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HomeMy WebLinkAboutDrainage Reports - 08/01/2014 (2)June 5, 2014 ' City of Ft. Collin ppr ed Plans. Approved By Date__ 7 ' FINAL DRAINAGE AND EROSION CONTROL REPORT FOR WATERFIELD THIRD FILING Fort Collins, Colorado I Prepared for: Risheill Homes, LLC ' Curly Risheill PO Box 400 Castle Rock, CO 80104 ' Prepared by: ' NORTHERN ENGINEERING 200 South College Avenue, Suite 10 Fort Collins, Colorado 80524 Phone: 970.221.4158 Fax: 970.221,4159 �. w .northemengineering.com 1 AThis Drainage Report is consciously provided as a PDF. Please consider the environment before printing this document in its entirety. When a hard copy is absolutely necessary, we recommend double -sided printing. Project Number: 889-001 North ernEnaineerina.com // 970.221.4158 NORTHERN ENGINEERING June 5, 2014 ADDRESS: PHONE:970.221.4158 200 S. College Ave. Suite 10 WEBSITE: Fort Collins, CO 80524 FAX: 910.221:4159 www.n.orthernenginee-ring.com City of Fort Collins Stormwater Utility 700 Wood Street Fort Collins, Colorado 80521 RE: Final Drainage and Erosion Control Report for WATERFIELD THIRD FILING Dear Staff: Northern Engineering is pleased to submit this Final Drainage and Erosion Control Report for your review. This report accompanies the Project Development Plan submittal for the proposed Waterfield Third Filing development. This report has been prepared in accordance to Fort Collins Stormwater Criteria Manual (FCSCM), and serves to document the stormwater impacts associated with the proposed project. We understand that review by the City is to assure general compliance with standardized criteria contained in the FCSCM. If you should have any questions as you review this report, please feel free to contact us. Sincerely, NORTHERN ENGINEERING SERVICES, INC. Aaron Cvar, PE Project Engineer .00 REc, NORTHERN ■y ENGINEERING Waterfield Third Filing ' TABLE OF CONTENTS ' I. GENERAL LOCATION AND DESCRIPTION.................................................................... A. Location.............................................................................................................................................1 1 B. Description of Property_ ... ...... **_*.... ..... ***"*..................................**"**.............................................2 ' C. Floodplain...................................:.....................................................................................................4 II. DRAINAGE BASINS AND SUB-BASINS........................................................................4 A. Major Basin Description.........................................................................:..........................................4 III. DRAINAGE DESIGN CRITERIA.................................................................................... 5 ' A. Regulations........................................................................................................................................5 B. Four Step Process..............................................................................................................................5 C. Development Criteria Reference and Constraints............................................................................6 D. Hydrological Criteria.........................................................................................................................6 E. Hydraulic Criteria..............................................................................................................................6 G. Modifications of Criteria................................................................................................................... 7 IV. DRAINAGE FACILITY DESIGN..................................................................................... A. General Concept...............................................................................................................................7 7 B. Specific Details..................................................................................................................................8 ' V. CONCLUSIONS .............................. :......................................................................... 10 A. Compliance with Standards............................................................................................................10 ' B. Drainage Concept............................................................................................................................10 References......................................................................................................................... 10 APPENDICES: APPENDIX A Hydrologic Computations APPENDIX B Street Capacity Calculations APPENDIX C Inlet Calculations APPENDIX D Storm Line Calculations and Riprap Calculations APPENDIX E Water Quality and LID Supporting Documentation APPENDIX F Stormwater Management Model (SWMM) ' APPENDIX G Emergency Overflow Calculations APPENDIX H Erosion Control Report rI Final Drainage Report NORTHERN ENGINEERING Waterfield LIST OF TABLES AND FIGURES: Figure1 —Aerial Photograph'.................................................................................................. 2 Figure 2— Proposed Site Plan..................................................................................................3 Figure 3 — Existing Floodplains............................................................................................... 4 MAP POCKET: Proposed Drainage Exhibit Final Drainage Report INORTHERN ENGI NEE RINO Waterfield Third I. GENERAL LOCATION AND DESCRIPTION . A. Location 1. Vicinity Map 2. The project site is located in the west half of Section 5, Township 7 North, Range 68 West of the 6' Principal Meridian, City of Fort Collins, County of Larimer, State of Colorado . 3. The project site is located on the north side of Vine Drive and is just northwest of the intersection of Vine Drive and Timberline Road. 4. The project site lies within the Dry Creek Basin. Detention requirements are to detain the difference between the 100-year developed inflow rate and the historic 2-year release rate. The historic release rate for this basin is 0.20 cfs per acre. 5. The existing Waterfield P.U.D. First Filing residential development exists to the southeast of the proposed Third Filing site. The Lake Canal crosses the southwest corner of the property, and is within the property limits. The Larimer and Weld Canal runs along the northern border of the property. 6. Any offsite flows that would enter the site on the north are intercepted by the Larimer and Weld Canal. ' Final Drainage Report 1 ■� I NORTHERN ' ENGINEERING Waterfield Third Filing B. Description of Property I 1. The development area is roughly 117 net acres. LJ Figure 1 — Aerial Photograph 2. The subject property is currently leased for farming purposes. The ground cover ' generally consists of row crops. Existing ground slopes are mild to moderate (i.e., 1 - 6±%) through the interior of the property. General topography slopes from north to south. The existing wetland area within the interior of the site collects a significant amount of storm drainage and excess irrigation flows. 3. According to the United States Department of Agriculture (USDA) Natural Resources Conservation Service (NRCS) Soil Survey website: http://websoilsurvey.nrcs.usda.gov/app/WebSoilSurvey.aspx, the site consists of Paoli fine sandy loam and Table Mountain Loam, which fall into Hydrologic Soil Group B. Final Drainage Report 2 NORTHERN ENGINEERING Waterfield Third Fili 1 1 1 1 1 1 1 i 1 1 1 1 1 1 1 1 I. GENERAL LOCATION AND DESCRIPTION A. Location 1. Vicinity Map 2. The project site is located in the west half of Section 5, Township 7 North, Range 68 West of the 6`h Principal Meridian, City of Fort Collins, County of Larimer, State of Colorado . 3. The project site is located on the north side of Vine Drive and is just northwest of the intersection of Vine Drive and Timberline Road. 4. The project site lies within the Dry Creek Basin. Detention requirements are to detain the difference between the 100-year developed inflow rate and the historic 2-year release rate. The historic release rate for this basin is 0.20 cfs per acre. 5. The existing Waterfield P.U.D. First Filing residential development exists to the southeast of the proposed Third Filing site. The Lake Canal crosses the southwest corner of the property, and is within the property limits. The Larimer and Weld Canal runs along the northern border of the property. 6. Any offsite flows that would enter the site on the north are intercepted by the Larimer and Weld Canal. 1 Final Drainage Report 1 j NORTHERN ENGINEERING Waterfield Third Filing ' 4. The proposed project site plan is composed of residential and commercial development. Associated roadways, water and sewer lines will be constructed with the development. The existing wetland within the interior of the site be utilized for stacked detention (detention over the permanent pool elevation of the wetland). The existing detention pond constructed with Waterfield P.U.D. First Filing, located along the south boundary of the site, will be expanded and utilized for detention and water quality treatment. I I Figure 2— Proposed Site Plan 5. The Lake Canal crosses the southwest corner of the property, and is within the property limits. The Larimer and Weld Canal runs along the northern border of the property. 6. The proposed land use is residential and commercial. Final Drainage Report 3 ,V 'NORTHERN ENGINEERING Waterfield Third Filing [1 C. Floodplain 1. The project site is not encroached by any City or FEMA floodplain. FEMA HOh Risk - Flood a% NORTH ❑ FEMA High Risk - Year ❑ FEMA Moderate Risk -100 15010 Figure 3 —Area Floodplain Mapping 2. No offsite improvements are proposed with the project. IL DRAINAGE BASINS AND SUB -BASINS A. Major Basin Description 3. The project site lies within the Dry Creek Basin. Detention requirements are to detain the difference between the 100-year developed inflow rate and the historic 2-year release rate. The historic release rate for this basin is 0.20 cfs per acre. The site outfall is the existing outfall structure for the existing detention pond constructed with Waterfield P.U.D., First Filing. The outfall for this pond is a siphon storm line which conveys flows under the Lake Canal. This pond is to be modified with the currently proposed development to incorporate detention and water quality measures for the existing development, as well as the proposed Waterfield Third Filing development. It is understood that the siphon outfall for this pond is the responsibility of the development to maintain. 1 I 1 I I I 1 Final Drainage Report 4 I ' ,V (NORTHERN ENGINEERING Waterfield Third Filing ' B. Sub -Basin Description 4. The subject property historically drains overland from north to south. Runoff from a portion of the site has historically collected in the existing wetland located within the interior of the site. The remainder of the site historically sheet flows to the existing detention pond at the southern boundary of the site. This pond outfalls via a siphon under the Lake Canal into the Vine Drive roadside ditch. The proposed site will generally maintain these historic drainage patterns. A more detailed description of the project drainage patterns follows in Section IV.A.4., below. III. DRAINAGE DESIGN CRITERIA ' A. Regulations There are no optional provisions. outside of the FCSCM proposed with the proposed ' project. B. Four Step Process The overall stormwater management strategy employed with the proposed project utilizes the "Four Step Process" to minimize adverse impacts of urbanization on receiving waters. The following is a description of how the proposed development has incorporated each step. Step 1 — Employ Runoff Reduction Practices ' Several techniques have been utilized with the proposed development to facilitate the reduction of runoff peaks, volumes, and pollutant loads as the site is developed from the current use by implementing multiple Low Impact Development (LID) strategies including: ' Na Conserving existing amenities in the site including the existing vegetated areas. N9 Providing vegetated open areas throughout the site to reduce the overall impervious area and to minimize directly connected impervious areas (MDCIA). Routing flows, to the extent feasible, through vegetated swales to increase time of concentration, promote infiltration and provide initial water quality. ' Step 2 — Implement BMPs That Provide a Water Quality Capture Volume (WQCV) with Slow Release The efforts taken in Step 1 will facilitate the reduction of runoff; however, urban development of this intensity will. still generate stormwater runoff that will require additional BMPs and water quality. The majority of stormwater runoff from the site will . ultimately be intercepted and treated using extended detention methods prior to exiting the site. Step 3 — Stabilize Drainageways There are no major drainageways within the subject property. While this step may not seem applicable to proposed development, the project indirectly helps achieve stabilized drainageways nonetheless. By providing water quality where none previously existed, ' sediment with erosion potential is removed from the downstream drainageway systems. Furthermore, this project will pay one-time stormwater development fees, as well as ongoing monthly stormwater utility fees, both of which help achieve City-wide drainageway stability. Final Drainage Report � 5 .� INORTHERN ENGINEERING 1 Waterfield Third Filing Step 4 — Implement Site Specific and Other Source Control BMPs. The proposed project will improve upon site specific source controls compared to historic conditions: Ns Trash, waste products, etc. that were previously left exposed with the historic trailer park will no longer be allowed to exposure to runoff and transport to receiving , drainageways. The proposed development will eliminate these sources of potential pollution. C. Development Criteria Reference and Constraints The subject property is surrounded by currently developed properties. Thus, several , constraints have been identified during the course of this analysis that will impact the proposed drainage system including: N2 Existing elevations along the property lines will generally be maintained. N" As previously mentioned, overall drainage patterns of the existing site will be maintained. HE Elevations of existing downstream facilities that the subject property will release to ' will be maintained. D. Hydrological Criteria , 1. The City of Fort Collins Rainfall Intensity -Duration -Frequency Curves, as depicted in Figure RA-16 of the FCSCM, serve as the source for all hydrologic computations associated with the proposed development. Tabulated data contained in Table RA-7 has been utilized for Rational Method runoff calculations. 2. The Rational Method has been employed to compute stormwater runoff utilizing coefficients contained in Tables RO-11 and RO-12 of the FCSCM. , 3. Three separate design storms have been utilized to address distinct drainage scenarios. A fourth design storm has also been computed for comparison purposes. The first design storm considered is the 801h percentile rain event, which has been employed to design the project's water quality features. The second event analyzed is the "Minor," or "Initial" Storm, which has a 2-year recurrence interval. The third , event considered is the "Major Storm," which has a 100-year recurrence interval. The fourth storm computed, for comparison purposes only, is the 10-year event. 4. No other assumptions or calculation methods have been used with this development , that are not referenced by current City of Fort Collins criteria. E. Hydraulic Criteria , 1. As previously noted, the subject property maintains historic drainage patterns. 2. All drainage facilities proposed with the project are designed in accordance with ' criteria outlined in the FCSCM and/or the Urban Drainage and Flood Control District (UDFCD) Urban Storm Drainage Criteria Manual. 3. As stated above, the subject property is not located in a City or FEMA regulatory ' floodplain. 4. The proposed project does not propose to modify any natural drainageways. Final Drainage Report 6 ' ' INORTHERN ENGINEERING Waterfield Third Filin ' F. Modifications of Criteria ' 1. The proposed development is not requesting any modifications to criteria at this time. IV. DRAINAGE FACILITY DESIGN A. General Concept 1. The main objectives of the project drainage design are to maintain existing drainage patterns, and to ensure no adverse impacts to any adjacent properties. 2. The existing wetland within the interior of the site be utilized for stacked detention ' (detention over the permanent pool elevation of the wetland). The existing detention pond constructed with Waterfield P.U.D. First Filing, located along the south boundary of the site, will be expanded and utilized for detention and water quality ' treatment. 3. A list of tables and figures used within this report can be found in the Table of Contents at the front of the document. The tables and figures are located within the sections to which the content best applies. 4. The drainage patterns anticipated for proposed drainage basins are described below. Basins 1-4. 