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HomeMy WebLinkAboutDrainage Reports - 05/13/2016Cagy of For40ollAppmVed I �s kppro-,W by: FINAL DRAINAGE REPORT Eye Center of Northern Colorado —Lot 1 Prepared for: Marasco & Associates, Inc. 475 Lincoln Street, Suite 150 Denver, CO 80203 Prepared by:. Interwest Consulting Group 1218 West Ash, Suite A Windsor, Colorado 80550 (970)674-3300 April 19, 2016 Job Number 1240-140-00 91 INTERWEST M CONSULTING G R O U P April 19, 2016 - Mr. Shane Boyle City of Fort Collins Stormwater 700 Wood Street Fort Collins, CO 80522-0580 RE: FTmal Drainage Report for Eye Center of Northern Colorado —Lot 1 Dear Shane, I am pleased to submit for your review and approval, this Final Drainage Report for the Eye t Center of Northern Colorado —Lot development. I certify that this report for the drainage design was prepared in accordance with the criteria in the City of Fort Collins Storm Drainage Manual. City review comments dated January 5, 2016 have been addressed in this report. I appreciate your time and consideration in reviewing this submittal. Please call if you have any questions. Sincerely, Erika Schneider, P.E. Colorado Professional Engineer No. 41777 Reviewed By: &J-10 J Michael Oberlander, P.E., LEED AP Colorado Professional Engineer No. 34288 o s 5 •... t� Stn.,p1 ct`1 �� w ' 1218 INEST ASH, SUITE C WINDSOR, COLORADO 80550 ,E1. 970.674.3300 • FAX. 970.674.3303 TABLE OF CONTENTS TABLEOF CONTENTS ............................................................................................................ iii 1. GENERAL LOCATION AND DESCRIPTION................................................................ 1 1.1 Location...........................................................................................................................1 1.2 Description of Property................................................................................................. 1 1.3 Floodplain Submittal Requirements............................................................................. 1 2. DRAINAGE BASINS AND SUB-BASINS.......................................................................... 2 2.1 Major Basin Description...............................................:................................................ 2 2.2 Sub -basin Description..................................................................................................... 2 3. DRAINAGE DESIGN CRITERIA...................................................................................... 2 3.1 Regulations......................................................................................................................2 3.2 Directly Connected Impervious Area (DCIA) Discussion .......................................... 2 3.3 Development Criteria Reference and Constraints.......................................:.............. 3 3.4 Hydrological Criteria..................................................................................................... 4 3.5 Hydraulic Criteria.......................................................................................................... 4 3.6 Floodplain Regulations Compliance............................................................................. 4 3.7 Modifications of Criteria............................................................................................... 4 4. DRAINAGE FACILITY DESIGN....................................................................................... 5 4.1 General Concept............................................................................................................. 5 ' 4.2 Specific Details................................................................................................................ 5 5. CONCLUSIONS....................................................................................................................7 ' 5.1 Compliance with Standards.......................................................................................... 7 5.2 Drainage Concept........................................................................................................... 7 ' 6. STANDARD OPERATING PROCEDURES.....................................................:............... 7 6.1 Purpose............................................................................................................................7 6.2 Site Specific SOPs........................................................................................................... 8 7. REFERENCES...................................................................................................................... 9 ' APPENDIX VICINITY MAP AND DRAINAGE PLAN.............................................................................. A ' HYDROLOGIC COMPUTATIONS..........................................................................................B HYDRAULIC COMPUTATIONS..............................................................................................0 WATER QUALITY & DETENTION POND, RAIN GARDEN AND LID INFORMATION .. D ' EXCERPTS FROM REFERENCE REPORTS......................................................................... E 1. GENERAL LOCATION AND DESCRIPTION ' 1.1 Location ' The Eye Center of Northern Colorado is located in the Northwest Quarter of Section 4, Township 6 North, Range 68 West of the Sixth Principal Meridian, in the City of Fort Collins, Larimer County, Colorado. Please refer to the vicinity map in Appendix A. The project site is located at the southeast corner Ziegler Road and Precision Drive. ' Precision Drive bounds the property on the north, Ziegler Road on the west and a vacant parcel on the south and east. ' 1.2 Description of Property ' The property consists of about 4.2 acres of land and will consist of a new building and new parking and drive aisles. tThe site generally slopes in a southeasterly and northeasterly direction at approximately 0.5% to 1.0%. The land is currently vacant. There are no offsite flows contributing to the site. ' According to FEMA Panel 08069C0994F there are no mapped FEMA Floodways on this property. 1.3 Floodplain Submittal Requirements ' Because the project is not within any FEMA or City of Fort Collins mapped floodway, a Floodplain Submittal is not required and a "City of Fort Collins Floodplain Review ' Checklist for 100% Submittals" has not been included with this report. 1 1 3. 2. DRAINAGE BASINS AND SUB -BASINS 2.1 Major Basin Description The proposed development lies within the McClellands Basin and McClellands Creek Master Drainage Plan. 2.2 Sub -basin Description Historically, the site generally drains to the east of the site and eventually reaches the Fossil Creek Reservoir Inlet Ditch (FCRID). DRAINAGE DESIGN CRITERIA' 3.1 Regulations n This report was prepared to meet or exceed the "City of Fort Collins Storm Drainage Design Criteria Manual" specifications. Where applicable, the criteria established in the "Urban Storm Drainage Criteria Manual" (UDFCD), developed by the Denver Regional Council of Governments, has been used. 3.2 Directly Connected Impervious Area (DCIA) Discussion Urban Drainage and Flood Control District (UDFCD) recommends a Four Step Process for receiving water protection that focuses on reducing runoff volumes, treating the water quality capture volume (WQCV), stabilizing drainageways and implementing long-term source controls. The Four Step Process applies to the management of smaller, frequently occurring events. Step I: Employ Runoff Reduction Practices ' To reduce runoff peaks, volumes, and pollutant loads from urbanizing areas, implement Low Impact Development (LID) strategies, including Minimizing Directly Connected Impervious Areas (MDCIA). ' Runoff from the parking lots, surrounding sidewalks and building shall drain directly into rain gardens thereby slowing runoff and also promoting infiltration. Runoff from the 1 2 n eastern drive aisle shall drain through a water quality and detention pond which promotes settlement of particles. Step 2: Implement BMPs that Provide a Water Quality Capture Volume with Slow Release Once runoff has been minimized, the remaining runoff shall be treated through the rain gardens and water quality pond. Both systems allow for settlement of sediments. 