements. Calculations can be found in the appendix. Erosion control during ' construction of this project will consist of silt fencing installed around the Site's disturbed areas that will be graded and have the potential for sediment to be ' transported off the Site. The Grading and Erosion Control Plan in the construction drawings (see back pocket) indicates the type and timing of proposed measures. ' Once the foundation is in place and floor slabs constructed, the potential for erosion will be minimized. Generally, developed storm flows will travel to the ' detention/water quality pond via curb and gutter,, landscape swales, and storm sewer systems during and after grading and construction. Thus, sediment not ' detained by the inlet protection filters (gravel filters and straw bale barriers) will be conveyed to the detention pond, which will also act a sediment trap during construction. Notre Associates, Inc. 9 N:\Fc01950niinwg WmUc019501_n WRptjh>v.doc NOL�� Final Drainage & ' Erosion Control Study BEYOND ENGINEERING 2003 Elementary School — Timberline Site N ' 7.2 Existing Site Conditions In general, the Site slopes at one percent to the south and east towards Fossil ' Creek and Fossil Creek Reservoir. The Site's present use is agricultural with hay as the main crop. The Mail Creek Irrigation Ditch traverses along the eastern ' property line of the parcel. ' 7.3 Soils The subsurface soils at the Site consist of an approximate 6-inch layer of cultivated ' silty topsoil, underlain by sandy lean clay, lean clay with sand, clayey sand and silty sand extending to the depths explored to the bedrock below. Reference the ' geotechnical report for more detailed information (Ref. 6). t7.4 Schedule Silt fencing will be installed first followed by clearing and grubbing and overlot ' grading for the Site. Next will be the placement of the vehicle tracking control at the construction entrance. The proposed utility and building construction will ' occur next. Inlet protection will be installed during the construction phase of the landscape storm sewer. Prior to the final grading and landscaping, erosion control matting will be installed at curb cuts and storm sewer outlet locations. Paving and landscaping will follow subsequently. After permanent vegetation is stabilized, the ' inlet protection as well as the silt fence will be removed. ' The estimated start of construction for the site has been set for May, 2002 and ' completion to be one year later. The school is scheduled to open in the fall of 2003. P ' None Associates, Inc. 10 N:\FC01951Drainage\Word\FC019501_DmgRpt FinaLdoc I P N ;P= Final Drainage & B E Y O N D E N G IN E E R I MG Erosion Control Study 2003 Elementary School — Timberline Site 7.5 Construction Materials & Equipment The contractor shall store construction materials and equipment on site in such a manner that the materials and equipment will not impact Mail Creek Ditch. The Contractor shall also provide an area for maintenance and fueling of equipment in a confined area on site from which runoff will be contained and filtered prior to entering the ditch. Contaminated soils from fuel spills shall follow state and local criteria for removal. 8.1 Drainage Concept The proposed drainage concepts presented in this study and shown on the drainage plan adequately provide for the conveyance of developed runoff for detention and water quality purposes from the proposed development and adjacent off -site basins. Water quality will be provided via bio-swales, grass turf swales and the detention pond in the southeast comer of the Site. This ensures that the proposed development will have limited negative impact to downstream conveyance facilities under the designed storms. 1 Nolte Associates, Inc. 11 N:TCO]95UDrainagelWord1FC019501_DmgRpt_Final.doc NOLTE Final Drainage & 1 Erosion Control Study B E Y O N D Ell G I N E E 0. 1 N G 2003 Elementary School — Timberline Site REFERENCES 1 1. Storm Drainage Criteria and Construction Standards Manual. City of Fort Collins Stormwater Utility, Colorado, May 1984. ' 2. Urban Storm Drainage Criteria Manual. Denver, Colorado, prepared by Wright - McLaughlin Engineers, March 1969. ' 3. Fossil Creek Drainage Basin — Master Drainage Plan — Final Report. prepared for City of Fort Collins, prepared by Simons Li and Associates, Inc., August 1982. 1 4. Final Drainage ftort for Timbers PUD. prepared by TST Consultants, Inc., November 16, 2001. 5. Final Drainage Report for Westchase PUD. prepared by David Evans and Associates, 1 Inc., last revision: November 3, 2000. 6. Geotechnical En 'ngr eering Report. Proposed 2003 Elementary School. Northeast Corner of Timberline Road and Timber Trail Road. Fort Collins. Colorado, prepared by ' Terracon, November 9, 2001. 1 1 1 1 1 1 1 w 1 Nolte Awociates, Inc. 12 N.NFC0195\Dndnage\Wotd1FC019501_DmgRpt_Final.doc No Text Project#: FC0195 Project Name: 2003 Elementary School 1 Calculated By: JEP Date: 5/28/2002 1 Per Table 3-3 (City of Fort Collins Storm Drainage Design and Construction Standards) Cimpervious 0.95 CT°r1= 0.50 C2 to 7% ta"m 0.25 CG,e d= 0.50 ' C,2% u,n 0.20 NO B E Y O N D E N G I N E E R I N G Total Total Total Total Total Basin Impervious 2 to 7% Lawn <2% Lawn Artificial Turf Gravel 10 yr. 10 yr. 100 yr. 100 yr. Overland Average Channelized Average Area Area Area Area Area Area Area %Impervious Composite"C" Cf CCf Cf CCf Basin Length Slope Length Slope ft2 ac. ft2 fr2 fr2 fr2 fr2 ft % ft 100 45,843 1.05 45,850 0 0 0 0 100% 0.95 1.00 L- 0.95--1 1.25 E -' -I:Q0_: { 100 60 0.50 120 0.50 101 s 4.643 0.11 4,643 0 0 0 0 100% 0.95 1.00 0 F' 95 ' 1.25 a1�00 ; j 101 68 0.50 50 0.50 200 Rat' 62,420 1.43 37,521 19,254 0 0 5 645 60% 0.69 1.00 j 0 69 i 1.25 i 'OS87� 200 , 139 1.60 176 0.81 201 5 6.113 0.14 715 5,398 0 0 0 12% 0.33 1.00 j 033 'r.j 1.25 { 04 201•' 93 4.09 0 0.00 202 . Pf 4,315 0.10 600 3,715 0 0 0 14% 0.35, 1.00 ` . 1.25 202 21 9.50 58 2.60 203 5 10,100 0.23 2,353 7,748 0 0 0 23% 0.41 1.00 'RO''521 11 203 74 ! 3.23 81 2.31 204 t'� 26,400 0.61 1,560 24,840 0 0 0 6% 0.29 1.000 1.25 036.* j 204 111 j 2.70 j 96 2.00 300 4 31,578 0.72 26,064 5,515 0 0 0 83% 0.83 1.00 t 0 83 ^ � 1.25 91!00 t � 300 1 44 1 10.40 300 1.61 301 P 6,803 0.16 4,485 2,319 0 0 0 66% 0.71 1.00 0 7L' 1.250_89 301-. 81 ! 2.00 59 2.43 302 Q 57,998 1.33 44,591 12,247 0 0 1,160 77% 0.79 1.00 j, .079 'r; 1.25 099 .' j 302 59 2.00 701 0.90 303 Q 36,530 0.84 3,727 32,803 0 0 0 10% 0.32 1.00 032'`-d 1.25 ," X40z .j 303: 81 1.73 128 254 304 9,010 17,861 0.41 10,749 7,112 0 0 0 60% 0.67 1.00 11L, 0 67 { 1.25 Cr `S0 84 ;j 304 33 2.00 282 0.50 305 RN 16,306 0.37 13,397 2,909 0 0 0 82% 0.83 1.00 1s 0 83 'j 1.25 305 i. 33 2.00 269 0.50 400/ /IOW 65,580 1.51 53,190 12,389 0 0 0 81% 0.82 1.00 j 0`82::"j 1.25 400- 59 2.00 632 0.72 401/ 1NIP 142,454 3.27 0 0 142,454 0 0 0% 0.20 1.00 1.25 401 1 375 0.43 290 0.35 402' 1Y)P1. 35,943 0.83 0 0 35,943 0 0 0% 0.20 1.00 0'20- f 1.25 0�5 402 255 0.53 78 2.00 40Y ^W 26,736 0.61 0 0 26,736 0 0 0% 0.20 1.00 1.25 403 181 0.64 89 j 2.00 404-/ ✓ 14,820 0.34 0 0 14,820 0 0 0% 0.20 1.00 14400,,,71.25 404 j 103 0.78 113 i 2.60 500 65, 112,527 2.58 0 112,527 0 0 0 0% 0.25 1.00 00 150 2.00 347 1.15 501 65 27,114 0.62 0 27, 114 0 0 0 0% 0.25 1 00 w Or25 `i 1.25 T#Or31 501 ; 1 0.50 ! 1 0.50 1 Total Site 7521.085 17.27 249,445 275,891 219,952 i 1 1 0 6,805 033 0.47 1.00 0.47 1.25 0.59 1. -j l FC0195 Rational-FortCollins-20020326.xls ! 9:27 AM h ° a N C Q.I j Gz1 v T F" L o urn Z c C U � U U 1 0 vi 0 vt P WlvilW clo 08 � h vi h eI°Ol�ivi1 vs Rio P " PI_�\OI Nt� ?.�. N Ivf h OI vtM,Q 1 M vi POr I ;vI I IQ SIN I I — P o N1 O o OIP oIo h r N �DIP'N:rIW j I v.� 0 W I O'N 0- on ervolvoio —!'IP J NI—•� — —I— O NifV N N e�f � fV•-i-l- C:NiN NI-1 O O00 O �'C O �D Q Plvef. 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NIWI'V110 I I 10 h O OOIN Nlop I P V' N m O P � I � Imlr I Q 1 f N�QO m!011n r1rmIQ -r N Q PmIN Q r r �O m �• 00 NIN v1 m of :OOIP —_— O Q I�;Ni�0i�i0 v1 OO N N .-• r PIfV N oO O � ^ � N rI� � •� m ,O OI� I Q,PIm!N�� I N NIrry I( N N O OIO ON I O l .'S:001� m-�IQI�IQ � P �Imlm P V1 vt � mO) I "`�O rl-mlN� :710 00 Q;Qlv1 I m O P 0 00 P P OiQ Q m O O O O V1 N N N h N of N - m m • I � �=INININININ i NiN N N N N N N N N N NIN N ^I^i I vf v-Plm i I •vf-;PIm � P N rmIN O O OOI'�IhI I 1 rr^.Dim O:O�OO �"• Q:N 01010.0 OOIr rimU O O10 W O W O N OO NNNININ O OO101 I ^.�IVQtO•N�vir b OQO�Q MIh N 0m0 h �I -'C.Ji- j�0101^JO O� OIOIO m 0 0 0 N Oi 0iOl0 Oi^Olj O O O O O O O O O O O O O I N N�NIN N m m m m m m Q Q Q Q Q h h I C j I I i i 'Q Jr. I lo 0 0 0 0 0 0 0 0 0 0 0 I——NINiN�NiN I � t i I m m m m m m Q Q Q Q Q h hi ; r N O U) N viF O y y C N H 3 00 2>p U `m °E�mm V D N n T y O > m O m a m rn c w e d O 00 O OO y 11� >: U U O *6 0 Z °. 1 C 11 7�j Job Number: m FC0195 Project 2003 Elementary School Date: 5/28/2002 CalculatedBy: JEP Design Storm 10 year (Developed) B E Y O N D E N G I N E E R I N G DIRECT RUNOFF Design Rainfall Basin Point Area of Area CG 4 CC, • A Intensity Flow (Q) Design acre(s) min acre(s) in/hr cfs 1 2 3 4 (5 6 7 8 (9I 100 100 100 1.05 0.95 1 5.00 1.00 4.87 4.87 101 I 101 1 101 0.11 0.95 i 5.00 0.10 4.87 0.49 200 1 2 )0 1 200 1.43 0.69 1 9.30 0.99 3.93 3.91 201 I 201 1 201 0.14 0.33 ! 8.67 0.05 4.07 0.19 - 202 1 202 1 202 0.10 0.35 i 5.00 0.03 4.87 0.17 1 203 203 1 203 0.23 0.41 1 8.07 0.10 4.20 0.40 204 204 204 0.61 0.29 1 12.20 0.18 3.52_ 0.62 300 300 300 0.72 0.83 5.00 0.60 4.87 2.92 301 1 301 301 0.16 0.71 5.51 0.11 4.76 0.53 302 I 302 1 302 1.33 0.79 9.66 1.06 3.85 4.07 303 301 303 0.84 0.32 5.51 0.27 4.76 - -.128 - 1 304 301 1 304 0.41 0.67 ' 11.49 0.28 3.60 1 305 1 301 1 305 1 0.37 0.83 1 48.61 0.31 1.61 0.50 - 400 1 400 1 400 1.51 0.82 11.49 1.23 3.60 .. 4.44 - - 1 401 1 401 1 401 1 3.27 0.20 48.61 0.65 1.61 1.05 402 I 402 1 402 0.83 0.20 33.82 0.17 2.05 0.34 403 403 1 403 0.61 0.20 26.97 0.12 2.35 -' 029 '- c 404 404 1 404 0.34 0.20 19.33 0.07 2.80 0:19 500 500 1 500 2.58 0.25 19.05 0.65 2.83 -.1.82 501 501 1 501 0.62 0.25 5.00 0.16 .4.87 0.76 ROUTED FLOWS Design Rainfall Point Area of Area'CCf 4 Itnensity Flow (Q) Design acres) min in/hr cfs 1 302 302,303 1.33 9.66 3.85 ' FC0195_Ratioml-Fort Collins-20020326.xis 10:21 AM 0 u [1 k 0 4 +» �` .�. .�-•=E:>� :. _-,e 1 QO-ven� Develon`e unafJ' . Job Number: FC0195 Project: 2003 Elementary School NO�� Date: 5R82002 Calculated By: JEP Design Ste= 100 year (13mcloped) BEYOND E N G I N E E R I N G DIRECT RUNOFF Design Rainfall Basin Point Area of Area CQ t. CCr' A Intensity Flow (Q) Design acres) nun acm(s) in/hr cfs (1) (2 3 (4 (5) (6) (7 (S) (9 100 I 100 ( 100 1.05 1 1.00 5.00 1.05 9.95 70.47 . 