6-8 Basins 1 through 4 and Basins 6 through 8 consists of open space, residential and ' commercial development. These basins will drain generally via street curb and gutter to the existing wetland, noted as Pond 1, which will be utilized for stacked detention. A PLD section with an underdrain is proposed within the center median of Gargeney ' Drive. This street will have an inverted crown, sloping to the center median, and will collect drainage from Basins 2 through 7. This PLD will serve as an onsite LID feature, and will treat runoff prior to entry to Pond 1. Basin 5 Basin 5 consists of open space and a portion of Vine Drive. This basin will drain via street curb and gutter and via sheet flow to the proposed Pond 2. ' Basins 9-12, 14 Basins 9 through 12, and Basin 14 consist of residential development. These basins will drain generally via street curb and gutter to the existing detention pond constructed with Waterfield P.U.D., First Filing which is noted as Pond 3 with the current project. The outfall for this pond is a siphon storm line which conveys flows under the Lake Canal. This pond is to be modified with the currently ' proposed development to incorporate detention for the existing Waterfield P.U.D. First Filing development, as well as the proposed Third Filing Development. ' It is noted that a portion of New Vine Drive will exceed allowable 2-year street capacity from the intersection of New Vine Drive and Merganser Drive west 656 feet to the sump in New Vine Drive. Allowable 2-year street capacity is 8.9 cfs, and we have calculated 10.1 cfs at design point 9. Final Drainage Report 7 NORTHERN ENGINEERING Waterfield Third We seek a variance for this 1.2 cfs additional flow, as there will be minimal impact to 2-year depth in the street. The additional 1.2 cfs will result in allowable curb and gutter depth to be exceeded by 0.25 inch. Basin 13 Basin 13 consists of backs of residential lots and will drain via sheetflow undetained to offsite property to the southwest, and immediately into the Lake Canal, located at the southwest corner of the site. Historically, a much larger area (9.60 acres) within the development limits drained to this offsite property. The historic area would generate roughly 16.0 cfs in a 100-year event. The currently proposed site plan and grading shows Basin 13 with an area of 1.52 acres, generating 8.4 cfs in a 100-year event. The proposed character of the flow is no different from historic, with sheet flow being discharged overland into the same area southwest of the site as was the historic path. Basin 15 Basin 15 consists of Right of Way for Merganser Street. This basin will drain undetained south into Vine Drive. A full-size copy of the Drainage Exhibit can be found in the Map Pocket at the end of this report. B. Specific Details 1. Standard water quality treatment in the form of Extended Detention is being provided for the proposed development in Pond 3. 2. Pond 1 will provide water quality treatment in the wet component of this pond. As previously discussed, Pond 1 is an existing wetland with a permanent water surface. The wetland vegetation and permanent pool will greatly enhance water quality for runoff discharging from the site. Water quality forebays will be provided for pre-treatment at all concentrated points of entry to the existing wetland. 3. LID features will be incorporated in the design of the PLD running along Garganey Drive at Final design. The following summary table outlines LID features and proportion of the site draining to each feature. Final Drainage Report 8 ' ■� INORTHERN ENGINEERING Waterfield Third Filing ' Table 1 — LID Summary Table LID Feature Drainage Total Drainage Basin Area (AC) Percent Basin of Site Directly Draining Contributing into LID to LID ' Pond 1 (wetland) 1 40.88 35.0% Pond 1 North Forebay 2,6-8 . 21.98 18.8% Pond 1 South Forebay 5 8.41 7.2% ' Garganey Drive PLD (within median) 3,4 18.84 16.1% Pond 3 Extended Detention Basin 9-12,14 26:26 22.5% ' Total Area Passing Through an LID Feature: 99.6% 4. Final design details, construction documentation, and Standard Operating Procedures (SOP) Manual shall be provided to the City of Fort Collins for review prior to Final Development Plan approval. A final copy of the approved SOP manual shall be provided to City and must be maintained on -site by the entity responsible for the facility maintenance. Annual reports must also be prepared and submitted to the City discussing the results of the maintenance program (i.e. inspection dates, inspection frequency, volume loss due to sedimentation, corrective actions taken, etc.). 5. Table 2, below, summarizes preliminary detention and water quality volumes for Ponds 1 through 3. ' Table 2 — Pond Summary Table Pond Detention Water Quality Total Required Detention Volume Capture Volume Volume Release Rate (AC -FT) (AC -FT) (FT) (CFS) ' 1 14.35 1.74 14.35 1.25 (wet pond -not additive) 2 0.58 N/A 0.58 2.26 3 10.71 0.44 11.15 7.64 6. Proper maintenance of the drainage facilities designed with the proposed development is a critical component of their ongoing performance and effectiveness. The water quality pond will be designed at Final to be easily accessed by maintenance staff via gentle slopes provided to the bottom of the pond. 7. The drainage features associated with the proposed project are all private facilities, located on private property. ' Final Drainage Report 9 (NORTHERN ENGINEERING I Waterfield Third Filing V. CONCLUSIONS A. Compliance with Standards 1. The drainage design proposed with the proposed project complies with the City of Fort Collins' Stormwater Criteria Manual. 2. The drainage design proposed with this project complies with requirements for the Dry Creek Basin. 3. The drainage plan and stormwater management measures proposed with the proposed development are compliant with all applicable State and Federal regulations governing stormwater discharge. 4. A variance is sought a portion of New Vine Drive to be allowed to exceed 2-year street capacity by a depth of 0.25 inch, as discussed in Section IV.A.4. B. Drainage Concept 1. The drainage design proposed with this project will effectively limit any potential damage associated with its stormwater runoff by providing detention and water quality mitigation features. 2. The drainage concept for the proposed development is consistent with requirements for the Dry Creek Basin. Final Drainage Report 10 NORTHERN ENGINEERING Waterfield Third Filing References 1. City of Fort Collins Landscape Design Guidelines for Stormwater and Detention Facilities, November 5, 2009, BHA Design, Inc. with City of Fort Collins Utility Services. 2. Fort Collins Stormwater Criteria Manual, City of Fort Collins, Colorado, as adopted by Ordinance No. 174, 2011, and referenced in Section 26-500 (c) of the City of Fort Collins Municipal Code. ' 3. Larimer County Urban Area Street Standards, Adopted January 2, 2001, Repealed and Reenacted, Effective October 1, 2002, Repealed and Reenacted, Effective April 1, 2007. ' 4. Soils Resource Report for Larimer County Area, Colorado, Natural Resources Conservation Service, United States Department of Agriculture. . 11 I 5. Urban Storm Drainage Criteria Manual, Volumes 1-3, Urban Drainage and Flood Control District, Wright -McLaughlin Engineers, Denver, Colorado, Revised April 2008. Final Drainage Report 11 APPENDIX A HYDROLOGIC COMPUTATIONS �z a o e aE ge v o e aeo �o 00 o a E= O M N a m M W a M a a M M O N N r$ T O y tD �ODOOA �nnm�Doo .+OON W 0 NmOA�00N OC y Z O m O 2 cd�_n�D o o 00000...:0000000 o 'D C, 00 �Ua o Opz '•" U U O t TO « C V E c o N OA co O O a0 LL7 m �J d o a0i T 6 C V tOM a6� maOO CO 6 u1N 3 LL7m M w ml0 In LL7 $ oo�'g00000600000dd666 dd J ? A U U ryu 6 [O b O u T M a W N 11( M 00 S N o y O O O O O O O O O O O O o 0 0 0 O O � u u V A INN at�DA O N�'� C 0OD V.r ODI .r OO 0 Ma NIA aN MM [1 J n N u u d c V. A W N NOD d' is bO Ot n N M nM mm Lg aI v" O'maoaiN.. o.-ova.:vo O N y 3 � 3 N ^y A 000000 N E 00000000 00 Q y Z W O O O O O a O N 0 A N O O 2 q m Q{ o 0 O O 0 o O o O O O O C O O O O O O O O O O O O O O O O 00 O O E 9 0 0 0 0 0 0 00000000 00 c a rnrn�mv m00000 clo Q 00 O 0 m 00 a 0 0 0 � O m 0 p nj c OOa NOM N O O ri .+O C OIOO 0m m0D m a OD n m o� ODw mCi O c� ovmrn-gym o and-. ���N nmaDo � _ vino-�ooe �00000000 vi , lD 7 K m y gq V N N m 0 0 C - O� 6 O O Q m O 0 0 0 0 ^O 0 O E g DD ADM ODN N1� N�11� Ot0 INN �M0�O01 C;LL'iti� t0 0�fJa . .+rno Oi m intil� r-: toO CON Q O m a� " V O NtiI NN.�- a 1 O^a0N m O mLU m 0 LL 5 _d LW U o IntiNlnm Nl+NM mm O LL or; c H 9 o cu m a N gry .+NOP M O �[1101�0001 O O.r..... .�+ a.Ni V L U j 9 > N A m ^ Ot U N ¢ T C mOti N O O m O N ti0 .N+ .m-i .m+ .q C N+ G p 0 E M .N N .�-� N N N O N N O N N b 0 E_ r 2 a U a N r E M N- N N N -- — N— 000 Q UT CO �d d C C rE Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q c a o z z z z z z z z z z z z z z z z V N Q¢¢ Q Q Q Q Q Q Q Q Q¢ Q Q Q o g> z z z z z z z z z z z z z z z z d ai 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 n N o N 0 V O O O cc O O O O O O O O O O O H 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 L 0 0 0 0 0 0 0 0 N d J O c .+ .r O m ¢ '+ O• " Ol h Ol t0 t0 Q N n r_ E to N to v Z m w'o N N u7 1p z m w O 2 ^y O w m 0¢ M o M .-� n .+ a n¢ a to 0 3 > 0 v 0 n 0 cn v cn q m in V m N N Z .-i N .+ .+ N .y .y N Z O e IL > y 2 y ; t7 �y a 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Mxi oecn V O O � N M O O O O 0 0 .-� O O O Q qq e J a tOn O O N M m V a a n a O fn N J O �D W p" Zu S mmea q cn vvm -t v nmcoMM^o m m N n co m 4 ri co co co m u S §,. c kO a eo coin in M. co 4! 0 O; n C N�[ M 6 o rn c co a ti v a sss9� �Hry„ ysY C l0 cn Lq in co O a a r 0' '" n Q• S �' E M m w N °° 6 0 of of ao v cn a W N a � J ^e 0001000000000000 n o'er o 0 0 0 0 0 0 0 0 0 0 0 0 0 Lu N N N N N N N N N N N N N LL V L J O O u•1 00 N N O w O O ^ m V tD V O 10 m O O i0 1p � A� ZV" M ti M ti ti ti tZ O j N N o„ O 00 O N O N m On a N 0 ;f m Ci �o in 0 n 0 m� (i 0 0 m M 0 m M 0 n 0 cn 0 n 0 n 0 co 0 0 M m 0 o0 0 0 _ O W O1 O m n a Op 00 mM O N o i0 "1 O m V N N m ul Lq Lq Lq M M lD U; II 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 w Ci c m t fS T O n N n w M 1 n at 00 00 0M .+ O Cl I N O LqQ O O tq O Cl O V O N O N O Lq O 9� O O M O Lq O Cl O m O tp O r U 0 m rT m d r , M N $ C U\ N c° O (j I� I 6>> J N 0 Z 0 Z 0 Z 0 Z 0 Z 0 Z 0 Z 0 Z 0 Z 0 Z 0 Z 0 Z 0 Z 0 Z 0 Z 0 Z I 0 t 0 o m LL 9 c m a 3 (\ W d d o m -4 �O l0 n 00 m o O ti 0 00 d> Z d m LL m O 3 + II 11 oo �a -Nmon�nrorno0 �m�m d O t7 H 1= > > z 1 1 1 1 1 O M O 00 Lo Ln Dl a M ko t 0 00 ID 01 Ci V to V � N m m N O l0 .N-t O N 0 O1 Ol .--i l0 Cl l0 M .--� In O O W t0 O 0 r4 O j Q N N N n 00 .-i N N Ol n .+ N .--� U �` O,co Q cz i U m M N G O - m O N LO N t0 m m M 00 t0 V N V 00 d O C N O .-t c- 1- r, a O u7 O W .-+ O m 00 00 V W t0 LO uj m W W n n n tD A C u U •C o r --+ 00 m 1� t0 m W 1- N V M m t0 N O u) m tD N N V N D 00 m n 'o m O to m m .-+ m m .+ m a N m K N M tD m C t0 m m to t0 m m N It w N M O t0 O M M O— M t0 m O o C N N N N o gx y w g (�, p g Wul 00 O M .-+ O O N 00 N M M �-+ 00 N �J ��66{F L$i ■ e o o N m U 1- O t0 O t0 O I� O m O t0 O O O h O t0 O I� O 1� O t0 O V O m O 00 O o.INN U C O V Id qi 0LO N n V t0 M .� M m It00 to nI� M t0 d t0 00 to 00 to a) M M .� M LO W 0 S a U 0 0 0 0 0 0 0 0 0 0.0 00.0 00, Z � cc 0 E O v to to N�tornto0aaO n -It r n m v wao ao n n n W n tomtD n m mm D AA � 0000000000000000 � d g O J ..NNN p 17 O O � N3ryN� �O E rn o o.. o �� M N N .. W r; 0 y Q 0 MO LL U m C O F •� b N O V N --� N t0 O N N u) to tD O -+ w U rl M .� N .� N N N .-t r+ .+ .+ .ti .� N O m T AlLO •E N O a .-� N N t0 O N N LO u7 n O C N F e O N Q co ID .-+ 00 N Dl .-i Ol t0 N 1� 00 N to n ` . m Om1 m CD tD to v .-+ n O m tD .� n t to .~+ t0 u7 N u0 00 Ol I-� -4 t0 O 0 LL U O O U C � w � S N LL e Nm-It n D Oornoo���a� ' `O y m N C � o d O C _.. 11 V ) L01,01 O n 0011 Ol O ti 1,01"ztrl Ip f'�l O •N 0 p' VI LL Q.' 0: I APPENDIX B ' STREET CAPACITY CALCULATIONS I i 1] STREET CAPACITY SUMMARY Project: 889-001 By: ATC Date: 2/1/2014 Design Point Street Name Street Section Street Slope 2-Yr Flow (CFS) 2-Yr Capacity (CFS) Comment 2 Mandarin Dr. Half Street -15 ft 0.80% 5.90 6.30 Flow < Cap. 3 Rosybill Dr. Half Street -15 ft 1.10% 6.10 17.40 Flow < Cap. 4 Garganey Dr. Half Street -20 ft 1.20% 7.60 15.00 Flow < Cap. 6 Mandarin Dr. Half Street -15 ft 0.60% 2.60 5.40 Flow < Cap. 7 Garganey Dr. Half Street -20 ft 1.20% 7.30 15.00 Flow < Cap. 8 New Vine Dr. Half Street -32 ft 0.60% 10.10 8.90 =,ow > Cap. 11 (*Portion) IShearwater Dr. I Half Street -15 ft 10.50% 12.45 5.00 Flow < Cap. 12 (*Portion) JAleutian Dr. Half Street -15 ft 10.75% 15.26 16.30 1 Flow < Cap. ' *Portion of basin evaluated for street capacity calculations 1 1 11 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria Tor Maximum Allowable Flow ueptn and spreaa) Project: STREET CAPACITY Inlet ID: Residential -154t Half Street Section Iyd Towwri WTzC1w aw• de num Allowable Width for Spread Behind Curb Slope Behind Curb (leave blank for no conveyance credit behind curb) iing's Roughness Behind Curb TICK = 10.0 ft SacK = 0.020 Will: nIACK - 0.016 of Curb at Gutter Flow Line Hcuee = 4.75 Inches ce from Curb Face to Street Crown TcaowH = 15.0 it Width W = 2.00 ft Transverse Slope Sx = 0.020 Will Cross Slope (typically 2 inches over 24 inches or 0.063 fI SW = 7 098 f ih Longitudinal Slope - Enter 0 for sump condition So = 754 fttft )g's Roughness for Street Section nSMEET = 0.016 Allowable Spread for Minor & Major Storm Allowable Depth at Gutter Flowlim for Minor & Major Storm Flow Depth at Street Crown (leave blank for no) Minor Storm Major Storm Troy = 14.0 15.0 ft dux = 5.6 12.3 inches ❑ ❑ cheek = yes INOR STORM Allowable Capacity is based on Spread Criterion Mirror Storm Major Storm f� AJOR STORM Allowable Capacity is based on Spread STORM Allowable Capacity is based on Spread Cf��on "Ylbw - 4.4 1 5.3 Cfs :m; sC,; M :nox. al. o•:: a::.. c..., . greater than flow given on sheet'O-Peak' ARNING: MAJOR STORM max. ahowabie capacity Is less than flow given on sheet 'q-Peak' Narning 02: Max Allowable Depth for Minor Storm is greater than the Curb Height. 1 t I LID Inlet 3.1-strt cap, D-Allow 2/19/2014, 1:25 PM 1 I rProject: Inlet ID: t 11 I F II ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) II ftd, yy.--fir- Tx QwS num Allowable Width for Spread Behind Curb Slope Behind Curb (leave blank for no conveyance credit behind curb) iing's Roughness Behind Curb of Curb at Gutter Flow Line ce from Curb Face to Street Crown Width Transverse Slope Cross Slope (typically 2 inches over 24 inches or 0.083 Wit) Longitudinal Slope - Enter 0 for sump condition tg's Roughness for Street Section Allowable Spread for Mirror & Major Storm Allowable Depth at Gutter Flowline for Misr & Major Storm Flow Depth at Street Crown (leave blank for no) TeNcx = 1D.0 It SaACK - 0.020 ftM hSACK 2 0.016 HcuRe = 4.75 Inbhes TCRUwN = 15.0 ft W = 2.00 ft S. = 0.020 ftM Sw = 0.098 ft/ft Sp = 0.005 ftM nsrn u =1 0.016 Mirror Storm Major Storm T. = 14.0 15.0 ft dynx= 5,8 12.3 inches check = yes t STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm R STORM Allowable Capacity Is based on Spread Criterion O,n,,. = 5.0 5.9 efs storm max. alloy...;.., ....Irzmity GOOD - greater than flow given on sheet'O-Peak' ING: MAJOR STORM max. allowable capacity is less than flow given on sheet'O-Peak' Warning 02: Max Allowable Depth for Minor Storm is greater than the Curb Height. UD Inlet 3.1-sIrt cap, O-Allow 2/1912014, 1:25 PM 11 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) 11 Project: STREET CAPACITY Inlet ID: ,tom Residential -15-ft Half Street Section I That T g �� T. Tyne W_ Ti SUMI V Crown QW Q ex""' d y rum Allowable Width for Spread Behind Curb Slope Behind Curb (leave blank for no conveyance credit behind curb) zing's Roughness Behind Curb of Curb at Gutter Flow Line :e from Curb Face to Street Crown Width Transverse Slope Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) Longitudinal Slope - Enter 0 for sump condition ig's Roughness for Street Section Allowable Spread for Minor & Major Storm Allowable Depth at Gutter Flowline for Minor & Major Storm Flow Depth at Street Crown (leave blank for no) Tana' 100.0 ft Ssna = 0.( nenCx 0.016 Hcuas = 4.75 Inches Tcaowa = 15.0 ft W = 2.00 ft Sx = 0.020 f tf: Sw' 0.098 ftf t So ` 0.006 ftfR nsraeer =1 0.016 Minor Storm Major Storm Two = 14.0 15.0 ft dMrx = 5.6 12.3 inches ❑ ❑ check = yes STORM Allowable Capacity Is based on Spread Criterion Minor Storm Major Storm STORM Allowable Capacity Is based on Spread Criterion Cl, w ® 5.4 6.5 CIS - .,acity GOOD - greater than flow given on sheet'Q-Peak' NG. MAJOR STORM max. allowable capacity is less than flow given on sheet'Q-Peak' 'Nanning 02: Max Allowable Depth for Minor Storm Is greater than the Curb Height, I L t [1 I UD Inlet 3.1-strt cap, Q-Allow 2/19/2014. 1:26 PM ' H ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) ' (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: STREET CAPACITY Inlet ID: Residential - 15-ft Half Street Section ' Srff� T. Tr4vr rceow�e t�i a+ra WIrael--�I� TY� y QW QY/ J a Idc s I I I I rum Allowable Width for Spread Behind Curb Slope Behind Curb (leave blank for no conveyance credit behind curb) ring's Roughness Behind Curb of Curb at Gutter Flow Line .e from Curb Face to Street Crown Width Transverse Slope Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) Longitudinal Slope - Enter 0 for sump condition g's Roughness for Street Section Allowable Spread for Minor & Major Storm Allowable Depth at Gutter Flovdine for Minor & Major Storm Flow Depth at Street Crown (leave blank for no) Tancx = 10.0 It Sancx 0.020 ftM nancx = 0.016 Hcuae ' 4.75 Inches Tcaowm = 15.0 ft W = 2.00 ft Sx = 0.020 fli S. = 7098 Rift So = 0.007 Ii nsraEer = 0.016 Minor Storm Ma'or Storm T. 12.15.0 ft dw, = 5.6 3 Inches ❑ ❑ check = yes JOR STORM Allowable Capacity Is based on Spread Criterion Mirror Storm Major Storm JOR STORM Allowable Capacity is based on Spread Criterion 5.9 7.0 cis storm max. allowable capacity GOOD -greater than flow given on sheet 'O-Pc:ii. Warning 02: Max Allowable Depth for Minor Storm is greater than the Curb Height. ' UD Inlet 3.1-strt cap, C-Allow 2/19/2014. 