9 Step 3: Stabilize Drainageways Natural Drainageways are subject to bed and bank erosion due to increases in frequency, duration, rate and volume of runoff during and following development. Because the site will drain to a storm sewer, bank stabilization is unnecessary with this project. Step 4. Implement Site Specific and Other Source Control BMPs Proactively controlling pollutants at their source by preventing pollution rather than removing contaminants once they have entered the stormwater system or receiving waters is important when protecting storm systems and receiving waters. This can be accomplished through site specific needs such as construction site runoff control, post - construction runoff control and pollution prevention / good housekeeping. It will be the responsibility of the contractor to develop a procedural best management practice for the site. 3.3 Development Criteria Reference and Constraints The runoff from this site has been routed to conform to the requirements of the City Stormwater Department and the approved Harmony Technology Park Site Master Plan. Water quality capture volume and detention will be provided on site. The impervious area for the site was assumed to be 80% in the master plan. The release rate for the site is 0.43 cfs/acre or 1.7 cfs. Please refer to supporting documentation in Appendix E. Runoff reduction practices (LID techniques) are also required. The site has been designed to meet the requirement of treating 75% of the total impervious area with LID. The project will add 2.73 acres of impervious area. 2.31 acres will be treated with rain gardens (bioretention). This is 85% of the impervious area and meets the standard. Please refer to Appendix D for LID calculations and further information. 3 3.4 Hydrologic Criteria Runoff computations were prepared for the 10-year minor and 100-year major storm frequency utilizing the rational method. All hydrologic calculations associated with the basins are included in Appendix B of this report. Standard Form 8 (SF-8) provides time of concentration calculations for all sub - basins. Standard Form 9 (SF-9) provides a summary of the design flows for all Sub - basins and Design Points associated with this site. Water quality capture volume and detention is provided on site in the rain gardens and water quality and detention pond. 3.5 Hydraulic Criteria All hydraulic calculations area presented in Appendix C and are prepared in accordance with the City of Fort Collins Drainage Criteria. Storm systems were analyzed using StormCAD software. 3.6 Floodplain Regulations Compliance The project is not within any FEMA or City of Fort Collins mapped floodway; therefore, Floodplain Regulations Compliance is not required. 3.7 Modifications of Criteria There are no Modifications of Criteria at this time. 4 4. DRAINAGE FACILITY DESIGN ' 4.1 General Concept ' The majority of the proposed development will be collected and conveyed to the proposed storm drain system where it will be treated for water quality and detention via the rain gardens or the water quality and detention pond before being released into the existing storm system in Precision Drive. ' 4.2 Specific Details ' A summary of the drainage patterns within each basin is provided in the following . paragraphs. Please refer to Appendix A for the drainage plan. . Basins A is 0.99 acres and contains the parking lot on the north side of the proposed ' building. Basin A is calculated to have a 10-year discharge of 3.4 cfs and a 100-year discharge of 9.6 cfs. Flows from Basin A are captured by Rain Garden A where water quality will occur. An underdrain system will release this flow into the proposed Type C ' inlet and Storm 1. This system releases into the water quality and detention pond. When the capacity of the underdrain is exceeded, flow will enter the proposed inlet above the ' media. ' Basin B is 0.97 acres, contains the proposed building. Basin B is calculated to have a 10- year discharge of 3.6 cfs and a 100-year discharge of 9.6 cfs. Flows from Basin B are captured by Rain Gardens B-NW, B-NE, B-SW, B-S MID AND B-SE where water ' quality will occur. An underdrain system will release the north flow into proposed Storm 1 and the south flow into Storm 2. This system releases into the existing storm system in Precision Drive. ' Basin C is 0.89 acres and contains the parking lot on the south side of the proposed building. Basin C is calculated to have a 10-year discharge of 3.3 cfs and a 100-year discharge of 8.8 cfs. Flows from Basin C are captured by Rain Garden C where water quality will occur. An underdrain system will release this flow into the proposed Type C inlet and Storm 2. This system releases into the water quality and detention pond. When ' the capacity of the underdrain is exceeded, flow will enter the proposed inlet above the media. ' 5 k The rain gardens provide water quality for basins A-C. The following table is a summary of each rain garden. RAIN RAIN RAIN RAIN RAIN GARDEN GARDEN GARDEN GARDEN RAIN GARDEN BOTTOM VOLUME BASIN AREA VOLUME BOTTOM TOP AREA GARDEN VOLUME OK? OK? REOD REOD AREA PROVIDED DEPTH PROVIDED PROVIDED SF CF SF SF INCH CF A 595 892 688 1177 12 933 OK OK B - NW 126 188 207 536 8 248 OK OK B - NE 136 204 200 518 8 239 OK OK B - SW 84 126 118 409 9 198 OK OK B - S MID 122 182 158 454 9 230 OK OK B - SE 86 129 140 338 9 179 OK OK C 609 913 690 1170 12 930 OK OK Basin D is 0.56 acres and contains the drive aisle running north to south on the east side of the proposed building. Basin D is calculated to have a 10-year discharge of 1.9 cfs and a 100-year discharge of 5.3 cfs. Flows from Basin D sheet to the water quality and detention pond through curb openings. This system releases into the existing storm system in Precision Drive. Basin E is 0.56 acres and contains the water quality and detention pond. Water quality volume is only for basins D and E. Basin E is calculated to have a 10-year discharge of 0.4 cfs and a 100-year discharge of 1.1 cfs. This system releases into the existing storm - system in Precision Drive. The water quality capture volume for Basins D and E is 0.02 ac-ft. The volume was sized based on a 40-hour drain time. This will be accomplished at an elevation of 4917.0 ft. The total site will be detained in the pond. Based on the 0.43 cfs/acre release rate, the required storage volume for the site is 0.75 ac-ft at a release rate of 1.7 cfs. Therefore, the total required volume of the pond is 0.77 ac-ft and will be achieved at an elevation of 4920.7 ft. The pond is released into the existing storm system in Precision Drive. An emergency overflow spillway will be designed to pass the 100-year flow of the site in the drive cut to the eastern drive and out the Precision Drive. Z 5. 6. Adjacent Ziegler Road is below the site and not a part of this drainage system. Adjacent Precision Drive shall be treated by a downstream property. The weighted average C value and percent imperviousness of the entire site is 0.72 and 67%, respectively which is below the master plan model assumption of 0.80 and 80%. Please refer to Appendix E for excerpts from the master plan. CONCLUSIONS 5.1 Compliance with Standards All computations that have been completed within this report are in compliance with the City of Fort Collins Storm Drainage Design Criteria Manual. 5.2 Drainage Concept The proposed drainage concepts presented in this report and on the construction plans adequately provides for stormwater quantity and quality treatment of proposed impervious areas. Conveyance elements have been designed to pass required flows and to minimize future maintenance. If, at the time of construction, groundwater is encountered, a Colorado Department of Health Construction Dewatering Permit will be required. STANDARD OPERATING PROCEDURES 6.1. Purpose In order for physical stormwater Best Management Practices (BMPs) to be effective, proper maintenance is essential. Maintenance includes both routinely scheduled activities, as well as non -routine repairs that may be required after large storms, or as a result of other unforeseen problems. Standard Operating Procedures (SOPS) should clearly identify BMP maintenance responsibility. BMP maintenance is typically the responsibility of the entity owning the BMP. 7 r 5 ' Identifying who is responsible for maintenance of BMPs and ensuring that an adequate budget is allocated for maintenance is critical to the long-term success of BMPs. Maintenance responsibility may be assigned either publicly or privately. For this project, the privately owned BMPs shown in Section B below are to be maintained by the property owner or property manager. 6.2. Site Specific SOPs The following stormwater facilities contained within the Eye Center of Northern Colorado development are subject to SOP requirements: Rain Gardens Dry Detention Pond and Water Quality Outlet Structure - Storm Drains The location of said facilities can be found on the Utility Plans for Eye Center of Northern Colorado, Lot 1. Inspection and maintenance procedures and frequencies, ' specific maintenance requirements and activities, as well as BMP-specific constraints and considerations shall follow the guidelines outlined in Volumes 3 and 6 of the Urban Drainage and Flood Control District (UDFCD) Urban Storm Drainage Criteria Manual. SOP Maintenance Summary: Stermwater Facility/RMP Ownershin/Resnonsihility UDFCD Maintenance Reference Rain Gardens Private See Bioretention Dry Detention Pond Private See Extended Detention Basins Storm Drains Private Please reference the Development Agreement for this development for specific Standard Operating Procedures. � 8 7. REFERENCES 1. City of Fort Collins, "Fort Collins Stormwater Criteria Manual Amendments to the Urban Drainage and Flood Control District Criteria Manual", adopted December 2011. 