101 I 101 I 101 0.11 1.00 5.00 0.11 9.95 :L06. -- 200 200 200 1.43 0.87 6.03 1.24 9.49 -" 11.79 _ 201 201 201 0.14 0.41 7.73 0.06 8.73 `. -'0.51 �. 1 202 202 -1 I 202 0.10 I 0.43 5.00 0.04 9.95 0.43 j 203203 I 203 0.23 1 0.52 6.95 0.12 9.08 - • 1:09.- I 204 I 204 I 204 1 0.61 0.36 11.17 1 0.22 7.44 1:64 300 I 300 I 300 0.72 1 1.00 5.00 0.72 9.95 7-21 -.-- 301 301 -1 I 301 0.16 0.89 5.00 0.14 9.95 <'138 302302 302 133 0.99 7.40 1.32 8.88--. `11':73.�," 303 303 1 303 0.84 0.40 10.68 034 7.56 - a".:'r2.55"`q,- - 304 1 304 I 304 0.41 1 0.84 5.55 0.34 9.71 `,:3:34' -':' i 305 305 305 0.37 1.00 5.00 0.37 9.95 3.72'-, " 400 I 400 I 400 1.51 I - 1.00 735 1.51 8.90 - -13:40 =- _ 401 I 401 I 401 3.27 I 0.25 46.22 0.82 I 3.40 "...> 2.78 - -- 402 I 402 I 402 0.83 1 0.25 I 31.97 0.21 I 4.35 - 0.90 1 403 i 403 I 403 I 0.61 0.25 25.51 0.15 4.93 `0.761-'-r1 404 I 404 I 404 02.58 0.25 1830 0.09 5.91 ' 'r 0:50. _" 500 i 500 I 500 0334 1 1791 0.81 5.98 "`'`4'.83',._-:_:.- 501 i 501 501 ,62 031 5.00 1 0.19 1 9.95 1: " 3M 7..-`_ ROUTED FLOWS Design Rainfall Point Area of Area•CCr 4 Intensity Flow (Q) Design acre(s) null in/hr I cfs ' 1 302 1 302,304 1 1.66 1 7.40 1 8.88 `14.78'^-E M ' FC0195_Rational-Fort Collins-20020326.xls 9:29 AM t;_� {� �y T. 1 '��'.: w,r, kfi¢�s}t�....: N".t��In�-'� _ate _..t .i�i�A J 'rEa �i �i�i'.�b".. .. �<iz4" 3' ti S..:YS{,:x.. #a T �p,Y 1: ' SUBJECT - �O� At) JOB NO. --'-DESIGNED BY NA,oZ�oz DATE I I ryac,;-,y CC4.1 C-LA CA 1 11 lei by 15TI 1,)C. 71'\A SiE:P- 79?�l L 60/a L zz- 3- -T 9 YJAL IZTJ+ T6, AC OIL M, 7co) Ic cs c lZb.5 -T - s-�_Z fs= _1 3.�� Fs Oki 7--J� J ti ' Theoretical Capacity Timberline Road ' Worksheet for Irregular Channel N Project Description Worksheet Timberline Road Theoretical Capacity Flow Element Irregular Channel Method Manning's Formula ' Solve For Discharge Input Data Slope 0.007800 ft/ft Water Surface Elevation 100.00 It ' Options Current Roughness Method Improved Lotter's Method Open Channel Weighting Method Improved Lotter's Method ' Closed Channel Weighting Method Horton's Method Results ' Mannings Coefficient 0.015 Elevation Range 99.18 to 100.65 Discharge 54.71 cfs ' Flow Area 14.3 ft' Wetted Perimeter 49.18 It Top Width 48.66 It Actual Depth 0.82 ft ' Critical Elevation 100.05 ft Critical Slope 0.004820 ft/ft Velocity 3.83 ft/s ' Velocity Head 0.23 ft Specific Energy 100.23 ft Froude Number 1.24 Flow Type Supercritical ' Roughness Segments Start End Mannings ' Station Station Coefficient 0+00 0+06 0.013 0+06 0+16 0.035 0+16 0+19 0.013 0+19 0+49 0.016 0+49 0+51 0.013 ' Natural Channel Points Station Elevation (ft) (ft) ' 0+00 100.00 0+06 99.88 0+16 99.68 ' 0+17 99.68 0+17 99.18 0+19 99.34 0+51 100.15 0+51 100.65 n:\...\haestad\flowmaster\street capacity.fm2 Notte Associates Inc FlowMaster v6.1 [6140] 04/02/02 09:68:14 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Theoretical Capacity Timberline Road Cross Section for Irregular Channel P 11 [J 1 u P Project Description Worksheet Timberline Road Theoretical Capacity Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Section Data Mannings Coefficient 0.015 Slope 0.007800 ft/ft Water Surface Elevation 100.00 ft Elevation Range 99.18 to 100.65 Discharge 54.71 cfs 100.80 yS.UU 0+00 0+05 0+10 0+15 0+20 0+25 0+30 0+35 0+40 0+45 0+50 0+55 V:4.0❑ H:1 N TS u WL- taestadtflowmaster\street capacity.fm2 Nolte Associates Inc FlowMaster v6.1 [61417 01/23/02 12:02:46 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Flow Depth for Timberline Road (100-yr) Worksheet for Irregular Channel Project Description N Worksheet Timberline Road Flow Depth Flow Element Irregular Channel Method Manning's Formula ' Solve For Channel Depth Input Data Slope 0.007800 fl/ft ' Discharge 13.40 cfs Options Current Roughness Method Improved Lotter's Method Open Channel Weighting Method Improved Lotter's Method Closed Channel Weighting Method Horton's Method Results Mannings Coefficient Water Surface Elevation Elevation Range Flow Area Wetted Perimeter Top Width Actual Depth Critical Elevation Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow Type 0.014 99.72 ft 99.18 to 100.65 4.3 ft' 22.57 ft 22.06 ft 0.54 ft 99.76 ft 0.004999 fUft 3.11 ft/s 0.15 ft 99.87 ft 1.24 Supercritical Roughness Segments Start End Mannings Station Station Coefficient 0+00 0+06 0.013 0+06 0+16 0.035 0+16 0+19 0.013 0+19 0+49 0.016 0+49 0+51 0.013 ' Natural Channel Points Station Elevation (ft) (ft) P 0+00 100.00 0+06 99.88 0+16 99.68 0+17 99.68 0+17 99.18 0+19 99.34 0+49 99.99 0+51 100.15 0+51 100.65 n:\..thaestad\flowmasteftbeet capacity.fm2 Nolte Associates Inc FlowMaster v6.1 [614o] 04/02/02 09:57:36 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 1 1 M 1 1 1 1 1 1 1 1 N 1 Flow Depth Timberline Road (100-yr) Cross Section for Irregular Channel Project Description Worksheet Timberline Road Flow Depth Flow Element Irregular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.014 Slope 0.007800 ft/ft Water Surface Elevation 99.72 It Elevation Range 99.18 to 100.65 Discharge 13.40 cfs 100.80 10 0.20- 99.40 99.00 — ------ --- --- - 0+00 0+05 0+10 0+15 0+20 0+25 0+30 0+35 0+40 0+45 0+50 0+55 V:4.0❑ H:1 NTS n:\...\haestad\flowmaster\street capacity.fm2 Nolte Associates Inc FlowMaster v6.1 [614o] 04/02/02 09:57:54 AM 0 Haestad Methods, Inc, 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 1 SUBJECT NOLTE jOB NO. DESIGNED BY DATE CHECKED Y-- A c 2-(,2�4Zo 4Q S, �I FORT COLLINS ONLY TI AABE'PUAE: R.AAD 1 0 0 1 1 1 4 , V nn"' /—e_ e Median 7 12 Median Left Turn s� Lane LEFT TURN MEDIAN ROADWAY WIDTH: 83' RIGHT OF WAY WIDTH: 115' (min.) plus 30' (min.) utility easement. TRAVEL LANES: 4 lanes, 12' wide LEFT TURN LANE: 12' wide BIKE LANES: 2 lanes, 8' wide PARKING: None. PARKWAY: 10' (min.) width. Additional width optional. SIDEWALK: 6' (min.) width. Additional width may be required for higher pedestrian traffic in and leading to activity areas. MEDIA : Center Median: 19' wide landscaped; Left Turn Median: 7' wide landscaped. Barrier curb or out —fall curb and gutter. WHERE USED: These specifications shall apply as required by the Local Entity when a 4—lane arterial street is shown on the Master Street Plan, or when the traffic volume on the street is anticipated to be 15,000 to 35,000 vpd. DESIGN SPEED: 50 MPH SPEED LIMIT: 35-45 MPH ACCESS: Access will be limited. Points of access must be approved by the Local Entity. CONTINUITY: Unlimited FENCES: Fences shall be setback a minimum of 8' from the parkway edge of the sidewalk. LANDSCAPING: See Appendix "C" CURB AND GUTTER: Vertical curb and gutter. 4-LANE ARTERIAL STREET LARIAIER COUNTY APPROVED: ' URBAN AREA DESIGN DATE: 09/11/00 STREET STANDARDS FIGURE DRAIN BY: BKP FIGURE 7-2F I� GUTTER-CONVEYANCE-CAPACIT.Y- Project = FC0195 - 2003 Elementary School Street ID = D.P. 200, 100-Yr (North Parking Lot) 1 Street Side Walk Ts Crown ' Y" QW Qx L� Sx - W _ Do -�Sw T <------------------------> ' <- W><--------- T%-------- > Gutter street Street Geometry (input) ' Design Discharge in the Gutter Qo = 11.8 cfs Curb Height H = 6.00 inches Gutter Width W = 2.00 ft ' Gutter Depression Ds = . 1.52 inches Street Transverse Slope Sx = 0.0200 ft/ft Street Longitudinal Slope So = 0.0050 ft/ft Manning's Roughness N = 0.016 Gutter Conveyance Capacity ' Gutter Cross Slope Sw = 0.08 ft/ft Water Spread Width T = 20:20 ft Water Depth without Gutter Depression Y = 0.40 ft ' ater Depth with a Gutter Depression D = 0.53 ft Spread for Side Flow on the Street Tx = 18.20 ft Spread for Gutter Flow along Gutter Slope Ts = 6.37 ft ' Flowrate Carried by Width Ts Qws = .5.6 cfs Flowrate Carried by Width (Ts - W) Qww = - .2:0 cfs Gutter Flow Qw =. .. , 3.5 cfs ' Side Flow Qx = _; 8.3 cfs Total Flow (Check against Qo) Qs = 11.8 cfs ' Gutter Flow to Design Flow Ratio Eo = 0.29 Equivalent Slope for the Street Se = 0.04 ft/ft Flow Area As = 4.21, sq ft ' Flow Velocity Vs = 2.81 fps sD product VsD =. 1.49 ftz/s M ' LID -Inlet DP_200-100YR.xls, Street Hy 4/2/2002, 11:43 AM 1 1 M 1 1 1 1 1 1 1 1 1 1 1 M Project = TC0195 2003 Inlet ID = D.P. 200, 100 CURB•:OPENING''INLET'IN -A .SUMP Lu WP WP - rw Direction gn Information (Input) gn Discharge on the Street (from Street Hy) Qo = 11.8 cfs th of a Unit Inlet Lu = 5.00 ft Width for Depression Pan Wp = 3.00 ft Ling Factor for a Single Unit Co = 0.15 it of Curb Opening in Inches H = 6.00 inches e Coefficient Cd = 0.67 Coefficient Cw = 3.00 r Depth for the Design Condition Yd = 0.53 ft of Throat (see USDCM Chapter 6, Figure ST-5) Theta = 63.0 degrees )er of Curb Opening Inlets No = 2 a Weir al Length of Curb Opening Inlet L = 10.00 ft :)acity as a Weir without Clogging Qwi = 17.8 cfs gging Coefficient for Multiple Units Clog-Coeff = 1.25 gging Factor for Multiple Units Clog = 0.09 3acity as a Weir with Clogging Qwa = > - : 16.7cfs an Orifice 3acity as an Orifice without Clogging Qoi = 14.9 cfs )acity as an Orifice with Clogging Qoa = 13.5 cfs 3acity for Design with Clogging qa = t=; °<•<, ; :135: cfs 3ture Percentage for this Inlet = Qa / Qo = C% _ k-Va>` �100.00, % Note: Unless additional ponding depth or spilling over the curb is acceptable, a capture percentage of less than 100% in a sump may indicate the need for additional inlet units. ' LID -Inlet DP_200-100YR.xls, Curb-S 4/2/2002, 11:43 AM 1 1 M 1 1 1 1 1 1 1 1 GUTTER.CONVEYANCE CAPACITY: Project= FC0195 - 2003 Elementary School Street ID = D.P. 200, 10-Yr (North Parking Lot) Street Side Walk Ts cxoti Y ; QW �' Qx L� Sk H ' -�ST Dr <- W><--------- T"-------- > Gutter Street In Discharge in the Gutter Qo = 3.9 cfs Height H = 6.00 inches r Width W = 2.00 ft r Depression Ds = 1.52 inches t Transverse Slope Sx = 0.0200 ft/ft t Longitudinal Slope So = 0.0050 ft/ft ing's Roughness N = 0.016 :r Cross Slope Sw = 0.08 ft/ft �r Spread Width T = 12.88 ft ,r Depth without Gutter Depression Y = 0:26 ft ar Depth with a Gutter Depression D =" 0.38 ft ad for Side Flow on the Street Tx = 10.88 ft ad for Gutter Flow along Gutter Slope Ts = 4'.61'ft rate Carried by Width Ts Qws = -` 2.3.cfs rate Carried by Width (Ts - W) Qww = "0.5 cfs sr Flow Qw =.: 1.8 cfs Flow I Flow (Check against Qo) Qs = 3.9.cfs :r Flow to Design Flow Ratio Eo = ' 0.46 Talent Slope for the Street Se = 0.05 ft/ft Area As = 1.79 sq ft Velocity Vs = 2.19 fps product VsD = 0.84 ft2/s LID -Inlet DP_200-10YR.xls, Street Hy 4/2/2002, 11:44 AM 1 1 1 1 1 1 1 1 1 1 1 M 1 Project= FC0195-2003 Inlet ID = D.P.200, 10-Yr CURBS:O.P..ENING�INLETIIN.A`SUMP School WP Lu WP nw Direction Design Information (Input) Design Discharge on the Street (from Street Hy) Qo = 3.9 cfs Length of a Unit Inlet Lu = 5.00 ft Side Width for Depression Pan Wp = 3.00 ft Clogging Factor for a Single Unit Co = 0.15 Height of Curb Opening in Inches H = 6.00 inches Orifice Coefficient Cd = 0.67 eir Coefficient Ow = 3.00 ater Depth for the Design Condition Yd = 0.38 ft gle of Throat (see USDCM Chapter 6, Figure ST-5) Theta = 63.0 degrees Number of Curb Opening Inlets No = 2 a Weir al Length of Curb Opening Inlet L = 10.00-ft 3acity as a Weir without Clogging Qwi = 10.8 cfs gging Coefficient for Multiple Units Clog-Coeff = _ . 