1:26 PM Project: Inlet ID: 11 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) 11 5� T. T� T���JI' _~a W �-Vil' Tx "I Street own Ow O Fffe d�W er Geometry (Enter data in the blue cells! mum Allowable Width for Spread Behind Curb Slope Betii�d Curb (leave blank for no conveyance credit behind curb) ung's Roughness Behind Curb it of Curb at Gutter Flow Line vice from Curb Face to Street Crown it Width it Transverse Slope it Cross Slope (typically 2 inches over 24 inches or 0.083 fi it Longitudinal Slope - Enter 0 for sump condition ung's Roughness for Street Section Allowable Spread for Minor & Major Storm Allowable Depth at Gutter Flowline for Minor & Major Storm Flow Depth at Street Crown (leave blank for no) Tsncx ` 10.00.020 tt Ser�cx = ftRt nencK = 0.016 HOURS = 4.75 Inches Tc"N = 15.0 ft W = 2.00 ft Sx = 0.020 Rift Sw = 0.098 ft/ft So = 0.008 ftM nsnxeer = 0.016 Minor Storm Major Storm T. = 14.0 15.0 ft d,,,x = 5.6 12.3 inches I] ❑ check = yes t STORM Allowable Capacity is based on Spread Criterion /� Minor Storm Major Storm R STORM Allowable Capacity Is based on Spread Criterion 061l U1 6.3 7.5 efs storm max. ar:.,: _. _. _ - greater than flow given on sheet'Q-Peak' ING: MAJOR S101v: . llo.able capacity is less than flow given on sheet'Q-Peak' Warning 02: Max Allowable Depth for Minor Storm Is greater than the Curb Height, LJ I UD Inlet 3.1-strt cap, Q-Allow 2/1912014, 1:27 PM ' I i ' Project: Inlet ID: II ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) II ' T---Te,cx Tcaowr. Sa�cw T.T. T W �� "� gp� _ Crawt y Ow Qx� Hwm d ' a do a mum Allowable Width for Spread Behind Curb Slope Behind Curb (leave blank for no conveyance credit behind curb) ring's Roughness Behind Curb 'it of Curb at Gutter Flow Line nce from Curb Face to Street Crown it Width :t Transverse Slope :r Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) it Longitudinal Slope - Enter 0 for sump condition ring's Roughness for Street Section Allowable Spread for Minor & Major Storm Allowable Depth at Gutter Flowline for Minor & Major Storm Flow Depth at Street Crown (leave blank for no) T�K' 10.0 ft SWK = 0.020 ft/R nB4CK = 0.016 Haxle 4.75 inches Ta N= 15.0 ft W = 2.00 ft Sx = 0.020 Rift Sty = 0.098 ft/ft So= 0.009 ftM nsmesT = 0.016 Minor Storm or Storm T. 14.0 15.0 it d1,AAX' 5.6 12.3 inches ❑ ❑ check- yes STORM Allowable Capacity is based on Spread Criterion Mirror Storm Major Storm STORM Allowable Capacity is based on Spread Criterion Q,li,,. = 6.7 7.9 c1s max. allowable capacity GCflow given on sheet'Q-Peak' aG MAJOR STORM maz allowahlr r:anaeire .e lace than flnw nlvnn nn ehont 'n.pea4' Warning 02: Max Allowable Depth for Minor Storm is greater than the Curb Height. UD Inlet 3.1-strt cap. o-Allow 2/19/2014. 1:27 PM ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Rased on Regulated Criteria far Maximum Allowable Flow Death and Spread) Project: STREET CAPACITY Inlet ID: Residential - 15-ft Half Street Section I STa T T� Tcwowu e+aic W— T. Sinael CCrown HpuA• d y Sx/ o do s mum Allowable Width for Spread Behind Curb Slope Behind Curb (leave blank for no conveyance credit behind curb) iirg's Roughness Behind Curb of Curb at Gutter Flow Line ce from Curb Face to Street Crown Width Transverse Slope Cross Slope (typically 2 inches over 24 inches or 0.083 ftKt) Longitudinal Slope - Enter 0 for sump condition ig's Roughness for Street Section Allowable Spread for Minor & Major Storm Allowable Depth at Gutter Flowlim for Minor & Major Storm Flow Depth at Street Crown (leave blank for no) Tencx = 10.0 ft Sencrc 0.020 Wit nancx = 0.016 Hcum = 4.75 Inches Tp N = 15.0 ft W = 2.00 ft Sx = 0.020 ttlR S+ = 0.098 ft/ft So = 0.010 ttttt nsraeer = 0.016 Minor Storm Major Storm T" = 14.0 1 15.0 It cl n = 5.6 12.3 inches ❑ ❑ check = yes INOR STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm AJOR STORM Allowable Capacity is based on Spread Criterion Q e,. = 7.0 8.3 efs -1 max. a, irnater than flow given on sheet'O-Peak' .ARNAG. MAJOR S 1 O--. -'.v is less than flow given on sheet'O-Peak' Warning 02: Max Allowabre Kepi, iu i M, i ­ rn is greater than the Curb Height. I 1 1 t 1 IJ UD Inlet 3.1-strt cap, G-Allow 2/19/2014. 1:28 PM ' I 1 II ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) 11 (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: STREET CAPACITY Inlet ID: Residential - 15-ft Half Street Section ;T T T. Ti,,,,,, �Y Sireo1 .s rown ow Ox AN a 1 ¢Ja rinq 1 mum Allowable Width for Spread Behind Curb Slope Behind Curb (leave blank for no conveyance credit behind curb) ling's Roughness Behind Curb of Curb at Gutter Flow Line ce from Curb Face to Street Crown Width Transverse Slope Cross Slope (typically 2 inches over 24 inches or 0.083 (rift) Longitudinal Slope - Enter 0 for sump condition ig's Roughness for Street Section Allowable Spread for Minor & Major Storm Allowable Depth at Gutter Flowline for Minor & Major Storm Flow Depth at Street Crown (leave blank for no) T:K = 10.0 ft SencK= 0.07 ft/ft nencK = 0.016 Hcune = 4.75 inches T�K 15.0 It W = 2.00 It Sx = 0.020 ftllt S. = 0.098 ff/ft So = 0.012 n—F = 0.016 Minor Storm Ma or Storm T,, =1 14.0 15.0 ft dW,x =1 5.6 1 12.3 inches ❑ ❑ cheek = yes i STORM Allowable Capacity Is based on Spread Criterion Mirror Storm Major Storm R STORM Allowable Capacity Is based on Spread Criterion Q..—IQ..-I 7.7 9.1 cfs storm max. allowable capacity GOOD - greater than flow given on sheet'O-Peak' ZING: MAJOR STORM max, allowable capacity is less than flow given on sheet'O-Peak' Warning 02: Max Allowable Depth for Minor Storm is greater than the Curb Height. UD Inlet 3.1-strt cap, o-Allow 2/ 19/2014, 1 28 PM I Project: Inlet ID: ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) T a7d T• Tysxg WT.rown St mum Allowable Width for Spread Behind Curb Slope Behind Curb (leave blank for no conveyance credit behind curb) iing's Roughness Behind Curb of Curb at Gutter Flow Line :e from Curb Face to Street Crown Width Transverse Slope Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) Longttudinal Slope - Enter 0 for sump condition ig's Roughness for Street Section Allowable Spread for Mirror & Major Storm Allowable Depth at Gutter Flowline for Minor & Major Storm Flow Depth at Street Crown (leave blank for no) Tarcx = 10.0 ft 0.020 fdlt nencx - 0.016 Hcune = 4.75 Inches TcaowN - 15.0 it W = 2.00 It Sx = 0.020 RIft SW = 0.098 ftHt So = 0.014 ft/ft nsmE,,r =1 0.016 Minor Storm Major Storm T. 14.0 15.0 Itdux = 5.6 12.3 inches O check - yes i STORM Allowable Capacity Is based on Spread Criterion Minor Storm Major Storm R STORM Allowable Capacity Is based on Spread Criterion Q.n,,.. = 8.3 9.9 cfs storm , „i,le capacity GOOD - greater than flow given on sheet'Q-Peak' ZING: MAJOR 51 OHM max. allowable capacity is less than flow given on sheet'Q-Peak' Naming 02: Max Allowable Depth for Minor Storm is greater than the Curb Height. 1 1 1 1 I 1 1 1 1 1 1 1 1 UD Inlet 3.1-strt cap, Q-Allow 2119/2014, 1:28 PM 1 rI ' Project: Inlet ID: Al;cr.,.i..c 7 LiI 11 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) 11 I T S '_ .ca�cuoT T� „ enox AV T. Crown Ow Ox� Hcua d y Sx`� a do mum Allowable Width for Spread Behind Curb Slope Behind Curb (leave blank for no conveyance credit behind curb) ring's Roughness Behind Curb of Curb at Gutter Flow Line x from Curb Face to Street Crown Width Transverse Slope Cross Slope (typically 2 inches over 24 inches or 0.083 ftM) Longitudinal Slope - Enter 0 for sump condition Ig's Roughness for Street Section Allowable Spread for Minor & Major Storm Allowable Depth at Gutter Flowline for Minor & Major Storm Flow Depth at Street Crown (leave blank for no) TenCK = 10.0 ft SSAGx 0.020 ftM nencK Hcuna = 4.75 inches TcnmvN = 15.0 it W = 2.00 It Sx = 0.020 ftM S. = 0.096 ftm So = 0.016 ftm nsrneeT = 0.016 Minor Storm Me or Storm Txwx = 14.0 15.0 J. = 5.6 12.3 inches ❑ ❑ check = yes INOR STORM Allowable Capacity Is based on Spread Criterion Minor Storm Major Storm AJOR STORM Allowable Capacity is based on Spread Criterion O.ib. 01 8.9 10.5 Its mor storm max. allowable capacity GOOD - greater than flow given on sheet'O-Peak' ARNING: MAJOR STORM max_ allowable canacity Is less than flow aiven on sheet'O-Peak' Warning 02: Max Allowable Depth for Minor Storm is greater than the Curb Height. ' UD Inlet 3.1-strt cap. Q-Allow 2/1912014. 1:29 PM I ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: STREET CAPACITY Inlet ID: Residential - 15-ft Half Street Section ad Tcewm�i W �� TSt mum Allowable Width for Spread Behind Curb Slope Behind Curb (leave blank for no conveyance credit behind curb) ring's Roughness Behind Curt of Curb at Gutter Flow Line x from Curb Face to Street Crown Transverse Slope Cross Slope (typically 2 inches over 24 inches or 0.083 fttft) Longitudinal Slope - Enter 0 for sump condition tg's Roughness for Street Section Allowable Spread for Mirror & Major Storm Allowable Depth at Gutter Flowline for Minor & Major Storm Flow Depth at Street Crown (leave blank for no) TsxcK 10.0 ft S'. = 0.020 fUft ne = 0.016 Hcuss = 4.75 Inches TceowH = 15.0 Ift W = 2.00 ft By; = 0.020 Mft SW = 0.098 ftlrt So = 0.018 Rift nMEU =1 0.016 Minor Storm Me* or Storm Tw, = 14.0 15.0 it drw = 5.6 12.3 Inches ❑ ❑ cheek = yes t STORM Allowable Capacity Is based on Spread Criterion Minor Storm Maim Storm R STORM Allowable Capacity Is based on Spread Criterion O,i,a, 9.4 1 11.2 Icts storm max. allowab,-. .apacity C- 'i flow given on sheet'O-Peak' ING: MAJOR STORM max. allowable capau:.. ,s than flow cl Warning 02: Max Allowable Depth for Minor Storm is yr eater than the C.,i b t eic 1 1 1 1 1 i 1 1 1 i 1 1 1 1 1 1 1 UD Inlet 3.1-strt cap, O-Allow 211912014, 1:29 PM 1 I I t 1 I 1 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: STREET CAPACITY Inlet ID: Residential - 15-ft Half Street Section tdy W'-�TOw Q:H mum Allowable Width for Spread Behind Curb Slope Behind Curb (leave blank for no conveyance credit behind curb) ring's Roughness Behind Curb of Curb at Gutter Flow Line ce from Curb Face to Street Crown Width Transverse Slope Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) Longitudinal Slope - Enter 0 for sump condition tg's Roughness for Street Section Allowable Spread for Minor 6 Major Storm Allowable Depth at Gutter Flowlim for Minor 8 Major Storm Flow Depth at Street Crown (leave blank for no) Tex = 10.0 ft Se = 0.020 Iftift n,,,, = 0.016 Hcum =W0.020 Inches TCRMN =ft W =ft Sx =ftKt SW =ftlft So =ft/ft nsri = 0.016 Minor Storm Major Storm T. = 14.0 15.0 ft cl,,, = 5.6 12.3 inches ❑ ❑ check = yes t STORM Allowable Capacity is based on Spread Criterion Minor Storm Ma or Storm R STORM Allowable Capacity is based on Spread Criterion Oax.. = 9.9 11.8 cis storm ms: allowable ca; , than flow given on sheet'Q-Peak' ING: MAJOR STORM - - ;s less than flow plven on sheet'O-Peak' Warning 02: Max Allowable Depth for Minor Storm is greater than the Curb Height. 1 LID Inlet 3.1-strt cap, Q-Allow 2/19/2014, 1:29 PM Project: Inlet ID: 11 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) II adr T. T� Twovn � Sl ebl _ rvwn T. ow Ox� y num Allowable Width for Spread Behind Curb Slope Behind Curb (leave blank for m conveyance credit behind curb) ring's Roughness Behind Curb of Curb at Gutter Flow Line ce from Curb Face to Street Crown Width Transverse Slope Cross Slope (typically 2 inches over 24 inches or 0.083 Rift) Longitudinal Slope - Enter 0 for sump condition Ig's Roughness for Street Section Allowable Spread for Minor & Major Storm Allowable Depth at Gutter Flowline for Minor & Major Storm Flow Depth at Street Crown (leave blank for no) Taxrx = 10.0 h S=- 0.020 ft/h near = 0.016 Houas = 4.75 Inches Toaowa = 15.0 ft W = 2.00 ft Sx = 0.020 ft(ft S' = 0.098 ftttt So = 0.022 ftM nstaeer = 0.016 Mbar Storm Meer Storm Tura = 14.0 15.0 It d. = 5.6 12.3 inches 13 ❑ check = yes INOR STORM Allowable Capacity Is based on Spread Criterion Minor Storm Major Storm AJOR STORM Allowable Capacity is based on Spread Criterion Q,ye,. ` 10.4 1 A efs ,nor storm max. allowable capacity GOOD -greater ,. ,ew given on sheet'Q-Peak' ARNINr: MG 10R STORM may allawahle cadecity is less than flaw diver, on sheet'Q-Peak' warning 02: Max Allowable Depth for Minor Storm is greater than the Curb Height. I r I 1 LID Inlet 3.1-stri cap, O-Allow 2/19/2014, 1:30 PM ' ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) I Project: STREET CAPACITY Inlet ID: Residential -15-ft Half Street Section Ti T.=yxT Tx er Geometry (Enter data in the blue cells) mum Allowable Width for Spread Behind Curb Slope Behind Curb (leave blank for no conveyance credit behind curb) zing's Roughness Behind Curb ht of Curb at Gutter Flow Line ince from Curb Face to Street Crown 3r Width :t Transverse Slope :r Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) ;t Longitudinal Slope - Enter 0 for sump condition iirg's Roughness for Street Section Allowable Spread for Minor & Major Storm Allowable Depth at Gutter Flowline for Minor & Major Storm Flow Depth at Street Crown (leave blank for no) Tmcx xt 10.0 ft Sencx Mot ft nmcx = 0.016 Hcune = 4.75 inches TcaawH = 15.0 R W = 2.00 ft Sit = 0.020 ftft S. = 0.098 f tft So = 0.024 ft/ft nsMEET = 0.016 Minor Storm Major Storm Twtx ' 14.0 15.0 ft cl. ' S.6 12.3 Inches p 0 check = yes MINOR STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm MAJOR STORM Allowable ,aoscity is based on Spread Criterion 10.9 12.9 Jcfs .. iiowable capacity GOOD - greater than flow given on sheet'O-F VaARN.., ;.JOR STORM max- alicwable capacity is less than flco 211^_'1 on. =_.hc - Warning 02: Max Allowable Depth for Minor Storm is greater than the Curb Height UD Inlet 3.1-strt cap, O-Allow 2/19l2014, 1:30 PM I I Project: Inlet ID: 11 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) 11 �ge=x T. T� rcwwa— � a+px W Ta 'II �w C R� d y is d= num Allowable Width for Spread Behind Curb Slope Behind Curb (leave blank for no conveyance credit behind curb) ring's Roughness Behind Curb of Curb at Gutter Flow Line ce from Curb Face to Street Crown Width Transverse Slope Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) Longitudinal Slope - Enter 0 for sump condition ig's Roughness for Street Section Allowable Spread for Mirror & Major Storm Allowable Depth at Gutter Flowline for Minor & Major Storm Flow Depth at Street Crown (leave blank for no) Texcx = 10.0 ft Ss+cs =0,020 Mlt nsncx = 0.016 H. 4.75 Inches Tcsows= 15.0 It W = 2.00 It Sx = 0.020 ftM S'x' = ­70-w fm So= 0.026 ftM ns iesr = 0.016 Minor Storm or Storm Trtnx = 14.0 15.0 dw, = 5.6 12.3 inches 11 ❑ check = yes MINOR STORM Allowable Capacity Is based on Spread Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Spread Criterion O,ie„ 11.3 13.4 cis storm max_ allowable capacity GOOD - greater than flow given on sheet'Q-Peak' ,ARNING: MAJOR STORM max. allowable capacity is less than flow given on sheet'Q-Peak' %yarning 02: Max Allowable Depth for Minor Storm Is greater than the Curb Height. UD Inlet 3.1-strt cap, Q-Allow 2119/2014, 1:31 PM 11 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) 11 Project: STREET CAPACITY Inlet ID: Residential - 15-ft Half Street Section g�a�� -�a�roorr r T. Ty,p Cwaw�r t' W T. Strbet Qw Qa/ �� Crown H,,,, d Y S*�� • da num Allowable Width for Spread Behind Curb Slope Behind Curb (leave blank for no conveyance credit behind curb) iing's Roughness Behind Curb of Curb at Gutter Flow Line ce from Curb Face to Street Crown Width Transverse Slope Cross Slope (typically 2 inches over 24 inches or 0.0831tift) Longitudinal Slope - Enter 0 for sump condition ig's Roughness for Street Section Allowable Spread for Minor & Major Storm Allowable Depth at Gutter Flowline for Minor & Major Storm Flow Depth at Street Crown (leave blank for no) Ten« = 10.0 ft SancK = 0.020 ftflt nancK 0.016 T Hcuae = 4.75 Inches CriOWN 15.0 ft W = 2.00 it Sx = 0.020 ftM Sw = 0.098 fttfl So = 0.028 AM nsrnser = 0.016 Minor Storm Me Or Storm Tw, = 14.0 15.0 ft dwa = 5.8 12.3 Inches ❑ ❑ check = yes STORM Allowable Capacity Is based on Spread Criterion Minor Storm Major Storm i STORM Allowable Capacity is based on Spread Criterion 0.1ww = 11.8 13.9 cfs r-Ilowabte capacity GOOD - greater than flow given on sheet 'O-Peak' Warning 02: Max Allowable Depth for Minor Storm Is greater than the Curb Height. UD Inlet 3.1-strt cap, O-Allow 211912014, 1:31 PM Hcuae = 4.75 Inches CriOWN 15.0 ft W = 2.00 it Sx = 0.020 ftM Sw = 0.098 fttfl So = 0.028 AM nsrnser = 0.016 Minor Storm Me Or Storm Tw, = 14.0 15.0 ft dwa = 5.8 12.3 Inches ❑ ❑ check = yes STORM Allowable Capacity Is based on Spread Criterion Minor Storm Major Storm i STORM Allowable Capacity is based on Spread Criterion 0.1ww = 11.8 13.9 cfs r-Ilowabte capacity GOOD - greater than flow given on sheet 'O-Peak' Warning 02: Max Allowable Depth for Minor Storm Is greater than the Curb Height. UD Inlet 3.1-strt cap, O-Allow 211912014, 1:31 PM Project: Inlet ID: 11 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) 11 Sa,�ar_ T, T Tcwowx aAq yy Tx - Street � Crown Qw Q _ Nay d y Ss • e � num Allowable Width for Spread Behind Curb Slope Behind Cum (leave blank for no conveyance credit behind curb) ring's Roughness Behind Cum of Cum at Gutter Flow Line m from Cum Face to Street Crown Width Transverse Slope Cross Slope (typically 2 inches over 24 inches or 0,083 ft/ft) Longitudinal Slope - Enter 0 for sump condition g's Roughness for Street Section Allowable Spread for Minor & Major Storm Allowable Depth at Gutter Flowline for Minor & Major Storm Flow Depth at Street Crown (leave blank for no) TBAcx = 10.0 It SBACx 0.020 ftlft naAcx HcuRB ' 4.75 Inches TcR ,, = 15.0 1t W = 2.00 ft Sk = 0.020 ftfft SW = 0.098 Rift Sp = 0.030 ft/R nsTRBBT =1 0.016 Mirror Storm Major Stonn Tr = 14.0 15.0 If clA = 5.6 12.3 inches 11 ❑ check = yes 2 STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm R STORM Allowable Capacity is based on Spread Criterion Q,n,,, ` 12.2 14.4 cfs storm max. allowabe: ..iliacity GOOD - greater than flow glvoa oo ehcel 'C Peek' ZING: MAJOR STORM max. allowable capacity Is less than = ,ak' Warning 02: Max Allowable Depth for Minor Storrs Is greater than tnc i;ui- Height. I I LID Inlet 3.1-strt cap, O-Allow 2/19/2014, 1:31 PM , II ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) II