2. Urban Drainage and Flood Control District, "Urban Storm Drainage Criteria Manual", Volumes 1 and 2, dated June 2001, and Volume 3 dated November 2010. i 3. JR Engineering, "Final Drainage and Erosion Control Report Harmony Technology Park Second Filing", dated June 20, 2001. 4. Stantec Consulting, Inc., "Final Drainage and Erosion Control Study Harmony Technology Park Site Master Plan", dated May 19, 2008. 0 E APPENDIX A VICINITY MAP AND DRAINAGE PLAN ' A J E HARMONY RD Y W ry O W O CD w ozTIMBERWOOD DR N U Z W O � O r Q ' J ECIS10ND ROCK CREEK DR SiTE EYE CENTER OF NORTHERN COLORADO • LOT 'I SCALE: 1 "=500' II I I I I Q I l IJ II I W I I A I I I I I I I I I I I I I I I I II I I II I I I II I I I I I I I III I I I I I I I� I I DRAINAGE SUMMARY TABLE D.•pn Print TrWWp pup-0.LM N•a 1•d CItH CItYI a1101 ImM ('am ma Q10)aN I.al QIOI Ica, REMAINS 078 097 fig 50 91 96 Ran GaNen 0v IDO 91 50 38 9S Ran GaNM Opt t00 pA 90 9] as Ran GaaNpn ma— 0m ON fi5 50 1p S3 WMa O_IKy and DMm00n POtN 020O15as as D4 11 Water OueHy m0 Delprew P 0T2 090 t21 Bp t00 p]p w w \\ �1926 - \- w 1926 4926 w 30 15 O 30 60 SCALE: 1"= 30' A92J 1922 240 � FA[ • BASIN A \ w w w \ � � NOTES: sTaau ! \ w w w 1 SEE LANDSCAPE PLAN FOR PLANTINGS THROUGHOUT THE SITE M• m aPnexc w \ 2. THE TOP OF FOUNDATION ELEVATION SHOWN IS HIGHER THAN NUAtV I 0.99 0.7E c0 / "• [A[ THE MINIMUM ELEVATION REQUIRED FOR PROTECTION FROM THE u�uN MAT I 100-YR STORM. _ UlIx STABUTA71i IS ACHIEVED 1 STORM 1 \ •49 SBRI°M1 YRIICOR ECEPLAX ON \ \ I I — - — RAIN GARDEN OUTLET WPE \ RAIN GARDEN BASIN B-NE ROOF / C BASIN B-NW ROOD / ROOF MAIN L.OTI EYE CENTER OF NORTHERN COLORADO SUBDIVISION 1 � 0 97BD.e2 DRAIN LEGEND a� p� r'ROP09ED we....I.OMOE IwE 1 fGE BAyN NUMBFA D.3 .6 Mrt•OR STORM gUNCiF COEiFlCiE!! W ANAGE BASIN AR QOE56NRdNE � PRC�ODIRECTNJN CF WERLANOfLOW A. VL , b� 1 POND SUMMARY TABLE w0 ArO REQUIRED WQCV 0.02 AC FT DETENTIONPO D 1 WQCV ELEVATION 4917.0 FT PROVIDED WQCV 0.04 AC FT 100-YR REQUIRED DETENTION 0.75 AC FT jD 100-YR DETENTION ELEVATION 4920.7 FT 8 ' 100-YR VOLUME PROVIDED 0.80 AC FT 100-YR RELEASE RATE 1.7 cts E ly 0,56 0.20 a ¢ III w _ RAIN GMDDJ a�1 r I RAIN •--••RUN�m RUN BASIN GARDEN EGA TTOM GARDENTOP GARDEN GARDEN BOTTOM VOLUME AREA REOD VOLUME VOLUYE ARb1 AREA AREA DEPTH VOLUME ON? OK? READ REA PROVIDED PROVIDED OF OF BE SF INCH CF A 595 892 WE 1177 12 333 OK OK B - NVY 126 188 207 536 B 448 OK OK B-NE 136 204 200 118 8 239 ON OK ET —SW— 81 226 118 009 9 IN ON OK B - S M® 122 182 158 451 9 230 ON OK B - SE 86 129 140 33B 9 179 OR OK C I 6U9 I Ind I I680 1170 ti 930 0K OK O U _N Z # W w ��'DO F �OOn Q N OIN 4U 00 M a N w000 X U itUDT uFi�°m w of zww tt ZZ -1 o U) Z O m of J Q N v z O m D U] 0 TOTAL IMPERVIOUS AREA =2.73 ACRES m m w f IMPERVIOUS AREA TREATED BY LID = 2.31 ACRES (85%) < CITY OF FORT COLLINS, COLORADO UTILITY PLAN APPROVAL O N G p d td MZM.. L 8 m ow = ' oYo Y U APPROVED: n RECNSA ON ENGINEER GATE a'•' o CHECKED BY: l 286 CALL UTILITY NOTIFICATION WATER A WASTEWATER UnLM DATE q pLM'•. CENTER OF COLORADO 6 •...... ` CHECKED BY: ..... �MAL E 811 STONMWATER UTUW DATE SBL 2-BUSINESS DAYS IN ADVANCE CHECKED BY: PROJ.NO. 128314200 DATE BEFORE YOUBG. GRADE, OR EXCAVATE PARMS k REC MCN FOR THE YARNING 6' UNDERGROUND MEMBER UTIUTES. CHECKED BY: TRAFFIC ENGINEER DA1F CHECKED BY: ENVRONMENTAL PLANNER OAIE APPENDIX B HYDROLOGIC COMPUTATIONS 0 I W J m ' Q ' � C � G Cl) W ' a Z_ Q C c aaa 0 0 N N N Y N N 9E 0 � a � c w c Ir W cu C C C fU (0 '6 '6 '2 (D00C'ICI f0 N O p W tD f cD f7 : Y Oi M CO to N 0 O O ui ui ui ui eC of u C o u co N s O o o o O O O T N O v V O 00 N � f0 O N V O O O O O O m G T T cq N N E Q W 0 0 0 0 0 f7 q J W W ¢ .0 ¢ m U 0 w O H F y c W� c y G W U O N c a N CL a Interwest Consulting Group RUNOFF COEFFICIENTS & %IMPERVIOUS LOCATION: Eye Center PROJECT NO: 1253-142-00 COMPUTATIONS BY: es DATE: 3/&2016 Recommended Runoff Coefficients from Table RO-11 of City of Fort Collins Stormwater Code, Volume I Recommended % Impervious from Table RO-3 Urban Storm Drainage Criteria Manual, Volume I Type C Soils Streets, parking lots (asphalt) Sidewalks (concrete) Roofs Gravel or Pavers Landscape Areas (Flat, heavy) Landscape Areas (Steep, heavy) Runoff % SUBBASIN DESIGNATION TOTAL AREA (ac.) TOTAL AREA (W ft) ROOF AREA (sq.lt) PAVED AREA (sq.f0 PAVERS AREA (sq.fq SIDEWALK AREA (sq.ft) LANDSCAPE AREA (sq.ft) RUNOFF COEFF. (C) % Impervious REMARKS A 0.99 43,100 0 31,200 0 2,000 9,900 0.78 n NORTHLOT a 0.97 42, 100 33,000 0 0 1,600 7,500 0.82 74 BUILDING C 0.89 36,,600 0 30.300 0 2,400 5,900 0.84 84 SOUTH LOT D 0.56 24,600 900 15,M 0 2,300 6,200 0.76 74 EAST DRIVE E 0.56 24,300 0 0 0 0 2d,300 0.20 o POND DBE 1.12 18,900 900 15,200 - 2,300 30,500 0.48 37 POND WO TOTAL 1 3.96 1 172,7001 33,9001 76,7001 1 8,300 53,8001 0.72 1 67 Ecualions - Calculated C coefficients & % Impervious are area weighted C=£(Ci Ai)/At Ci = runoff coefficient for specific area, Ai Ai = areas of surface with runoff coefficient of Ci n = number of different surfaces to consider At = total area over which C is applicable; the sum of all Ai's 3-8.16 FC FLOWAs 0 � O N V c o T � � [r] = v rl II U N Y ul W 2 m e m m u C a m m m m m N z E n m m n N m O �rj Z Om C h N � E Ga0 ti O LLI YN oroco�lo on W% J MNM N N Ion m = QQm W r.N u 7 V # 3 m m m m N N o O C D (V 1,1 N N I Ih E -- u W d O V< Y M Z U w mmlo <o to m Q 'c a o 0 0 0 0 0 m o W b to U) H to N O N W o N 0 0 O YI 0 0 O YI n 0 J N N N N N to W msn f � M m IN n 0 0 0 0 0 0 0 y a NNN�`iN N 3°In 0 0 0 0 o O t m m m n N m O ��v J S W 0 m N O m 0 N m m r N r GG o 0 o O o 0 t m z F m T n m m m m m N Ill m m m m � N o000o vi Z J mamoow a m D N z z W V m m f N O U a o a N O E U O. O C7 m C N 0 O U Cq 2N W d C I O O O N O T N � w— d� II U r oa h z 0 zz¢ o O W 0. VO o ow0Q o N Y Q W S O O O O fp O 0p J N N� N W N Oi r 1pOR n h O O N = M C m m ti O Y N o 0 0 0 0 0 yUj Z J M N m M N N S Ga m ru cc u 7 M r Mem ac of v < w of 3 lc Mmrom o J E LL J W V v v v a M z a S R U L o o 0 0 0 0 0 0 0 0 0 0 c � o W N 0 to to M 00000 O Y,7 o a W N N N N N N J L > c X R L f v r gMro IQ n E `O 0 0 0 0 0 0 m _ O o N N N N N N fV O O O O O O L l0 M M h N (O c � d J O V o all 0 2 U a J S W O Op N O f0 O N O C G G G o t � z� mn m cm m m m u u On m N d N N G O o 0 0 l7 N ? J ma m U O W ~O N z z mFNO ma �'oa �aoa N O N X 0 LL LL t0 a0 M i 1 1 1 i 1 1 1 1 1 1 1 1 1 1 1 1 i 1 LL U. Z 2 47 Y � a W N d VI C C = U W v O J LL Z O O r Q U N Y Q f C 0 N J N V f Q O^ N N^ m^ m O m N Q f N O V W 0 O C > E � ¢ o 0 ¢ = o a U U V N N^^ O N N N N [V lV N o c m^ a N m ^ m 0 n N n () O O O O O O m mvmi m mm 0 0 o vmi c c ri 0 Z. N J ¢ n a G m U p W ~O U � N F- 0 m c m c m a o a m 0 a LL LL O E Z O 2 Q T W d a� C N Or f O W V 0 It Z o O > Q v N a s w wl 0 >a 0 s a ¢ w Oc > E m c ¢a = o a u O - c d 6 6 6 ni of U c o 0 0 0 0 m m m m a m 0 0 v1pi 0 0 u`Oi o ri 0 O 2 J m ¢ m U m W O U ~ N ~ 0 c a 5 m m a m a m o a 3 LL LL O Z M Q O W O CL C c O = O W U G Q LL Z O 0 T Q U � v N Y W R O N Q O H O y U Q Q w O i C � C o S � 'o a o U Q _ C T T Of T N W ai ai ai of m n O O (D E N N IA N RI 6 U O^i O O Of N 001 m m m zg m 4 viOi o c c o 0 of 0 Z J !- c> W is c m o m n v a a o a E It must include separate discussions of the intent of the grading on the previously approved grading plan as well as the final grading being certified. If the final grading matches the approved plan there must be a statement of compli- ance or if not an explanation of what is different and why. In the latter case, the changes must be justified or ex- plained in order to obtain City approval and the release of the Certificate of Occupancy ("CO"). For properties within floodplains, a flood -proofing or elevation certificate is required for all structures prior to the re- lease of the CO. (32) A new Section 6.12 is added, to read as follows: 6.12 Final Close -Out Inspection A Final Close -Out Inspection is required for all new developments and redevelopments. This inspection must be scheduled at the conclusion of all construction activities on the site and prior to transferring ownership and maintenance responsibilities of the site to a subsequent entity such as a Home Owners' Association. The Owner must request the Final Close -Out Inspection from the City. The Final Close -Out Inspection must be scheduled with the City following a minimum two -week advance notice. At the time of the Close -Out Inspection the Owner must provide to the City contact information for the entity that will be assuming ownership and maintenance responsibilities and a plan for funding and carrying out these responsi- bilities. During the Final Close -Out Inspection, the Owner must demonstrate to the satisfaction of the City that: a) All permanent drainage facilities and BMPs have been constructed in compliance with the approved final plan documents and are functioning