1.25. gging Factor for Multiple Units Clog = 0.09 3acity as a Weir with Clogging Qwa = " _ ., -10.2 cfs an Orifice )acity as an Orifice without Clogging Qoi = 10:7 cfs >acity as an Orifice with Clogging Qoa = 9.7 cfs )acitvfor Design with Clogging Qa =(_F •, . _= 97acfs Aure Percentage for this Inlet = Qa f Qo = C% _ Q- 100.001 % Note: Unless additional ponding depth or spilling over the curb is acceptable, a capture percentage of less than 100% in a sump may indicate the need for additional inlet units. UD-Inlet DP_200-10YR.xls, Curb-S 4/212002, 11:44 AM I I I I I I I I Ckt A,(-I-rY SUBJECT — rCol95 1 JOB NO. &e,L—f- DATE DESIGNED BY CHECKED BY P, C I -T Y C- WA.-r 'r-0 e- etc to/ `4 0-lsrcks OLiD Fslto 7 C- 12 ()'Z 12.f, r�' c -TIA -1 C) IS i = 2 2 -7 nn - 1S2 -o Z 9:7 L 2, 5 ', Lf�c' it 7—: —F I Ki L2 -7 C A?AC 17 SUBJECT r-7W I Cl 5 GA JOB No. DESIGNED BY k�i L. -- - — ----6H DATE i C� I N LF- Mq, 7-- -7 --Max i cam' so .4 -7( '1 2 I Z 17 .)e 0, 50 2.9Z' Ss --- :it-LQ,-5 o-c-C C) 63 .7 2�4 Go: c 1 1 1 1 1 1 1 1 1 M 1 11 . - aGUTTER=..CONVEYANCE-CAPACIT1Y.. ", II Project = FC0195-.2003:E Street ID = YP 300 - 100YR Sweet Side Walk To Crown Y Qw ' Qx �f Sx x D W V Dr W Y--- S T <------------------------> <--w><---------T"--------> Gutter Street In Discharge in the Gutter Height r Width r Depression Transverse Slope Longitudinal Slope ing's Roughness ar Cross Slope :r Spread Width �r Depth without Gutter Depression :r Depth with a Gutter Depression ad for Side Flow on the Street ad for Gutter Flow along Gutter Slope rate Carried by Width Ts ate Carried by Width (Ts - W) ;r Flow Flow Flow (Check against Qo) o Flow to Design Flow Ratio ✓alent Slope for the Street Area Velocity product LID -Inlet DP_300-100YR.xls, Street Hy Qo = 7.2. cfs H = 6.00 inches W = 2.00 ft Ds = 1.52 inches Sx = 0.0200 ft/ft So = 0.0150 ft/ft N = 0.016 Sw= `•V` ' `0`08,ft/ft T = 13.23 ft Y = 0.26 ft D = 0.39 ft Tx= 1123 ft Ts = 4.70' ft Qws = . `:- : 4:2 cfs Qww = • - '7, "-i ;140 cfs Qw = . "-," ;::3.3: cfs :4 01 cfs Qs = 7:2 cfs Eo = '0.45 Se = 0.05 ft/ft As = 1.88 sq ft Vs = 3.85 fps VsD = 1.51 ftl/s 3/29/2002, 8:39 AM 1 1 M 1 1 1 1 1 1 Project = FC0195 - 2003 Elem Inlet ID = DP 300 -100YR (So CURB'OP.ENING'1NLET IN -A -SUMP WP Lu WP 26. ign Information (Input) ign Discharge on the Street (from Street Hy) fth of a Unit Inlet Width for Depression Pan iging Factor for a Single Unit ht of Curb Opening in Inches oe Coefficient Coefficient er Depth for the Design Condition e of Throat (see USDCM Chapter 6, Figure ST-5) fiber of Curb Opening Inlets a Weir al Length of Curb Opening Inlet pacity as a Weir without Clogging gging Coefficient for Multiple Units gging Factor for Multiple Units :)acity as a Weir with Clogging an Orifice 3acity as an Orifice without Clogging )acity as an Orifice with Clogging Percentage for this Inlet = Qa / Qo = rw Direction Qo = 7.2 cfs Lu = 5.00 ft W p = 3.00 ft Co = 0.15 H = 6.00 inches Cd = 0.67 Cw = 3.00 Yd = 0.39 ft Theta = 63.0 degrees No = 2 L = 10.00 ft Qwi = 113 cis Clog-Coeff = 1.25 Clog = 0.09 Qwa = 10.6 cis Qoi = 11.0 cis Qoa = 10.0 cfs Note: Unless additional ponding depth or spilling over the curb is acceptable, a capture percentage of less than 100% in a sump may indicate the need for additional inlet units. UD-Inlet DP_300-100YR.xls, Curb-S 3/29/2002, 8:39 AM 1 1 M 1 1 1 1 1 1 1 1 1 1 M GUTTER CONV".EYANCE-CAPACITY Project = FC0195 - 2003. Street ID = DP 300 - 10 YR School Street Side Walk Ts Crown y Qx ��r sx H' D Do -zSw v w "- -- T <------------------------> TX <--w><-------------------> Gutter street )n Discharge in the Gutter Height r Width r Depression t Transverse Slope t Longitudinal Slope ing's Roughness �r Cross Slope ?r Spread Width ;r Depth without Gutter Depression it Depth with a Gutter Depression ad for Side Flow on the Street ad for Gutter Flow along Gutter Slope rate Carried by Width Ts rate Carried by Width (Ts - W) :r Flow Flow I Flow (Check against Qo) .r Flow to Design Flow Ratio talent Slope for the Street Area Velocity product Qo = 2.9 cfs H = 6.00 inches W = 2.00 ft Ds = 1.52 inches Sx = 0.0200 ft/ft So = 0.0050 ft/ft N = 0.016 Sw = - 0.08 ft/ft T = 11.35 ft Y = 0.23 ft D = 0.35 ft Tx = 9.35 ft Ts = -. 4.24 ft Qws = 1.9 cfs Qww = `: ,` 0.3 cfs Qw=:'. '''.1.5.cfs Qx = `T.1.4 cfs "Qs = 2.9 cfs Eo = 0.52 Se = 0.05 ft/ft As= .1.41 sgft Vs = 2.06 fps VsD = 0.73 ftz/s ' LID -Inlet DP_300-10YR.xls, Street Hy 3/29/2002, 8:52 AM 1 1 M 1 1 1 1 1 1 Project = FC0195 - 2003 Inlet ID = DP 300 -10 YR -CURB�OP.ENING"'INL'ET`IN.:A SUMP uth School WP Lu WP ---� rw Direction Design Information (Input) Design Discharge on the Street (from Street Hy) Qo = 2.9 cfs Length of a Unit Inlet Lu = 5.00 ft Side Width for Depression Pan Wp = 3.00 ft Clogging Factor for a Single Unit Co = 0.15 Height of Curb Opening in Inches H = 6.00 inches Orifice Coefficient Cd = 0.67 Weir Coefficient Cw = 3.00 Water Depth for the Design Condition Yd = 0.35 ft Angle of Throat (see USDCM Chapter 6, Figure ST-5) Theta = 63.0 degrees Number of Curb Opening Inlets I No = 2 a Weir al Length of Curb Opening Inlet L = 10.00 It :)acity as a Weir without Clogging Qwi = _ 9.6 cfs gging Coefficient for Multiple Units Clog-Coeff =. 1.25 gging Factor for Multiple Units Clog = .--0.09 3acity as a Weir with Clogging Qwa = 9.0 cfs an Orifice 3acity as an Orifice without Clogging Qoi = 9.6 cfs )acity as an Orifice with Clogging Qoa = 8.7 cfs 3acity for Design with Clogging Qa = - «x" '8:7.cfs 3ture Percentage for this Inlet = Qa / Qo = C% _ : _100.00 % Note: Unless additional ponding depth or spilling over the curb is acceptable, a capture percentage of less than 100% in a sump may indicate the need for additional inlet units. UD-Inlet DP_300-10YR.xls, Curb-S 3/29/2002, 8:53 AM 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 M 1 Project#: FC0195 Project Name: 2003 Elementary School Calculated By: GAD Date: 4/2/2002 BE Y O N D E N G IN E E R ING Grate: AMCOR Type 16, SDI-301 Weir Perimeter, L = 64.00 in 5.33 ft Open Area, A = 336.00 in' 2.33 ft2 Clogging Factor, c = 50% Stage Interval, Ah = 0.10 ft Weir Calculation: Orifice Calculation: Qw = CLHI' Qo = CA(2gH)os C = 3.00 C = 0.65 cL= 2.67 ft Ac = 1.17 ft' H ft H ft Q.-INLET cfs Qo-INLET cfs Rules cfs 0.00 4955.21 0.00 0.00 0.00 0.10 4955.31 0.25 1.92 0.25 0.20 4955.41 0.72 2.72 0.72 0.30 4955.51 1.31 3.33 1.31 _031 4955.52 1 38 0.40 j 4955.61 2.02 3.85 2.02 0.50 4955.71 2.83 4.30 ; 2.83 Nolte Associates, Inc. 1 1 M 1 1 1 1 1 1 1 1 1 1 1 GUTTER .CONVEYANCE ;CAPACITY Project = FC0195 -:2003 Street ID = D.P. 301 - 100- School s;ae Walk Ts suet crown v sx y Di � xx T <- ! ><---------TX--------> Gutter Street In Discharge in the Gutter Height r Width r Depression :Transverse Slope Longitudinal Slope ing's Roughness er Cross Slope er Spread Width er Depth without Gutter Depression qr Depth with a Gutter Depression !ad for Side Flow on the Street ad for Gutter Flow along Gutter Slope 'rate Carried by Width Ts rate Carried by Width (Ts - W) Dr Flow Flow I Flow (Check against Qo) ;r Flow to Design Flow Ratio ✓alent Slope for the Street Area Velocity product Qo = 1.4 cfs H = 6.00 inches W = 2.00 ft Ds = 1.52 inches Sx = 0.0200 ft/ft So = 0.0145 ft/ft N = 0.016 Sw = 0.08. ft/ft T = 5.97 ft Y= 0.12 ft D = 0.25: ft Tx = 3.97 ft Ts = 2.95.ft Qws = -1.2 cfs Qww = ` °. ^ 01 cfs Qw = 1.1 cfs Qx = =,: 0:2 cfs Qs = " 1.4 cfs Eo = 0.82 Se = 0.07 ft/ft As = 0:48 sq ft Vs = .2.86 fps VsD = 0.70 ftz/s ' UD-Inlet DP_301-100YR.xis, Street Hy 5/28/2002, 10:08 AM I) «GRATE INLET IN A°:SUMP II Project = "FC0195 -2003 Inlet ID = D.P..301 -100- W= Wo School Lo �> Le Clogged ' L Curb Gutter I— Flow sign Discharge on the Street (from Street Hy) Qo = 1.4 cfs igth of a Unit Grate Lo = 3.33 ft ith of a Unit Grate Wo = 2.00 ft is Opening Ratio for a Grate Ar = 0.35 gging Coefficient for a Single Inlet Co = 0.50 tuber of Grates No = 1 fice Coefficient Cd = 0.60 :ir Coefficient Cw = 3.30 iter Depth for Design Condition Yd = 0.25 ft oacity of Grate Inlet in a Sumo (Calculated) igth of Grate Inlet L = 3:33 ft ith of Grate Inlet W =, : 2.00 ft a Weir )acity as a Weir without Clogging Qwi = . 3.0 cfs gging Coefficient for Multiple Units C-coef = 1.00 gging Factor for Multiple Units Clog = ' 0.50 )acity as a Weir with Clogging Qwa =; -- 2.3 cfs an Orifice )acity as an Orifice without Clogging Qoi =' r 5.6. cis )acity as an Orifice with Clogging Qoa 2.8 cfs )acity for Design with Clogging Qa cfs )ture percentage = Qa / Qo C% _ _:? `:10060-% Note: Unless additional ponding depth or spilling over the curb is acceptable, a capture percentage of less than 100% in a sump may indicate the need for additional inlet units. 7 UD-Inlet DP_301-100YR.xls, Grate-S 5/28/2002, 10:09 AM 1 1 M 1 1 1 1 1 1 1 1 1 1 1 -:GUTTER CO.NVEYANC:E ;CAPACITY Project = FC0195-.2003 E Street ID = DP 302 - 10 YR School Side Walk Ts street crown A--- i V Qx Qx SK SX x I) W ' DoxSW Sw T <------------------------> <--W><--------- TX -------- > Gutter Street Street Geometry (input) Design Discharge in the Gutter Qo = - :5.1 cfs Curb Height H = 6.00 inches Gutter Width W = 2.00 it Gutter Depression IDS = -.'1:52 inches Street Transverse Slope Sx = ... 