Project: STREET CAPACITY Inlet ID: Residential - 18-ft Half Street Section 'Saeo_� Te T, Tw, 1 W. Tx St pet C own Qw Qx/ He d y Sx�— a do mum Allowable Width for Spread Behind Curb Slope Behind Curb (leave blank for no conveyance credit behind curb) ring's Roughness Behind Curb of Curb at Gutter Flow Line m from Curb Face to Street Crown Width Transverse Slope Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) Longitudinal Slope - Enter 0 for sump condition ig's Roughness for Street Section Allowable Spread for Minor 8 Major Storm Allowable Depth at Gutter Flowline for Minor & Major Storm Flow Depth at Street Crown (leave blank for no) TMox = 10.D ft Sswx = 0.02o Rift nsAcx T Hcuas = 4.75 Inches caown = 18.0 It W = 2.00 ft Sx= 0.020 ft/It SW = 0.098 ft/ft So = 0.004 ft/ft nstasst = 0.016 Mirtor SIOrm Ma 'or Storm T,,, = 14.1 18.0 ft dim, = 5.6 12.3 inches ❑ check = yes STORM Allowable Capacity Is based on Spread Criterion Minor Storm Major Storm STORM Allowable Capacity is based on Depth Criterion of s = 4.5 80.5 efa ... c capacity GOOD - greater than flow given on sheet'Q-Peak' Warning OL. Max Allowable Depth for Minor Storm Is greater than the Curb Height. UD Inlet 3.1-strt cap, Q-Allow 2/19/2014, 1:15 PM Hcuas = 4.75 Inches caown = 18.0 It W = 2.00 ft Sx= 0.020 ft/It SW = 0.098 ft/ft So = 0.004 ft/ft nstasst = 0.016 Mirtor SIOrm Ma 'or Storm T,,, = 14.1 18.0 ft dim, = 5.6 12.3 inches ❑ check = yes STORM Allowable Capacity Is based on Spread Criterion Minor Storm Major Storm STORM Allowable Capacity is based on Depth Criterion of s = 4.5 80.5 efa ... c capacity GOOD - greater than flow given on sheet'Q-Peak' Warning OL. Max Allowable Depth for Minor Storm Is greater than the Curb Height. UD Inlet 3.1-strt cap, Q-Allow 2/19/2014, 1:15 PM Project: Inlet ID: ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) Residential - 1 �S,��r` T T,,,, TcMuw�t enra W. T. teat aet �� gown y QW Q �� H Cumd - $* a d. >r Geometry (Enter data in the blue cells) num Allowable Width for Spread Behind Curb Slope Behind Curb (leave blank for no conveyance credit behind curb) ring's Roughness Behind Curb it of Curb at Gutter Flow Line nce from Curb Face to Street Crown r Width rt Transverse Slope r Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) :t Longitudinal Slope - Enter 0 for sump condition ring's Roughness for Street Section Allowable Spread for Minor & Major Storm Allowable Depth at Gutter Flowline for Minor & Major Storm Flow Depth at Street Crown (leave blank for no) TeM.K- IU1 FMCK 0.020 L n1MCK = 0.016 HcuRe = 4.75 inches TcRmN = 18.0 1t W = 2.00 1t SK 0.020 fbft Sw = 0.098 f m So = 0.005 fMft nSTREET = 0.016 Minor Storm or Storm T. 14.1 18.0 It dw, = 5.6 12.3 inches ❑ Q check = yes MINOR STORM Allowable Capacity Is based on Spread Criterion Minor Storm Major Storm MAJOR STORM Allowable Capac1' Is based on Depth Criterion Q.'o = 5.1 90.0 cts :dlowable capacity GOOD - greater than flow given on sheet'Q-Peak' -,ax. allowable capacity GOOD - greater than flow given on sheet'Q-Peak' Warning 02. Max Allowable Depth for Minor Storm is greater than the Curb Height, UD Inlet 3.1-stn cap, Q-Allow 2119/2014, 1:15 PM ' Project: Inlet ID: 11 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) 11 T. T� T W. V Tx Qown RY Qw � d � 5'J • do s mum Allowable Width for Spread Behind Curb Slope Behind Curb (leave blank for no conveyance credit behind curb) ring's Roughness Behind Curb of Curb at Gutter Flow Line : e from Curb Face to Street Crown Width Transverse Slope Cross Slope (typically 2 inches over 24 inches or 0.083 ftRt) Longitudinal Slope - Enter 0 for sump condition ig's Roughness for Street Section Allowable Spread for Minor & Major Storm Allowable Depth at Gutter Flowline for Mirror & Major Storm Flow Depth at Street Crown (leave blank for no) TsacK - 10.o tt SancK 0.020 fUR neKnK = 0.016 i Hcuee = 4.75 inches Tcaown = 18.0 ft W = 2.00 ft Sx = 0.020 ft/ftSW = 0.098 ftm So = 0.006 hilt ^srneer = 0.016 Minor Storm Me or Storm T. 14.1 18.0 ft dW,,x= 5.6 12.3 inches ❑ Q Check = yes MINOR STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Q,no. = 5.5 98.6 efs io: stuns inox ailuwab:c capacity GOOD - greater than flow given on sheet'Q-Peak' w'ajor storm max. allowable capacity GOOD - greater than flow given on sheet'Q-Peak Warning 02: Max Allowable Depth for Minor Storm Is greater than the Curb Height. UD Inlet 3.1-strt cap, o-Allow 2/1912014, 1:16 PM 11 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) 11 Ibasea on negumrea T rnena Tor maximum ATnowaoie now uepm anu apreaul Project: STREET CAPACITY Inlet ID: Residential - 18-ft Half Street Section FeAa`� ��aaA�rn+�r T. Ta T W�� Tx "II SIr9e1 �V C own Ow Q H� d Y Si! a de mum Allowable Width for Spread Behind Curb Slope Behind Curb (leave blank for no conveyance credit behind curb) iing's Roughness Behind Curb of Curb at Gutter Flow Line .e from Curb Face to Street Crown Width Transverse Slope Cross Slope (typically 2 inches over 24 inches or 0.083 ft/it) Longitudinal Slope - Ender 0 for sump condition g's Roughness for Street Section Allowable Spread for Mirror & Major Storm Allowable Depth at Gutter Flowline for Mirror & Major Storm Flow Depth at Street Crown (leave blank for no) TencK = 10.0 ft S1wCK= 0.020 ftift "BACK = 0.016 T HcuRB = 4.75 inches CROWN- 18.0 It W = 2.00 ft Sx = 0.020 fVft Sw = 0.098 fVft So = 0.007 fVft nBTREET = 0.016 Minor Storm Major Storm TA+Ax' 14.1 18.0 ft cl w = 5.6 22.3 inches ❑ check = yes IINOR STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm WOR STORM Allowable Capacity is based on Depth Criterion is based on Depth Criterion Q.1 r = 6.0 106.5 efs 11 ar storm max. allowable cape: c:.., --.,J - greater than flow given on sheet'Q-Peak' .Narnmg 02: Max Allowable Depth for Minor Storm is greater than the Curb Height. UD Inlet 3.1-strt cap, D-Allow 2119l2014, 1:17 PM , HcuRB = 4.75 inches CROWN- 18.0 It W = 2.00 ft Sx = 0.020 fVft Sw = 0.098 fVft So = 0.007 fVft nBTREET = 0.016 Minor Storm Major Storm TA+Ax' 14.1 18.0 ft cl w = 5.6 22.3 inches ❑ check = yes IINOR STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm WOR STORM Allowable Capacity is based on Depth Criterion is based on Depth Criterion Q.1 r = 6.0 106.5 efs 11 ar storm max. allowable cape: c:.., --.,J - greater than flow given on sheet'Q-Peak' .Narnmg 02: Max Allowable Depth for Minor Storm is greater than the Curb Height. UD Inlet 3.1-strt cap, D-Allow 2119l2014, 1:17 PM , I 1 1 11 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) 11 Project: STREET CAPACITY Inlet ID: ,tom Residential - 18-ft Half Street Section S T. T Tcnoww a W �� Tx Sl Het _ Crovm y T. QY/ Hcuq d Sx e do num Allowable Width for Spread Behind Curb Slope Behind Curb (leave blank for no conveyance credit behind curb) iing's Roughness Behind Curb of Curb at Gutter Flow Line cc from Curb Face to Street Crown Width Transverse Slope Cross Slope (typically 2 inches over 24 inches or 0.083 fVft) Longitudinal Slope - Enter 0 for sump condition tg's Roughness for Street Section Allowable Spread for Minor & Major Storm Allowable Depth at Gutter Flowllne for Minor & Major Storm Flow Depth at Street Crown (leave blank for no) TencK ` 10.0 ft SancK 0.020 ftltt "BACK T Hcuae = 4.75 Inches ca N = 18.0 ft W = 2.00 If SY = 0.020 Rift SW = 0.098 fvft So = 0.We Will nsmser = 0.016 Mlror Storm Ma or Storm T. = 14.1 18.0 ft dMSY = 5.6 12.3 Inches ❑ 121 check = yes It STORM Allowable Capacity Is based on Spread Criterion Minor Storm Major Storm It STORM Allowable Capacity Is based on Depth Criterion Cla . = 6A 113.9 cfs storm max. allowable capacity GOOD - greater than flow given on sheet'Q-Peak' storm max. allowable capacity GOOD - greater than flow given on sheet'Q-Peak' earning 02Max Allowable Depth for Minor Storm Is greater than the Curb Height. ' LID Inlet 3.1-stn cap. C-Allow 2/1912014, 1:17 PM Hcuae = 4.75 Inches ca N = 18.0 ft W = 2.00 If SY = 0.020 Rift SW = 0.098 fvft So = 0.We Will nsmser = 0.016 Mlror Storm Ma or Storm T. = 14.1 18.0 ft dMSY = 5.6 12.3 Inches ❑ 121 check = yes It STORM Allowable Capacity Is based on Spread Criterion Minor Storm Major Storm It STORM Allowable Capacity Is based on Depth Criterion Cla . = 6A 113.9 cfs storm max. allowable capacity GOOD - greater than flow given on sheet'Q-Peak' storm max. allowable capacity GOOD - greater than flow given on sheet'Q-Peak' earning 02Max Allowable Depth for Minor Storm Is greater than the Curb Height. ' LID Inlet 3.1-stn cap. C-Allow 2/1912014, 1:17 PM 11 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) 11 Project: STREET CAPACITY Inlet ID: Residential - 18-ft Half Street Section Se�pc T, T Tcnoww�i W Ae Tr gg Cal rown OOx � Hcum d y W 5*J a do 4 mum Allowable Width for Spread Behind Curb Slope Behind Curb (leave blank for no conveyance credit behind curb) ring's Roughness Behind Curb of Curb at Gutter Flow Line ce from Curb Face to Street Crown Width Transverse Slope Cross Slope (typically 2 inches over 24 inches or 0.083 Will Longitudinal Slope - Enter 0 for sump condition ig's Roughness for Street Section Allowable Spread for Minor & Major Storm Allowable Depth at Gutter Flowline for Minor & Major Storm Flow Depth at Street Crown (leave blank for no) T,ACk = 10.o n Sencx = 0.02f ftttt nencx = 0.016 Hcuse inches T,,,,. = 18.0 ft W = 2.00 ft Sx = 0.020 Rift Sw = 0.098 Rift So = 0.009 Rift nsrneer =1 0.016 Minor Storm Ma ar Storm Twx = 14.1 18.0 Ift d. = 5.6 12.3 linchas ED check = yes STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm STORM Allowable Capacity is based on Depth Criterion Q.is 6.8 120.8 ds greater than flow given on sheet'O-Peak' storm max. allow.,. ;, City 3000 - Waming 02: Max Allowable Depth for Minor Storm is greater than the Curb Height. UD Inlet 3.1-strt cap, Q-Allow 211912014, 1:18 PM ' ' Project: Inlet ID: 1 91 1 1 1 J 1 i 11 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) 11 ..__._-..-._. S T. T� T� a'tu W'e T= St eat +r Crown H d y Sn`� a de nun, Allowable Width for Spread Behind Curb Slope Behind Curb (leave blank for no conveyance credit behind curb) unG s Roughness Behind Curb of Curb at Gutter Flow Line ce from Curb Face to Street Crown Width Transverse Slope Cross Slope (typically 2 inches over 24 inches or 0.083 Wit) Longitudinal Slope - Enter 0 for sump condition ig's Roughness for Street Section Allowable Spread for Minor 8 Major Storm Allowable Depth at Gutter Flowllne for Minor 8 Major Storm Flow Depth at Street Crown (leave blank for no) TmcK =J 10.0 Ift Sa4CK 0.020 Nit nancK = 0.016 Hcum = 4.75 inches TcRowN = 18.0 ft W = 2.00 ft SK = 0.020 ft/ft S'A' = 0.096 ftfft So = 0.010 ftlft nsr,,u = 0.016 Mlrtor Storm Me' or Storm T. = 14.1 18.0 dark = 5.6 12.3 Inches ❑ check = yes STORM Allowable Capacity Is based on Spread Criterion Minor Storm Major Storm STORM Allowable Capacity Is based on Depth Criterion Q,ii,. a 7.2 127.3 cfs owable capacity GOOD - greater than flow given on sheet'O-Peak' iwahlc ranarity GOOD - areater than flaw riven on nheet'O-Punk' Wai piny 03. Max Allowable Depth for Minor Storm is greater than the Curb Height. ' UD Inlet 3.1-strt cop, O-Allow 2/1912014. 1:18 PM 17 Project: Inlet ID: 11 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) 11 '�SesCa`� T. T. T "I grist yy T. Grown a Ctw C7 HwM Fffd Y gs! • do mum Allowable Width for Spread Behind Curb Slope Behind Curb (leave blank for no conveyance credit behind curb) ang's Roughness Behind Curb of Curb at Gutter Flow Line ce from Curb Face to Street Crown Width Transverse Slope Cross Slope (typically 2 inches over 24 inches or 0.083 ftM) Longitudinal Slope - Enter 0 for sump condition ig's Roughness for Street Section Allowable Spread for Minor 6 Major Storm Allowable Depth at Gutter Flowline for Minor 8 Major Storm Flow Depth at Street Crown (leave blank for no) Te.cK' 10.0 ft SencK = 0.020 ft/ft ne>cK = 0.016 Hcuae = 4.75 inches TcrsoWe= 18.0 1t W = 2.00 ft Sx = 0.020 Mft Sw = 0.098 8lR So = 0.012 ft/ft nsrneer = 0.016 Mirror Storm Ma or Storm T. = 14.1 18.0 ft dw,x = 5.6 12.3 Inches ❑� check = yes STORM Allowable Capacity Is based on Spread Criterion Mirror Storm Major Storm STORM Allowable Capacity Is based on Depth Criterion Qaprr 7.8 139.5 cfs . -,able capacity GOOD - greater than flow given on sheet'Q-Peak' '.arm max. allowable eaoaeity GOOD - areater than Flow divan on sheet'O-Peak' Warning 02: Max Allowable Depth for Minor Storm Is greater than the Curb Height. LID Inlet 3.1-strt cap, Q-Allow 2/19/2014, 1:19 PM 1I ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) 11 Project: STREET CAPACITY Inlet ID: Residential - 18-ft Half Street Section .{� T. T, T _s+a W T. s LIw o Y x f Hcu" 4 sx mum Allowable Width for Spread Behind Curb Slope Behind Curb (leave blank for no conveyance credit behind curb) nng's Roughness Behind Curb of Curb at Gutter Flow Line ae from Curb Face to Street Crown Width Transverse Slope Cross Slope (typically 2 inches over 24 inches or 0.083 ftlft) Longitudinal Slope - Enter 0 for sump condition g's Roughness for Street Section Allowable Spread for Minor 8 Major Storm Allowable Depth at Gutter Flowline for Minor 8 Major Storm Flow Depth at Street Crown (leave blank for no) Tancx = 10.0 Sancti = 0.020 n,,x = 0.016 T HcuRe = 4.75 Inches CROWN 18.0 ft W = 2.00 ft Sx = 0.020 ftA S. = 0.098 ff/ft So = 0.014 ft/il nsm,,,, = 0.016 Mirror Storm Major Storm T. = 14.1 18.0 ft dw, = 5.6 1 12.3 inches ❑ ❑v check = yes INOR STORM Allowable Capacity is based on Spread Criterion Minor Storm Ma'or Storm AJOR STORM Allowable Capacity is based on Depth Criterion O.nw. = 8.5 ;Storm inOT storm max. ahowaole capacity GOOD greater than flow given on sheet'Q-Peak' aior storm max. allowable capacity GOOD - oreater than flow given on sheet 'O-Peak' Warning 02: Max Allowable Depth for Minor Storm Is greater than the Curb Height. UD Inlet 3.1-strt cap, O-Allow 2/19/2014, 1:19 PM HcuRe = 4.75 Inches CROWN 18.0 ft W = 2.00 ft Sx = 0.020 ftA S. = 0.098 ff/ft So = 0.014 ft/il nsm,,,, = 0.016 Mirror Storm Major Storm T. = 14.1 18.0 ft dw, = 5.6 1 12.3 inches ❑ ❑v check = yes INOR STORM Allowable Capacity is based on Spread Criterion Minor Storm Ma'or Storm AJOR STORM Allowable Capacity is based on Depth Criterion O.nw. = 8.5 ;Storm inOT storm max. ahowaole capacity GOOD greater than flow given on sheet'Q-Peak' aior storm max. allowable capacity GOOD - oreater than flow given on sheet 'O-Peak' Warning 02: Max Allowable Depth for Minor Storm Is greater than the Curb Height. UD Inlet 3.1-strt cap, O-Allow 2/19/2014, 1:19 PM 11 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) 11 (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: STREET CAPACITY Inlet ID: Residential - 18-ft Half Street Section I t 8WTxtrOr,Ss � mum Allowable Width for Spread Behind Curb Slope Behind Curb (leave blank for no conveyance credit behind curb) iirg's Roughness Behind Curb of Curb at Gutter Flow Line ce from Curb Face to Street Crown Width Transverse Slope Cross Slope (typically 2 inches over 24 Inches or 0.083 ft/ft) Longitudinal Slope - Enter 0 for sump condition tg's Roughness for Street Section Allowable Spread for Minor & Major Storm Allowable Depth at Gutter Flowline for Mirror & Major Storm Flow Depth at Street Crown (leave blank for no) Te = 10.o ff SsA = 0.020 ftl(t n,,,,, = 0.016 Hcune = 4.75 inches Tcaoxa 18.0 Ift W = 2.00 ft Sx = 0.020 11M Sw = 0.098 Wit = 0.016 it/lt ns*rtEe* =1 0.016 Mirror Storm Ma a Storm 14,1 18.0 ft dugx = 5.6 12.3 inches ❑ ❑v check = yes i STORM Allowable Capacity Is based on Spread Criterion Minor Storm Ma or Storrs R STORM Allowable Capacity Is based on Depth Criterion 0. 