as designed. b) All revegetation measures are complete and all soil surfaces are stable., c) All drainage facilities and appurtenances have been cleared of any debris and sediment. d) All temporary BMPs have been removed from the development site. (33) Section 7.0 is deleted in its entirety. (34) Section 7.1 is deleted in its entirety. (35) Section 7.2 is deleted in its entirety. (36) Section 7.3 is deleted in its entirety. (37) Section 7.4 is deleted in its entirety. (38) Table DP-1 is deleted in its entirety. (39) Table DP-2 is deleted in its entirety. (40) Table DP-3 is deleted in its entirety. (41) Table DP-4 "Required Maintenance Easements" is added. (42) Figure DP-1 is deleted in its entirety. (B) Volume 1, Chapter 4 - Rainfall: (1) Section 1.0 is deleted in its entirety. (2) A new Section 1.1 is added, to read as follows: 1.1 General Design Storms All drainage system design and construction must take into consideration three separate and distinct drainage prob- lems. The first is the eightieth (80th) percentile storm event or the rain event for which 80% of all rain events have an equal or smaller depth of rain. This storm event is used to design water quality features. The second is the "Minor" or "Ini- tial Storm", which is the 2-year storm in the city of Fort Collins. This is the storm that has a probability of occurring, on the average, once every two (2) years (or one that has a fifty percent chance probability of exceedance every year). The third is the "Major Storm", which is the 100-year storm in the city of Fort Collins. This is the storm that has a probability of occurring, on the average, once every one hundred (100) years (or one that has a one percent probability 1 22 of exceedance every year). In some instances the 100-year storm routing of runoff will not be the same as that for the 2-year storm. (3) A new Section 1.2 is added, to read as follows: 1.2 Minor (2-Year) Storm Provisions The objectives of such drainage system planning are to minimize inconvenience, to protect against recurring minor damage and to reduce maintenance costs in order to create an orderly drainage system at a reasonable cost. The 2- year storm drainage system may include such facilities as curb and gutter, storm sewer, open channels, drainageways, ponds, rivers, streams, and detention facilities. (4) Anew Section 1.3 is added, to read as follows: 1.3 Maior (100-Year) Storm Provisions The objectives of the 100-year storm drainage system planning are to eliminate substantial loss of life or property damage. Major drainage systems may include storm sewers, open channels, drainageways, ponds,.rivers, streams, and detention facilities. The correlation between the minor and major storm system must be analyzed to ensure that a well coordinated drainage system is designed and constructed. ' (5) Section 2.0 is deleted in its entirety. (6) Section 2.1 is deleted in its entirety. t (7) Section 2.2 is deleted in its entirety. (8) Section 3.0 is deleted in its entirety. (9) Section 3.1 is deleted in its entirety. (10) Section 3.2 is deleted in its entirety. (11) Section 4.0 is amended to read as follows: 4.0 Intensity -Duration -Frequency Curves for Rational Method The one -hour rainfall Intensity -Duration -Frequency tables for use with the Rational Method of runoff analysis are provided in Table RA-7 and in Table RA-8. Table RA-7 City of Fort Collins Rainfall Intensity -Duration -Frequency Table for Use With the Rational Method (5 minutes to 30 minutes) Duration (min) 1-Year Intensity OnAr) 10-Year Intensity rn1hr) 100-Year Intensity (in/br) 5 2.85 4.87 9.95 6 2.67 4.56 9.31 7 2.52 4.31 8.8 8 2.4 4.1 8.38 9 2.3 3.93 8.03 10 2.21 3.78 7.72 11 2.13 3.63 7.42 12 2.05 3.5 7.16 13 1.98 3.39 6.92 14 1.92 3.29 6.71 15 1.87 3.19 6.52 16 1.81 3.08 6.3 17 1.75 2.99 6.1 18 1.7 2.9 5.92 19 1.65 2.82 5.75 20 1.61 2.74 5.6 21 1.56 2.67 5.46 22 1.53 2.61 5.32 23 23 1.49 2.55 5.2 24 1.46 2.49 5.09 25 1.43 2.44 4.98 26 1.4 2.39 4.87 27 1.37 2.34 14.78 28 1.34 2.29 4.69 29 1.32 2.25 4.6 30 1.3 2.21 4.52 Table RA-8 City of Fort Collins Rainfall Intensity -Duration -Frequency Table for Use with the Rational Method (31 minutes to 60 minutes) Duration (min) 2-Year Intensity (in/hr) 10-Year Intensity (#*nlhr) 100-Year Intensity (inlhr) 31 1.27 2.16 4.42 32 1.24 2.12 4.33 33 1.22 2.08 4.24 34 1.19 2.04 4.16 35 1.17 2.0 4.08 36 1.15 1.96 4.01 37 1.16 1.93 3.93 38 1.11 1.89 3.87 39 1.09 1.86 3.8 40 1.07 1.83 3.74 41 1.05 1.8 3.68 42 1.04 1.77 3.62 43 1.02 1.74 3.56 44 1.01 1.72 3.51 45 .099 1.69 3.46 46 1 0.98 1.67 3.41 47 0.96 1.64 3.36 48 0.95 1.62 3.31 49 0.94 1.6 3.27 50 0.92 1.58 3.23 51 0.91. 1.56 3.18 52 10.9 1.54 3.14 53 0.89 1.52 3.1 54 0.88 1.5 3.07 55 0.87 1.48 3.03 56 0.86 1.47 2.99 57 0.85 1.45 2.96 58 0.84 1.43 2.96 59 0.83 1.42 2.89 60 0.82 1.4 2.86 (12) A new Section 4.1 is added, to read as follows: 4.1 Intensity -Duration -Frequency Curves for SWMM: The hyetograph input option must be selected when creating SWMM input files. Hyetographs for the 2-, 5-, 10-, 25-, 50- and 100-year City of Fort Collins rainfall events are provided in Table RA-9. J 24 Table RA-9 City of Fort Collins Rainfall Intensity -Duration -Frequency Table for Use with SWMM Duration (min) 1-Year Intensity (in/hr) 5- Year Intensity (inlhr) 10-Year Intensity On Ar) 25-Year Intensity (in/hr) 50-Year Intensity (in/hr) 100-Year Intensity (in/hr) 5 0.29 0.40 0.49 0.63 0.79 1.00 10 0.33 0.45 0.56 0.72 0.90 1.14 15 0.38 0.53 0.65 0.84 1.05 1.33 20 0.64 0.89 1.09 lAl 1.77 2.23 25 0.81 1.13 1.39 1.80 2.25 2.84 30 1.57 2.19 2.69 3A8 4.36 5A9 35 2.85 3.97 4.87 6.30 7.90 9.95 40 1.18 1.64 2.02 2.61 3.27 4.12 45 0.71 0.99 1.21 1.47 1.97 2.48 50 0.42 0.58 0.71 0.92 1.16 IA6 55 0.35 0.49 0.60 0.77 0.97 1.22 60 0.30 0.42 0.52 0.67 0.84 1.06 65 0.20 0.28 0.39 0.62 0.79 1.00 70 0.19 0.27 0.37 0.59 0.75 0.95 75 0.18 0.25 0.35 0.56 0.72 0.91 80 0.17 0.24 0.34 0.54 0.69 0.87 85 0.17 0.23 0.32 0.52 0.66 0.84 90 0.16 0.22 0.31 0.50 0.64 0.81 95 0.15 0.21 0.30 0.48 0.62 0.78 100 0.15 020 029 0.47 0.60 0.75 105 0.14 0.19 0.28 0.45 0.58 0.73 110 0.14 0.19 027 0.44 0.56 0.71 115 0.13 0.18 0.26 0.42 0.54 0.69 120 0.13 0.18 0.25 0.41 0.53 0.67 (13) Section 5.0 is deleted in its entirety (14) Section 6.0 is deleted in its entirety. (15) Section 7.0 is deleted in its entirety. (16) Section 7.1 is deleted in its entirety. (17) Section 7.2 is deleted in its entirety. (18) Section 7.3 is deleted in its entirety. (19) Section 8.0 is deleted in its entirety. (20) Table RA-1 is deleted in its entirety. (21) Table RA-2 is deleted in its entirety. (22) Table RA-3 is deleted in its entirety. (23) Table RA-4 is deleted in its entirety. (24) Table RA-5 is deleted in its entirety. (25) Table RA-6 is deleted in its entirety. (26) Table RA-7-City of Fort Collins Rainfall Intensity -Duration -Frequency Table for use with the Rational Method (5 minutes to 30 minutes) is added. 25 1 APPENDIX C HYDRAULIC CALCULATIONS 5 II Inlet Flow Calculation for Area Inlets Project: Eye Center ' Job Number: 1253-142-00 Calculations by: es Date : 3/6/2016 Interest Consulting Group 1218 W. Ash, Suite C Windsor, CO 80550 ' Objective: to determine capacity of Type C area inlet with close mesh grate WSEL ' Geometry at inlet Grate Dimensions and information: Close Mesh Grate Width (W): 2.625 feet Length (L): 3.3542 feet ' Open Area (A): 6.6944 sq ft Reduction Factor (F). 50% Grate Flow: Use the orifice equation Qi = C*A*SQRT(2*g*H) to find the ideal inlet capacity.* 'See Hydraulic Design Handbook by McGraw-Hill for verificaiton of equation use and C value C = Orifice discharge coefficient= 0.67 A = Orifice area (ft) - open area of grate g = gravitational constant = 32.2 ft/s2 H = head on grate centroid, ponding depth (feet) Then multiply by the reduction factor for the allowable capacity. Qc=Qi*(1-F) DP A DETERMINE CAPACITY OF TYPE C INLET AT DP A H = 0.5 ft Single Type C Inlet A = VA 6.69 ftZ Q; = C*A*SQRT(2*g*H) 25.45 cfs QG= Qi*F = 12.73 cfs USE: Single Type C Inlet t o0 Oy' t-( c -Q Pagel Inlet Flow Calculation for Area Inlets Project: Eye Center Job Number: 1253-142-00 Calculations by : es Date : 3/6/2016 Objective: to determine capacity of Type C area inlet with close mesh grate WSEL Geometry at inlet: Grate Dimensions and information: Close Mesh Grate Width (W): 2.625 feet Length (L): 3.3542 feet Open Area (A): 6.6944 sq ft Reduction Factor (F): 50% Grate Flow: Interwest Consulting Group 1218 W. Ash, Suite C Windsor, CO 80550 Use the orifice equation Q, = C'A"SQRT(2'g'H) to find the ideal inlet capacity.' 'See Hydraulic Design Handbook by McGraw-Hill for verlficaiton of equation use and C value C = Orifice discharge coefficient= 0.67 A = Orifice area (ft) - open area of grate g = gravitational constant = 32.2 ft/sz H = head on grate centroid, ponding depth (feet) Then multiply by the reduction factor for the allowable capacity. 