0.0200 ft/ft Street Longitudinal Slope So = 0.0050 ft/ft Manning's Roughness N = 0.016 :r Cross Slope �r Spread Width !r Depth without Gutter Depression it Depth with a Gutter Depression ad for Side Flow on the Street ad for Gutter Flow along Gutter Slope 'ate Carried by Width Ts ate Carried by Width (Ts - W) :r Flow Flow Flow (Check against Qo) ar Flow to Design Flow Ratio Talent Slope for the Street Area Velocity product Sw ):08 Wit T = s7'<'' 14A1 ft Y=� ' ,;�� 0'29 ft D = .0.41 ft Tx=; ` "c"Ii41 ft Ts = "I.,, : -4:98 ft Qws = . - °2.8 cfs Qww=:.r° D.7"cfs Qw = ;,2:1 cfs Qx = _ _ _; °3.0 cfs Qs = " S.1 cfs Eo = "0.41 Se = 0.05 ft/ft As = 2.20 sq ft Vs = 2.32 fps VsD = 0.96 ftz/s ' UD-Inlet DP_302-10YR.xls, Street Hy 5/28/2002, 10:23 AM -CURB OPENING -INLET :IN A.SUMP. Project = FC0195 -.2003 Elementary School Inlet ID = DP 302 - 10 YR. (Zephyr Road) t Lu WP Wp ' water Yd Fi Flow Direction Pan ' Gutter 1 1 M gn Information (Input) gn Discharge on the Street (from Street Hy) th of a Unit Inlet Width for Depression Pan Sing Factor for a Single Unit it of Curb Opening in Inches .e Coefficient Coefficient :r Depth for the Design Condition s of Throat (see USDCM Chapter 6, Figure ST-5) per of Curb Opening Inlets a Weir al Length of Curb Opening Inlet )acity as a Weir without Clogging gging Coefficient for Multiple Units gging Factor for Multiple Units )acity as a Weir with Clogging an Orifice )acity, as an Orifice without Clogging )acity as an Orifice with Clogging Percentage for this Inlet = Qa / Qo = Qo = 5.1 cfs Lu = 5.00 ft W p = 3.00 ft Co = 0.15 H = 6.00 inches Cd = 0.67 Cw = 3.00 Yd = .0.41 -ft Theta = 63.0 degrees No = 2 L = 10J00 It Qwi = 12:1 ° cis Clog-Coeff = 1.25 Clog =`- ' 0:09 Qwa =. J -11-A cfs Qoi = - 11.6 cfs Qoa = 10.5 cfs C%=2':.' � Ioo.00i% Note: Unless additional ponding depth or spilling over the curb is acceptable, a capture percentage of less than 100% in a sump may indicate the need for additional inlet units. ' UD-Inlet DP_302-10YR.xls, Curb-S 5/28/2002, 10:23 AM 1 1 M 1 1 1 1 1 1 1 1 t :GUTTER CONVEYANGE:CAPACITY Project = FC0195 - 2003 Street ID = DP302 - 100YF School Street Side Walk Ts Crown A q--- ' Y ' Qw ,' �' QX — Sx ' H' D ; W ' Do Sw T - W Y--- <- w)<--------- T"-------- > Gutter Street In Discharge in the Gutter Qo = 14.8 cfs Height H = 6.00 inches r Width W = 2.00 ft r Depression Ds = :. 1.52 inches t Transverse Slope Sx = 0.0200 ft/ft t Longitudinal Slope So = 0.0050 ft/ft ing's Roughness N = 0.016 )r Cross Slope SW = wLL;.''' 0.08 ft/ft ,r Spread Width T=_:;:'''"22.07 ft �r Depth without Gutter Depression Y = , ' 0.44 ft ;r Depth with a Gutter Depression D = -. 0.57 ft ad for Side Flow on the Street Tx =: • ` 20.07 ft ad for Gutter Flow along Gutter Slope Ts =; , , - .6:82 ft rate Carried by Width Ts Qws = 6.6 cfs rate Carried by Width (Ts - W) Qww = 26 cfs ;r Flow Qw = 4:0 cfs Flow Qx = ' _ 10.8 cis I Flow (Check against Qo) Qs = 14.8 cfs ,r Flow to Design Flow Ratio Eo = 0.27 /alent Slope for the Street Se = 0.04 ft/ft Area As = 5.00 sq ft Velocity Vs = 2.96 fps product VsD = 1.68 ftZ/s LID -Inlet DP_302-100YR.xls, Street Hy 5/28/2002, 10:18 AM I 11'- =: . - CURB OPENING INLET IN.A'SUMP = �I Project = FC0195 - 2003 Elementary School Inlet ID ='DP 302-100YR. (Zephyr Road) ' Lu WP WP---� wets r Yd f Flaw Direction ' H L� Pan Gutter ' Design Information (Input) Design Discharge on.the Street (from Street Hy) Qo = 14.8 cfs Length of a Unit Inlet Lu = 5.00 It Side Width for Depression Pan Wp = 3.00 ft Clogging Factor for a Single Unit Co = 0.15 Height of Curb Opening in Inches H = 6.00 inches Orifice Coefficient Cd = 0.67 Weir Coefficient Cw = -3.00 Water Depth for the Design Condition Yd = 0.57 ft of Throat (see USDCM Chapter 6, Figure ST-5) Theta = 63.0. degrees 'Angle Number of Curb Opening Inlets No = 2 �ulu v enm miei � apdLrlly In a oum ' As a Weir Total Length of Curb Opening Inlet L =... , '`-10.00 ft Capacity as a Weir without Clogging Qwi 19.9 cis ' Clogging Coefficient for Multiple Units Clog-Coeff 1.25 Clogging Factor for Multiple Units Clog - ,. - . '0.09 Capacity as a Weir with Clogging Qwa=.--,x=18.7 cfs As an Orifice Capacity as an Orifice without Clogging Qoi = 15.8 cfs Capacity as an Orifice with Clogging Qoa = 14.4 cfs ' Caoacitv for Design with Clogging Qa =-'.=°14:4cfs Capture Percentage for this Inlet = Qa / Qo = C% = 4.97,141% ' Note: Unless additional ponding depth or spilling over the curb is acceptable, a capture percentage of less than 100% in a sump may indicate the need for additional inlet units. ' ' UD-Inlet DP_302-100YR.xis, Curb-S 5/28/2002, 10:18 AM ' I1BJECT SUBJECT JOB NO. DESIGNED BY ---- DATE CHECKED BY 1 D,!P IVICx minw 52.41 c�v�aiJ�C Pon i_� OQI - C 1 L M t 1 1 M 1 1 1 1 1 1 1 1 1 1 1 1 1 1 N 'GUTTER CONVEYANCE CAPACITY: Project = FCO195 - 2003 I Street ID = DP 305 - 10 YR School Street Side Walls Ts Cmwn Qx � Y ' >,Vx Sx H' D 17-- Do r W Y--- T <------------------------) <--W><---------T"--------> Gutter Street Street Geometry (input) Design Discharge in the Gutter Qo = 0.5 cfs Curb Height H = 6.00 inches Gutter Width W = 2.00 ft Gutter Depression Ds = -1.52 inches Street Transverse Slope, Sx = 0.0200 ft/ft Street Longitudinal Slope So = 0.0055 ft/ft Manning's Roughness N = 0.016 �r Cross Slope ;r Spread Width �r Depth without Gutter Depression :r Depth with a Gutter Depression ad for Side Flow on the Street ad for Gutter Flow along Gutter Slope 'ate Carried by Width Ts 'ate Carried by Width (Ts - W) ;r Flow Flow Flow (Check against Qo) :r Flow to Design Flow Ratio talent Slope for the Street Area Velocity product T = -= 4:13 ft Y = 0.08 ft D = 0.21 ft Tx = 2.13 ft Ts = 2'51: ft Qws = "0.5 cfs Qw = ;.`0.5 cfs Qx =.. : ::,:iOA: cfs Eo = 0.94 Se = 0.08 ft/ft As = 10.30 sq ft Vs = ' 1 68 fps VsD = 0.35 ffz/s ' UD-Inlet DP_305-10YR.xls, Street Hy 5/28/2002, 10:30 AM 1 1 M 1 1 If= CURB IDPENINGINLETJN A SUMP II Project = FC0195 - 2003 E Inlet ID = 'DP 305 -10 YR i School WP Lu WP gn Information (Input) gn Discharge on the Street (from Street Hy) th of a Unit Inlet Width for Depression Pan Sing Factor fora Single Unit it of Curb Opening in Inches e Coefficient Coefficient !r Depth for the Design Condition a of Throat (see USDCM Chapter 6, Figure ST-5) Der of Curb Opening Inlets a Weir al Length of Curb Opening Inlet pacity as a Weir without Clogging gging Coefficient for Multiple Units gging Factor for Multiple Units Dacity as a Weir with Clogging an Orifice )acity as an Orifice without Clogging )acity as an Orifice with Clogging Percentage for this Inlet = Qa / Qo = w Direction Qo = 0.5 cfs Lu = 5.00 ft W p = 3.00 ft Co = 0.15 H = 6.00 inches Cd = 0.67 Cw = 3.00 Yd = 0:26 ft Theta = 63.0 degrees No = 1 L = - 5.00 ft Qwi = 4.1 cfs Clog-Coeff = 1.00 Clog = 0.15 Qwa =. 3.8 cfs Qoi = 2.6 cis Qoa = 2.2 cfs Qa = 2.2 cfs Note: Unless additional ponding depth or spilling over the curb is acceptable, a capture percentage of less than 100% in a sump may indicate the need for additional inlet units. P ' UD-Inlet DP_305-10YR.xls, Curb-S 5/28/2002, 10:30 AM 1 1 1 1 1 M GUTTER CONVEYANCE .CAPACITY Project = FC0195 - 2003 El Street ID = DP 305 - 100 YR School Street Side Walk Ts - Croxv ' V i QW Qx 4.r-- Sk H' D w ; `r Do �S W y--- T <- W><--------- TX -------- > Gutter Street to Discharge in the Gutter Qo = 3.7 cfs Height H = 6.00 inches r Width W = 2.00 ft r Depression Ds = 1.52 inches t Transverse Slope Sx = 0.0200 ft/ft t Longitudinal Slope So = 0.0055 ft/ft ing's Roughness N = 0.016 ar Cross Slope Sw = 0.08' ft/ft it Spread Width T = 12.35-ft ;r Depth without Gutter Depression Y = 0.25 It ar Depth with a Gutter Depression D = 0.37 ft ad for Side Flow on the Street Tx = 10.35 ft ad for Gutter Flow along Gutter Slope Ts =' ; = 4.4&ft rate Carried by Width Ts Qws = _ 2:3-cis rate Carried by Width (Ts - W) Qww =, ' •.0 5` cfs ;r Flow Qw =; ., 1.8 cis Flow Qx ='. -: - 19XI's I Flow (Check against Qo) Qs = . '3.7 cfs :r Flow to Design Flow Ratio Eo = 0.48 ✓alent Slope for the Street Se = 0.05 ft/ft Area As = 1.65 sq ft Velocity Vs = 2.25 fps product VsD = 0.84 ftz/s ' UD-Inlet DP_305-100YR.xls, Street Hy 3/29/2002, 9:00 AM 1 1 M 1 1 1 1 1 1 1 I 1 1 1 1 1 M 1 II `CURB OPENING INLET IN.A SUMP II Project = FC0195 - Inlet ID = DP 305 - School W Lu WP Yd 11 H W..."L Gutter gn Information (Input) gn Discharge on the Street (from Street Hy) th of a Unit Inlet Width for Depression Pan ling Factor for a Single Unit it of Curb Opening in Inches e Coefficient Coefficient r Depth for the Design Condition of Throat (see USDCM Chapter 6, Figure ST-5) per of Curb Opening Inlets s a Weir otal Length of Curb Opening Inlet rapacity as a Weir without Clogging .logging Coefficient for Multiple Units .logging Factor for Multiple Units :apacity as a Weir with Clogging s an Orifice rapacity as an Orifice without Clogging apacity as an Orifice with Clogging Percentage for this Inlet = Qa / Qo = water Flow Direction Qo = 3.7 cfs Lu = 5.00 ft W p = 3.00 ft Co = 0.15 H = 6.00 inches Cd = 0.67 Cw = 3.00 Yd = 0.37 ft Theta = 63.0 degrees No = 1 L = 5.00 ft Qwi = 7.0 cfs Clog-Coeff = 1.00 Clog = -0.15 Qwa = 6.5, cfs Qoi = 5.2 cfs Qoa = 4A cfs Qa i cfs C%_ `;x100.00"% Note: Unless additional ponding depth or spilling over the curb is acceptable, a capture percentage of less than 100% in a sump may indicate the need for additional inlet units. UD-Inlet DP_305-100YR.xls, Curb-S 3129/2002, 9:00 AM 1 1 M 1 1 [1 1 1 1 1 1 1 1 1 1 1 M 1 II GUTT-ER-CONVEYANCE :CAPACITY1. II Project = FC0195 -.2003 Street ID = D.P. 400. 10-Yi School Street Side Walk Ts Crown Y QW QX =�SK x D Do -�SwT <------------------------> <--W><---------Tx--------> Gutter Street gn Discharge in the Gutter Height ;r Width .r Depression :t Transverse Slope :t Longitudinal Slope iing's Roughness :r Cross Slope �rSpread Width it Depth without Gutter Depression :r Depth with a Gutter Depression ad for Side Flow on the Street ad for Gutter Flow along Gutter Slope 'ate Carried by Width Ts -ate Carried by Width (Ts - W) �r Flow Flow Flow (Check against Qo) :r Flow to Design Flow Ratio /alent Slope for the Street Area Velocity product LID -Inlet DP 400-10YR.xls, Street Hy Qo = .4.8 cfs H = 6.00 inches W = 2.00 ft Ds = 1:52 inches Sx = 0.0200 ft/ft So = 0.0050 ft/ft N = 0.016 SW = - `0`08 Wit T = -14i05 ft Y = 0.28 ft D = '10.41 ft Tx = 12.05 it Ts = : 4:89'ft Qws= :;.27•cis Qww =:' Qw = 20. cfs Qx = .. ,' :._, >2.8 cfs Qs = = =4.8 cfs Eo = "'0.42 Se = 0.05 ft/ft As= 2.10.sgft Vs = '.2.29 fps VsD = 0.93 ftiz/s 4/2/2002, 11:42 AM I C 0 u M IL- Project = FC0195 - 2003 E Inlet ID = D.P. 400, 10-Yr 'C.URB OPENING-INLET1N:A-SUMP WP Lu WP C--------Y[---><---� Gutter gn Information (Input) gn Discharge on the Street (from Street Hy) th of a Unit Inlet Width for Depression Pan Sing Factor for a Single Unit it of Curb Opening in Inches e Coefficient Coefficient r Depth for the Design Condition of Throat (see USDCM Chapter 6, Figure ST-5) )er of Curb Opening Inlets a Weir al Length of Curb Opening Inlet 3acity as a Weir without Clogging gging Coefficient for Multiple Units gging Factor for Multiple Units )acity as a Weir with Clogging an Orifice )acity as an Orifice without Clogging )acity as an Orifice with Clogging Percentage for this Inlet = Qa / Qo = Yd HvY Pan Nate r Flew Direction Qo = 4.8 cfs Lu = 5.00 ft W p = 3.00 ft Co = 0.15 H = 6.00 inches Cd = 0.67 Cw = 3.00 Yd = 0.41 ft Theta = 63.0 degrees No = 2 L = 10.00 ft Owl = 12.1 cfs Clog-Coeff = - ; . , . 