9.1 160.E ,is ..,,, oez;:;. c- ;.opacity GOOD -greater than flow given on sheet'Q-Peak' storm max. allowable capacity GOOD - greater than Dow given on sheet'Q-Peak' Warning 02: Max Allowable Depth for Minor Storm is greater than the Curb Height. UD Inlet 3.1-stn cap, O-Allow 2119/2014, 1:19 PM , �J ' Project: Inlet ID: ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Reaulated Criteria for Maximum Allowable Flow Depth and Soread) Tom eK�r1- T. Ti,,,,,, I -e+nr W Ti 9p�st Ow Q V Gam Hp� d Y r Sx� e do mum Allowable Width for Spread Behind Curb Slope Behind Curb (leave blank for no conveyance credit behind curb) zing's Roughness Behind Curb of Curb at Gutter Flow Line :e from Curb Face to Street Crown Width Transverse Slope Cross Slope (typically 2 inches over 24 inches or 0,083 f M) Longitudinal Slope - Enter 0 for sump condition ig's Roughness for Sheet Section Allowable Spread for Minor 8 Major Storm Allowable Depth at Gutter Flowlim for Minor & Major Storm Flow Depth at Sheet Crown (leave blank for no) Te�cK ' 10.0 ft �K 0.020 f1m ri n = 0.016 Hare 4.75 inches TG N = 18.0 ft W = 2.00 It Sx= 0.020 ft/ft SW = 0.098 Rift So = 0.018 ft/ft nstaesr, = 0.016 Minor Storm Major Storm T,,, = 14.1 18.0 ft d,t,x = 5.6 12.3 inches ❑ 10 check = yes MINOR STORM Allowable Capacity Is based on Spread Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity Is based on Depth Criterion Q,i = 9.6 155.0 cfs Minor storm max. allowable capacity GOOD - greater than flow given on sheet'Q-Peak' Warning 02: Max Allowable Depth for Minor Storm is greater than the Curb Height. UD Inlet 3.1-strt cap, O-Allow 2/19/2014, 1:20 PM Project: Inlet ID: ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) S T. , T. Tw ram- yl T. a y Qw Q l� H� d s a dC mum Allowable Width for Spread Behind Curb Slope Behind Curb (leave blank for no conveyance credit behind curb) zing's Roughness Behind Curb of Curt) at Gutter Flow Line ce from Curb Face to Street Crown Width Transverse Slope Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) Longitudinal Slope - Enter 0 for sump condition tg's Roughness for Street Section Allowable Spread for Misr & Major Storm Allowable Depth at Gutter Flowline for Minor & Major Storm Flow Depth at Street Crown (leave blank for no) Tench = 100 ft SencN = 0.020 itlft rem Hcuae = 4.75 inches TcaowN 18.0 ft W = 2.00 it S. = 0.020 ftlft S. = 0.096 tim So = 0.020 tuft nsrn u = 0.016 Minor Storm Major Storm T� = 14.1 18.0 ft drat = 5.6 12.3 inches ❑ Q check = yes INOR STORM Allowable Capacity Is based on Spread Criterion Minor Storm Major Storm AJOR STORM Allowable Capacity Is based on Depth Criterion 10.1 150.2 efs r_ihr GOOD prcrder than flow given on sheet'O-Peak' owa_ 300D - rn flow given on sheet'O-Peak' Vt Allowatre Duo;,i loi Minor Si o..:i y"eater than the Curb Height. LID Inlet 3.1-strt cap, O-Allow 2/19/2014, 1:20 PM , 11 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) 11 Project: STREET CAPACITY Inlet ID: Residential -18-ft Half Street Section ty T"T. 7ratrW TxHS*� Aa-.ny rum Allowable Width for Spread Behind Curb Slope Behind Curb (leave blank for no conveyance credit behind curb) ring's Roughness Behind Curb of Curb at Gutter Flow Line ce from Curb Face to Street Crown Width Transverse Slope Cross Slope (typically 2 inches over 24 inches or 0.063 ft/ft) Longitudinal Slope - Enter 0 for sump condition tg's Roughness for Street Section Allowable Spread for Minor B Major Storm Allowable Depth at Gutter Fkwdine for Minor & Major Storm Flow Depth at Street Crown (leave blank for no) Tancx = 10.0 if Ssncx = 0.020 f tft nix = 0.016 T Hcuae = 4.75 inches crrown = 18.0 It W = 2.DO It Sx0.020 f1M S. = 0.098 Itm So = 0.022 Wtt nsTREET = 0,016 Mirror Storm Major Storm T. 14.1 18.0 ft d. = 5.6 12.3 inches ❑ ❑p check = yes MINOR STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm OAJOR STORM Allowable Capacity is based on Depth Criterion Qtllo. =1 10.6 1 146.0 efs Mal a'.lo w:d.,. _.;ly GOOL - grcatci than flow given on sheet'O-Peak' .qor storm max. allowab • city GOOD - greater than flow given on sbeet'O-Peak' Warning 02: Max Allowable Depth for Minor Storm is greater than the Curb Height. UD Inlet 3.1-strt cap, C-Allow 2/19/2014, 1:21 PM Hcuae = 4.75 inches crrown = 18.0 It W = 2.DO It Sx0.020 f1M S. = 0.098 Itm So = 0.022 Wtt nsTREET = 0,016 Mirror Storm Major Storm T. 14.1 18.0 ft d. = 5.6 12.3 inches ❑ ❑p check = yes MINOR STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm OAJOR STORM Allowable Capacity is based on Depth Criterion Qtllo. =1 10.6 1 146.0 efs Mal a'.lo w:d.,. _.;ly GOOL - grcatci than flow given on sheet'O-Peak' .qor storm max. allowab • city GOOD - greater than flow given on sbeet'O-Peak' Warning 02: Max Allowable Depth for Minor Storm is greater than the Curb Height. UD Inlet 3.1-strt cap, C-Allow 2/19/2014, 1:21 PM Project: Inlet ID: ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) cTOFFT reoerlTV allCr_— T. Tyrut r� S�-ar�aasr W Tx Stnrot �� rown QW Q _ Mpg d Y S„ a de er Geometry (Enter data in the blue cells) mum Allowable Width for Spread Behind Curb Slope Behind Curb (leave blank for no conveyance credit behind curb) zing's Roughness Behind Curb it of Curb at Gutter Flow Line irice from Curb Face to Street Crown tr Width A Transverse Slope er Cross Slope (typically 2 inches over 24 inches or 0.083 tttft) It Longitudinal Slope - Enter 0 for sump condition zing's Roughness for Street Section Allowable Spread for Minor & Major Storm Allowable Depth at Gutter Flowline for Mirror & Major Storm Flow Depth at Street Crown (leave blank for no) TaACK = 10.0 It SaACK = 0.020 naACK = 0.016 HCuae = 4.75 Inches TmmN 18.0 it W = 2.00 ft Sx = 0,020 ftM Sw = 0.098 Rift Su= 0.024 (till nsr u = 0.016 Minor Storm Major Storm Twlx = 14.1 18.0 ft dy, = 5.6 12.3 inches ❑ ❑v check = yes MINOR STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion a,mN = 11.1 142.2 ds _. ._. m max. allowabic c.,;.Lcay i:;l L.... w given on sheet'O-Peak' hi ajor storm max. allowable capacl[y GOOD • greaP 11 flow given on sheet'O-Peak' warning 02: Max Allowable Depth for Minor Storm is greater than the Curb Height. LID Inlet 3.1-strt cap, D-Allow 2i152014, 1 21 PM i 1 I 1 I I 1 I 11 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) 11 Project: STREET CAPACITY Inlet ID: ,tom Residential - 18-ft Half Street Section T. I S T. T T . o Wes_ T= t .et rpwm OW QM/ H� d y sx� num Allowable Width for Spread Behind Curb Slope Behind Curb (leave blank for no conveyance credit behind curb) ring's Roughness Behind Curb Sencx = 0.020 ft/ft n� of Curb at Gutter Flow Line HOURS = 4.75 inches ce from Curb Face to Street Crown Tcapwe = 18.0 It Width W = 2.00 ft Transverse Slope Sx ` 0.020 fi Cross Slope (typically 2 inches over 24 inches or 0 083 Wft) S. = 7098 f /ft Longitudinal Slope - Enter 0 for sump condition SO = 0.026 ft/ft g's Roughness for Street Section nsmeer = 0.016 Allowable Spread for Minor 8 Major Storm Allowable Depth at Gutter Flowline for Minor 8 Major Storm Flow Depth at Street Crown (leave blank for no) Minor Storm Major Storm T. = 14.1 18.0 it d. = 5.6 12.3 inches ❑ [a check = yes INOR STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm AJOR STORM Allowable Capacity Is based on Depth Criterion O.,b 11.5 138.8 efe inor storm max. a! c.... ,a City GJ_ . _ . .:= flow given on sheet'O-Peak' •earning 02: Max Allowable Depth for Minor Storm is greater than`the Curb Height. IUD Inlet 3.1-sirt cap, Q-Allow 2/19/2014, 1:21 PM ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread( Project: STREET CAPACITY Inlet ID: Residential - 18-ft Half Street Section ST Tye TwowR W T. g Ctrset _ Cr T eero num Allowable Width for Spread Behind Curb Slope Behind Curb (leave blank for no conveyance credit behind curb) iing's Roughness Behind Curb of Curb at Gutter Flow Line ce from Curb Face to Street Crown Width Transverse Slope Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) Longitudinal Slope - Enter 0 for sump condition ig's Roughness for Street Season Allowable Spread for Minor & Major Storm Allowable Depth at Gutter Flowline for Minor & Major Storm Flow Depth at Street Crown (leave blank for no) TBACa= 100 ft Sm. = 0.020 ftlft ,M K = 0.016 T HcuRs = 4.75 inches CRMIN = 18.0 ft W = 2.00 ft Sx = 0.020 flit S, = 0.098 tuft So = 0.028 fVft nsrRerrr = 0.016 Mirror Storrn Major Stone T. = 14.1 18.0 ft duAx = 5.6 12.3 inches ❑ 0 check = yes 2 STORM Allowable Capacity Is based on Spread Criterion Mlnor Storm Ma'or Storm R�ORM Allowable Capacity Depth Capacity is De�Criterion Qr 12.0 135.8 ets storm max. a... :_acity GOOD - greater than flow given on sheet'O-Peak' storm max. capacity GOOD - greater than flow given on sheet'O-Peak' :Narning 02: Max Allowable Depth for Minor Storm is greater than the Curb Height. I I 1 1 1 LID Inlet 3.1-strt cap. D-Allow 2119I2014, 1:22 PM ' HcuRs = 4.75 inches CRMIN = 18.0 ft W = 2.00 ft Sx = 0.020 flit S, = 0.098 tuft So = 0.028 fVft nsrRerrr = 0.016 Mirror Storrn Major Stone T. = 14.1 18.0 ft duAx = 5.6 12.3 inches ❑ 0 check = yes 2 STORM Allowable Capacity Is based on Spread Criterion Mlnor Storm Ma'or Storm R�ORM Allowable Capacity Depth Capacity is De�Criterion Qr 12.0 135.8 ets storm max. a... :_acity GOOD - greater than flow given on sheet'O-Peak' storm max. capacity GOOD - greater than flow given on sheet'O-Peak' :Narning 02: Max Allowable Depth for Minor Storm is greater than the Curb Height. I I 1 1 1 LID Inlet 3.1-strt cap. D-Allow 2119I2014, 1:22 PM ' i ' Project: Inlet ID: ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) cTGFFT rAOArITY ais T Tu W_TTx Gutter Geomet Enter data in the blue cells) mum Allowable Width for Spread Behind Curb Tsncx = 10.0 ft Slope Behind Curb (leave blank for no conveyance credit behind curb) SMACK = 0.020 Rift ring's Roughness Behind Curb neu.' 0.016 it of Curb at Gutter Flow Line HOURS = 4.75 inches nce from Curb Face to Street Crown ToROWN = 18.0 If w Width W = 2.00 ft it Transverse Slope Sx = 0.020 Will ir Cross Slope (typically 2 inches over 24 inches or 0.083 ftft) S. = 0 098 ftt t it Longitudinal Slope - Enter 0 for sump condition So = 0.030 ftNt nng's Roughness for Street Section nsraFe* = 0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm Twee = 14.1 18.0 ft Aa; ni nc 02 Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dux, = 5.6 12.3 Inches Allow Flow Depth at Street Crown (leave blank for no) ❑ ❑v check = yes t STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm R STORM Allowable Capacity is based STORM Allowable Capacity is based on Q.r = 12.4 133.0 its storm max. al _ JOD - greater than flow given on sheet'Q-Peak' Warning 02: Max Allowable Copth for Minor Storm is greater than the Curb Height. UD Inlet 3.1-strt cap, C-Allow 2/19/2014. 1:22 PM Project: Inlet ID: 11 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) 11 I T. T Tray T�owri w T.IF gtrset y Ow Ox —� Crown Hcu" d - S, e do 4 num Allowable Width for Spread Behind Curb Slope Behind Curb (leave blank for no conveyance credit behind curb) ring's Roughness Behind Curb of Curb at Gutter Flow Line :e from Curb Face to Street Crown Width Transverse Slope Cross Slope (typically 2 inches over 24 inches or 0.083 It/ft) Longitudinal Slope - Enter 0 for sump condition ig's Roughness for Street Section Allowable Spread for Minor & Major Storm Allowable Depth at Gutter Flowline for Minor & Major Storm Flow Depth at Street Crown (leave blank for no) Tm = 10.0 ft SsncK = 0.020 Rift ni�K = 0.016 Hcuns = 6.00 inches Tcaown = 32.0 ft W = 2.00 ft Sx 0.020 ftfft Sw = 0.098 fift So = 0.006 ftift nsraEET - 0.016 Minor Storm Major Storm Tw�x = 25.0 30.0 it d. = 6.00 1 12.3 linches ❑ ❑ check = yes STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm STORM Allowable Capacity Is based on Spread Criterion Q. =1 8.9 1 39.6 Jcfs :::oacity GOOD - greater than flow given on sheet'Q-Peak' STORM max. allowable capacity is less than flow given on sheet'O-Peak' I UD Inlet 3.1-strt cap -vine dr, Q-Allow 2/1912014, 2:54 PM ' i i I I I 1 1 I I 1 I ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Reoulated Criteria for Maximum Allowable Flow Depth and Spread) Project: STREET CAPACITY Inlet ID: Vine Drive Half Street tdr T. Tpy T yy�rTxQw Dr 4 mum Allowable Width for Spread Behind Curb Slope Behind Curb (leave blank for no conveyance credit behind curb) zing's Roughness Behind Curb Tanta = 10.0 ft Sancti— 0.020 ftlft ne = 0.016 of Curb at Gutter Flow Line Hcuae = 6.25 inches ae from Curb Face to Street Crown Tcaowr+ = 32.0 ft Width W = 2.00 ft Transverse Slope % = 0.020 Wit Cross Slope (typically 2 inches over 24 inches or 0.083 Wit) SW = 0.098 ft!(t Longitudinal Slope - Enter 0 for sump condition So = 0.006 ftlR ig's Roughness for Street Section ns,,,, r = 0.016 Allowable Spread for Minor & Major Storm Allowable Depth at Gutter Flowline for Minor & Major Storm Flow Depth at Street Crown (leave blank for no) Minor Storm or Storm T_ = 25.0 30.0 It cl w = 6.25 12.3 Inches ❑ ❑ check = yes STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm STORM Allowable Capacity is based on Spread Criterion Q,na. = 10.2 38.9 cfs rnax. aliowabie capacity GOOD - greater than flow given on sheet'Q-Peak' ' LID Inlet 3.1-strt cap -vine dr, G-Allow 211912014, 2:54 PM I 1 r 1 1 1 1 i 1 i 1 1 1 1 1 1 1 1 APPENDIX C INLET CALCULATIONS i J 7 I t INLET CAPACITY SUMMARY Project: 889-001 By: ATC Date: 4/1/2014 Inlet ID Inlet Type Inlet Condition Design Storm Design Flow (CFS) Inlet Capacity (CFS) B3-1W Double Combination Inlet Sump 10-yr 1.70 6.20 B3-1E Double Combination Inlet Sump 10-yr 1.60 6.20 B5 Double Area Inlet Sump 10-yr 2.70 14.97 C5 Double Combination Inlet Sump 10-yr 6.10 6.20 C6 Double Combination Inlet Sump 10-yr 6.00 6.20 El Double Combination Inlet Sump 2-yr 9.80 6.20 E2 Single Area Inlet Sump 2-yr 0.51 2.49 E3 Double Combination Inlet Isump 2-yr 13.80 6.20 E4 JDouble Combination Inlet Isump 2-yr 13.80 16.20 Area Inlet Performance Curve: Double Area Inlet Governing Equations: At low flow depths, the inlet will act like a weir governed by the following equation: _ j n u 1 .5 0 ` where P=2(L+M Q ` I! ' where H corresponds to the depth of water above the flowline At higher flow depths, the inlet will act like an orifice governed by the following equatie = 0.67 A (2 gH )0.5 ' where A equals the open area of the inlet grate " where H corresponds to the depth of water above the centroid of the cross -sectional area (A) The exact depth at which the inlet ceases to act like a weir, and begins to act like an orifice is unknown. However, what is known, is that the stage -discharge curves of the weir equation and the orifice equation will cross at a certain flow depth. The two curves can be found below: II n � 1.t`4 ^!r), Lntln LI 1G gIGLU QPI ICLUJ IIKU di UI 111GU, UU ICIWl= IL UPVTCLUJ IIMU O WOu Input Parameters: Type of Grate: Area Inlet Length of Grate (ft): 1.98 Width of Grate (ft): 2.71 Open Area of Grate (ft2): 3.75 Flowline Elevation (ft): 0.000 Allowable Capacity: 50% Depth vs. Flow: Shallow Orifice Actual Elevation Weir Flow Flow Flow Depth Above Inlet (ft) (ft) (cfs) (cfs) (cfs) 0.00 MID 0.00 0.00 0.00 0.10 0.10 0.44 3.19 0.44 0.20 0.20 1.26 4.51 1.26 0.30 0.30 2.31 5.53 2.31 0.40 0.40 3.56 6.38 3.56 0.50 0.500 4.97 7.13 4.97 0.60 0.60 6.54 7.81 6.54 0.70 0.70 8.24 8.44 8.24 0.80 0.80 10.07 9.02 9.02 0.90 0.90 12.01 9.57 9.57 1.00 1.000 14.07 10.09 10.09 INLET IN A SUMP OR SAG LOCATION Project = 889-001 Inlet ID = Combo Inlet - Double ,- Lo (C) K H-Curb H-Vert We Wp W Lo (G) Weminy an Information (Input) of Inlet Inist Type I Depression (additional to continuous gutter depression's' fmm'O-AIbW) auu' mr of Unit Iniats (Grate or Curb Opening) No .r Depth at Flowfine (outsitle of local depression) Flow Depth 3 )))formation th of a UNt Grate L. (G)' I of a Unit Grate W.; Opening Ratio for a Grate (typical values 0,15-0,90) A.e' giro Factor for a Single Grale (typical value 0.50 - 0.70) Cn (G)' Weir Coefficient (typical value 2.15- 3.60) Cs (G)' i Orifice Coefficient (typical value 0.60. 0.80) C. (G)' opening trMomtation U of a Unit Curb Opening L, (C)' 1t of Vertical Curb Opening In Inches Hen' 4 of Curb Onfice Throat in Inches Has = u of Throat (see USDCM Figure ST-5) Theta Width for Depression Pan (typically the later With of 2 feet) WP' ling Factor for a Single Curb Opening (typical value 0.10) C, (C) Opening Weir Coefficient (typical value 2.3-3.6) C. (C)' Opening Orifice Coefficient (typical value 0.60 - 0.70) C. (C)' al Inlet Interception Capacity (assumes clogged condition) Q.. Capacity 15 GOOD for Minor and Major Storms (>O PEAK) OPEiVREOuflED' Waming 1 Dimension entered 6 not a typical dimension for inlet type specified. Warning 3. Clogging factor is not in Me recommended value for Inlet type specified. Denver No. 16 Combination 2.00 inches 2 6.0 12.0 Inches MINOR MAJOR 3.00 feat 2.00 feat 0.31 0.50 0.50 3.60 0.60 3.00 6.50 525 0.D0 2.00 0.10 0.10 3.70 0S6 u set Chas ichse agrees set UD Inlet 3.1comboinlet-double. Inlet In Sump 2/18/2014, 4:40 PM APPENDIX D STORM LINE CALCULATIONS 1 1 1 1 1 i 1 1 1 1 1 1 1 2 N co y N C J O Z y o Q � o o I1 U N O a Storm Sewer Summary Report Page 1 Line No. Line ID Flow rate (Cfs) Line size (in) Line length (ft) Invert EL Dn (ft) Invert EL Up (ft) Line slope (%) HGL down (ft) HGL up (ft) Minor loss (ft) HGL Junct (ft) Dns line No. 1 ST Pipe Al 1.40 15 c 388.5 4949.54 4951.55 0.517 4949.99 4952.02 0.08 4952.02 End Project File: Storm A.stm Number of lines: 1 Run Date: 02-18-2014 NOTES: c = cir; e = ellip; b = box; Return period = 2 Yrs. � I I I I I I I / / I � 0 A 2$ Eco -j \ a �2 . k�� k / � ■ E � � }£ k . !�£ / E 2 k C = A I f z t E =Z9 ) `LO >— ) |aE IT ! £ /co � $£ to qT 's> § . Lq ■ � ! Or J . k = • 0 E Lo �!£ \ � |a# 2 ) a f _ / . 3 LO / k _ a. z N O N OD N O N C J O Z m n. a � W W H W C N m 0 65 U N a` Storm Sewer Summary Report Page 1 Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor HGL Dns No. rate size length EL Dn EL Up slope down up loss Junct line (S) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) (ft) No. 1 ST Pipe 131 8.30 30 c 81.0 4940.35 4943.46 3.838 4940.88 4944.42 0.33 4944.42 End 2 ST Pipe B2 8.30 24 c 265.8 4943.43 4944.76 0.500 4944.67 4945.78 n/a 4945.78 j 1 3 ST Pipe B3 5.00 24 c 121.7 4944.76 4945.37 0.502 4946.15 4946.20 0.18 4946.39 2 4 ST Pipe B4 5.00 24 c 179.7 4945.37 4946.27 0.501 4946.60 4947.06 n/a 4947.06 j 3 5 ST Pipe B5 2.30 15 c 233.4 4947.02 4948.42 0.600 4947.59 4949.03 n/a 4949.03 j 4 6 ST Pipe B3-1E 1.60 15 c 25.6 4944.76 4944.89 0.509 4946.17' 4946.18' 0.03 4946.21 2 7 ST Pipe B3-1 W 1.70 15 c 6.4 4944.76 4944.79 0.475 4946.16' 4946.17' 0.03 4946.20 2 Project File: Storm B.stm Number of lines: 7 Run Date: 02-1;- 4 NOTES: c = cir; e = ellip; b = box; Return period = 2 Yrs. ; 'Surcharged (HGL above crown). ; j - Line contains hyd. jump. J CN �' th t7 V co 7 CD N l0 O m O O — O O .0 0 Z 0 0 p Y m 0 � rn 0 0 0 El m m0 m N Y V C iR' W— f0 Z m C N O m C N Z O O O O Ob N O L N N m O a'rn= N� O 0 0 0 0 0 O 0 p t7 O O a O co m N O O O C a y a M V 0 0 0 0 O O 0 J > OD t� O (O � to th t0 N N O N Wm a 9 lot)a a a co a v v v v v a v N NNN Cl) Oi L0 — O O O O O O O �yyN N r O N OR OMME m v to v IT t7 C_ V N nt0 N CD U) N Cl) E J • • ♦ z 1 CD O O O r t0 N N C O 1O O O J a0 N O O 7 7 .2y itor m e s a A& v v v v a v v econ i N v m m x c a a It J o 1 m co N N N O N co co N O O W a N 0 O 0 0 0 0 0 r N N O r- O O W v v v v V v v m m ' m to OD to N rr O rn O CD N m O t7 O a E L 7 O a N M M L v � m G � C M Em Q aa O O tLO N N V m 3 .mr O N N N O O � L J G m cn M N m N 0N N L O O O N D co 11 1N O O n t0 u S m pl N N N Ql Ol V v v v v v IT a Cii, v � m o � ^ Firm> gng V 0 mg a 1* q* It 't 't E N L M M O O M q l` m € m co OD to In N O E y _ C MNN N . . . LL `O Z s s m J � N to v to to r` a Z ' Inlet designed for 10-yr flow=2.6 cfs 100-yr overflow=4.8 cfs "NEW VINE" DRIVE iI I- - - f - - - - - - - - - 50.51 5 5 STORM INLET �� h��, TRICKLE PAN -1b � j 1 / 45 ` l� la \ 53.79 � LOT 5 hvI� LOT 6�I� h � LOT 7 ry h F�-S29_ �' I FG 5 .20 FG=54.69 1 42 5 \ �TF=54.96� , �— TF=54.87J L TF=55.36 �� 52• \ / S �� ! I I LOT 4 ORM MH I 1 / FG 5 .48It F 54. 