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LLJ O O O O O O Ln O L!7 N O N O •- O d d �' O _ O + C:) N 0'O I� v^ /,T mNa i a) q' a> 0 m a) m 4 U T O N a (D Q)toNLO " C CI�TCD C T 00 QC N G J 5 0J Cn Cn O O • • •L O + /1W\ cu T (L- M C) r- F+ V- OLn T UNrn ce)C) C)U J E U) •C U) d N O O 00 -it >> ^ T O C C O J Ui QCO N� D O CD O C� O 1- N O (n cr d ..t Ca QD C C JCrCn O O + O ro N N n co 0 N Q 0 n N 0 a U C7 n c m m �3 �0 cc � D 4 C C � O o co U) co V C N v N A S Xse E w v u E 0 02 O Q N � m C; 0s� m m U E o m T 0D W m n y i O F x 0 O O N O) V W J D 0 Z 00 0 M O 5 co L G c U 0U) f� VJ W rr M H 5 4-f O H O u? CO O LO N O U) O O O N Oj M c 0 6 N W O O LO Q) V O O Uf Lq LO r} 4-f O Q) U� N ) a> a) aLO C> a r� �n o .. �Ci O O O Q) V O O O rn o cn o m rn V U N C �.c N N Q O CO n C C W r r0 N D_C N O J f75 &5 O O O O i N o_ N 0 0 0 (7 N a N C N b �Lda w > 0 U Q U y E `o m N c �i c c W 15 d O (L` O N N n Cl) N N us vn N MI L L STORM SEWER ♦JfN ryf �ni�;MJ�•`lAArfMb[YHrm C•YuulW.�BxMBGru Mf .r .Y A\s.a �Mf. Ivwu' YB[r Ll W.f f-0 FM[aYa CYM:I\'\ C1 UTUlTY HOTIFICATHTN CENTER OF OOLORADO 1-800-922-1987 Bvoirw'wau°•cTeao ww1vAn Poa TNB MMA W xo a umrwaxo MPWPlmerma gy$�• MIORMONTK7CALIR 1' • BP F P® ii vlscrlDAL SCALE, I'- IF C5® NOTES: 1. PIPES SHALL HAVE A PRESSURE SEAL RCP JOINT SEALS SHALL COMPLY NTH ASTM C-443. Q. ALL STORM SEVERS SHALL BE CLASS IB RCP WITH WATER TTw JONTS 3, ALL COORDINATES GIVEN FOR STORM GRAIN INLETS ARE TO tl THE INTERSECTION OF THE MIOPOPIT OF THE INLET ANG FLOWLrE OF THE STREET. ALL OTHER COORDINATES FOR STORM DRAIN STRUCTURES ARE TO FOND OF PIPE OR CENTER OF MANHOLE ALL LENGTHS OF STORM PIPE ARE FROM THE CENTER OF MANHOLE OR INSIDE FACE OF THE INLET/STRUCTURE TO THE END OF PPE. ALL SPECIALLY FABRICATED AUZSS STRUCTURES SHALL PROVIDE A CONTINUOUS VERTICAL ACCESS AT ONE SIDE OF THE PPE SECTION. SHOP DRAWINGS OF SPECIALLY FABRICATED ACCESS STRUCTURES MUST BE SUBMITTED TO THE ENGINE EA TORSAPPROVA AT LEAST TWO WEEKS PRIOR TO y 4 ® d Q 4. FOB . Or" FACE OF BOX ®®BM lO w1 S. SEE HORIZONTAL CONTROL PLAN FOR COONgNATE TIES TO PROPERTY CORNERS. C PB�BY. AN!♦® WAWN BY. A.W a N 2 N rL J H0 oa •d, It uu U o cd 0 z n 0� Z u as JLL 0 S0W0 ILN00 STORM SEWER A4 IF a City of Fort colons, Colorado LITILITYpLANAppROVAL JJ� THESE PLANS HWE SEEN REVRWEU By RE ENTOY FOR CONCEPT ONLY. THE ��,D O REP4 t1T` vP APPODAM � h'' ��r __ MY REM DOES Y IMPLY RESPONSIBILITY BI 1 �Y Oa(e LRI ynw PPPD000044MM THE RENEWING DEPARTMENT, THE LOCAL toy �µ aECNEG (H: NA r k Wm Usb Daly ENTITY , IJjJR CN EERRECTNESS ALOE ME FOOL h 9 Si"If Ay 8 o B�,./_� ME IEW YUTHAT F �NK� CHECKED BY: 1LE12 DOES NO IMP GOES NOT IMPLY YINT DLLY15116 DP ITEMS QUANTITIES F ITEM URDy Dole ON THE PLANS ARE THE FNMA. gMNYITES - CHECKED W. REQUIRED. THE RLVIEW SHALL NOT BE HIOJ NW IP100M Paln t Rwwum Doh CONSTRUED N ANY REASON AS ACCEPTANCE CHECKED BY: y/N IF FINANCIAL. RESPONSIBILITY BY THE LOCAL utc OarsIfs -w1l. Erginc[ DYh ENTRY FOR ADDITIONAL gMNTBES OF RENTS SH*Lr NO: 22 SHOWN THAT MAY BE REWWEO WRINC THE CHECKED BY:� ^— E^vi DRIB OC NSMUCHON PHASE rtol Horror a of s0 r-S 2149 APPENDIX D WATER QUALITY & DETENTION POND, RAIN GARDEN AND LID INFORMATION co Design Procedure Form: Extended Detention Basin (EDB) - Sedimentation Facility BASIN D DETENTION POND WO Project Name: Eye Center Project Number: 1253-142-00 Company: INTERW EST CONSULTING GROUP Designer: ES Date: 3/8/2016 1. Basin Storage Volume A) Tributary Area's Imperviousness Ratio (i=la/100) B) Contributing Watershed Area (Area) C) Water Quality Capture Volume (WQCV) (WOCV=1.0-(0.91'i3-1.19'Q+0.78i)) D) Design Volume: Vol = WQCV/12' Area' 1.2 0 la= 37% i = 0.37 A = 1.12 acres WQCV = 0.172 watershed inches Vol. = 0.019 ac-ft g! G !!!! 2 §§§ 8 §§ g§§§§ g §§§!! g ; {! .. � - / / /__ ..... .. . �../ . . . . .. . ... .. .. . . � \ / ! ......_ . ....._ .j. � . . .. .. . .. . �. . .. .. }� k / ! � !- } } t! } t! � .....�. . . / t.... ..\.® f � \ g 9§g§!§2 \ .. ......... . . .......... . \\§!, / .\\/ \/ .\ \/ . \\\(\\\\\ \/ .. i\ () / ... / / \) /) /))())) /)...... / / ) / .. / /()/))2)))(/ /)(§(()/.... )\ Interwest Consulting Group DETENTION VOLUME CALCULATIONS Rational Volumetric (FAA) Method 100-Year Event LOCATION: Eye Center - DETENTION POND PROJECT NO: 1253-142-00 COMPUTATIONS BY: es DATE: 3/8/2016 Equations: Area trib. to pond = 3.96 Developed flow = Qp = CIA C (100) = 0.90 Vol. ln=Vi=TCIA=TQD Developed C A = 3.6 Vol. Out = Vo =K QPo T Release rate, QPo = 1.70 storage = S = Vi - Vo K = 1 Rainfall intensity from City of Fort Collins IDF Curve with updated (3.67") rainfall acre acre cfs (from fig 2.1) Storm Duration, T (min) Rainfall Intensity, 1 (in/hr) Qo (cfs) Vol. In Vi (ft3) Vol. Out Vo (ft3) Storage S (ft3) Storage S (ac-ft) 5 9.95 35.5 10639 511 10128 0.23 10 7.77 27.7 16608 1022 15586 0.36 20 5.62 20.0 24038 2043 21995 0.50 30 4.47 15.9 ' 28665 3065 25600 0.59 40 3.74 13.3 31990 4087 27903 0.64 50 3.23 11.5 34576 5108 29468 0.68 60 2.86 10.2 36692 6130 30561 0.70 70 2.57 9.2 38483 7152 31331 0.72 80 2.34 8.3 40037 8173 31864 0.73 90 2.15 7.7 41412 9195 32217 0.74 100 1.99 7.1 42645 10217 32428 0.74 110 1.86 6.6 43765 11238 32526 0.75 120 1.75 6.2 44791 12260 32531 0.75 130 1.65 5.9 45739 13282 32457 0.75 140 1.56 5.6 46620 14304 32317 0.74 150 1.48 5.3 47444 15325 32119 0.74 160 1.41 5.0 48219 16347 31872 0.73 170 1.35 4.8 48950 17369 31581 0.73 180 1.29 4.6 49642 18390 31251 ' 0.72 Required Storage Volume: 32531 ft3 0.75 acre-ft 3-8-16 detention.xls,FAA-100yr Streets: ' Paved .90 .90 .90 .90 Gravel .15 .25 .40 .70 ' Drives and Walks: .90 .90 .90 .90 Roofs: .90 .90 .90 .90 ' Lawns, Sandy Soil: .00 .10 .20 .50 Lawns, Heavy Soil: .10 .20 .30 .60 The outflow runoff volume is a time integral of outflow hydrograph. In the FAA method, it is simplified to use an equivalent average outflow rate to estimate the outflow runoff volume. The equivalent average outflow from a basin can be related to its outflow. Figure 2.1 presents this relationship _developed by the Denver Urban'Drainage and Flood Control District by comparing the results obtained using the FAA method with those obtained using the hydrograph routing technique. Average Flow to Peak Outflow Ratio 0 C 0.95 -------�_ T.� 7 � i ; C 0.9-----__ _ y_ a d i j 0.85 __..__._:: __._ _..:u ' 1 � f i 41 Q 0.75 0 0.2 0.4 0.6. 0.8 1 Peak Outflow/Peak Inflow Ratio Figure 2.1 Average Flow to Peak Outflow Ratio. for the FAA Method ' Detention Basin Design and Flow Analysis 9 L i Proposed Detention Pond - Stage/Storage LOCATION: Eye Center PROJECT NO: Eye Center - DETENTION POND COMPUTATIONS BY: es SUBMITTED BY: INTERWEST CONSULTING GROUP DATE: 3/8/2016 V = 1/3 d (A + B + sgrt(A'B)) 3.89 where V = volume between contours, ft3 0.91 d = depth between contours, ft A = surface area of contour WQCV- 100-yr WSEL. t ' 3-8-16 detention.xls POND B Stage (ft) Surface Area (ft2) Incremental Storage (ac-ft) Total Storage (ac-ft) Detention Storage (ac-ft) 15.6 0 16.0 200 0.00 0.00 17.0 4500 0.04 0.04 0.00 18.0 6900 0.13 0.17 0.13 19.0 9600 0.19 0.36 0.32 20.0 12700 0.26 0.62 0.57 20.5 14600 0.16 0.77 0.73 20.7 15700 0.07 0.84 0.80 REQUIRED DETENTION VOL = 0.75 AC -FT WQCV = 0.02 AC -FT TOTAL REQUIRED VOLUME= 0.77 AC -FT POND ' 100-yr Event, Outlet Sizing LOCATION: Eye Center PROJECT NO: Eye Center - DETENTION POND COMPUTATIONS BY: es SUBMITTED BY: INTERWEST CONSULTING GROUP DATE: 3/5/2016 Submerged Orifice Outlet: release rate is described by the orifice equation, Qo =. CoAo sqrt( 2g(h-Eo)) where Qo = orifice outflow (cfs) Co = orifice discharge coefficient g = gravitational acceleration = 32.20 ft/s ,qo = effective area of the orifice (ft`) ' Eo = greater of geometric center elevation of the orifice or d/s HGL (ft) h = water surface elevation (ft) ' Qo = 1.70 cfs (0.43 cfs/acre) outlet pipe dia = D = 15.0 in ' Invert elev. = 4915.50 ft (inv. "D" on outlet structure) Eo = 4916.02 ft (downstream HGL for peak 100 yr flow - from FlowMaster) h = 4920.70 ft - 100 yr WSEL ' Co = 0.65 solve for effective area of orifice using the orifice equation ' A. _ 0.151 ft` 21.7 in` orifice dia. = d = 5.26 in Check orifice discharge coefficient using Figure 5-21 (Hydraulic Engineering) d/ D = 0.35 kinematic viscosity, v = 1.22E-05 ft2/s ' Reynolds no. = Red = 4Q/(7rdv) = 4.05E+05 Co = (K in figure) = 0.65 check ' Use d = 5.25 in Ao = 0.150 ft` = 21.65 in Omax = 1.70 cls 0 ' orifice - 100yr, 3-8-16 detention.xls I (w•rnI�FIWp 1 IYY oQ ��-ii��W411 � \� trD r r \ ��o�py1WnpF•F�p,,c����� \ � q, EOY r eux sv >ryryQI•Wrer.ry�p� e.W ]�rwae.Q � (RF. Q.. QIR ql •Ai YI6 A nuun,nunn.ev.Wn a.nnuuuureu Il....•....•.i•.•..1. ......... DI vonu.0 1 nnnnm unnum 00.1 ....... n nonual uummuuuu4 �uumumnnur I, i cuurn...unnup11 11Mn ......�.......11 L Fmi W `WW) A B PLAN O n,¢ .nm oEv.L c�QE a T YmIfA Owl[ R.A � \ I r- S810M¢ImLL R fRO[R ffi F wyT I 1 ynr RY 1.. 9 MA llv°r�`Qiq °m I I ..] Oki siLewSm mn R :� •I.. J �; ; d.a .WwA SfWRS Srt4 ilOml 015 R ,nM,w' qA u Im AC MSS WELL aclml e011W me R MO KIW w 'r llnl ) w41 R I1P[ now mnlu nwTe SECTION A -A SECTION BB ow ,nnIEQBpAp�� C m ], c W YwV t MROiW.a� LW. BWY A @ems IC A w .o A w, i SECTION DM Wwr.c lsa . wea l .. 