1.25 Clog = — 0.09 Qwa = c - =:' >-1.1 4 cfs Qoi =: 11.6 cfs Qoa = 10.5 cfs Q a = F>":., r.10:5°cfs C%=,: r-a10000 % Note: Unless additional ponding depth or spilling over the curb is acceptable, a capture percentage of less than 100% in a sump may indicate the need for additional inlet units. ' UD-Inlet DP 400-10YR.xls, Curb-S 4/2/2002, 11:42 AM 1 1 M 1 1 1 1 1 1 GUTTER�'CONVEYANCE ;CAPACITY Project = FC0195- 2003 E Street ID = D.P. 400, 100-Yr Sara Side Walk Ts Crown Y Qw Qx f� Sk i x D W ^- Ds Zsw T <- W><---------Tx--------) Gutter Saret to Discharge in the Gutter Qo = 13.4 cfs Height H = 6.00 inches r Width W = 2.00 ft r Depression Ds = 1.52 inches t Transverse Slope Sx = 0.0200 ft/ft t Longitudinal Slope So = 0.0050 ft/ft ing's Roughness N = 0.016 qr Cross Slope Sw = 0.08 ft/ft sr Spread Width T = 21.24 ft �r Depth without Gutter Depression Y = 0.42 ft ;r Depth with a Gutter Depression D = 0.55 ft ad for Side Flow on the Street Tx = 19.24 ft ad for Gutter Flow along Gutter Slope Ts =? : t 6.62 ft rate Carried by Width Ts Qws =' 6.1 cfs rate Carried by Width (fs- W) Qww=- -.':` 23 cfs :r Flow Qw = `st.: v:.;;:3:7.cis Flow Qx=:;.`:.,':., 97 cis I Flow (Check against Qo) Qs =: - `13A cfs �r Flow to Design Flow Ratio Eo = 0.28 Talent Slope for the Street Se = 0.04 ft/ft Area As = 4.64 sq ft Velocity Vs = .2.89 fps product VsD = 1.59 ft21s UD-Inlet DP_400-100YR.xls, Street Hy 4/2/2002, 11:40 AM 1 1 M 1 1 Project = FC0195 - 2003 Inlet ID = D.P. 400. 100-1 =_CURB,;.OPENING"INLET IN-ASUMP School WP Lu WP -y[-----iC---� Yd H LOT", Gutter gn Information (Input) gn Discharge on the Street (from Street Hy) th of a Unit Inlet Width for Depression Pan Sing Factor for a Single Unit it of Curb Opening in Inches e Coefficient Coefficient r Depth for the Design Condition a of Throat (see USDCM Chapter 6, Figure ST-5) per of Curb Opening Inlets s a Weir otal Length of Curb Opening Inlet rapacity as a Weir without Clogging .logging Coefficient for Multiple Units .logging Factor for Multiple Units .apacity as a Weir with Clogging s an Orifice apacity as an Orifice without Clogging apacity as an Orifice with Clogging Percentage for this Inlet = Qa / Qo = Ovate r Flaw Direction Qo = 13.4 cfs Lu = 5.00 ft W p = 3.00 ft Co = 0.15 H = 6.00 inches Cd = 0.67 Cw = :3.00 Yd = 0.55 ft Theta = 63.0 degrees No = ,2 L=`` 1000ft Qwi=" 1.18.8 cfs Clog-Coeff = _. '1:25 Clog = - 0:09 Qwa = - ; 1177 cfs Qoi = ':15A cfs Qoa => 13.9 cfs Qa tr'' r m.,1 9 cfs C%=4i" '100001% Note: Unless additional ponding depth or spilling over the curb is acceptable, a capture percentage of less than 100% in a sump may indicate the need for additional inlet units. UD-Inlet DP 400-100YR.xls, Curb-S 4/2/2002, 11:41 AM Rn, 7� b s s •zi ' r. �F STORM SEWER DESIGN' fi . 1 �Y 1 2_ 5 A u 11 1 1 [.7 1 7-1 M/)I>TLI cn()T Il 0 m O m m M w o m m M m m M M m M m O^ n m 0 0 0 M N N m m W m m 0^ t0 V M N N O 6m V V M th M O m m t0 m m m m m m 1 V m m 10 m m m m m m m m V >.09 m 0) 0) m 0) m 0) m ON 0) m 0) rn 0) 0) 0) 0) m 0) 0) S J a v v v v v c= c}v a v v v v c c v v v c E O) m C 0 M m 0 O co SO O O N O O O O O O m MD c V n m m^ N N t0 (V M V V n V ^ M M M m �- 0 c 9^ n V V V V M M— n f W n f� m N m m V V V M m y m m m m m m m m m m m m m m m m m V c O> v O) O) m O) O) 0) O) O 0)1O) O) m O) m (m (m O) 0) 0) O) (3) 0 W On M N (D O N 0) O V 2 o M (O M O V 0) m 0 O m co D m m V M M N V M M O m m m m m m m m n m m m m m m m m m m m m m 0) 0) 0) 0) O 0) (7) 0) ,0) 0) m 0) 0) O) (3) 0) m 0) 0) 0) = c v a v v v c r via c v v a v v v c v v v E c 0) 0) m C)O M 0 _•) O I m O O N n 0 N O m O O m D 0 c= o C n to m^ O N m M M^ M n h C^ M ch t0 V V V V M m m co V N n m N to N V M y O> btu m m m m m m m 0) m, 0) O) 0) 0) O O) O) 0) 0) m m m c v c a v v v v c v v v v v v v v v v v v v m m M m n N c _7 'O O M N 0N V N n V V « d 3 N m V O N 7 m 0 m�� m N m M V m N m m V M M N N N N N N I^ ^ O n N^ 00 N m V m m F% a= ^ ^ t ^ ^ �-' N N N m f n N m V M m N M Vin n (O m N n O N O m m 0 W N O n 1^ ^ O m M 6 (O M (O V m M {i a U N N M M M M M M N N ^ N N N U M O O N M CO m 00. m ^. 0 m M N V m N n^ O 0 O` m V m m m m '- t') m r V M m N M (D N M m V m m E m m M M n n n (Di M (D to M m m m m 0 m m N n m O m m co N i m CO V^ OO m m m 7 N Cl ^ m^ 0 m j0 ^„ M N 1 O O CO 0) m' m M M O CO m m 00 Co N n (O m tO m m m V V V( m m m m V V V V V y Wa>> V V V m m m m m m m c, m1 m m m m m m m m m m m m m v v o v v v v c vv v a v c v v v v c v v m LLl ❑ ) m m m o co m O n V V N m CO NV n CO 0 (O m m .-. aC COtO O m NCDm V V m (O n m M m 0 0 00 O O O O m O m m 0)m N m m 0) O O O O O m O` O com m V m V c V l n 00 N V V M m m m O V M (n O O O O O O O O M O O M 0 0 0 O O O O O O O O O O OR 0 0 0 0 0 0 0 0 0 0 0 0 C O O O O O C C Oj 6 C C O C O O C ci C O C E` c rn MU') mcl) M ; rn v v o n a o vo rM uM (O � W CD C C c 0 0 0 0 0 0 6 6 610 O O O O O O O O O O O m i c16m LNU LNU LMU LMU LU LU Lc Lc LU LULU LU LU LU L—U L.0 L.0 U L. pN C C C C c c C C•U U C C C c c cC C C C fm0 .ul• —u V V O O O O O O' m N Go N MLU M N M M( OD m^N—N NNMM L N m O O m N 0 © Oi m O M N M 0,- m O O N 0 (O N N O N O^ M N m m m m V n n m N O N O c v m N N M O O N .- N M N coV 00 (0 M f� 0) C r V M n m m m M 0 O1 O N n O O O V V N t0 m J N MI N N O! O O O cEm 3 m -aO N m (1 O N M V V N~ N MN N N M~ O m 0 ry 0 0 0 0 0 0 0 W' O O O O O O O O O W ❑ N Z N N N N N N N M M c? M c?M M M J S❑❑❑ 0❑❑ 7� O W W❑❑ S S= S 2 2 ico(nmmcnmO;Ur F(nm22Z>220 y O L ¢ m ¢ (0 J N M V m m m n O� N M V O M m M N N M V 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N N N N N N F N N' ^ �-' ^ M M^ M M M M M M d d d d d. d m m m L (L m m d. d. rL d m m L c t E 0v i ¢ m O _ O O O N M V O O M M N N M GZ O N O 00000010 0 0 m 0— 0 0 00 0 0 N N N N V N N^ ^ M M M M C? , O S 0 0❑ O S, O O O WS❑ O O S S i 0 m m N m n 0 O N m W O n m 0 F U u � C m 0 N m tv 0 N O m0 2 m 0 O O m n M u E N G E ; N m O O ` O L (0 E m in¢ C Wa E m n m�v W 0 vvo 0 to N N CD O F c o 1 1 1 1 1 1 1 1 1 1 Project#: FC0195 Project Name: 2003 Elementary School Calculated By: GAD Date: 5/9/2002 Calculations per Urban Drainage and Flood Control District Section 5.6-2 Required Rock Size and Section 5.6.3 Extent of Protection Location: Storm Drain 200 outfalling to pond. . Outfall Pipe Diameter, in: 30 Velocity, ft/s: 5.19 Qtm, cfs: 25.51 Depth of flow, ft: 2.5 Tailwater depth, ft: 2.99 Froude Number: - 0:58 - subcritical -"- Where, F=V/(gY)0.5 F>0.80, supercritical flow F<0.80, subcritical flow Required Rock Size: a. Q/D"-- 2.58 Q/D's= 6.45 b. Yj)= 1.20 C. (dso/D)(YrD)12/(Q/D23)=0.023 From Figure 5-7, Use Type - '-.L" Riprap d50= ' _ 9. - _- inches ' If the flow in the culvert is supercritical, substitute D, for D. Where: D,='/2(D+Y,) Therefore: D.= n/a ft a, Q/D,2s= n/a Q/Dt.5= n/a b'. YfD,= n/a c'. (d50/D.)(YfD.)1.2/(Q/D,15)=0.023 From Figure 5-7, Use Type n/a Riprap dso= — inches Extent of Protection: L = (1/(2tan0))(A f Y, - W) Where: 1/(2iaiLOf=- 6:60 ,;per Figure A� QN Where, V = acceptable velocity, 5.5 fps Ar 4.64 ft2 Therefore: Calculated L= -6 ft Check Results: L>3D •L < 10D • When Q/D'' <6 Afazimum Depth: D = 2dso Riprap Width: W=3D Minimum L = 7.5 ft Maximum L= 25 ft Use L= 8 feet Use D = 18 inches Use W = 8 feet BEYOND ENGINEERING 11 1 1 1 1 1 M 1 Project#: FC0195 Project Name: 2003 Elementary School Calculated By: GAD Date: 5/9/2002 Calculations per Urban Drainage and Flood Control District Section 5.6.2 Required Rock Size and Section 5.6.3 Extent of Protection Location: Storm Drain 300 outfalling to pond. Outfall Pipe Diameter, in: -30 Velocity, ft/s: ' 6.00 - Q1., cfs, 29.44 Depth of flow, ft: - 2:5.- Tailwater depth, ft: 3.09 - Froude Number: 0.67 subcritical Where, F = V/(gl)o.s F>0.80, supercritical flow F<0.80, subcritical flow Required Rock Size: a. Q/D"= 2.98 Q/D 7.45 b. Y, D-- 1.24 C. (dso/D)(YVD)r.:/(Q1D") = 0.023 From Figure 5-7, _ Use Type'- L•. Riprap dso ='. . 9.0O " inches " !f the flow in the culvert is supercritical, substitute D, for D. Where: D.= 1/2(D+Y.) Therefore: D,= n/a ft a'. Q!D.ss= n/a Q/D.1.5= n/a U. YM.= n/a c'. (d,/D.)(Y,/DJ"/(Q/D.Z) = 0.023 From Figure 5-7, Use Type. M dA' t Riprap dso =1`- — ---.inches Extent of Protection: Check Results: Maximum Depth: Riprap Width: L = (1/(2tan0))(t4Nt - W) Where: _ -1/(2tan9)=6.6 perFigurp5-$"_ , A, QN Where, V = acceptable velocity, 5.5 fps A,. 5.35 ftt Therefore: Calculated L= -5 ft L>3D Minimum = 7.5 ft •L < 10D Maximum L = 25 ft • When Q/D-' < 6 Use L = 8 feet D = 2d% W=3D Use D = 18 inches Use W = 8 feet BE Y O N D E N G IN E E R ING 1 1 1• 1 1 1 1 1 i 1 1 Label: DUTL_E im: 4,9 R48.76 ft-ff ; Sump: 4.94 6.26 ft I 0+00 2+00 1 Label: P-208 Up. Invert 4,947.77 it Dn. Invert 4,946.26 ft Size: 30 inch S: 0.004997 ft/ft 1 1 1 i 1 Title: 2004 Elementary School 1 n:\fcOI95Ndrainage\stormcaMfoDI95-stmc.stm 05/09/02 09:30:58 AM Profile Scenario: 100-Year Event Label: SDI-204 Label: SDI-203 Rim: 4,953.25 ft Rim: 4-�954 13it Sump 4.948.20 ft Sump: 4,949.26 ft 4+00 6+00 Station (ft) Label: P-207 Label: P-206 Up. Invert 4,948.87 ft Up. Invert 4,949.93 ft Dn. Invert 4,947.87 It Dn. Invert 4,948.97 ft L: 201.38 ft 'L: 191.02 ft Size: 30 inch Size:30 inch S:0.004966 ft/ft S:0.005026 fttft Sump::4,950.16 ft 8+00 Label: P-205 Up. Invert 4,950.83 ft Dn. Invert 4,950.03 ft L:160.28 ft Size:30 inch S:0.004991 ftlft Rim: 4,951.01 Label: MH -201 Label: SDI-400 Rim: 4 ,9 57.49 ft Rim: 4,957-09 ft Sump:4,952.64 ft Sump:4,953.27 ft 10+00 I 12+00 Label: P-204 Label: P-202 Up. Invert 4,951.68 It Up. Invert 4,953.31 ft Dn. Invert 4,950.93 It Dn. Invert 4,952.25 It L:150.00 ft L:132.26 ft Size:30 inch Size:24 inch S: 0.005000 ftlft S:0.008015 ftlft Label: P-203 Label: P-201 Up. Invert 4,952.15 ft Up. Invert 4,953'94 It Dn. Invert 4,951.78 It Dn. Invert 4,953.51 It L: 73.20 ft L:42.62 ft Size:30 inch Size:24 inch S: 0.005055 ft/ft S: 0.010089 Wit Nolte Associates Inc ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA. +1-203-755-1666. — 4.958.00 4,956.00 4,954.00 Elevation (ft) 4,952.00 i 4,950.00 4,948.00 4,946.00 14+00 Project Engineer: GAD StormCAD v4.1.1 [4.2014a] Page 1 of 1 N I ' Label: OUTLE17-300 Rim: 4,948.66 tt ' Sump: 4,946.16 ft 0+00 1+00 Label: Label: P-304 ' Up. Invert: 4,947.20 ft Dn. Invert 4,946.16 ft L: 261.00 ft ' Size: 30 inch S: 0.003985 ft/ft i N ' Title: 2004 ElementarySchool n:\fc0195\dra inage\stormcad\fc0195-stmc.stm O5/09/02 09:32:33 AM 2+00 ,946.53 ft 3+00 Profile Scenario: 100-Year Event Label: MH-302 Rim:_4.,95_4_3 - t— Sump: 4,947.38 ft 4+00 Station (ft) 5+00 Label: P-303 Up. Invert: 4,948.05 ft Dn. Invert 4,947.30 ft L: 187.22 ft Size: 30 inch S: 0.004006 ft/ft Label: MH-301 Rim: 4,955.10 ft 6+00 Label: P-302 Up. Invert: 4,949.41 ft Dn. Invert: 4,948.15 