1/ LOT 3 l FG=52.10 TF=52.77 1 I LOT y8 �` LOT 19 LIJ0 � I I I FG=53.14 I �F6=53.50 OI TF=53.81 TF 54'f7 1 O I 1 L --- J -— — �L - I LO 2 I - 1 © I FG=51.81 1 I \ 1 I TF=52.48 I I CURB INL � �s II RATING CURVE FOR TRAPEZOIDAL CHANNEL II OFFM ". Fb 0 5 10 15 M n 30 35 40 1 Fb (M) J Bottom Width B = 6.00 feet Left Side Slope Z1 = 4.00 ft/ft Right Side Slope Z2 = 4.00 ft/ft Manning's n or SCS Retardance Curve n = 0.035 Longitudinal Slope S = 0.0100 ft/ft Flow Depth Y ft) Manning's Roughness n Flow Area A (sq ft Wetted Perimeter P ft Hydraulic Radius R ft Flow Velocity V (fps) Flow rate Q cfs Froude Number Fr 0.00 0.0350 0.00 6.00 0.00 0.0 0.0 0.00 0.05 0.0350 0.31 6A1 0.051 0.6 0.2 0.45 0.10 0.0350 0.64 6.82 0.09 0.9 0.6 0.50 0.15 0.0350 0.99 7.24 0.14 1.1 1.1 0.54 0.20 0.0350 1.36 7.65 0.18 1.3 1.8 0.56 0.25 0.0350 1.75 8.06 0.22 1.5 2.7 0.58 0.30 0.0350 2.16 8.47 0.25 1.7 3.7 0.59 0.35 0.0350 2.59 8.89 0.29 1.9 4.8 0.61 0.40 0.0350 3.04 9.30 0.33 2.0 6.1 0.62 0.45 0.0350 3.51 9.71 0.36 2.2 7.6 0.63 0.50 0.0350 4.00 10.12 0.40 2.3 9.1 0.64 0.55 0.0350 4.51 10.54 0.43 2.4 10.9 0.65 0.60 0.0350 5.04 10.95 0.461 2.5 12.8 0.65 0.65 0.0350 5.59 11.36 0.49 2.6 14.8 0.66 0.70 0.0350 6.16 11.77 0.52 2.8 17.0 0.67 0.75 0.0350 6.75 12.18 0.55 2.9 19.3 0.67 0.80 0.0350 7.36 12.60 0.58 3.0 21.8 0.68 0.85 0.0350 7.991 13.01 0.61 3.1 24.5 0.68 0.90 0.0350 8.64 13.42 0641 3.2 27.3 0.69 0.95 0.0350 9.31 11831 0.671 3.3 30.4 0.69 1.00 0.0350 10.00 14.251 0.701 3.4 33.5 0.70 UD-Channels_v1.04-inlet 100yr overflow, Rating 2/19/2014, 11:51 AM RATING CURVE FOR TRAPEZOIDAL CHANNEL t t Velocity, Froude Number, & Manning's n vs. Flow Depth � VR Product 0 0.5 1 1.5 2 2.5 4.0 m 3.5 .0 F 3.0 3 Z 0 2.5 s 0 2.0 U. H 1.5 CL 1.0 r c 0.5 m 0.0 0.00 0.20 0.40 0.60 0.80 1.00 Flow Depth (ft) - -Velocity(fps) -*---Froude Number ---o-Manning'sn Velocity, Flow Depth, Froude Number & Manning's n vs. Discharge VR Product 0 0.5 1 1.5 2 4.0 3.5 _ 0 Z 3.0 m �a 0 2.5 LL a 2.0 1.5 0 0 1.0 0.5 r m 0.0 0 5 10 15 20 25 30 35 c Flow Rate in cfs LL --*-Flow Depth (Velocity --,&-Froude No. --*-Manning's n UD-Channels_0.04-inlet 100yr overflow, Rating 0.040 0.035 0.030 0.025 rn 0.020 2 c 0.015 0.010 0.005 0.000 1.20 2.5 0.040 0.035 0.030 0.025 c a a 0.020 5 c 0.015 0.010 0.005 0.000 40 2/19/2014, 11:51 AM I 11 1 t U z_ z • N e 0 v 7 E y U E Storm Sewer Summary Report Page 1 Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor HGL Dns No. rate size length EL Dn EL Up slope down up loss Junct line (cts) (in) (ft) (ft) (ft) (°/6) (ft) (ft) (ft) (ft) No. 1 ST Pipe C3 12.10 15 c 36.3 4942.08 4943.20 3.084 4943.15 4944.42 n/a 4944.42 End 2 ST Pipe C4 6.10 15 c 32.0 4943.20 4943.36 0.499 4945.57' 4945.81' 0.38 4946.19 1 Project File: Storm C.stm Number of lines: 2 Run Date: 02-18-2014 NOTES: c = cir; e = ellip; b = box; Return period = 2 Yrs. ; `Surcharged (HGL above crown). C O J m Y 0 U) o u o ` N C p S' _ N U W— C C N m U m O Q N O (5 0 U) O m co C � y e N O J W 10 to a 9 M x U) M O N Epj m C — CL 7 y N N N m Z 0 � � J > a aC-0 X m ^LO CD CD C m — 0) m V a C J X lh O co N m m N a N O Co.h cO q co U) W W � m LO W m m m cn N LO A m N _ m � cn N cq Q C L G J U) n N =ms A a It a O NGo m m N L c d �n N U L D 5 E` O 0 co N C � •C U C � N J N d O Z 11 11 C) N 00 O O N N C J O Z `ui w E N w E 0 LL CU N O a ` Storm Sewer Summary Report Page Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor HGL Dns No. rate size . length EL Dn EL Up slope down up loss Junct line (cfs) (in) (ft) (ft) (ft) N (ft) (ft) (ft) (ft) No. 1 ST Pipe E1 14.31 24 c 33.8 4943.99 4944.16 0.502 4945.33 4945.57 0.08 4945.66 End 2 ST Pipe E2 10.51 18 c 30.0 4944.16 4944.31 0.500 4945.67' 4945.93' 0.08 4946.01 1 3 ST Pipe E3 6.71 18 c 33.0 4944.31 4944.40 0.272 4946.34' 4946.45' 0.03 4946.49 2 4 ST Pipe E3 (1) 6.20 18 c 282.8 4944.40 4945.23 0.294 4946.52' 4947.36' 0.19 4947.55 3 Project File: Stone E.stm Number of lines: 4 Run Date: 04-08-2014 NOTES: c = cir; e = ellip; b = box; Return period = 2 Yrs. ; 'Surcharged (HGL above crown). [1 11 C N co co O ' R.2 O O O O J d Y o O d Tto N m O 0 aOa N O C W m O O O O V V d O L Q „ 0GD N d O O O O Q C O O O O J > co - ((O h 0 m ^ W d fD (D f0 r T Obi . a a a a 9 dd LO V) N L `� O O O O V N Cl) 10 O 1- O O . OR UO f/1 C (Ep (D LO (M M - ` 0 O G ydi w r 1� n n m rr i. m a N L Z m .-. CD � N N OJ > r- Olt V M 0 S dd ^ ui ((i (D n 0) 0) � Obi It 7 a V > to O (O ' c') OO N O 0)Ln W — a a a m m O O J Om N M N coo n co fr a N a A N O G C O J > 1� N (o O N UO 1� d ^ W 0 (O (O (o (O a V Iq qt YLdf (cO � CV O O O O > O O O N E m co ui m of N r O N N O L m C cgi, VV 0 0 UU 0 =d v qT q* (D a a q* a 7 q m ^ c) v e m v v m � E U) W a "' L r N 0 U) N C N N � N O a0 D7 lL d 0) d p^ C J � N (7 --t d :_: &;!!« ..- ) \\!/£ §§\\ . E2l; §) £ & E m4mm LU )!\ CL CL )Tm ! § § ^ q#mm c 0 g 3 g - � 9kkq § � � )f =:- { \ J\\ !|\\ ch .!- /yy7 ;{e/0 \ APPENDIX E WATER QUALITY AND LID SUPPORTING DOCUMENTATION WATER QUALITY POND DESIGN CALCULATIONS Pond 1 (Wet Pond) Project: 889-001 By: ATC QUIRED STORAGE & OUTLET WORKS: BASIN AREA = 87.680 <-- INPUT from impervious calcs BASIN IMPERVIOUSNESS PERCENT = 47.00 <-- INPUT from impervious calcs BASIN IMPERVIOUSNESS RATIO = 0.4700 <--CALCULATED ' . WQCV (watershed inches) = 0.198 <-- CALCULATED from Figure EDB-2 WQCV (ac-ft) = 1.738 <-- CALCULATED from UDFCD DCM V.3 Section 6.5 WQ Depth (ft) = , 0.210 <-- INPUT from stage -storage table AREA REQUIRED PER ROW, a (in2) = N/A <-- CALCULATED from Figure EDB-3 CIRCULAR PERFORATION SIZING: dia (in) = N/A <-- INPUT from Figure 5 n = N/A <-- INPUT from Figure 5 t (in) = N/A <-- INPUT from Figure 5 number of rows = N/A <-- CALCULATED from WQ Depth and row spacing a 1 WATER QUALITY POND DESIGN CALCULATIONS Forebav #2 (South) By: ATC Date: 4/ :QUIRED STORAGE & OUTLET WORKS: BASIN AREA = 11.210 <-- INPUT from impervious calcs BASIN IMPERVIOUSNESS PERCENT = 70.00 <-- INPUT from impervious calcs BASIN IMPERVIOUSNESS RATIO = 0.7000 <--CALCULATED WQCV (watershed inches) = 0.220 <-- CALCULATED from Figure EDB-2 WQCV (ac-ft) = 0.206 <-- CALCULATED from UDFCD DCM V.3 Section 6.5 Volume Provided (ac-ft) = 0.270 WATER Pond 3 Project: E By: ATC REQUIRED STORAGE & OUTLET WORKS: BASIN AREA = 26.260 <-- INPUT from impervious calcs BASIN IMPERVIOUSNESS PERCENT = 36.00 <-- INPUT from impervious calcs BASIN IMPERVIOUSNESS RATIO = 0.3600 <--CALCULATED WQCV (watershed inches) = 0.169 <-- CALCULATED from Figure EDB-2 WQCV (ac-ft) = 0.444 <-- CALCULATED from UDFCD DCM V.3 Section 6.5 WQ Depth (ft) = 1.500 <-- INPUT from stage -storage table AREA REQUIRED PER ROW, a (in2) = 1.356 <- CALCULATED from Figure EDB-3 CI dia (in) = 1 1/4 <-- INPUT from Figure 5 n = 5 <-- INPUT from Figure 5 t (in) = 1/4 <-- INPUT from Figure 5 number of rows = 1 <-- CALCULATED from WQ Depth and row spacing Calculating the WQCV and Volume Reduction Chapter 3 Once the WQCV in watershed inches is found from Figure 3-2 or using Equation 3-1 and/or 3-2, the required BMP storage volume in acre-feet can be calculated as follows: WQCVl V = ( 12 / A Equation 3-3 1NT47-4 V = required storage volume (acre-ft) A = tributary catchment area upstream (acres) WQCV = Water Quality Capture Volume (watershed inches) 0: 500 0.450 t0.400` C 0:350 m 0.300 L y 0:250 0:200 c 0.150 3 0.100 0.050 0 000 0 0.1 0.2 0.3 0.4 0.5 .0.6 0:7 0.8 0.9 1 Total Imperviousness, Ratio (i = la/100) Figure 3-2. Water Quality Capture Volume (WQCV) Based on BMP Drain Time 3-6 Urban Drainage and Flood Control District Urban Storm Drainage Criteria Manual Volume 3 August 2011 Garganey Street LID Supporting Documentation ' 1 7 ^I r-, i J 1 r 1 3 r z i k Ld o F `i Ln M w i� a � F� W NWN C-0 O N d W Q � � m N CO ? U �_ L r Z ir Lj z W wJ O p 0------1 Q n L W Z K `^ o Wd' w N LL Z o W oci �N(.9C; LL N W W oo0 U r O C m 0� Y a <a a �o Ow n w Oz �cn oa oll a LJ N _� M Cf W W W O CUTOFF WALL CONNECT GEOMEMBRANE TO CONCRETE PER DETAIL CUTOFF WALL CONNECT GEOMEMBRANE TO CONCRETE PER DETAIL MIN. 16" GRAVEL LAYER MEETING CDOT #4 COARSE AGGREGATE SPECIFICATION. 6" PERFORATED PVC UNDERDRAIN NOTES: 1. REFER TO THE BIORETENTION SAND MEDIA SPECIFICATION FOR MORE INFORMATION ON THE SOIL MIX. 2. BIORETENTION SAND MEDIA SHALL BE PROVIDED BY HAGEMAN EARTH CYCLE OR APPROVED EQUAL. 3. THE SOIL SECTION AS SHOWN ON THIS DETAIL SHALL BE PLACED IN ALL LOCATIONS OF THE POND BELOW THE TOP OF THE OUTLET STRUCTURE AT ELEVATION 4971.55. B10-RETENTION SOIL LAYERING Bioretention T-3 I Description A BMP that utilizes bioretention is an engineered, depressed landscape area designed to capture and filter or infiltrate the water quality capture volume (WQCV). BMPs that utilize bioretention are frequently referred to as rain gardens or porous landscape detention areas (PLDs). The term PLD is common in the Denver metropolitan area as this manual first published the BMP by this name in 1999. In an effort to be consistent with terms most prevalent in the stormwater industry, this document generally refers to the treatment process as bioretention and to the BMP as a rain garden. Photograph B-1. This recently constructed rain garden provides bioretention of pollutants, as well as an attractive amenity for a residential building. Treatment should improve as vegetation matures. The design of a rain garden may provide detention for events exceeding that of the WQCV. There are generally two ways to achieve this. The design can provide the flood control volume above the WQCV water surface elevation, with flows bypassing the filter usually by overtopping into an inlet designed to restrict the peak flow for a larger event (or events). Alternatively, the design can provide and slowly release the flood control volume in an area downstream of one or more rain gardens. This infiltrating BMP requires consultation with geotechnical engineer when proposed near a structure. A geotechnical engineer can assist with evaluating the suitability of soils, identifying potential impacts, and establishing minimum distances between the BMP and structures. Terminology The term bioretention refers to the treatment process although it is also frequently used to describe a BMP that provides biological uptake and retention of the pollutants found in stormwater runoff. This BMP is frequently referred to as a porous landscape detention (PLD) area or rain garden. Bioretention (Rain Garden) Functions LID/Volume Red. Yes WQCV Capture Yes W V+Flood Control Yes Fact Sheet Includes EURV Guidance No Typical Effectiveness for Targeted Pollutants' Sediment/Solids Very Good' Nutrients Moderate Total Metals Good Bacteria Moderate Other Considerations Life -cycle Costs' Moderate 'Not recommended for watersheds with high sediment yields (unless pretreatment is provided). 3 Based primarily on data from the International Stormwater BMP Database (www. b mpdatabase. org). Based primarily on BMP-REALCOST available at www.udfcd.ora. Analysis based on a single installation (not based on the maximum recommended watershed tributary to each BMP). I 1 I I F u I LI I I I I 1 I November 2010 Urban Drainage and Flood Control District B-1 ' Urban Storm Drainage Criteria Manual Volume 3 T-3 Bioretention Benefits Site Selection Bioretention uses multiple ' Bioretention can be provided in a variety of areas within new treatment processes to remove pollutants, including ' developments, or as a retrofit within an existing site. This BMP allows the WQCV to be treated within areas sedimentation, filtering, adsorption, evapotranspiration, designated for landscape (see design step 7 for appropriate and biological uptake of vegetation). In this way, it is an excellent alternative to constituents. ' extended detention basins for small sites. A typical rain garden serves a tributary area of one impervious acre or less, Volumetric stormwater treatment although they can be designed for larger tributary areas. is provided within portions of a ' Multiple installations can be used within larger sites. Rain site that are already reserved for gardens should not be used when a baseflow is anticipated. landscaping. They are typically small and installed in locations such as: There is a potential reduction of ' ■ Parking lot islands irrigation requirements by taking advantage of site runoff. ' ■ Street medians Limitations ■ Landscape areas between the road and a detached walk ■ Planter boxes that collect roof drains Additional design and ' construction steps are required for Bioretention requires a stable watershed. Retrofit placement of any ponding or applications are typically successful for this reason. When infiltration area near or upgradient the watershed includes phased construction, sparsely from a building foundation and/or vegetated areas, or steep slopes in sandy soils, consider when expansive (low to high another BMP or provide pretreatment before runoff from swell) soils exist. This is ' these areas reaches the rain garden. The surface of the rain discussed in the design procedure garden should be flat. For this reason, rain gardens can be section. more difficult to incorporate into steeply sloping terrain; however, terraced applications of these facilities have been In developing or otherwise erosive ' successful in other parts of the country. watersheds, high sediment loads can clog the facility. When bioretention (and other BMPs used for infiltration) are ' located adjacent to buildings or pavement areas, protective measures should be implemented to avoid adverse impacts to these structures. Oversaturated subgrade soil underlying a structure can cause the ' structure to settle or result in moisture -related problems. Wetting of expansive soils or bedrock can cause swelling, resulting in structural movements. A geotechnical engineer should evaluate the potential impact of the BMP on adjacent structures based on an evaluation of the subgrade soil, groundwater, and bedrock I conditions at the site. Additional minimum requirements include: ■ In locations where subgrade soils do not allow infiltration, the growing medium should be underlain by an underdrain system. ' Where infiltration can adversely impact adjacent structures, the filter layer should be underlain by an underdrain system designed to divert water away from the structure. ■ In locations where potentially expansive soils or bedrock exist, placement of a rain garden adjacent to structures and pavement should only be considered if the BMP includes an underdrain designed to ' divert water away from the structure and is lined with an essentially impermeable geomembrane liner designed to restrict seepage. ' B-2 Urban Drainage and Flood Control District November 2010 Urban Storm Drainage Criteria Manual Volume 3 Bioretention T-3 1 I Designing for Maintenance Is Pretreatment Needed ' Recommended maintenance practices for all BMPs are in Chapter Designing the inflow gutter to 6 of this manual. During design, the following should be the rain garden at a minimal considered to ensure ease of maintenance over the long-term: slope of 0.5% can facilitate , sediment and debris deposition ■ Do not put a filter sock on the underdrain. This is not prior to flows entering the BMP. necessary and can cause the BMP to clog. Be aware, this will reduce ' maintenance of the BMP, but ■ The best surface cover for a rain garden is full vegetation. Do may require more frequent not use rock mulch within the rain garden because sediment sweeping of the gutter to ensure , build-up on rock mulch tends to inhibit infiltration and require that the sediment does not frequent cleaning or removal and replacement. Wood mulch impede flow into the rain handles sediment build-up better than rock mulch; however, garden. wood mulch floats and may clog the overflow depending on ' the configuration of the outlet, settle unevenly, or be transported downstream. Some municipalities may not allow wood mulch for this reason. , ■ Consider all potential maintenance requirements such as mowing (if applicable) and replacement of the growing medium. Consider the method and equipment for each task required. For example, in a large rain garden where the use of hand tools is not feasible, does the shape and configuration of the rain garden allow for removal of the growing medium using a backhoe? • Provide pre-treatment when it will reduce the extent and frequency of maintenance necessary to maintain function over the life of the BMP. For example, if the site is larger than 2 impervious acres, prone to debris or the use of sand for ice control, consider a small forebay. • Make the rain garden as shallow as possible. Increasing the depth unnecessarily can create erosive , side slopes and complicate maintenance. Shallow rain gardens are also more attractive. ■ Design and adjust the irrigation system (temporary or permanent) to provide appropriate water for the , establishment and maintenance of selected vegetation. Design Procedure and Criteria ' The following steps outline the design procedure and criteria, with Figure B-1 providing a corresponding cross-section. ' 1. Basin Storage Volume: Provide a storage volume based on a 12-hour drain time. ■ Find the required WQCV (watershed inches of runoff). Using the imperviousness of the tributary , area (or effective imperviousness where LID elements are used upstream), use Figure 3-2 located in Chapter 3 of this manual to determine the WQCV based on a 12-hour drain time. ■ Calculate the design volume as follows: V _ f WQCVI A Equation B-1 ' L 12 J Where: V= design volume (ft) November 2010 Urban Drainage and Flood Control District B-3 ' Urban Storm Drainage Criteria Manual Volume 3 T-3 Bioretention ' A = area of watershed tributary to the rain garden (ft) 2. Basin Geometry: A maximum WQCV ponding depth of 12 inches is recommended to maintain vegetation properly. Provide an inlet or other means of overflow at this elevation. Depending on the type of vegetation planted, a greater depth may be utilized to detain larger (more infrequent) events. The bottom surface of the rain garden, also referred to here as the filter area, should be flat. Sediment will reside on the filter area of the rain garden; therefore, if the filter area is too small, it may clog ' prematurely. Increasing