1 WIN - IR�� ]wtiWl Qf O�Ww=¢�m®!.v@.i9/u i Q01 QmA.6 -AY awn ]In' „u.,w,o q,..rA nR®r-e �.u. cwRAw®KI Y.•egm N.n, WATER QUALITY .Q,r, """ OUTLET STRUCTURE 'r SECTION C-C CkYd rtCdiinS CITY Df FDRT SOLLI TRUNR UTILITIES SIDRYIIATER CONSITEUCTION DRTAl13 P.D. BOX 500. TORE COLLDVS. C.. BOORB Rw.K (870) zzl-B;DD W,F DETAILS T . Q4+2 a/'s/af r Wa A=I PLAN VIEW YM N�,WW N. 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R �Asn c-oe i 3 t pv, _ >Q YOR pryi (�1 �a Y4I11[ YLMwS HIM W[ Ins �emrnod'1 ALL,w'Rwii mYr .NYL lx Yx � OQIIm ew011 Itl2' YrNQ RQERII Q 1 , iYAMgI.AI.Na •,ewQe sMu s As ruop SKA Tut 30..1 AITERNAIE BASE W�:(Yl ..x w2 mnlN STANDARD MANHOLE n8 ORWI ,Ott STORMWATER IA D DETAIL �navi CONSTRUCTION DETAILS 'oa.Am" /w D-3 t `W RFQ n4Q�KAA muRi MO.r I roR91+M• VRu t•W wO, I Alff •,=M i. PIPE OUTLET WITH GRAVEL FILTER NOTE: NSTALL AGGREGATE IN F Ol' WF1L SCREEN ON WATER DUALITY STNUCUTRE IENERAL NOTES O Q DttaF nECOuxlS I CDNSiRUCnON DETA1l5 DETAIL � i�R31lElFlGi�� firn� E �-- I— �• ©rn m r"Him"awmra i�oosoonn Sfit11M1®1!i W W 67 ®®HIlBAF1ARH OtlWMFJ9BO rovmlnCIum INCRETE END SECTIONS .1 ST0E4WATER ,�.DE-T Ts /N,I�q��-CONSTRUCTION DE D AI CALL UTILITY NOTIFICATION CENTER OF COLORADO 811 CALL 2-BUSINESS DAYS IN ADVANCE BEFORE YOU DIG. GRADE, OR EXCAVATE FOR THE MARKING Of UNDERGROUND MEMBER UTILITIES a# co Go U) C ( N wM' N i6 m 003 m VO B m a 0ZZ 7 N r a Z 0 r- U U O Z � � ■ to CITY OF FORT COLLINS, COLORADO 6 UTILITY PLAN APPROVAL APPROVED: CITY ENGINEER 'EO'S F9 op r '$FU' V ,,y o ATE CHECKED BY: s- '2MA WATER k WASTEWATER UTILITY TE GATE ¢ $� CHECKED BY: s ON sroRMxATER UTILITYDATE AL^E� II. CHECKED BY: PARKS A RECREATION DATE PML Nft 121*100D CHECKED BY: TRAFFIC ENGINEER DATE 13 CHECKED BY: _ DATE a Z) 0 Er 0 0 z J D z 0 U (fl o Cl N 0) � O W co N T cr cr M Uc;w >. N ~ Cn W r Z W } cc Q z y W N -0 0 cr cu 7 Q z z c Zco Q E ai o o 0 w 0 oC ad00a w C�' Y Y Y Y Y Y Y 0000000 00 O C'' Y Y Y Y Y Y Y OO 0000000 m Z w W zC3 MO V MOOMeooM co 0) o co Q O M N N N,co N r N, N r M O>a z= w aQ raV aOMMMN W Z cc0 _ 0 IL O w z W> LL �cc) Cl) O 'tco� (n M cc0 Q 0 �% r lLY r lly M r a a G w Zm W OLL >O m 00 M nOMWa CD O r (n 't C, M � 4 O Q W N N r r r M c7 m a Z O-1 d LL N 00 � (O N M (M C.)00 M 00 r CDN N r 00 r N r r M cc 0LLI¢ (7 > O W W Z 0NM wN co �aW, 0r P 0 pC Q Z W 3: W Q z z U U U Q U m co com i fi�Cib'N_— Design Procedure Form: Rain Garden (RG) - Sheet 1 of 2 Designer: MPO Company: INTERWEST Date: March 9, 2016 Project: EYE CENTER Location: RAIN GARDEN BASIN A 1. Basin Storage Volume A) Effective Imperviousness of Trmndury Area, 1. 1. = T7.0 %. (100% if all paved and roofed areas. upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = V100) I = 0.770 C) Water Quality Capture Volume (WQCV) for a 12-tour Drain Time WOCV = 0.25 watershed inches (WQCV= 0.3 • (o.ar It- 1.19 • P+ o.7s • n D) Cordnbuting Watershed Area (indudirg rain garden area) Area - 43.100 sq it E) Water Quality Capture Volume (WOCV) Design Volume V.0" = 692 cu it Val = (WQCV / 12) - Area - F) For Watersheds Outside of the Denver Region, Depth of da - In Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, VwocvoT = cu N. Water Quality Capture Volume (WQCV) Design Volume - H) User lead of Water Quality Capture Volume (WQCV) Design Volume Vwow usm = cu ft (Orly If a different WOCV Design Volume Is desired) Z Bash Geometry A) WQCV Depth (124lch maximum) Dom; = 12 in B) Rain Garden Side Slopes (Z - 4 min, hortz. dist per unit vertical) Z 0.00 ft / ft, (Use *0" 0 rain garden has vertical walk) I= C) Minimum Flat Surface Area Au„ =. 5W sq it D) Actual Flat Surface Area A� =. sq it E) Area at Design Depth (Top Surface Area) At. = sq ft F) Rain Garden Total Volume VT= Cu ft Nr ((AT. + A&mJ / 2)' Depth) 3. Growing Media ore Q•edGarden Growing Media . 0 Other (Expldn): 4. Underdrafn System Choese One Q YES A) Are undntrdreira provkled7 ONO B) Unda rain system orifice diameter for 12 hour drain time I) Distance From Lowest Elevation of the Storage y= it Volume to the Center of the Orifice D) Volume to Drain In 12 Hours VOIrz= N/A cu it ii 6Q Orifice Diameter, 3/B' Minimum Do- wn In _1 3.8-16 RG A.dsm, FIG 3WO16, 10:04 AM Design Procedure Form: Rain Garden (RG) Sheet 1 of 2 Designer. Moo Compary: INTERWEST Date: March 8, 2016 Project: EVE CENTER ' Location: RAIN GARDEN BASIN B NORTHEAST ROOF 1. Basin Storage Volume A) Effective Imperviousness of Tr6wtary,Area. I, I, = 74.0 . % (100% 8 all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (t = IW100) 1= 0.740 C) Water Quality Capture Volume (WQCV) for a 12-tour Drain Time WQCV = ,0.24 watershed Inches I WQCV= 0.8 • (o.gt• O -1.19 • P+ 0.78 � 0 D) ContriWing Watershed Area (inchding rain garden area) Area = 10,400 sq 8 E) Water Quality Capture Volume (WQCV) Design Volume Vim.= 2D4 cu R Vol = (WOCV / 12) - Area - F) For Watersheds Outside of the Denver Region, Depth of de= in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, Vwocv oraea =. cu R Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume Vwo y usa = cu R _ (Ordy if a different WOCV Design Volume Is dested) 2. Basin Geometry A) WQCV Depth(12-lch maximum) Dwo,,= 12 In B) Rain Garden Side Slopes (Z = 4 min., horiz. d'st per unit vertical) Z = 0.00 Ulf; (Use V If rein garden has vertical galls) C) Mi imuan Flat Surface Area Ara„ =. . ,136 sq it D) Actual Flat Surface Area Aa = sq 8 E) Amer at Design Depth (Top Surface Area) AT. = sq If F) Rain Garden Total Volume V1= cu R (VT= ((Arm + AAd v) / 2)' Dom) - 3. Growing Medal a10°6e One �0 18' Rain Garden Growing Media O OUuar (Explain): 4. UndeMrain System m One. 0 YES A) Are underdrairs.provided? ONO B) Underdrain system orifice diameter for 12 hour drain time 1) Distance From Lowest Elevation of the Storage y= R Volume to the Center of the Orifice 6) Volume to Drain in 12 Hours Vd12 = WA cu R Ai) Orifice Diameter, 3/8' Minimum Do = WA In 3-8-16 RG B NORTHEASTAsm, RG 315/2016,10:03 AM Design Procedure Form; Rain Garden (RG) Sheet 1 of 2 Designer. MPO Company: INTERWEST Date: March 8, 2016 Project: EYE CENTER Location: RAIN GARDEN BASIN B NORTHWEST ROOF 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, I, 1.. 74.0 % (100% if a0 paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = 1.1100) I = 0.740 C) Water Quality Capture Volume (WQCV) for a 12-hou_d Drain Time WOCV = 0.24 watershed Inches (WQCV= 0.8' (0.91* 13- 1.19' In+ 0.78' 1) D) ContrbAirg Watershed Area (including rain garden area) Area = 9.600 sq ft. E) Water Quality Capture Volume MbCV) Design Volume Vv v = 188 cu It Vol = (WQCV /12)•Area F) For Watersheds Outside of the Denver Region, Depth of da = In Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, Vwocv� = • cult Water Quality Capture volume (WOCV) Design volume H) User Input of Water Oualdy Capture Volume (WOCV) Design Volume VQQCV MR = cu It (Only if a different WQCV Design Volume Is desired) 2. Basin Geometry - A) WQCV Depth (124rich maximum). DNocv = 12 in B) Rain Garden Side Slopes (Z = 4 min., hortz. dist per unit vertical) Z = 0.00 ft/ ft (Use "0' If rain garden has vertical wags) C) MOmimun Flat Surface Area Au. =. .128 sq ft' D) Actual Rat Surface Area A, = sq ft E) Area at Design Depth (Top Surface Area) Arm = sq ft F) Rain Garden Total Volume VT- _ _ _ cu it (Vr ((Arm + Ak ) 12) * Depth) 3. Growing Media [rl7lkawlnGarden GmMrg Media 0 DOW (Explain): 4. Underdrain System j"_ One I O YES A) Are urderdmi s provided? IONO 8) Urderdrain system orifice diameter for 12 hour drain time 1) Distance From Lowest Elevation of the Storage y= ft Volume to the Corder of the Orifice 0) Volume to Drain in 12 Hours V0112 = WA cu ft w) Orifice Diameter, 3/8' MMmum Do = N/A in ' 3-8-16 RG B NORTHWEST.xlsin, RG a6=16, 10:03 AM Design Procedure Form: Rain Garden (RG) Sheet 1 of 2 Designer. MPO Company: INTERWEST Data: March 8, 2016 Project: EYE CENTER Location: RAIN GARDEN BASIN B SOUTHEAST ROOF 1. Basin Storage Volume 0 A) Effective Imperviousness of Tributary Area, 4 I, = 74.0 % (1D0% If a0 paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (I = 1.1100) 1= 0.740 C) Water Quality Capture Volume (WoCV) for a 12-hour Drain Time WOCV = 0.24 watershed Inches (WQCV= 0.8' (0.91' P- 1.19' ins 0.78' 1) 7 D) Cortnbuti g Watershed Area (Inducting rain garden area) Area = 9,3D0 sq It E) Water Quality Capture Volume (WQCV) Design Volume Vwocv = 182 cult Vol - (WQCV 112) • Area F) For Watersheds Outside of the Denver Region, Depth of dr = in i Average Ruraft Producing Storm G) For Watersheds Outside of the Denver Region, Vwocvonam = ou ft Water Quality Capture Volume (WOCV) Design Volume H) User Input d Water Ouality Capture Volume (WQCV) Design Volume Vwcov usaa _ 'cu It (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch maximum) Dvx = 12 in B) Rain Garden Side Siopes (Z - 4 min., hor¢. d'st per unit vertical) Z - 0.00 ft l ft (Use'0" 0 rain garden has vortical walls) C) Mimimum Flat Suface Area Au„- 122 sq ft D) Actual Flat Surface Area A,v,,, = sq ft E) Area at Design Depth (Top Surface Area) Arm = sq It F) Rain Garden Total Volume VT= cu If (VT=((AT. +AAi o12)'-Depth) 3. Growing Media Grosse 0' Q 1a" Rain Garden Growing Media ' ' O Other (Explain): 4. Urderdrain System Choom One YES A) Are urtdlrctralRS provided? Ir Q NO B) Urderdrain system orifice diameter for 12 hour drain time f) Distance From lowest Elevation of the Storage Y. It Volume to the Center of the Orifice 6) Volume to Drain In 12 Hours V011= = WA cu It III) Orifice Diameter, 3/8' Minimum Do = WA in 3-8-16 RG B SOUTHEASTxism, RG � 3/5/2016,10:06 AM Design Procedure Form: Rain Garden (RG) 1 of 2 Designer: UPO Company: INTERWEST Data: March 8, 2016 Project: EYE CENTER Location: RAIN GARDEN BASIN B SOUTH MIDDLE ROOF 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, I, I, = 74.0 % (tOD% 0 all paved and roofed areas upstream of rain garden) B) TriWlaryArea's Imperviousness Ratio (I = IJID0) i - 0.740- C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.24, _ watershed Inches (W(2CV= 0.8' (0.91' P- 1.19' ?