ft L: 249.20 ft Size: 24 inch S: 0.005056 ft/ft Nolte Associates Inc ® Haestad Methods,'Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666' 7+00 Label: SDI-301 Label: SDI-300 Rim: 4,955.71 ft Rim: 4,954.32 ft Sump: 4,949.36 ft Sump: 4,949.83 ft 4,956.00 4,954.00 4,952.00 Elevation (ft) 4,950.00 4,948.00 I 4,946.00 8+00 9+00 Label: P-301 Up. Invert 4,950.03 ft Dn. Invert: 4,949.51 ft L: 103.71 ft Size: 24 inch S: 0.005014 ft/ft Label: P-300 Up. Invert: 4,950.50 ft Dn. Invert 4,950.13 ft L: 74.52 ft Size: 24 inch S: 0.004965 ft(ft Project Engineer. GAD StormCAD v4.1.1 [4.2014aj Page 1 of 1 Profile Scenario: 100-Year Event Label: MH-302 Rim: 4,954.30 ft Sump: 4,947.38 1 4,955.00 Label: SDI-303A SDI303B bei: Rim: 4 952.7T 4,954.00 Rim: 4,952.42 ft I Sum 4 4 948 12 ft -per 8.66 ft 4,953.00 1 I i I 4,952.00 4,951.00 l 4,950.00 4,949.00 1 4,948.00 4,947.00 4+40 4+60 4+80 5+00 5+20 5+40 `.5+60 5+80 6+00 Station (ft) \ Label: P-303B Label: P-303A Up. Invert: 4,948.79 ft Up. Invert: 4,949.33 ft Dn. Invert: 4,948.55 ft Dn. Invert:4,948.89 ft L: 47.65 ft L: 88.43 ft Size: 12 inch Size: 12 inch S: 0.005037 ft/ft S: 0.004976 ft/ft Devation (ft) Title: 2004 Elementary School Project Engineer: GAD n:\fo0195\drainage\stonncad1fc0195-stmc.stm Nolte Associates Inc StormCAD v4.1.1 [4.2014a] O5/09/02 09:33:42 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 1 Profile 1 Scenario: 100-Year Event w 1 1 1 Label: SDI-100 Rm: 4,958.10 ft Sump: 4,954.40 ft 4,959.00 1 I Label: TEE-1 j FFirn-4;957--.40-ft ; 4,958.00 Sump: 4,953.45 ft 1 Label: MH-301 ; 4,957.00 Rm: 4,955 10 ft Sump: 4,948.74 ft 4,956.00 1 4,955.00 Elevation I' (ft) 4,954.00 1 i 4,953.00 I � i 14,952.00 1 ! I I 4,951.00 t 4,950.00 1 4,949.00 t I ! I 4,948.00 1 6+80 7+00 7+20 7+40 7+60 7+80 8+00 8+20 8+40 Station (ft) 1 Label: P-105 Up. Invert 4,953.45 ft Label: P 104 Up. Invert 4,954.40 ft Dn. Invert 4,949.91 ft Dn. Invert 4,953.45 ft L: 106.78 ft L: 28.83 ft Size: 18 inch Size: 18 inch 1 S: 0.033152 ft/ft S: 0.032952 fttft 1 r F61 1 Title: 2004 Elementary School Project Engineer. GAD n:\fc0195\drainage\stormcad\fc0195-stmc.stm Nolte Associates Inc StormCAD v4.1.1 [4.2014a] 05/09/02 09:44:27 AM m Haestad Methods, Inc 37 Brookside Road Waterbury, CT 06708 USA +1.203-755-1666 Page 1 of 1 Profile Scenario: 100-Year Event N Label: SDI-101 Label: CQ102 Rim: 4,958.35 ft Rim: 4,958.30 ft Sump: 4,955.90 ft ' Sump: 4,955.06 ft 4,958.50 — 4,957.00 Label: TEE-101 Elevation (ft) Rim: 4,957.40 ft -- — 4,956.00 ' Sump: 4,953.45 ft 4,955.00 ' 4,954.00 4,953.00 8+00 8+20 8+40 8+60 8+80 9+00 9+20 ' Station (ft) Label: P-103 Label: P-102 ' Up. Invert: 4,955.73 ft Up. Invert 4,955.90 ft Dn. Invert 4,953.86 ft Dn. Invert: 4,955.83 ft L: 102.50 ft L: 3.99 ft ' Size: 8 inch Size: 8 inch S: 0.018244 ft/ft S: 0.017544 ft/ft ' Title: 2004 Elementary School Project Engineer: GAD n:\fo0195\drainage\stonncad\fc0195-stmc.stm Nolte Associates Inc StormCAD v4.1.1 [4.2014a] 05/09/02 09:45:35 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 :+� ` xr,..,.. � IDS': :''n � .... ..,n..�,�' b,:tn. ,tdK..,. -.. I P 1 1 1 11 N ee'nfion3 �o"n`ajVo um Ccniation �' Project : 0195 �O Project Name: 20 : 2003 Elementary School Calculated By: GAD Date:3/30/2002 BEYOND ENGINEERING Detention pond volume (V): 1 /3d(A+B+(AB)°'s) (uniform sides) Where: V= Volume between contours, ft3 d= Depth between contours, ft A= Surface area of contour line, ft' B= Surface area of contour line at a depth relevant to d, ft' e.-iaS T�'�'^�"^�?-z- t r+-�ta:.._TL��ri: �=+._ems=- ay'p s w..�' :*."'x""ti "'SOUt%1t�EtenilOn PO7flf .�.aT. -�>r.- .trn rs��.w .., Required Volume Per FAA + W CV Volume Elevation I Dd ft A ftZ B ft'- Volume ft3 Cummulative Volume ft3 Cummulative Volume ac-ft Vo 1 4943.75 0 0 0.00 0.00 0.00 0.00 VI 4944.00 0.25 0 j 567 47 47 0.00 1 VZ i 4945.00 1.00 " 567 2.954 1,605 1,652 0.04 V3 4946.00 1.00 2,954 i 7,041 4,852 I 6,504 0.15 j 0.231 Vwo 4946.44 i 023 VS 4947.00 1.00 7,041 8,866 7,936 14,440 0.33 Vs i 4948.00 1.00 8,866 10.198 9,524 23,964 0.55 V6 4949.00 1.00 10,198 14,047 12,071 I 36,035 0.83 0.696 F VIA 4949.25 0.93 1 V7 4950.00 1.00 14,047 21,193 17,498 53,533 1.23 Vs 4951.00 1.00 1 21,193 134,8121 27,723 81,256 1.87 V9 4952.00 1.00 34,812 49,094 41,749 i 123,005 2.82 Nolte Associates, Inc. 313012002 10:48 AM DETE1 ION POND SIZING BY FAA METHOD Developed by N Cica Eng. Dept., U. of Colorado Supported by Denver Metro Cities/Counties Pool Fund Study Denver Urban Drainage and Flood Control District, Colorado ----------------- USER=Nolte Associates, Inc ............................................ EXECUTED ON 03-30-2002 AT TIME 10:22:48 PROJECT TITLE: 2003 Eiemen=ary School **** DRAINAGE BASIN DESCRII^ION BASIN ID %UPT:r^R 501 ' BASIN AREA (acre)= 11.84 RUNOFF COEF 0.69 ***** DESIGN RAINFALL STATISTICS ' DESIGN RETURN PERIOD (YEARS) = 100.00 RAINFALL INTENSITY -DURATION FORMULA IS GIVEN I(IN/HR)=CONSTI*H1/(T+CONST2)'CONST3 ONE -HOUR DEPTH (IN(----iES)= 2.60 ' CONST 1 = 28.5 CONST 2 = 10 CONST 3 = .786 POND OUTFLOW CHARACTERISTICS: MAXIMUM ALLOWABLE RELEASE RATE = 17.1 CFS OUTFLOW ADJUSTMENT F=CTOR = 1 AVERAGE RELEASE RAT= = 17.1 CFS ' AVERAGE RELEASE RATS = MAXIMUM RELEASE RATE * ADJUSTMENT FACTOR. ***** COMPUTATION OF POND SIZE 1 ------------- - ------------------------------ RAINFALL RAINFALL INF-OW OUTFLOW REQUIRED DURATION INTENSITY VOLUME VOLUME STORAGE MINUTE INCH/HR ACRE -FT ACRE -FT ACRE -FT ----------------------------------------------------- 0.00 0.00 0.00 0.00 0.00 5.00 8.82 0.50 0.12 0.38 10.00 7.03 0.80 0.24 0.56 15.00 5.90 1.00 0.35 0.65 20.00 5.11 1.16 0.47 0.69 ' _ ?1 _29 -.-0 59j-i70 j0.68 30.00 4.08 1.39 0.71 35.00 3.72 1.48 0.82 0.65 40.00 3.42 1.55 0.94 0.61 ' 45.00 3.18 1.62 1.06 0.56 50.00 2.97 1.68 1.18 0.51 55.00 2.79 1.74 1.30 0.44 ----------------------------------------------------- THE REQUIRED POND SIZE = .z964109 ACRE -FT THE RAINFALL DURATION FOR =_E ABOVE POND STORAGE= 25 MINUTES 1 1 1 1 M 1 1 1 1 1 1 1 1 1 Design Procedure Form: Extended Detention Basin (EDB) - Sedimentation Facility Sheet 1 of 3 Designer: 6„tom Company: Makk:e As�wca4:es Inc Date: MkzcN 3o 7Gt7Z Project: FCDI q5 Location: Sav+L, ►6.d 5oi� 1. Basin Storage Volume la = 45.77 % A) Tributary Area's Imperviousness Ratio (i = la / 100) i = 0.46 B) Contributing Watershed Area (Area) Area = 11.84 acres C) Water Quality Capture Volume (WQCV) WQCV = 0.19 watershed inches (WQCV =1.0-(0.91'11_1.19'12+0.78-1)) D) Design Volume: Vol = (WQCV / 12)' Area ` 1.2 Vol = 0.231 acre-feet 2. Outlet Works A) Outlet Type (Check One) X Orifice Plate Perforated Riser Pipe Other: B) Depth at Outlet Above Lowest Perforation (H) H = 2.69 feet C) Required Maximum Outlet Area per Row, (A.) k = 0:39 ` : square inches D) Perforation Dimensions (enter one only): i) Circular Perforation Diameter OR D = 0.6880 inches, OR ii) 2" Height Rectangular Perforation Width . W = inches E) Number of Columns (nc, See Table 6a-1 For Maximum) nc = 1 number F) Actual Design Outlet Area per Row (k) Ao = 0.37T- square inches G) Number of Rows (nr) nr = Y. 8 :..; number H) Total Outlet Area (At) Aa, _ 100;`'- square inches 3. Trash Rack A) Needed Open Area: A, = 0.5' (Figure 7 Value) ` At At = 106 square inches B) Type of Outlet Opening (Check One) x < 2" Diameter Round 2" High Rectangular Other: C) For 2", or Smaller, Round Ooening (Ref.: Figure 6a): i) Width of Trash Rack and Concrete Opening (Wco ,) from Table 6a-1 W� r. ii) Height of Trash Rack Screen (HTR) HTR = ' - 56 inches FC0195_WaterQuality.xls, EDB 1 1 A 1 1 1 1 7" Project#: FC0195 Project Name: 2003 Elementary School Calculated By: GAD Date: 3/30/2002 Design Point-- 501 : Orifice Calculation: Rim Elevation= -4946.44 Q. = CA(2gH)O" 100-yr Ponding Elev= — 4949:25 Invert Out-- ==-•4943.75 Allowable Release Rate= _ .17t1 cfs H= 5.50 ft C = 0.65 g= 32.2 fJs Q= 17.10 cfs Ac = 1.40 ft' Diameter of Orifice: , BE Y O N D E N G IN E E R ING Nolte Associates, Inc. I t EROSION CONTROL CALCULATIONS,VV J -.l I& Project#: FC0195 Project Name: 2003 Elementary School Calculated By: GAD Date: 4/16/2002 STANDARD FORM A BE Y O N D E N G IN E E R ING DEVELOPED SUB -BASIN ERODIBILITY ZONE Asb ac Lsb (ft) Ssb (%) Lb (ft Sb (%) PS (% 100 MODERATE/MODERATE* 1.05 180.00 0.50 101 MODERATE/MODERATE* 0.11 118.00 0.50 200 MODERATE/MODERATE* 1.43 315.00 1.16 201 MODERATFIMODERATE* 0.14 93.00 4.09 202 MODERATE/MODERATE* 0.10 79.00 4.43 203 MODERATE/MODERATE* 0.23 155.00 2.75 204 MODERATE/MODERATE* 0.61 207.00 2.38 300 MODERATEIMODERATE* 0.72 344.00 2.73 301 MODERATE/MODERATE* 0.16 140.00 2.18 302 MODERATE/MODERATE* 1.33 760.00 0.99 303 MODERATE/MODERATE* 0.84 209.00 2.23 304 MODERATE/MODERATE* 0.41 315.00 0.66 305 MODERATE/MODERATE* 0.37 302.00 0.66 400 MODERATE/MODERATE* 1.51 691.00 0.83 401 MODERATE/MODERATE* 3.27 1 665.00 0.40 402 MODERATE/MODERATE* 0.83 333.00 0.87 403 MODERATE/MODERATE* 0.61 270.00 1.09 404 MODERATE/MODERATE* 0.34 216.00 1.73 500 MODERATE/MODERATE* 2.58 497.00 1.41 501 MODERATE/MODERATE* 0.62 60.00 0.50 17.26 439.51 1.15 78.03 - 1v1VLLl it YY11NL LLlVL1D1L11 I LV1NL m 1YIVLGR iz 1C nrtiLL nnv1J1"iLi1 r 1-V1Vri Lb = sum(AiLi)/(sum(Ai) _ (1.05*180+ ... +0.62*60)/17.26 439.51 Sb = sum(AiSi)/(sum(Ai) _ (1.05*0.5+ ... +0.62*0.5)/17.26 1.15 PS (during construction) = 78.03 (from Table 8-A) PS (after construction) = 78.03/0.85 = 91.80 Nolte Associates, Inc. 1 1, 1 1 1 1 Project#: FC0195 . Project Name: 2003 Elementary School Calculated By: GAD Date: 4/17/2002 STANDARD FORM B BEYOND ENG IN EERING EROSION CONTROL METHOD C-FACTOR VALUE P-FACTOR VALUE COMMENTS BARE SOIL 1 1.00 0.90 GRAVEL MULCH 2 O.05 1.00 STRAW -HAY MULCH 3 0.06 1.00 HYDRAULIC MULCH 4 0.10 1.00 ESTABUSHEOGRI SCOVER 5 0.35 1.00 PAVEMENT 6 0.01 1.00 'm W RA GRAVEt.c M 7 1.00 0.80 SILT FENCE BARRIER 8 1 1.00 0.50 SUB BASIN PS (%) AREA ac SITE 78.03 17.26 SUB BASIN SUB AREA AREA ac PRACTICE C•A PeA REMARKS 100 PERVIOUS 0.00 1 0.00 0.00 BARE SOIL 100 IMPERVIOUS 1.05 6 0.01 1.05 PAVEMENT 101 PERVIOUS 0.00 1 0.00 0.00 BARE SOIL 101 IMPERVIOUS 0.11 6 0.00 0.11 PAVEMENT 200 PERVIOUS 0.57 3 0.03 0.57 STRAW -HAY MULCH 200 IMPERVIOUS 0.86 6 0.01 0.86 PAVEMENT 201 PERVIOUS 0.12 7 0.12 0.10 STRAW BALE, GRAVEL FILTER 201 IMPERVIOUS 0.02 6 0.00 0.02 PAVEMENT 202 PERVIOUS 0.09 7 0.09 0.07 STRAW BALE, GRAVEL FILTER 202 IMPERVIOUS 0.01 2 0.00 0.01 GRAVEL MULCH 203 PERVIOUS 0.18 7 0.18 0.14 STRAW BALE, GRAVEL FILTER 203 IMPERVIOUS 0.05 2 0.00 0.05 GRAVEL MULCH 204 PERVIOUS 0.57 7 0.57 0.46 STRAW BALE, GRAVEL FILTER 204 IMPERVIOUS 0.04 2 0.00 0.04 GRAVEL MULCH 300 PERVIOUS 0.13 1 0.01 0.13 BARE SOIL 300 - IMPERVIOUS 0.60 6 0.01 0.60 PAVEMENT 301 PERVIOUS 0.05 3 0.00 0.05 STRAW -HAY MULCH 301 IMPERVIOUS 0.10 2 0.01 0.10 GRAVEL MULCH 302 PERVIOUS 0.31 3 0.02 0.31 STRAW -HAY MULCH 302 IMPERVIOUS 1.02 2 0.05 1.02 GRAVEL MULCH 303 PERVIOUS 0.75 7 0.75 0.60 STRAW BALE, GRAVEL FILTER 303 IMPERVIOUS 0.09 2 0.00 0.09 GRAVEL MULCH 304 PERVIOUS 0.16 3 0.01 0.16 STRAW -HAY MULCH 304 IMPERVIOUS 0.25 6 0.00 0.25 PAVEMENT 305 PERVIOUS 0.07 3 0.00 0.07 STRAW -HAY MULCH 305 IMPERVIOUS 0.31 6 0.00 0.31 PAVEMENT 400 PERVIOUS 0.28 8 0.28 0.14 SILT FENCE BARRIER 400 IMPERVIOUS 1.22 6 0.01 1.22 PAVEMENT 500 PERVIOUS 2.58 4 0.26 2.58 HYDRAULIC MULCH Soo IMPERVIOUS 0.00 2 0.00 0.00 GRAVEL MULCH 501 PERVIOUS 0.62 4 0.06 0.62 14YDRAUUC MULCH 501 APERVIOUS 0.00 2 0.00 0.00 GRAVEL MULCH Cnet = (0.1+ ... +0'0.05v(0+...