the filter area will reduce clogging and decrease the frequency of maintenance. Equation B-2 provides a minimum filter area allowing for some of the volume to be stored beyond the area of the filter (i.e., above the sideslopes of the rain garden). Note that the total surcharge volume provided by the design must also equal or exceed the design volume. Use vertical walls or slope the sides of the basin to achieve the required volume. Use the rain garden growing medium described in design step 3 only on the filter area because this ' material is more erosive than typical site soils. Sideslopes should be no steeper than 4:1 (horizontal:vertical). A >_ (2/3)1 foot Equation B-2 ' Where: V= design volume (ft) A = minimum filter area (flat surface area) (ft) The one -foot dimension in this equation represents the maximum recommended WQCV depth in the ' rain garden. The actual design depth may differ; however, it is still appropriate to use a value of one foot when calculating the minimum filter area. ' 3. Growing Medium: For partial and no infiltration sections, provide a minimum of 18 inches of growing medium to enable establishment of the roots of the vegetation (see Figure B-1). Previous versions of this manual recommended a mix of 85% sand and 15% peat (by volume). Peat is a material that typically requires import to Colorado and mining peat has detrimental impacts to the ' environment (Mazerolle 2002). UDFCD partnered with the University of Colorado to perform a study to find a sustainable material to replace peat. The study was successful in finding a replacement that performed well for filtering ability, clogging characteristics, as well as seed ' germination. This mixture consists of 85% coarse sand and a 15% compost/shredded paper mixture (by volume). The study used thin (approximately 1 /4 inch) strips of loosely packed shredded paper mixed with an equal volume of compost. Based on conversations with local suppliers, compost Benefits of Shredded Paper in Rain Garden Growing Media ■ Shredded paper, similar to other woody materials, captures nutrients from the compost and slowly releases them as the paper decomposes. Compost alone will leach more nutrients than desired. I ■ As the paper decomposes, nutrients stored in the material are available to the vegetation. Paper temporarily slows the infiltration rate of the media and retains moisture, providing additional time for a young root system to benefit from moisture in the growing media. B-4 Urban Drainage and Flood Control District November 2010 Urban Storm Drainage Criteria Manual Volume 3 Bioretention T-3 ' containing shredded paper is not an uncommon request, although not typically provided in the proportions recommended in this BMP Fact Sheet. Compost suppliers have access to shredded paper ' through document destruction companies and can provide a mixture of Class 1 compost and shredded paper. The supplier should provide the rain garden compost mixture premixed with coarse sand. On - site mixing is not recommended. , Rain Garden Compost Mixture (by volume) ■ 50% Class 1 STA registered compost (approximate bulk density 1000 lbs/CY) , ■ 50% loosely packed shredded paper (approximate bulk density 50 to 100 lbs/CY) ' When using diamond cut shredded paper or tightly packed paper, use the bulk densities provided to mix by weight. Rain Garden Growing Medium ' The supplier should premix the rain garden compost mixture (above) with coarse sand, in the following to delivery to the site: ' proportions, prior ■ 15% rain garden compost mixture described above (by volume) ■ 85% coarse sand (either Class C Filter Material per Table B-2 or sand meeting ASTM C-33) (by , volume) Table B-1 provides detailed information on Class 1 compost. Be aware, regular testing is not 1 required to allow a compost supplier to refer to a product as a specific STA class. However, regular testing is required and performed through the United States Compost Council (USCC) Seal of Testing Assurance (STA) Program to be a STA registered compost. To ensure Class 1 characteristics, look ' for a Class 1 STA registered compost. Other Rain Garden Growing Medium Amendments ' The growing medium described above is designed for filtration ability, clogging characteristics, and vegetative health. It is important to preserve the function provided by the rain garden growing medium when considering additional materials for incorporation into the growing medium or into the , standard section shown in Figure B-1. When desired, amendments may be included to improve water quality or to benefit vegetative health as long as they do not add nutrients, pollutants, or modify the infiltration rate. For example, a number of products, including steel wool, capture and retain ' dissolved phosphorus (Erickson 2009). When phosphorus is a target pollutant, proprietary materials with similar characteristics may be considered. Do not include amendments such as top soil, sandy loam, and additional compost. , Full Infiltration Sections ' A full infiltration section retains the WQCV onsite. For this section, it is not necessary to use the prescribed rain garden growing medium. Amend the soils to provide adequate nutrients to establish vegetation. Typically, 3 to 5 cubic yards of soil amendment (compost) per 1,000 square feet, tilled 6 inches into the soil, is required for vegetation to thrive. Additionally, inexpensive soil tests can be conducted to determine required soil amendments. (Some local governments may also require proof of soil amendment in landscaped areas for water conservation reasons.) , November 2010 Urban Drainage and Flood Control District B-5 Urban Storm Drainage Criteria Manual Volume 3 ' T-3 Bioretention 1 I I I I Table B-1. Class 1 Compost Characteristic Criteria Minimum Stability Indicator (Respirometry) Stable to Very Stable Maturity Indicator Expressed as < 4 Ammonia N / Nitrate N Ratio Maturity Indicator Expressed as < 12 Carbon to Nitrogen Ratio Maturity Indicator Expressed as 80+ / 80+ Percentage of Germination/Vigor pH — Acceptable Range 6.0 — 8.4 Soluble Salts — Acceptable Range 0 — 5 mmhos/cm (1:5 by weight) Seal of Testing Assurance (STA)/Test Testing and Test Report Submittal Requirement Methods for the Examination of Composting and Compost (TMECC) Equal or better than US EPA Class A Chemical Contaminants Standard, 40 CFR 503.13, Tables 1 & 3 levels Pathogens Meet or exceed US EPA Class A standard, 40 CFR 503.32(a) levels B-6 Urban Drainage and Flood Control District November 2010 Urban Storm Drainage Criteria Manual Volume 3 Bioretention T-3 Important Design Considerations , 4. Underdrain System: Underdrains are often necessary and should be provided if infiltration tests show The potential for impacts to adjacent buildings can be significantly reduced , percolation drawdown rates slower than 2 times the rate by locating the bioretention area at needed to drain the WQCV over 12 hours, or where least 10 feet away from the building, required to divert water away from structures as beyond the limits of backfill placed , determined by a professional engineer. Percolation tests against the building foundation walls, should be performed or supervised by a licensed and by providing positive surface professional engineer and conducted at a minimum depth drainage away from the building. , equal to the bottom of the bioretention facility. Additionally, underdrains are required where The BMP should not restrict surface impermeable membranes are used. Similar to the water from flowing away from the terminology used for permeable pavement sections, there buildings. This can occur if the top of are three basic sections for bioretention facilities: the perimeter wall for the BMP impedes flow away from the building. ■ No -Infiltration Section: This section includes an underdrain and an impermeable liner that does not Always adhere to the slope allow for any infiltration of stormwater into the recommendations provided in the subgrade soils. It is appropriate to use a no- geotechnical report. In the absence ' infiltration system when either of the following is of a geotechnical report, the following true: general recommendations should be followed for the first 10 feet from a o Land use or activities could contaminate building foundation. , groundwater when stormwater is allowed to infiltrate, or 1) Where feasible, provide a slope of 10% for a distance of 10 feet away o The BMP is located over potentially expansive from a building foundation. soils or bedrock and is adjacent (within 10 feet) to structures. 2) In locations where non -expansive ' soil or bedrock conditions exist, ■ Partial Infiltration Section: This section does not the slope for the surface within 10 include an impermeable liner and, therefore; allows feet of the building should be at ' for some infiltration. Stormwater that does not least 5% away from the building infiltrate will be collected and removed by an for unpaved (landscaped) surfaces. underdrain system. 3) In locations where potentially , ■ Full Infiltration Section: This section is designed to expansive soil or bedrock infiltrate all of the water stored into the subgrade below. Overflows are managed via perimeter drainage to a conditions exist, the design slope should be at least 10% away from downstream conveyance element. UDFCD recommends the building for unpaved a minimum infiltration rate of 2 times the rate needed to (landscaped) surfaces. drain the WQCV over 12 hours. ' 4) For paved surfaces, a slope of at When using an underdrain system, provide a control orifice least 2% away from the building is sized to drain the design volume in 12 hours or more (see adequate. Where accessibility Equation B-3). Use a minimum orifice size of 3/8 inch to requirements or other design avoid clogging. This will provide detention and slow release constraints do not apply, use an of the WQCV, providing water quality benefits and reducing increased minimum design slope impacts to downstream channels. Space underdrain pipes a for paved areas (2.5% where non - ' maximum of 20 feet on center. Provide cleanouts to enable expansive soil or bedrock maintenance of the underdrain. Cleanouts can also be used to conduct an inspection (by camera) of the underdrain system to conditions exist). , November 2010 Urban Drainage and Flood Control District B-7 Urban Storm Drainage Criteria Manual Volume 3 ' ' T-3 Bioretention r ensure that the pipe was not crushed or disconnected during construction. Calculate the diameter of the orifice for a 12-hour drain time using Equation B-3 (Use a minimum orifice size of 3/8 inch to avoid clogging.): r D12 hour drain time -FT4V;-4 •41 Equation B-3 Where: rD = orifice diameter (in) y = distance from the lowest elevation of the storage volume ' (i.e., surface of the filter) to the center of the orifice (ft) V = volume (WQCV or the portion of the WQCV in the rain garden) rto drain in 12 hours (ft) In previous versions of this manual, UDFCD recommended that the underdrain be placed in an ' aggregate layer and that a geotextile (separator fabric) be placed between this aggregate and the growing medium. This version of the manual replaces that section with materials that, when used together, eliminate the need for a separator fabric. The underdrain system should be placed within an 6-inch-thick section of CDOT Class C filter material meeting the gradation in Table B-2. Use slotted pipe that meets the slot dimensions provided in Table B-3. ' Table B-2. Gradation Specifications for CDOT Class C Filter Material (Source: CDOT Table�703-7) Sieve Size Mass Percent Passing Square Mesh Sieves 19.0 min (3/4") 100 4.75 mm o. 4 60 — 100 300 gin o. 50) 10 — 30 150 pm o. 100 0 — 10 75 pin o. 200 0-3 B-8 Urban Drainage and Flood Control District November 2010 Urban Storm Drainage Criteria Manual Volume 3 Bioretention T-3 , Table B-3. Dimensions for Slotted Pipe Pipe Diameter Slot ' Length Maximum Slot Width Slot Centers Open Area (per foot) 4" 1-1/16" 0.032" 0.413" 1.90 in 6" 1-3/8" 0.032" 0.516" 1.98 in ' Some variation in these values is acceptable and is expected from various pipe manufacturers. Be aware that both increased slot length and decreased slot centers will be beneficial to hydraulics but detrimental to the structure of the pipe. 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric: For no -infiltration sections, install a 30 mil (minimum) PVC geomembrane liner, per Table B-5, on the bottom and sides of the basin, extending up at least to the top of the underdrain layer. Provide at least 9 inches (12 inches if possible) of cover over the membrane where it is attached to the wall to protect the membrane from UV deterioration. The geomembrane should be field -seamed using a dual track welder, which allows for non-destructive testing of almost all field seams. A small amount of single track and/or adhesive seaming should be allowed in limited areas to seam around pipe perforations, to patch seams removed for destructive seam testing, and for limited repairs. The liner should be installed with slack to prevent tearing due to backfill, compaction, and settling. Place CDOT Class B geotextile separator fabric above the geomembrane to protect it from being punctured during the placement of the filter material above the liner. If the subgrade contains angular rocks or other material that could puncture the geomembrane, smooth -roll the surface to create a suitable surface. If smooth -rolling the surface does not provide a suitable surface, also place the separator fabric between the geomembrane and the underlying subgrade. This should only be done when necessary because fabric placed under the geomembrane can increase seepage losses through pinholes or other geomembrane defects. Connect the geomembrane to perimeter concrete walls around the basin perimeter, creating a watertight seal between the geomembrane and the walls using a continuous batten bar and anchor connection (see Figure B-3). Where the need for the impermeable membrane is not as critical, the membrane can be attached with a nitrile-based vinyl adhesive. Use watertight PVC boots for underdrain pipe penetrations through the liner (see Figure B-2). I I r 1 i November 2010 Urban Drainage and Flood Control District B-9 , Urban Storm Drainage Criteria Manual Volume 3 T-3 Bioretention Table B-4. Physical Requirements for Separator Fabric' Property Class B Test Method Elongation < 50% z Elongation > 50%z Grab Strength, N (lbs) 800 (180) 510 (115) ASTM D 4632 Puncture Resistance, N (lbs) 310 (70) 180 (40) ASTM D 4833 Trapezoidal Tear Strength, N (lbs) 310 (70) 180 (40) ASTM D 4533 Apparent Opening Size, mm US Sieve Size)AOS < 0.3mm (US Sieve Size No. 50) ASTM D 4751 Permittivity, see-' 0.02 default value, must also be greater than that of soil ASTM D 4491 Permeability, cm/sec k fabric > k soil for all classes ASTM D 4491 Ultraviolet Degradation at 500 hours 50% strength retained for all classes ASTM D 4355 . Strength values are in the weaker principle direction z As measured in accordance with ASTM D 4632 Table B-5. Physical Requirements for Geomembrane Property Thickness 0.76 mm (30 mil) Test Method Thickness, % Tolerance t5 ASTM D 1593 Tensile Strength, kN/m (lbs/in) width 12.25 (70) ASTM D 882, Method B Modulus at 100% Elongation, kN/m (lbs/in) 5.25 (30) ASTM D 882, Method B Ultimate Elongation, % 350 ASTM D 882, Method A Tear Resistance, N (lbs) 38(8.5) ASTM D 1004 Low Temperature Impact, °C ff) -29 (-20) ASTM D 1790 Volatile loss, % max. 0.7 ASTM D 1203, Method A Pinholes, No. Per 8 mZ (No. per 10 sq. yds.) max. 1 N/A Bonded Seam Strength, % of tensile strength 80 N/A B-10 Urban Drainage and Flood Control District November 2010 Urban Storm Drainage Criteria Manual Volume 3 Bioretention T-3 6. Inlet/Outlet Control: In order to provide the proper drain time, the bioretention area can be designed without an underdrain (provided it meets the requirements in step 4) or the outlet can be controlled by an orifice plate. Equation B-3 is a simplified equation for sizing an orifice plate for a 12-hour drain time. 7. How flow enters and exits the BMP is a function of the overall drainage concept for the site. Inlets at each rain garden may or may not be needed. Curb cuts can be designed to both allow stormwater into the rain garden as well as to provide release of stormwater in excess of the WQCV. Roadside rain gardens located on a steep site might pool and overflow into downstream cells with a single curb cut, level spreader, or outlet structure located at the most downstream cell. When selecting the type and location of the outlet structure, ensure that the runoff will not short-circuit the rain garden. This is a frequent problem when using a curb inlet located outside the rain garden for overflow. Photograph B-2. The curb cut shown allows flows to enter this rain garden while excess flows bypass the facility. Note: trees are not recommended inside a rain garden For rain gardens with concentrated points of inflow, provide for energy dissipation. When rock is used, provide separator fabric between the rock and growing medium to minimize subsidence. 