+0.78, i) D) Commuting Watershed Area (Including rain garden area) Area - 9,300 sq R E) Water Quality Capture Volume (WQCV) Design Volume Vway, = 182: cuft Vol = (WQCV 112) - Area F) For Watersheds Outside of the Denver Region. Depth of do = in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, Vwocv 0m = cu ft Water Quality Capture Volume (WQCV) Design Volume H) User IrpW of Water Quality Capture Volume (WOCV) Design Volume Vwocvn = cu it (Only if a different WQCV Design Volume is desked) 2. Basin Geometry A) WQCV Depth (124rich maximum) Dw,,, = 12 in B) Rain Garden SIde.Slopes (Z = 4 mh, tortdisc per unit vertical Z = 0.00 ft / ft. (Use'0' 6 rain garden has vertical wells) C) Mimimum Flat Surface Area A,. - 122 sq ft. D) Actual Flat Surface Area A� = sq ft E) Area at Design Depth (Top Surface Area) AT,= ` sq It , F) Rain Garden Total Volume VT cu It (Vr ((AT. ,Apkw) / 2)' Depth) 3, Growing Media U10O5B ono Q 8- Rain Garden Glowing Media 10 Other «lain): 4. Urderdrain System One O. A) Are underdrai s provided? O B) UMerdrain systarn afte diameter for 12 hour drain time 0 Distance From Lowest Elevation of 0e Storage y= fl Volume to the Center of the Orifice hl Volume to Drain in 12 Hors VOlrr = WA cu ft III) Orifice Diameter, 3W Minimum Do = WA . in 3-8-16 RG 5 SOUTH MIDDLEAsm, RG 3152016, 10:06 AM Design Procedure Form: Rain Garden (RG) Sheet 1 of 2 Designer: MPO Company: INTERWEST Date: March 8, 2016 Project: EYE CENTER Location: RAIN GARDEN BASIN B SOUTHWEST ROOF 1. Basin Storage Volume - A) Effective Imperviousness of Tnibutary Area, 1. 1.. 74.0 % (100% If all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (I = I,/100) 1= .0.740- C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.24 watershed Inches (WOCV= 0.8' (0.91' 0- 1.19' Ir * 0.78 , 1) D) Contributing Watershed Area (including rain garden area) Area = 6,400 sp it E) Water Quality Capture Volume (WOCV) Design Volume Vwocv = 126 cu it Vol = (WQCV / 12) - Area F) For Watersheds Outside of the Denver Reg!= Depth of de = in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, VMcv onf-A = - cu ft Water Quality Capture Volume (WQCV) Design Volume - H) User Input of Water Quality Capture Volume (WQCV) Design Volume Vim, = a it (Orly N a different WOCV Design Volume Is desired) 2. Basin Geometry A) WQCV Depth (12-inch maitimum) Dwocv = 12 in B) Rain Garden Side Slopes (Z - 4 min:, hors. diet per unit vertical) Z = 0.00 ft / ft (Use'0' if rain garden has vertical wags) C) Mi irmm Flat Surface Area A4 _ 84 ' sq it D) Actual flat Surface Area A� = sq it E) Area at Design Depth (Top Surface Area) AT,= = sq it F) Rain Garden Total Volume VT= cu it wT= ((ATva * Mew.) / 2)' Depth) 3. Growing Media oasa CYre[00 1e' Rain Garden Growng Media 0 Other (Emlahn): 4. Underdrain System r Choose One - 0 YES A) Are underdrains provided? I 0 NO B) Underdrain system orifice diameter for 12 how drain time t) Distance From Lowest Elevation of the Storage Y. it Volume to the Center of the Orifice 0 Volume to Dram in 12 Hars Vol,== WA cult r` ( III) Orifice Diameter, 3/8' Minimum 4 Do- WA in 3-8-16 RG B SOUTHWEST.xism, RG 315/2016, 10:06 AM Design Procedure Form; Rain Garden (RG) Sheet 1 of 2 Designer. MPO Company: INTERWEST Date: March 8, 2016 Project: EYE CENTER Location: RAIN GARDEN BASIN C 1. Basin Storage Volume A) Effective Imperviousness of Triloulary Area, 1, 1.= 84.0 % (IOD% dall paved and roofed areas upstream of min garden) B) Tributary Areas Imperviousness Ratio (i = V100) i = 0.840 C) Water Quality Capture Volume (WQCV) for a 112-hour Drain Time WQCV = 0.28 watershed inches (WQCV= 0.8 * (0.91, e - 1.19 + 0.78 - i) D) ContrWing Watershed Area (including rain garden area) Area = 38,600 sq ft E) Water Quality Capture Volume (WQCV) Design Volume V,,,, = 913 cu ft Vol = (WOCV / 12) - Area - F) For Watersheds Outside of the Denver Region, Depth of C6= In Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, vwocvornea= cult Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WOCN6 Design Volume vvvocv= cult (Orly If a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (124wh maximum) Dv,,, = 12 In B) Rain Garden Side Slopes (Z - 4 min, horlL dist per unit vertical) Z = O.OD ft/ft (Use Ir If rain garden has vertical waft) C) Minimum Fiat Surface Area A,, - 609 sq ft D) Actual Rat Surface Area A,�y,y = sq R E) Area at Design Depth (Top Surface Area) ATw = sq ft F) Rain Garden Total Vokffrte vi= - cu ft (VT= ((ATm + Agar) 12) * Depth) 3. Cirowtin;f Media 0 r1761tain Garden Growing Media 1 0 Other (Explun): 4. Undardrain System Chocse One 0 YES A) Are underdrains provided? ONO B) Underdrain system orifice diameter for 12 hour drain time 0 Distance From Lowest Elevation of the Storage y = It Volume to the Center of the Orifice fi) Vourne to Drain In 12 Hours V0112= NIA cult a) Orifice Diameter, 3M* Minimum Do= NIA In 1 3-8-16 RG C SOUTHWESTidsm, RG I 3/520116,110:06AM f I,WY9 wAr "M 1M 1 X WI IWN) PNC UNEII Inc Nrt =I "t - (M= a ALL algal 12' THICK LAYER OF BIORETENTION SAND MEDIA (SEE BIORETENTION SAND MEDIA SPECIFICATION FROM CITY OF FORT COLLINS) TOP OF MEDIA a WALL / ELEV PLANS (M 4 / iD' (MAx) r16" 6" THICK LAYER OF PEA GRAVEL DIAPHRAGM MINIMUM 8" THICK LAYER - OF CDOT NO. 4 AGGREGATE We 4" UNDERDRAIN O 0.5% arcnriLL nDl srwRx (SEE PLAN FOR SIZE AND LOCATION) GEOMEMBRANE LINER/ UNDERDRAIN PENETRATION DETAIL NTS TEMPORARY ATTACH FABRIC TO WALL DURING 2' MIN BACKFILL PROCESS (DO NOT WRAP AROUND BATTEN BAR) it 3/8'x3" STAINLESS STEEL ANCHOR BOLT, NUT a WASHER O 12" O.C. r C L 114"x2' ALUMINUM, STAINLESS (SEE NOTE 2) 1 STEEL OR GALVANIZED SIM BATTEN BAR' BUM TAG TAPE 30 MIL (MIN.) HOPE IMPERVIOUS GEOMEMBRANE LINER- LL CONCRETE PERIMETER BARRIER NOTES 1. PROVIDE SLACK IN UNER PLACEMENT TO ENSURE PROPER INSTALLATION AND BACKFILL WITHOUT DAMAGE.. 2. SEE URBAN STORM DRAINAGE CRITERIA MANUAL VOLUME 3 FOR ADDITIONAL INFORMATION, GEOTEXTILE SEPARATOR FABRIC PREPARED SUBGRADE GEOTEXTILL SEPARATOR FABRIC fIF SUBGRADE CONTAINS ANGULAR ROOKS OR OTHER MATERIAL THAT COULD PUNCTURE THE UNER) GEOMEMBRANE LINER/CONCRETE CONNECTION DETAIL NTS CITY OF FORT COLLINS BIORET£NTION SAND MEDIA SPECIFICATION PART 1 - GENERAL A. SIOREIENTION SAND MEDIA (BSM) SHALL BE UNIFORMLY MIXED, UNCOMPACTED, FREE OF STONES, STUMPS. ROOTS, OR OTHF9 SIMILAR OBJECTS LARGER THAN TWO INCHES. NO OTHER MATERIALS OR SUBSTANCES SHALL BE MIXED OR DUMPED WITHIN THE BIDRETENTION AREA THAT MAY BE HARMFUL TO PLANT GROWTH OR PROVE A HINDRANCE TO THE FACILITY'S FUNCTION AND MAINTENANCE, B.BSM SHALL BE FREE OF PLANT OR SEED MATERIAL OF NON-NATIVE, INVASVE SPECIES, OR WEEDS. C.FULLY MIXED 8SM SHALL BE TESTED PRIOR TD INSTALLATION AND MEET THE FOLLOWING CRITERIA: 1. P-INDEX OF LESS THAN 30 2. PH OF 5.5-6.5. SHOULD PH FALL OUTSIDE OF ME ACCEPTABLE RANGE, IT MAY BE MODIFIED WTH UME (TO RAISE) OR IRON SULFATE PLUS SULFUR (TO LOWER). THE LIME OR IRCN SULFATE MUST BE MIXED UNIFORMLY INTO THE BSM PRIOR TO USE IN THE BICRETENTON FACILITY. 3. CATION EXCHANGE CAPACITY (CEC) GREATER THAN 10 4. PHOSPHOROUS (PHOSPHATE, P205) NOT TO EXCEED 69 PPM 5. BSM THAT FAILS TO MEET THE MINIMUM REGUIREMENTS SHALL BE REPLACED AT THE CONTRACTOR'S EXPENSE D.BSM SHALL BE DELIVERED FULLY MIXED IN A DRUM MIXER. ONS17E MIXING OF PILES WILL NOT BE ALLOWED. MIXING OF THE BSM TO A HOMOGENEOUS CONSTSIENCY SHALL BE DONE TO THE SATISFACTION OF THE OWNER. PART 2 - SOIL MATERIALS A. SAND 1. BSM SHALL CONSIST OF 60-70% SAND BY VOLUME MEETING ASTM C-33. B.SHREDDED PAPER 1, BSM SHALL CONSST OF 5-10% SHREDDED PAPER BY VOLUME. 2. SHREDDED PAPER SHALL BE LOOSELY PACKED, APPROXIMATE BULK DENSITY OF 50-100 Les/CY. 3. SHREDDED PAPER SHALL CONSIST OF LOOSE LEAF PAPER, NOT SHREDDED PHONE BOOKS, AND SMALL BE THOROUGHLY AND MECHANICALLY MIXED TO PREVENT CLUMPING. C. TOPSOIL 1. BSM SHALL CONSIST OF 5-10% TOPSOIL BY VOLUME. 2. TOPSOIL SMALL BE CLASSIFIED AS SANDY LOAM, LOAMY SAND. OR LOAM PER USDA TEXTURAL TRIANGLE WTH LESS MAN 5R CLAY MATERIAL, 3. ONSITE, NATIVE MATERIAL SHALL NOT BE USED AS TOPSOIL. 