+0) = 0.20 Pnet = (0.1+ ... +0.1 u(0+.,.+0) = 0.96 EFF = (1-C-P)100 = (1-0.2-0.96)100 80.8 > 78.03 (PS) NN:1FC01951DrainagelExcel4FC0195_Emsion_Control.xls]DURING ' We Associates, Inc. M 1 1 0 1 1 1 1 C C 1 Project#: FC0195 Project Name: 2003 Elementary School Calculated By: GAD Date: 4/17/2002 STANDARD FORM B BEYOND ENGIN EERI N G EROSION CONTROL METHOD C-FACTOR VALUE P-FACTOR VALUE COMMENTS BARE SOIL 1 1.00 0.90 GRAVELMULCH 2 O.05 1.00 STRAW -HAY MULCH 3 0.06 1.00 HYDRAULIC MULCH 4 0.10 1.00 ESTABLISHED GRASS COVER 5 0.06 1.00 PAVEMENT 1 6 1 0.01 1 1.00 SUB BASIN PS (%) AREA ac SITE 91.80 1 17.26 SUB BASIN SUB AREA AREA ac PRACTICE C•A P'A REMARKS 100 PERVIOUS 0.00 5 0.00 0.00 ESTABLISHED GRASS COVER 100 IMPERVIOUS 1.05 6 0.01 1.05 PAVEMENT ' 101 PERVIOUS 0.00 5 0.00 0.00 ESTABLISHED GRASS COVER 101 IMPERVIOUS 0.11 6 0.00 0.11 PAVEMENT 200 PERVIOUS 0.57 5 0.03 0.57 ESTABLISHED GRASS COVER 200 IMPERVIOUS 0.86 6 0.01 0.86 PAVEMENT 201 PERVIOUS 0.12 5 0.01 0.12 ESTABLISHED GRASS COVER 201 IMPERVIOUS 0.02 6 0.00 0.02 PAVEMENT 202 PERVIOUS 0.09 5 0.01 0.09 ESTABLISHED GRASS COVER 202 IMPERVIOUS 0.01 6 0.00 0.01 PAVEMENT 203 PERVIOUS 0.18 5 0.01 0.18 ESTABLISHED GRASS COVER 203 IIAPERVIOUS 0.03 6 0.00 0.05 PAVEMENT 204 PERVIOUS 0.57 5 0.03 0.57 ESTABLISHED GRASS COVER 204 IMPERVIOUS 0.04 6 0.00 0.04 PAVEMENT 300 PERVIOUS 0.13 5 0.01 0.13 ESTABLISHED GRASS COVER 300 IMPERVIOUS 0.60 6 0.01 0.60 PAVEMENT 301 PERVIOUS 0.05 5 0.00 0.05 ESTABLISHED GRASS COVER 301 IMPERVIOUS 0.10 6 0.00 0.10 PAVEMENT 302 PERVIOUS 0.31 5 0.02 0.31 ESTABLISHED GRASS COVER 302 IMPERVIOUS 1.02 6 0.01 1.02 PAVEMENT 303 PERVIOUS 0.75 5 0.05 0.75 ESTABLISHED GRASS COVER 303 IMPERVIOUS 0.09 6 0.00 0.09 PAVEMENT 304 PERVIOUS 0.16 5 0.01 0.16 ESTABLISHED GRASS COVER 304 IMPERVIOUS 0.25 6 0.00 0.25 PAVEMENT 305 PERVIOUS 0.07 5 0.00 0.07 ESTABLISHED GRASS COVER 305 IMPERVIOUS 0.31 6 0.00 0.31 PAVEMENT 400 PERVIOUS 0.28 5 0.02 0.28 ESTABLISHED GRASS COVER 400 IMPERVIOUS 1.22 6 0.01 1.22 PAVEMENT 500 PERVIOUS 2.58 5 0.15 2.58 ESTABLISHED GRASS COVER 500 IMPERVIOUS 0.00 6 0.00 0.00 PAVEMENT 501 PERVIOUS 0.62 5 0.09 0.62 ESTABLISHED GRASS COVER 501 IMPERVIOUS 0.00 6 0.00 0.00 PAVEMENT Cnet = (0'1+ ... +0'0.05Y(0+...+0) = 0.04 Pnet = (0'1+ ... +O'1 y(0+...+0) = 1.00 EFF = (1-C'P)100 = (1-0.04.1)100 96 > 91.80 (PS) NN:VFC01951DrainagelExceNFC0195_Erosion_Control.xls)fAFTER ' Notte Associates, Inc. M 1 0 Project#: FC0195 Project Name: 2003 Elementary School Calculated By: GAD bate: 4/172002 STANDARD FORM B Sequence for 2002 thru 2003 Indicate by use of a bar line or symbols when erosion control measures will be installed. Major modifications to an approved schedule may require submitting a new schedule for approval by the City Engineer. B E Y O.N O E N G I N E E R I N G Year Month 2002 A M 1 J 1 J A S 0 N D [2003 J F M A I M I J J I A Overlot Grading Wind Erosion Control Soil Roughening Perimeter Barrier Additional Barriers Vegetative Methods Soil Sealant Other Rainfall Erosion Control Structural: Sediment Trap/Basin Inlet Filters Straw Barriers Silt Fence Barriers Sand Bags Bare Soil Preparation Contour Furrows Terracing Asphalt/Concrete Paving Other Vegetative: Permanent Seed Planting Mulching/Sealant Temporary Seed Planting Sod Installation N ettings/Mats/Blankets Other STRUCTURES: INSTALLED BY VEGETATION/MULCHING CONTRACTOR DATE SUBMITTED MAINTAINED BY APPROVED BY CITY OF FORT COLLINS I* N:\FC0195\Drainage\Excel\[FC0195_Erosion_Control.rds]construction Nolte Associates, Inc. }x b DESIGN CHARTS,TA9L}E5,, AND GRAPHS t�iA �5 � g I 1 1 C ' MAY 1984 I u n 0 Table 3-3 RATIONAL METHOD RUNOFF COEFFICIENTS FOR COMPOSITE ANALYSIS Character of Surface Runoff Coefficient Streets, Parking Lots, Drives: Asphalt................................................................................................ Concrete............................................................................................. Gravel................................................................................................. Roofs.......................................................................................................... Lawns, Sandy Soil: Flat<2%............................................................................................. Average2 to 7%.................................................................................. Steep>7%.......................................................................................... Lawns, Heavy Soil: Flat<20/6 ............................................................................................. Average2 to 7%.................................................................................. Steep>7%.......................................................................................... 3-4 Table 3-4 RATIONAL METHOD FREQUENCY ADJUSTMENT FACTORS 0.95 0.95 0.50 0.95 0.10 0.15 0.20 0.20 0.25 0.35 DESIGN CRrrERIA Storm Return Period Frequency Factor (years) G 2 to 10 1.00 11 to25 1.10 26 to 50 1.20 51 to 100 125 Note: The product of C times Cf shall not exceed 1.00 1 1 M 1 1 1 1 1 1 1 M 1 DRAINAGE CRITERIA MANUAL (V. 1) 50 30 H 20 Z W U Cr a 10 Z LU a O 5 N W Q 3 O U 2 rS Uj I— Q 1 RUNOFF IN I 3 0 �V • �� V 2y 1� 4WP I Jv r `� W • J ,3 � 20 v QYr Imo? �y,2 b eoJ .° o C I I I I I I I I I I i i I I � P Qf 1 I I I I l i I I I I I I I I 1 I i I 2 .3 .5 1 2 3 5 10 20 VELOCITY IN FEET PER SECOND FIGURE RO-1 Estimate of Average Overland Flow Velocity for Use With the Rational Formula TABLE RO-2 Conveyance Coefficient, C,. Type of Land Surface I Conveyance Coefficient. C,. Heavy meadow 2.5 Tillage/field I 5 Short pasture and lawns I 7 Nearly bare around 10 Grassed waterwav I 15 Paved areas and shallow paved swales 20 06/2001 Urban Drainage and Rood Control District u RO-13 .s} No Text M 1 1 1 1 1 1 M City of Fort Collins Rainfall Intensity -Duration -Frequency Table for using the Rational Method (5 minutes - 30 minutes) Figure 3-1a 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 A 11 1 A City of Fort Collins Rainfall Intensity -Duration -Frequency Table for using the Rational Method (31 minutes - 60 minutes) Figure 3-1 b Duration (minutes) 2-year Intensity in/hr 10-year Intensity in/hr 100-year Intensity in/hr 31.00 1.27 2.16 4.42 32.00 1.24 2.12 4.33 33.00 1.22 2.08 4.24 34.00 1.19 2.04 4.16 35.00 1.17 2.00 4.08 36.00 1.15 1.96 4.01 37.00 1.13 1.93 3.93 38.00 1.11 1.89 3.87 39.00 1.09 1.86 3.80 40.00 1.07 1.83 3.74 41.00 1.05 1.80 3.68 42.00 1.04 1.77 3.62 43.00 1.02 1.74 3.56 44.00 1.01 1.72 3.51 45.00 0.99 1.69 3.46 46.00 0.98 1.67 3.41 47.00 0.96 1.64 3.36 48.00 0.95 1.62 3.31 49.00 0.94 1.60 3.27 50.00 0.92 1.58 3.23 51.00 0.91 1.56 3.18 52.00 0.90 1.54 3.14 53.00 0.89 1.52 3.10 54.00 0.88 1.50 3.07 55.00 0.87 1.48 3.03 56.00 0.86 1.47 2.99 57.00 0.85 1.45 2.96 58.00 0.84 1.43 2.92 59.00 0.83 1.42 2.89 60.00 0.82 1.40 2.86 r 1 " M ' MAY 1984 U- .3 .2 s=0.4% F=0.5 I I ' N I - I BELOW MINIMUM 4LLOWABLE I STREET GRADE .O V I I I I I I I I I I I I 0 2 4 6 8 10 12 14 SLOPE OF GUTTER Figure 4-2 REDUCTION FACTOR FOR ALLOWABLE GUTTER CAPACITY Apply reduction factorfor applicable slope to the theoretical gutter capacity to obtain . allowable gutter capacity. (From: U.S. Dept. of Commerce, Bureau of Public Roads, 1965) 4-4 DESIGN CRITERIA 1 1 M 1 1 1 1 1 1 1� 1 DRAINAGE CRITERIA MANUAL 6C _4( 0 0 RIPRAP MENEM N NONE PAN= MEN 0 0 0 PAARge 0- .2 .4 .6 .8 1.0 Yt/D Use Da instead of D whenever flow is supercritical in the barrel. **Use Type L for a distance of 30 downstream. FIGURE 5-7. RIPRAP EROSION PROTECTION AT. CIRCULAR CONDUIT OUTLET. 11-15-82 URBAN DRAINAGE 9 FLOOD CONTROL DISTRICT 1 1. M 1 1 1 1 1 1 1 1 1 1 1 1 1 M DRAINAGE CRITERIA MANUAL L 7 A = Expansion Angle ■ d"l rA"Fd VAA rAd dp- rA w m- m N W. EA W, m WFAW"Am. .l 2 .3 .4 .5 .6 .7 .8 TAILWATER DEPTH/ CONDUIT HEIGHT, Yt/D RIPRAP FIGURE 5-9. EXPANSION FACTOR FOR CIRCULAR CONDUITS 11-15-82 URBAN DRAINAGE & FLOOD CONTROL DISTRICT s 1 1 M 1 1 1 1 1 1 I Orifice Plate Perforation Si,;, - Circular Perforation Sizing Chart may be applied to orifice plate or vertical pipe outlet. • Designer may interpolate to the nearest 32nd inch to better match the required area, if desired Rectangular Perforation Sizincl Only one column of rectangular perforations allowed. Rectangular Height = 2 inches Rectancular Width (inches) = Required Area per Row (sq in) Urban Drainage and Flood Control District Drainage Criteria Manual (V.3) Re— Detalad"q Rectangular Hole Width in. Steel Thickness 5" i 1 7" 5/32 " 8"5/16 " jj 9"1/3210"3/8>101 /2 " Figure 5 WQCV Outlet Orifice Perforation Sizing 1 M i 1 1 1 C [1 1 $ NJInlet Area Slot Size (Min.) lollPedesida�lo tole[ Area Slot Size (Min.) Standard: 00 Ol7 se0.51' ( 000 000 Standard H-20 Rated: Domedmed style: le: : ❑❑❑ O❑ O Standard Domed Sye N/A N/A 000 ❑O❑ 98.7 sq. in. 1.10" ❑0❑ ❑0❑ " 00.0❑ 10 Qo Standard: Pedestrian H-10 Rated: m� 29.7 sq. in. 0.43" — 87.6 sq. in. .375" Domed style: Sid. H.20 N/A N/A o� 2A n Pedesman H-io Standard Domed StyleY Standard H-20 Rated: 12" & 15" Standard H-20 Rated: a 161.4 sq. in. 1.25" m,i= 12": 62.7 sq, in. 1.13" �I� 15": 92.5 sq. in. 1.13" 0 � Pedestrian H-10 Rated: o;o Pedestrian H-10 Rated: 125.2 s O:O q. in. .375" �I� 12": 51.0 sq. in. .375" a m �;ia 15": 79.3 sq. in. .375" 7D C7 30" grates available in lm] (12' and 15" grates are square and / Standard H-20 only.jIl Call for details. Sid H-20 Pedestrian H-10 hinged to base.) / Sid. H-2o Solid grates and locking styles are available in all sizes for an additional charge. 