4. TEXTURAL ANALYSIS SHALL BE PERFORMED ON TOPSOIL, PREFERABLY AT ITS SOURCE, PRIOR TO INCLUDING TOPSOIL IN THE MIX. TOPSOIL SHALL BE FREE OF SUBSOIL. DEBRIS, WEEDS, FOREIGN MATTER, AND ANY OTHER MATERIAL DELETERIOUS TO PUNT HEALTH. 5. TOPSOIL SHALL HAVE A PH RANGE OF 5.5 TO 7.5 AND MOISTURE CONTENT BETWEEN 25-55% 6. CONTRACTOR SMALL CERTIFY THAT TOPSOIL MEETS THESE SPECIFICATIONS. 6" THICK CONCRETE BARRIER WALL OR STANDARD CMU BLOCK 30 MIL (MIN.) HOPE IMPERVIOUS GEOMEMBRANE LINER TYPICAL SIORETENTION POND CROSS SECTION - PARKING LOT AREAS NTS 12" THICK LAYER OF SIORETEN11ON SAND MEDIA (SEE BIORETENTION SAND MEDIA SPECIFICATION FROM CITY OF FORT COLLINS) B. THICK CONCRETE BARRIER WALL OR STANDARD CMU BLOCK CURB a CUTTER PEA GRAVEL. DIAPHRAGM 4 WATER TIGHT CAP ON 1 SOLID CLEAN OUT (SEE PLAN FOR LOCATONS) 2 OR 3 H BAR CONTINUOUS (TIP) `y SDR 35 PVC PERFORATED PIPE W/ TWO GEOMEMBRANE 1/2" DIA HOLES 6" O.C. 120' APART LINER CONNECTION UNDISTURBED PLACED ALONG THE BOTTOM SIDE OF TO CONCRETE SUSGRADE THE PIPE (SEE DETAIL) 30 MIL (MIN.) HOPE IMPERVIOUS SOLID 8" CLEAN OUT, WITH GEOMEMBRANE UNER (2) 45' BENDS FILTER MATERIAL MEETING CDOT NO.4 bQM SEE URBAN STORM DRAINAGE CRITERIA MANUAL VOLUME 3 FOR ADDITIONAL INFORMATION. BIORE-FENTION POND CLEANOUT AND RETAINING WALL DETAIL NTS D.LEAF COMPOST 1, 8SM SHALL CONSIST OF 10-20% LEAF COMPOST BY VOLUME. 2. LEAF COMPOST SHALL CONSIST OF CUSS 1 ORGANIC LEAF COMPOST CONSISTING OF ACED LEAF MULCH RESULTING FROM BIOLOGICAL DEGRADATION AND TRANSFORMATION OF PLANT -DERIVED MATERIALS UNDER CONTROLLED CONDITIONS DESIGNED TO PROMOTE AEROBIC DECOMPOSITION. 3. THE MATERIAL SHALL BE WELL COMPOSTED, FREE OF VIABLE WEED SEEDS AND CONTNN MATERIAL OF A GENERALLY HUMUS NATURE CAPABLE OF SUSTAINING GROWTH OF VEGETATION, WITH NO MATERIALS TOXIC TO PLANT GROWTH. 4. COMPOST SMALL BE PROVIDED BY A LOCAL US COMPOSTING COUNCIL SEAL OF TESTING ASSURANCE (STA MEMBER. A COPY OF THE PROVIDER'S MOST RECENT INDEPENDENT STA TEST REPOR SHALL BE SUBMITTED TO AND APPROVED BY THE OWNER PRIOR TO DELIVERY OF BSM TO THE PROJECT SITE. 5, COMPOST MATERIAL SHALL ALSO MEET THE FOLLOWING CRITERIA: a. 100 PERCENT O THE MATERIAL SHALL PASS THROUGH A 1/2 INCH SCREEN b. PH OF THE MATERIAL SHALL BE BETWEEN 6.0 AND 8.4 <. MOISTURE CONTENT SHALL BE BETWEEN 35 AND 50 PERCENT J. MATURITY GREATER THAN 80 PERCENT (MATURITY INDICATOR EXPRESSED AS PERCENTAGE OF GERMINATION/VIGOR, 80+/B0+) 4. MATURITY INDICATOR EXPRESSED AS CARBON TO NITROGEN RATION < 12 I. MATURITY INDICATOR EXPRESSED AS AMMONIAN/NITRATEN RATIO <4 g. MINIMUM ORGANIC MATTER SHALL BE 40 PERCENT DRY WEIGHT BASIS h. SOLUBLE SALT CONTENT SHALL BE NO GREATER THAN 55W PARTS PER MILLION OR 0-5 MMHOS/CM I. PHOSPHORUS CONTENT SHALL BE NO GREATER THAN 325 PARTS PER MILLION I. HEAVY METALS (TRACE) SHALL NOT EXCEED 0.5 PARTS PER MILUON k. CHEMICAL CONTAMINANTS: MEET OR EXCEED US EPA CLASS A STANDARD, 40 CFR 503.13, TABLES 1 a 3 LEVELS 1. PATHOGENS: MEET OR EXCEED US EPA CLASS A STANDARD, 40 CFR 503.32(A) LEVELS PART 3 - EXECUTION A. GENERAL 1. REFER TO PROJECT SPECIFICATIONS FOR EXCAVATION REQUIREMENTS. B.PLACEMENT METHOD 1. BSM MATERIAL SHALL BE SPREAD EVENLY IN HORIZONTAL LAYERS. 2. THICKNESS OF LOOSE MATERIAL IN EACH LAYER SHALL NOT EXCEED 9-INCHES. 3. COMPACTION OF BSM MATERIAL IS NOT REWIRED. - TOP OF OUTER WALL OR FOUNDATION WALL ELEV ON PLANS TOP OF MEDIA ELEV ON PUNS Y 6' THICK DYER 21 OF PEA GRAVEL DIAPHRAGM T MINIMUM 16' THICK LAYER OF COOT NO. 4 AGGREGATE 12" UNDERDRAIN O 0.5% (SEE PLAN FOR SIZE AND LOCATION) ` 30 MIL (MIN.) HOPE IMPERVIOUS GEOMEMBRANE LINER TYPICAL SIORETENTION POND CROSS SECTION - AREAS ADJACENT TO BUILDING NTS 6" THICK CONCRETE BARRIER WALL OR STANDARD CMU BLOCK FILTER FABRIC BETWEEN SOIL AND MEDIA SOIL 30" MIN Gg:Xina/Bull Water Surface Overflow Mlnlmum 30-m11 Structure HDPE impervbus Membrane 12" Pending Depth (Reoulad or Bmldmg Protection) Inlmum 12" Thick Layer of Bbretention Sand Media (see Bionetentlon Sand Media Specification from City of Fort Collins) Inlmum 6" Tbltk Layer of Pee Gravel Diaphragm Minimum COOT No. 4 Aggregate Inlmum B' Thick Layer of Above aRWMe4aw� PVC Pipe \\\\\ CDOT No. 4 Aggregate "."Undisturbed Soil � Inlmum 4' Perforated PVC Pipe (Optional Depending on Underlying Soil Conditions) BIORETENTION / BIOSWALE CROSS SECTION IaY 0 1`011111' DottDRB ST01R TER APPROED: DETAIL wtE: 7/t1/2Du /' aurm. CONSTRUCTION DETAILS D-53 In41 al+Ne DMWN BY: D. MOGEN O U N Z � w w t NODO Q o LL 0 1UJ - D DO°w O w0OD C m Q ¢ I- a d1 Zir j 4 a O 0 Z Z < z0a. a' J Q N � a N G Z Z m m D ? Z w W Y W J J U M ¢ U m w CITY OF FORT COLLINS, COLORADO o m m 0 U UTILITY PLAN APPROVAL 0a "u APPROVED: Ip0 RECnS Op �j1ll ,P DTY ENOMEER OAT: U 1 0 CHECKED BY: M2B6 WATER h WASTEwAIER unuTY DATE 0 •���iii �t: CHECKED BY: $ "'_y' STORMWATER UTUTY DST: YONAL ,E S CHECKED BY: PARKS a RECREATION DATE PROD. NO. 125. 142-00 CHECKED BY: 111M1C ENGINEER DAIS 1C CHECKED BY: J ENNRWMENIAL PLANNER DAIE 1 Project Name: L\%/ ���C/ _Project No.:��6�/� Client: r Subject:' 1 Date: By: 5 With: V•ou 3 /Mtoel do"Vp tc U .5 4c'�9_1�5 A, kl' �1,4, 4'Z_ � ' 0 (r5i1N t� a4N s ) 1218 W. ASH, STE C • WINDSOR, COLORADO 80550 TEi.970.674.3300 • FA%.970.674.3303 APPENDIX E EXCERPTS FROM REFERENCE REPORTS E J stlrftc HARMONY TECHNOLOGY PARK 100-YEAR EVENT FILE: HTPMasterFina1100.IN STANTEC: 3/6/08 SUBAREA GUTTER WIDTH AREA PERCENT SLOPE RESISTANCE FACTOR SURFACE STORAGE(IN) GAGE NUMBER OR MANHOLE (FT) (AC) IMPERV. (FT/FT) IMPERV. PERV. IMPERV. PERV. NO -2 0 .0 .0 .0 .0300 .016 .250 .100 .300 100 100 4591.0 32.9 80.0 .0200 .016 .250 .100 .300 1 401 101 1502.0 6.9 80.0 .0200 .016 .250 .100 .300 1 501 201 3343.0 23.0 80.0 .0200 .016 .250 .100 .300 1 600 600 2568.0 12.4 80.0 .0200 .016 .250 .100 .300 1 601 301 4210.0 29.0 80.0 .0200 .016 .250 .100 .300 i 801 501 2585.0 16.5 80.0 .0200 .016 .250 .100 .300 i 903 208 300.0 10.0 80.0 .0200 .016 .250 .100 .300 1 TOTAL Master Plan = 80% Impervious 70TAL TRIBUTARYNUMBER AREAA(ACRES), 130.72 HARMONY TECHNOLOGY PARK 100-YEAR EVENT FILE: HTPNasterFinal100.IN STANTEC: 3/6/08 HYDRDGRAPHS ARE LISTED FOR THE FOLLOWING TIME(HR/MIN) 600 601 0 1. .0 .0 0 2. .0 .0 0 3. .0 .0 0 4. .0 .1 0 S. .0 .1 0 6. .1 .1 0 7. .4 .7 0 8. 1.5 2.6 0 9. 3.0 5.3 0 10. 4.6 8.2 0 11. 6.2 11.5 0 12. 7.9 15.0 0 13. 9.2 18.1 0 14. 10.3 20.7 0 15. 11.1 22.9 0 16. 13.0 27.1 0 17. 15.7 33.1 0 18. 17.8 37.9 0 19. 19.2 41.6 0 20. 20.2 44.5 0 21. 22.0 48.7 0 22. 24.6 54.3 0 23. 26.4 58.7 0 24. 27.8 62.2 0 25. 28.9 64.9 0 26. 35.3 77.7 0 27. 45.6 98.7 0 28. 52.6 114.4 0 29. 57.2 125.6 0 30. 60.1 133.6 0 31. 73.7 161.9 0 32. 94.5 205.5 0 33. 106.3 234.1 0 34. 112.9 252.1 0 35. 116.6 263.5 0 36. 101.2 236.1 0 37. 77.9 189.2 0 38. 66.5 163.3 0 39. 60.3 147.9 0 40. 56.7 138.3 0 41. 50.7 124.3 0 42. 43.3 107.8 0 43. 38.9 97.1 0 44. 36.1 89.8 0 45. 34.3 84.7 0 46. 31.0 77.0 0 47. 26.9 67.7 0 48. 24.2 61.1 0 49. 22.3 56.4 0 50. 21.0 52.9 0 51. 19.7 49.4 INFILTRATION RATE(IN/HR) MAXIMUM MINIMUM DECAY RATE .51 .50 .00180 .51 .50 .00180 .51 .50 .00180 .51 .50 .00180 .51 .50 .00180 .51 .50 .00180 .51 .50 .00180 .51 .50 .00180 2 SUBCATCHMENTS - AVERAGE VALUES WITHIN TIME INTERVALS CASW .s unofficial copy was downloaded on Oct-27-2015 from the City of Fort Collins Public Rccotds Websitc: http://citydocs.fegov.com 5/16/2008 Stantec *-' PEAk FLOWS. STASES AND STORAGES OF GUTTERS AND DETENTIOM DIJ45 "' NOTE :S IMPLIES A SJRCHARGED ELEMENT AND :D IMPLIES A. SURCHARGED DETENTION FAC!LI(Y CONVEYANCE PEAK : AGE STORAGE T;ME wa(rV !oj-1 Qtt �L*r r Loo-�L E.EMENT:7PE ((ffS'• iFT) rAL, -FT1 ;HR'!•"Iv I11:2 4.7 0 p 79 D ------7\ 7.at� rti� if ; zas:z 13.9 I .z z ZOo:2 20.1-1 1.9 6. 207:3 77.6 (DIRECT FLOW) 0 36. 208:3 63.9 (DIRECT FLOW) 0 36. 210:2 '-J 9 1 41. SC1:2 E.8 ^ 1.6:D ' 2. e .9574 .1&- o c if 510 3 25.0 DaCT F•LN 511:3 ;i9.0 fCIRECT F-aw! D 3.3. �. b I ca �i 500:2 9.3 .0 22:D 1 2;.--y D.tit % 41CIPROGRAM PRO9,01 CALLED gh5la Sol: iI-EWL '5JAIA AAEL (, Io cFs u•rF1.rw A = 23.6 hLE-S la ccs = Q��3 eFs11k�F (�e�1E� %Z ue �IA11v572E6r siT`F /h+ wa�}$L�� : g, IZ At x 6.43 c%sMi- ^. , 3,q9 cFS Basin A Qrelease=0.5 cfs Basin B Qrelease=0.8 cfs Basin C Qrelease=0.4 cfs Total Qrelease=1.7 cfs 3.92 ac'0.43cfs/ac=1.7 cfs OK I � - SJt6/2009 Irbis unofficial copy arcs dowtiloaded on [kc-06-2013 from the City of Fon Collins Public Records Website: http://citydocs.&Sov.wm or additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins. CO 80524 USA a-$T M &?1 I 1 ci:'t� I 1 EASIM6L'maW 1 1 1�EAgTll6Amad �--EIL®IW 3f mUU J I `BI ���FASIM STRM , l`I��,I ELlDIKK maul _ •] :. - Of,.10EQ11 N.101.1..R.�19GM, .. F1I1MY•116.0•Il aylpl�l., E1111[IUYI _lox - .MEIe NYOBOLOOY TABLE In �m"A MUMEW97MLTmmBF �®iI'� �m�®®® IF -Tv >•r.R?�rMW mUEMKT.M� prTME "'S�'1r7Q��L•1 cMIM-B cw�l �ormv mu.ecre„ o-.rw RATO tW- tinel � ul '1e91 ])— -F11BlW kLifPRPF.9RMRW - t�nel_---asncw+aw�un canaur.�n w:9wr O wem vrzmrr ron C^� -� euseemKnox euaeanaR+ ---- 'JEiEMgN vDVD SIWM(