1 ,• 1 ZONE OFFICES MIDWEST NORTHEAST LONDON,OH 1-800-733-9554 SOUTHERN FRANKLIN, TN 1-800-733-9987 WESTERN WASHOUGAL, WA 1-800-733-8523 ■ MANUFACTURING FACILITY LOCATIONS Nylo�plast 1 Call ADS for this free CAD diskette containing detailed product data, RUIRW kwF specifications, and project layout information. ADVANCED DRAINAGE SYSTEMS, INC. crn� 3300 RIVERSIDE DRIVE COLUMBUS. OH 43221 800.821.6710 WWW.ADS-PIPE.COM ' nrrc CIC—GIpVjG ld 51 ADS WASHOUGAL - - �-Inlet Capacity Chapts- These charts are based on equations from the FAA airport drainage AC150/5320-513, 1970, Page 35. Certain assumptions have been made, and no two installations will necessarily perform the same way, Safety factors should change with site ' conditions such that a safety factor of 1.25 should be used for an iNet in pavement, but a safety factor of 2.0 should be used in turf areas. 360 835 3823 P.02 For Nyioplast Standard Grates 811, loll, 12119 15119 and 24" U' Graft ' 3.5 T U 25 V 1.$ 1 / 0S -0.5 0.0 0.1 02 0.3 OA OS ' 0.8 07 • 0.8 0.8 7.0 1.1 ►lead, Feet 18' Grate 15" Grata 12- Grate 0" Grate r Grate For Nyloplast Pedestrian Grates 1213,1511 3 1811 and 24't ' 240 Grate 18' Grate ' u 15' Grate 2 tJ S iS 12' Grate Oz 1 0 ' 0.0 0.1 02 03 0.4 0.5 0.8 0.7 0.8 0.9 1.0 Head, Fast MCOR-z"-,w- i AD i TYPE '13/16' COMBINATION OPEN AREA: 336 sq. in. + variable curb area WEIGHT: sw ibs. a S4 z 7.7 BEAMS HOT-0IPPED G4LVANIZED TYPE'C / D' GRATE STANDARD GRATE OPEN AREA: 918 sq. in. WEIGHT: 130 Ibs. OTHER INLET CASTINGS AND GRATES ARE ALSO AVAILABLE 1 1 M 1 1 1 1 1 1 1 1 ' Colorado Division CODYnCM 1992 GRATES 24" SQUARE INLET GRATE OPEN AREA: 220 sq. in. WEIGHT: 280 Ibs. TYPE'13116' VALLEY OPEN AREA: 335 sq. in. WEIGHT: 680 Ibs. CDDT 67ecl�tcatl 0, mews. 3i'h x '40'/4" '33 TYPE'C / D' PEDESTRIAN STYLE GRATE OPEN AREA: 890 sq. in. WEIGHT: 2601bs. ISSUE: DECEMBER.:292 r� ,p a tv r s s-• kRi}X fi'�xt;�r - i y� ha 'k i t p FINAL DRAINAGE REPORT FOR TIMBERS PUD Submitted to: LARIMER COUNTY November 16, 2001 0 t 1 0 1 1 M ' TST, INC. Consulting Engineers CUEN7 JOB NO. 1 9!� 9 PROJECT 71 ve5 PV •J! CALCULATIONS FOR _J r/?c-- T- / C /T/ MADE BY LMF DATE /v �J / / CHECKED BY DATE SHEET / OF n G�[•[1 FG.7-D.t �Xc�T .TncTC�C //7iF�L % SO•FL sic � /(D �V. I/E C I`/ Dc�AL�/CD Z-yx ff-71 R c 25f19uJ'= t rS—(A) /q>Z/S� �3.ss) _ /o7, vrS— a r O. Y7-- ..-5 pd Ftoc;I TO... CRc,.1r] f}- G.So;47- r _ C I 'I I o-'Lv . { 1 1Ft I � I I aFr yL� d8 III M Sk \, ,\ 01I I R \ \ \ I \ NNAADyr ,•wI nuum rml c FYm£ FO1 a -aN NflFRn BM 6 DAR: ORNF NADI WIDE W ABM ONE OR !AND ES WHEN G CONTROL UEASARES ALL BE IMi.WFO. III YIIDxA1PJl5 TO M MNIOND SOBYRE WY IEDINE SAM ND A NEW SCHEDULE FOR MYRD•K BY IIE CITY WIEflL WAR w NORTH w o w w Av w w w w 'MBI wosON SDI-ROUGINGPEDWERfl BARIR ADD VEGETAWTIVE METHODS SEE SEALANT OTHER RAINFALL DRDSON CONTROL SBIRIMRAL. SDYMENT TRAP/ BUSH T FILTERS STRAW BARRERS $T FENCE BARRIERS SAND DAM BARL PREPARATION Wl F RDOWS NARAL — _ ASPHALT/ LDIDFR PI OTHER OTNEA NfEUIRE PERNA ENT WID BLABBING VL6RN. SEVµT7 r sm PIAxtNO SOD IxsTALLATIDx LETTN45I ARTS/ MARKETS ` FH OI A LEGEND X BASINESTIN DATION BASIN AREA 'V.X M 10-Y• 'CCH" COEFFICIENT 100-„. 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Colorado v i IN ADP180RY`"PD7 APPROW i Il I NNCP _.. �'srl•1,v, a. y wIET a��l.\\ ZB LF O 134; r Po Ink. IIIIIIIIIA, Nov — .III II II it li FPROPOSED ELEMENa956a0 00- --oN !>'ix Kti IN,\ \ ��\\\ \ \ 1 EEn®EO�� W i N -202 _ _ \ 'n IN I am®mom MI R, i�I pO. a O p o RODE BRAIN W r\aL��I i }(�\�) �l CONNEcnaN r V xTCNnaN PONo t ROOF g1aN IS' HDPE ADS-HT2 �. m ,�--. _. ��jP` \\ wv. a8.28 r'• AwII VWumw 282 Oo-N - v'4r cONECTIDN /� __-_ - \\\' Rwurea'Aoc�: 0.23 acN DE OCY. ASAB.w M, N ✓' 1583 if O 7.31x \c mlbn OTO Oc-N a 949.25eham 1).10 ch _ - ',� m 15 PIHmW 49OUa925 01 W ' I L � .• x i ... n \ AREA4111LET j _ 1 YR WA .=�\ ` TYPE C 0UTLET M g I r 7OS 2.a2 ELEVA ON 4949.2 _. iRUCTUw N" / oM a \ HDPE i a 5 IF O 6 L \ / i. "4� 5EE SHEET DT03, TO BE ABAN; I mn.\ R ANEA I .n ; tt I I F 3 og I RN A� Ti W. PoW51. O BInNG ICONED 1 I M M 9 21- NRfP �. N.. NH 30.S _ _ 1YaB : 30 RCP .�i. 258 ',tea -21 N _ \ w5n n 1 - /a TYPE Des-9- NG ri LAB 18 j RI 5a M - 10' `I'mE R911ELET SNO-_SFr _ �'S _.�-- -_.. —__ _.___ _. _ _ / 4 _ tiN ....`�aP 5a.77 �.t. 71 f r. �� CY MAE F l I MBERS P-.U.D. Q L R TN�r NPDAL :Sn - . H e JI I i j t— _____--_____� _T_ _—. D RIWT-W-WAY! NN V A cam\ \' \ IN �. INN A;\ i �.abES m ® I 1 II I m J O U Z OZ cf)a O�j Ora LU J O Z ~ Z QO ccV 0 m a U. U. NOTES 11. SEE DETAIL SHEET DT01 FOR EROSION CONTROL DETAILS 2. ALL ELEVATIONS ARE TO FLOWLINE UNLESS OTHERWISE STATED. $ EROSION CONTROL NOTES 1. ME CITY OF FORT COWNS STORMWAMR UTILITY EROSION CONTROL INSPECTOR MUST BE HOMED AT LEAST 24 HOURS MON TO �, S ANY CONSTRUCTION ON THE SITE. $ 2. ALL REWIRED PERIMETER SILT FENCING SHALL BE INSTALLED PRIOR TO ANY LAND -DISTURBING ACTIVITY (STOCI(RIUNG, STRIPPING, e m GRADING, ETC.). ALL OTHER REWIRED EROSON CONTROL MEASURES SHALL BE INSTALLED AT THE APPROPRIATE TIME IN TIE $ CONSTRUCTION SEQUENCE AS INDICATED IN ME APPRO&D PROJECT SCHEDULE. CONSTRUCTION PLANS, AND EWSON CONMW REPORT. VEGETATION SHALL. BE KGElATON SHALL BE PROTECTED AND RETAINED WHEREVER POSSIR AI REMOVAL ON DISTURBANCE T E%ISTNG w VEGETATION SHALL BE LIMITED 1D TIE AREA REWIRED FOR IMMEDIATE CONSMUCTON OPERATION& AND FOR THE SHORTEST w g PRACTICAL PERIOD OF TIME. z • ALL SOILS EXPOSED DURING LAND DISTURBING ACMATY (STRIPPING• GRADING. UTUTY INSTALLATIONS, STOCKPILING FUIN(. ETC.) SHALL BE KEPT IN A ROUGHENED CONDITION BY RIPPING OR DISCOID ALONG LAND CONTOURS UNTIL MULCH, VEGETATION, OR OTHER o PERMANENT EROSON C%TROI IS INSTALLED. NO SOILS IN AREAS OUTSIDE PROJECT STREET RIGHTS -OF -WAY SHALL REMAIN EXPOSED BY LAND -DISTURBING ACTIVITY FOR MORE MAN THIRTY (30) DAYS BEFORE REWIRED TEMPORARY OR PERMANENT EROSION CONTROL (EG. SEED/1AULCH, LANDSCAPING, ETC) IS INSTALLED. UNLESS OTHERWISE APPROWD BY ME STORMWATER UTILITY, w y & ME PROPERTY SHALL BE WATERED AND MAINTAINED AT ALL TIMES WRING CONSTRUCTOR! ACTWTIES SO AS TO PREVENT MWD-CAUSED EROSION. ALL LAND DISTURBING ACTNTES SHALL BE IMMEDIATELY DISCONTINUED WHEN MOTIVE MST IMPACTS ADJACENT PROPERTIES. AS DETERMINED BY ME Ott OF FORT COVENS ENGINEERING DEPARTMENT. z .oii S. ALL TEMPORARY (SINUCMRAL) EROSON CONTROL WEASURES SHALL BE INSPECTED AND REPAIRED ON RECONSTRUCTED AS o F NECESSARY AFTER EACH RUNOFF EVENT IN ORDER TO ASSURE CONTINUED PERFORMANCE OF THEIR INTENDED NNCTON. ALL RETAINED SEDIMENTS, PARTWLARLY THOSE ON PAVED ROADWAY SURFACES, SHALL BE REMOVED AND DISPOSED OF IN A MANNER AND LOCATION n SO AS NOT TO CAUSE THEIR RELEASE INTO ANY DRAINAGEWAY. w 7. NO SOIL STOCKPILE SMALL EXCEED TEN (10) FEET �N HEIGHT. ALL SOIL STOCKPILES SHALL BE PROTECTED FROM SEDIMENT m TRANSPORT BY SURFACE ROUGHENING. WATERING. AND PERIMETER SILT FENCING ANY SOIL LL STOCKPILE REMAINING AFTER 30 DAYS SHABE SEEDED AND MULCHED. -- & CITY ORDINANCE PflMISG MOING. TS THE TRACKINPPOR DEPOSTING OF SXAN LS OR Y OTHER MATERIAL ONTO CITY STREETS BY SF OR FROM ANY VEHICLE ANY INADVERTENT DEPOSITED (MATERIAL SHALL BE CLEAVED IMMEDIATELY BY ME CONTRACTOR. *U-w I. ME SILT FENCE LOCATION SHALLDETERMINE ME UNITS W CONSTWCTW. City of Port Collins, Colorado N... SITE PLAN ADVISORY REVIEW APPROVAL uvnPxu v uxPlm R ��.1I� w tl[PlEp F<�_ GR02 a ww Fn � SCALE G[fXEO BY. WRIM�LL: ; �M% IpazaLW. JP' uRlm n ...... _ I.� ' THm4.m & LEGEND ---iB16--- EXISTING MAJOR CONTOUR - EXISTING MINOR CONTOUR PROPOSED MAJOR CONTOUR �I+a— PROPOSED MINOR CONTOUR �s+g— PROPOSED MAJOR CONTOUR BY OTHERS PROPOSED MINOR CONTOUR BY OTHERS _ xx.x 1P PROPOSED HIGH POINT xxx 1P PROPOSED LOW POINT Mx TON PROPOSED TOP OF NAUTILUS XXX `• PROPOSED SUBGRADE xxz Fc PROPOSED FINISHED GRADE XXX FG PROPOSED FINISHED SURFACE XXX TO PROPOSED TOP OF CURB z%• PROPOSED SLOPE PROPOSED STAGING AREA sF — PROPOSED SILT FENCE OP PROPOSED OUTLET PROTECTION O SEEDED / MULCHED AREAS ® PROPOSED VEHICLE TRACKING CONTROL O INLET PROTECTION (STRAW BALES) O INLET PROTECTION (GRAVEL FILTER) SCALE 1" = 20' --�I�-- EXISTING MAJOR CONTOUR - — — — — — - EXISTING MINOR CONTOUR PROPOSED MAJOR CONTOUR —+06— PROPOSED MINOR CONTOUR — 3— —4015 PROPOSED MAJOR CONTOUR BY OTHERS — 4913 PROPOSED MINOR CONTOUR BY OTHERS • MX H° PROPOSED HIGH .POINT • f0C% L0 PROPOSED LOW POINT • 14C1 TON PROPOSED TOP OF NAUTILUS • 110` sc PROPOSED SUBGRADE • x10L FG PROPOSED FINISHED GRADE xnK FG PROPOSED FINISHED SURFACE • XXX TC PROPOSED TOP OF CURB •Kx PROPOSED SLOPE TRANSITION CURB __._.... PROPOSED STAGING AREA O PROPOSED SILT FENCE O SEEDED / MULCHED AREAS O PROPOSED OUTLET PROTECTION © PROPOSED VEHICLE TRACKING O CONTROL INLET PROTECTION (STRAW BALES) O INLET PROTECTION (GRAVEL FILTER) NKT T H C• 1. SEE DETAIL SHEET DT01 FOR EROSION CONTROL DETAILS 2. ALL ELEVATIONS ARE TO FLOWLINE UNLESS OTHERWISE STATED. EROSION CONTROL NOTES 1. THE CITY OF FORT COLLINS STONMWATER URUTY EROSION CONTROL INSPECTOR MUST BE NOTIFIED AT LEAST 24 HOURS PRIOR TO ANY CONSTRUCTION ON THE SITE. 2. ALL REWIRED PERIMETER SILT FENCING SHALL BE INSTALLED PRIOR TO ANY LAND-06TURBING ACTIVITY ISTOCKPIUNG STRIPPINK GRADING ETC.). ALL OTHER REQUIRED EROSION CONTROL MEASURES SHALL BE INSTALLED AT THE APPROPRI TE TIME IN THE CONSTRUCTOR SEQUENCE AS INDICATED IN THE APPROVED PROJECT SCHEDULE, CONSTRUCTION PLANS. AND (ROSION CONTROL REPO 3. PRE —DISTURBANCE VEGETATION SHALL BE PROTECTED AND RETAINED MNEREVM POSSBIE. REMOVAL OR DISTURBANCE OF EASTI VEGETATION SHALL BE LIMITED TO THE AREA REWIRED FOR IMMEDIATE CONSTRUCTION OPERATIONS, AND FOR THE SHORTEST PRACTICAL PERIOD OF THE. 4. ALL SOILS EKPOSED DURING LAND DISTURBING ACTIWTY (STRIPPING, GRADNG UTILITY INSTALLATIONS. STGC(PRJNG HWNG ETC; SHALL BE KEPT IN A ROUGHENED CONDITION BY RIPPING OR DISCING ALONG LAND CONTOURS UNTIL MULCH, TEGETATON. ON OTHER PERMANENT EROSION CONTROL IS INSTALLED. NO SOILS IN AREAS OUTSIDE PROJECT STREET FUGHTS—OF—WAY SHALL REMAIN EGOS BY LAND —DISTURBING ACTIVITY FOR MORE THAN THIRTY (30) DAYS BEFORE REQUIRED TEMPORARY ON PERMANENT EROSION CONTROL (E.G. SEED/MULCH, LANDSCAPING ETC) IS INSTALLED. UNLESS OIHERWSE APPROVED BY THE STONMWATER UTILITY. S THE PROPERTY SHALL BE WATERED AND MAINTAINED AT ALL TIMES WRING CONSTRUCTION ACTIMMES SOIAS TO PREVENT MIND —CAUSED EROSION. ALL LAND DISTURBING ACTIVITIES SHALL BE IMMEDIATELY DISCONTINUED MEN RIOI ME DUST IMPACTS ADJACENT PROPERTIES, AS DETERMINED BY THE CITY OF FONT COLLINS ENGINEMNG DEPARTMENT. SO AS NOT TO CAUSE THEN RELEASE INTO ANY ONNNAGEWAY T. NO SOIL STOCKPILE SHALL EXCEED TEN (10) FEET IN HEIGHT. ALL SOIL STOCKPILES SHALL BE PR( MANSPORT BY SURFACE ROUGHENING WATERING, AND PERIMETER SILT FENCING ANY SOIL STOCKPILE SHALL BE SEEDED AND MULCHED. & CITY ORDINANCE PROMBITS THE TRACKING DROPPING, ON DEPOSITING OF SOILS OR ANY OTHER MAT OR FROM ANY VEHICLE. ANY INADVERTENT DEPOSITED MATERIAL SHALL BE CLEANED IMMEDIATELY BY 9. THE SILT FENCE LOCATION SHALL DETERMINE THE UNITS OF CONSTRUCTION 1 loc6 � 80 R N 1