8. Vegetation: UDFCD recommends that the filter area be vegetated with drought tolerant species that thrive in sandy soils. Table B-6 provides a suggested seed mix for sites that will not need to be irrigated after the grass has been established. All seed must be well mixed and broadcast, followed by hand raking to cover seed and then mulched. Hydromulching can be effective for large areas. Do not place seed when standing water or snow is present or if the ground is frozen. Weed control is critical in the first two to three years, especially when starting with seed. Do not use conventional sod. Conventional sod is grown in clay soil that will seal the filter area, greatly reducing overall function of the BMP. Several successful local installations have started with seed. Designing for Flood Protection Provide the WQCV in rain gardens that direct excess flow into to a landscaped area providing the flood control volume. Design the flood control outlet to meter the major event (100-year event) and slowly release the difference in volume between the EURV and the WQCV. (This assumes that the runoff treated by the rain gardens is routed directly into the outlet or infiltrates.) Providing treatment in this manner will reduce inundation in the landscaped area to a few times per year, resulting in an area better suited for multipurpose uses. 1 I L' 1 I 1 lJ f1 I (l November 2010 Urban Drainage and Flood Control District B-1 1 Urban Storm Drainage Criteria Manual Volume 3 ' T-3 Bioretention 1 When using an impermeable liner, select plants with diffuse (or fibrous) root systems, not taproots. Taproots can damage the liner and/or underdrain pipe. Avoid trees and large shrubs that may interfere with restorative maintenance. Trees and shrubs can be planted outside of the area of growing medium. Use a cutoff wall to ensure that roots do not grow into the underdrain or place trees and shrubs a conservative distance from the underdrain. 9. Irrigation: Provide spray irrigation at or above the WQCV elevation or place temporary irrigation on top of the rain garden surface. Do not place sprinkler heads on the flat surface. Remove temporary irrigation when vegetation is established. If left in place this will become buried over time and will be damaged during maintenance operations. ' Irrigation schedules should be adjusted during the growing season to provide the minimum water necessary to maintain plant health and to maintain the available pore space for infiltration. I ' B-12 Urban Drainage and Flood Control District November 2010 Urban Storm Drainage Criteria Manual Volume 3 Bioretention T-3 Table B-6. Native Seed Mix for Rain Gardens Common Name Scientific Name Variety PLSZ lbs per Acre Ounces per Acre Sand bluestem Andropogon hallii Garden 3.5 Sideoats grams Bouteloua curtipendula Butte 3 Prairie sandreed Calamovilfa longifolia Goshen 3 Indian ricegrass Oryzopsis hymenoides Paloma 3 Switchgrass Panicum virgatum Blackwell 4 Western wheatgrass Pascopynun smithii Ariba 3 Little bluestem Schizachyrium scoparium Patura 3 Alkali sacaton Sporobolus airoides 3 Sand dropseed Sporobolus cryptandrus 3 Pasture sage Artemisia frigida 2 Blue aster' Aster laevis 4 Blanket flower' Gaillardia aristata 8 Prairie coneflowerl Ratibida columnifera 4 Purple prairieclover Dales (Petalostemum) purpurea 4 Sub -Totals: 27.5 22 Total lbs per acre: 28.9 ' Wildflower seed (optional) for a more diverse and natural look. '- PLS = Pure Live Seed. November 2010 Urban Drainage and Flood Control District 13-1 ; Urban Storm Drainage Criteria Manual Volume 3 ' T-3 Bioretention ' Aesthetic Design In addition to providing effective stormwater quality treatment, rain gardens can be attractively ' incorporated into a site within one or several landscape areas. Aesthetically designed rain gardens will typically either reflect the character of their surroundings or become distinct features within their surroundings. Guidelines for each approach are provided below. ' Reflecting the Surrounding ■ Determine design characteristics of the surrounding. This becomes the context for the drainage ' improvement. Use these characteristics in the structure. ■ Create a shape or shapes that "fix" the forms surrounding the improvement. Make the improvement ' part of the existing surrounding. ■ The use of material is essential in making any new Reflective Design improvement an integral part of the whole. Select materials that are as similar as possible to the surrounding A reflective design borrows the architectural/engineering materials. Select materials from the characteristics, shapes, colors, same source if possible. Apply materials in the same materials. sizes and textures of ' quantity, manner, and method as original material. the built surroundings. The result is a design that fits seamlessly ■ Size is an important feature in seamlessly blending the and unobtrusively in its addition into its context. If possible, the overall size of the environment. improvement should look very similar to the overall sizes of other similar objects in the improvement area. ' ■ The use of the word texture in terms of the structure applies predominantly to the selection of plant material. The materials used should as closely as possible, blend with the size and texture of other plant material used in the surrounding. The plants may or may not be the same, but should create a similar feel, either individually or as a mass. Creating a Distinct Feature Designing the rain garden as a distinct feature is limited only by budget, functionality, and client preference. There is far more latitude in designing a rain garden that serves as a distinct feature. If this is ' the intent, the main consideration beyond functionality is that the improvement create an attractive addition to its surroundings. The use of form, materials, color, and so forth focuses on the improvement itself and does not necessarily reflect the surroundings, depending on the choice of the client or designer. 1 B-14 Urban Drainage and Flood Control District November 2010 Urban Storm Drainage Criteria Manual Volume 3 Bioretention T-3 IMPERVIOUS AREA Figure B-1 — Typical Rain Garden Plan and Sections 4 (FLAT) SLorrED CURB November 2010 Urban Drainage and Flood Control District B-15 Urban Storm Drainage Criteria Manual Volume 3 T.3 Bioretention 1 1 1 i 1 1 1 i 1 (- WHEEL STOP RAIN GARDEN r a,I WATER TIGHT CAP ON SOLID CLEAN OLIT GEOMEMBRANE J LINER CONNECTION TO CONCRETE SLOTTED PIPE (SEE DETAIL 0-3) MEETING TABLE B-3 FILTER MATERIAL NfS MEETING TAKE A TABLE B-2 RAIN GARDEN GROWING MEDIA WOCV WSE WATER TIGHT CAP ON SOLID CLEAN OUT SOLID 4" CLEAN OUT. 90' SWEEP • r ` .. OR (2) 4T BENDS 4 OilV I m k GEOMEMBRANE J I \ LINER (SEE DETAIL B-3 7FILTER SLOTTED PIPE FOR CONNECTION TO CONCRETE) MEETING TABLE B-3 . \\ MATERIAL MEETING SECTION TABLE B-2 NTS B NO—INOLTRATION SECTIONS B-16 Urban Drainage and Flood Control District November 2010 Urban Storm Drainage Criteria Manual Volume 3 Bioretention T-3 SEPARATOR FABRIC WHEN SUBGRADE IS NOT COMPATIBLE WITH FILTER MATERIAL SEPARATOR FABRIC WHEN SUBGRADE 15 NOT COMPATIBLE WITH FILTER MATERIAL WHEEL STOP RAIN GARDEN GROWING MEDIA WOCV WSE WATER TIGHT CAP ON TSOLID CLEAN OUr SOLID 4- CLEAN OUT, 90- SWEEP OR (2) 46 BENDS �— SLOTTED PIPE MEETING TABLE B-3 FILT A TABLE MATERIAL MEETING TABLE 0-2 Mrs RAIN GARDEN GROWING MEDIA F� WOCV WSE I WATER TIGHT CAP ON �J SOLID CLEAN OUT • �: SOLID 4' CLEAN OUT. 90' SWEEP OR (2) 45- BENDS •, O wr, IL OI L le — SLOTTED PIPE MEETING TABLE 8-3 FILTER MATERIAL MEEIINC TABLE B-2 FNnFn NATw MATERIAL November 2010 Urban Drainage and Flood Control District B-17 Urban Storm Drainage Criteria Manual Volume 3 T-3 Bioretention m WOCV WSE - VEGETATED FILTER AREA - ORIFICE PLATE TO DRAIN WOCV OVER 12 HOURS "�•^"'•^� ":aD END SECTION RRIPRAP E SEPARATOR FABRIC IN GARDEN GROWING MEDIA COOT CLASS C FILTER MATERIAL (FOR UNDERORAIN) NTS C ADDITIONAL DETENTION VOLUME (OPTIONAL) �- GRATED INLET 2'-6'777- ADDITIONAL DETENTION ORIFICE (OPTONAL) 4- SLOTTED PIPE PER TABLE 9-3. SLOPE TO OUTLET SLOPE (STRAIGHT GRADE) SUBGRADE (2-IOX) TO UNDERDRAIN TO REDUCE SATURATED SOIL CONDITIONS BETWEEN STORM EVENTS (OPTIONAL) SECTION NTS E B-18 Urban Drainage and Flood Control District November 2010 Urban Storm Drainage Criteria Manual Volume 3 Bioretention T-3 ' STAINLESS STEEL CLAMP BUYTL TAC TAPE, PROVIDE SLACK AIN. BEYOND PIPE BOOT) ;ITi -,La. 30 MIL (MIN.) PVC UNERJ NOTE: PVC PIPE BOOT SKIRT BACKFIU. NOT SHOWN (FIELD SEAM ALL SIDES) Figure B-2. Geomembrane Liner/Underdrain Penetration Detail TEMPORARILY ATTACH — FABRIC TO WALL DURING BACKFILL PROCESS (DO WRAP AROUND BATTEN E 3/8'x3' STAINLESS STEEL ANCHOR BOLT, ' NUT 'c •+' WASHER • 12O.C. / BUYTL TAC TAPE 30 MIL (MIN.) PVC UNEW CONCRETE PERIMETER BARRIER VAW0=1 2' MIN. 1/4-x2' ALUMINUM, STAINLESS STEEL OR GALVANIZED STEEL BATTEN BAR& )TEXTILE SEPARATOR PREPARED SUBGRADE PROVIDE SLAgC IN LINER PLACEMENT =ENSURE(IF XTILE SEPARATOR FABRIC ORADE CONTAINS ANGULAR PROPER INSTALLATION AND BACKFILL WITHOUT ROCKS OR OTHER MATERIAL THAT KS DAMAGE COULD PUNCTURE THE LINER) NTTRILE POLYMER BASED VINYL MEMBRANE SEAMING ADHESIVE MAY BE USED AS AN NOTE ALTERNATIVE TO THE BOLTED BATTEN BAR BACKFILL AND IN AREAS WHERE THE NEED FOR AN UNDERDRAIN SYSTEM IMPERMEABLE LINER IS LESS CRITICAL. NOT SHOWN Figure B-3. Geomembrane Liner/Concrete Connection Detail November 2010 Urban Drainage and Flood Control District B-19 Urban Storm Drainage Criteria Manual Volume 3 T-3 Bioretention Construction Considerations Proper construction of rain gardens involves careful attention to material specifications, final grades, and construction details. For a successful project, implement the following practices: ■ Protect area from excessive sediment loading during construction. This is the most common cause of clogging of rain gardens. The portion of the site draining to the rain garden must be stabilized before allowing flow into the rain garden. This includes completion of paving operations. ■ Avoid over compaction of the area to preserve infiltration rates (for partial and full infiltration sections). Provide construction observation to ensure compliance with design specifications. Improper installation, particularly related to facility dimensions and elevations and underdrain elevations, is a common problem with rain gardens. ■ When using an impermeable liner, ensure enough slack in the liner to allow for backfill, compaction, and settling without tearing the liner. Provide necessary quality assurance and quality control (QA/QC) when constructing an impermeable geomembrane liner system, including but not limited to fabrication testing, destructive and non-destructive testing of field seams, observation of geomembranc material for tears or other defects, and air lace testing for leaks in all field seams and penetrations. QA/QC should be overseen by a professional engineer. Consider requiring field reports or other documentation from the engineer. Photograph B-3. Inadequate construction staking may have contributed to flows bypassing this rain garden. Photograph B4. Runoff passed the upradient rain garden, shown in Photo B-3, and flooded this downstream rain garden. ■ Provide adequate construction staking to ensure that the site properly drains into the facility, particularly with respect to surface drainage away from adjacent buildings. Photo B-3 and Photo B-4 illustrate a construction error for an otherwise correctly designed series of rain gardens. B-20 Urban Drainage and Flood Control District Urban Storm Drainage Criteria Manual Volume 3 November 2010 Bioretention T-3 Construction Example Photograph B-5. Rain garden is staked out at the low point of the parking area prior to excavation. Photograph B-6. Curb and gutter is installed. Flush curbs with wheel stops or a slotted curb could have been used in lieu of the solid raised curb with concentrated inflow. November 2010 Urban Drainage and Flood Control District B-21 Urban Storm Drainage Criteria Manual Volume 3 T-3 Bioretention Photograph B-7. The aggregate layer is covered with a geotextile and growing media. This photo shows installation of the geotextile to separate the growing media from the aggregate layer below. Cleanouts for the underdrain system are also shown. Note: The current design section does not require this geotextile. Photograph B-8. Shrubs and trees are placed outside of the pending area and away from geotextiles. Photograph B-9. This photo was taken during the first growing season of this rain garden. Better weed control in the first two to three years will help the desired vegetation to become established. B-22 Urban Drainage and Flood Control District November 2010 Urban Storm Drainage Criteria Manual Volume 3 Bioretention T-3 Design Example The UD-BW workbook, designed as a tool for both designer and reviewing agency is available at www.udfcd.orc. This section provides a completed design form from this workbook as an example November 2010 Urban Drainage and Flood Control District B-23 Urban Storm Drainage Criteria Manual Volume 3 L APPENDIX F STORMWATER MANAGEMENT MODEL (SWMM) I m ca a to 1 1 [1 I 43) 0) co EL m # N # ro d + m + i m I 01 0 lO M m m H I O N O O O m 0 0 0 10 a l 11 t w m I I O O m H f +1 E m 1 O P 0 0 0 N O O O W 1 �oo�o a o+1 or0000000� o Mo HN o 0�o 1 o rno Oo HCoom NE !Y* i al al + O O H 1 m m# O O I a C E+ 0 0 O .i t .i V # 00 41 J� I P OO�tOMN m V I O �D00010000N N ro o�# E W I mOPOIm�D E u 1001000 P0001+)O O m 0 0 0 N 0 0 0 0 0 W dal+ oo U O 1 1 H 0.-10� oo O I 1 00�000 moo O�OO m E 4# m N N O O O m > 4) I P .-I N I > u I N N I rl 0 0# W 1 1 O O O m N I H I ao a+ Z>HH u 1 p l m m x O /CNN 101000 m l ro I + m+ E X I I H000 # m+ 'd 11 t U) to N W z > > mtt C.� W OO W OOOHOO -o o k mk W > u# O N22 N2Zxb4Z2oo Oom + .ut u4)m# t cx al a x # 11 k pl x a k ... 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F I O m O m 11 o 1 as aro U I U) W I I O 3 I u1 I H I m b1 I £ I F I I I I W I iP O W I W 1 O U O I S I N a I • D o I X 1 ,poq W 1 £ Q 1 L I I w I 1 1 1 1 U 1 O I 01 I A 41 a l ro l N l a F 1 u1 I O U I W I S a 1 m I a I fl I N 1 i1 I I I a I 1 N I I W I I ro 1 I 3i a + T+ p 1 H I t a t F I I + ro + 3 I I + + N 1 I + a + 41 I I k m k a l I + + U I I t ro a U 1 + bI t O I I k a + I I # F + C I I + a a O 1 + 7 + a i � 1 t m t ro I 1 + + F I I + N + U I 1 + ro+ a I I z a In 000 r m m T C r1 £aw I H W N 1 0 0 0 1 w C 01 1 I W U O I I aal I O+NH I IDrr i 4 0 :3 1 I 1 I 1 I I I N U M I W O P 1 b+E I M1 1 W I P m r I t 1 N o O I r M P 4>o + at I I ak ro + N # I I S1 f N + b+ I 1 E t ro t + 1 E k O f O f o f I I V1 # W k t I 1 'I + + 3 3 0 O k k 7 Y O I O k 0 k # .a + W + QI # I N I W+ ro + bf I all * O f ld f 1 N I .-IMN QI « c + /a+ I tI I roro ro ro k « O Y I O I C C C O f O O O O z+ z + wf I w 1 0."04 i i I • 3 In i m I M I >.O-I U I I 1 1 • I M l m 1 3 a) r 1 N 1 N 1 1 H C 1 • 1 • W w w 1 0 1 m A I U j1 O N I o 0 I H ro 1 N N I I I I r r I E—N I �O PID NIO 1 3 W I m �O N •• •• I E O U E I £ I rl r1 1 I I I W W I I ti rl I I + + I I I Y + I I I # k I + of I I * it + I I I # Ip « I I I + + I N I 1 + C+ I rol 1 �n+ I O I + t z l I # 3 k 1 1 I k O k I .-I •-I I E f W + I w 1 w l w + x+ I W 11 N # C # I 7 1 7 1 a 0 1 0 l m + a + I U/ I i £ i # a# M fO4 f. u01 S £ £ # u # u I o00 * m+ m w NH N I ❑ ❑❑ # Ek ,C 7 7 I f * U F F V I # N * 7 •• I t b+t N O O0 I # N k FI 1� I # Itl+ N C ro I * X * 3 7 U1ro I t FI * N N C N 1 t N # .i N I * 11 * ro •i •i N x I v c 1 # c# ro ar 7 7 7 f O f O G G O a l 0 0 0 f U f 2 Q Q F 3 y APPENDIX G EMERGENCY OVERFLOW CALCULATIONS 1 1 1 1 1 \ \ / \ v ILPM Lem \ (EX UM 4) \ \\ ew-- N LO_- LOT16 I B\ 11 1 r" LOT 2 1 L ®3 Fcv3a.e41 ;s6.72 -gyp \ n 11 LOT A 1 1� .se 11 l 1f si. 1L rta.e3 ; - 1y LOT 14! 1 1 fl1 �I 1 TF 53.45 l 1 .5355 1 - --- v _ 1 ® 1 ITF�,9-f2 LZ f LO�®i�I i FCa�S2.82 I 1 1 �" �- _ �• - - LO®T 111 r LOT 12 1 FGI-% 13 1 TF-53.28 -3 1 LO0QTJ�10 11 FA.5911 'fF 44 •- - �- _ ' FGM3428 1 TF=5I.60J TF ---__ - 1 --- 93 L � DiOEYI�LK� -GULVEi[f 1 A— T I I} i LOT p 1 11 i 1 TRWA E — 1 1 1 1 11 FG-%. 1 1 1 1 TF-511V 1 t-- \ --- i Lpl I I L-- L0T281 I I t ® - F e7 _ \ / ly I LO®T 26 FGt-62.45 II 1 -WF�S 27 L F 1 I I LOO®TT 2 I \1 /LO®TT 2 FC:�2A7 I ILTF-6.1.f2 - - 1 III i F1Y39.a 1 - Ir QT2'� 124 G-�10r TFrt9_64 I \ I I ILTF-b4.10 Lari- TF-es. rF 54 - jr TF \ I TF•54_00 L--- / 4 1 I I r 3 I I -T rT-- / \ 1 1 125 11 L415 �n o-;a2 -L --- �r--- --- 1 i' LO® \ LO®! y „i LOT 1� LOT B LOT 8 LOLO A 1 =0.61.74 Fc�1 e 1 1a1 ® 1 ® 1\ I I \ TF-52.41 Td 5�j4$�% /TF 1e FC:-51.53 Ff3rt0.e11 FCaI7 I F �I I 1 TF.S1.e31 TF-5148 TF-51.14 F \�Q ` 1 LOT 5 % L J L-- LT 7T\' TF-61 1 I 1 A 1 I FG$2.721 \ I i --- \ 1 TF=52,Nl 11 ' DRIVE —— \ eloEw,wc \ O LOOT 8 I Z 1 r aavFar \ _ jIIFC271 I j d T l I LOT I I I*m&40 .�----_- _' --. I .✓ R � �� � ,mil 6 POND 1 PEAK 100-YR INFLOW= 256.8 CFS RATING CURVE FOR TRAPEZOIDAL CHANNEL �I Depth vs. Flow 4.50 4.m 3d0 3.00 3.W 1.00 M e.W 0.00 0 ioo zoo 30o e00 500 mo loo Fbw1�1 Bottom Width B = 4.00 feet Left Side Slope Z1 = 6.50 ft/ft Right Side Slope Z2 = 6.50 ft/ft Manning's n or SCS Retardance Curve n = 0.035 Longitudinal Slope S = 0.0050 ft/ft Flow Depth Y ft) Manning's Roughness n Flow Area A (sq ft Wetted Perimeter P ft Hydraulic Radius R ft Flow Velocity V (fps) Flow rate Q cfs Froude Number Fr 0.00 0.0350 0.00 4.00 0.00 0.0 0.0 0.00 0.20 0.0350 1.06 6.63 0.16 0.9 0.9 0.39 0.40 0.0350 2.64 9.26 0.29 1.3 3.4 0.43 0.60 0.0350 4.74 11.89 0.40 1.6 7.7 0.45 0.80 0.0350 7.36 14.52 0.51 1.9 14.0 0.47 1.00 0.0350 10.50 17.15 0.61 2.2 22.7 0.49 1.20 0.0350 14.16 19.78 0.72 2.4 34.0 0.50 1.401 0.0350 18.34 22.41 0.821 2.6 48.2 0.51 1.60 0.0350 23.04 25.04 0.92 2.8 65.4 0.52 1.80 0.0350 28.26 27.68 1.02 3.0 86.0 0.53 2.00 0.0350 34.00 30.31 1.12 3.2 110.2 0.54 2.20 0.0350 40.26 32.94 1.22 3.4 138.2 0.54 2.40 0.0350 47.04 35.57 1.32 3.6 170.2 0.55 2.60 0.0350 54.34 38.201 1.42 3.8 206.4 0.56 2.80 0.0350 62.16 40.83 1.52 4.0 247.0 0.56 3.00 0.0350 70.50 43.46 1.62 4.1 292.2 0.57 3.20 0.0350 79.36 46.09 1.72 4.3 342.3 0.58 3.40 0.0350 88.74 48.72 1.82 4.5 397.3 0.58 3.60 0.0350 98.64 1 51.35 1.92 4.6 457.6 0.59 3.801 0.03501 109.061 53.98 2.021 4.8 523.3 0.59 4.00 0.0350 120.00 56.61 2.12 5.0 594.5 0.60 Capacity at depth=3'; Swale has +/-3.5' depth from invert to adjacent finished grades at foundations. UD-Channels_v1.04-pond 1 EM overflow, Rating 2/19/2014, 12:07 PM RATING CURVE FOR TRAPEZOIDAL CHANNEL W, a 5.0 E 3 Z 4.0 m 0 3.0 u_ a 2.0 w 0 6.0 c 5.0 z m 0 4.0 U. a 3.0 w 0 2.0 0 1.0 0.0 ■ 0 Velocity, Froude Number, & Manning's n vs. Flow Depth VR Product 2 4 6 8 10 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 Flow Depth (ft) tVelocity (fps) —*—Froude Number—o—Manning's n Velocity, Flow Depth, Froude Number & Manning's n vs. Discharge VR Product 2 4 6 8 10 100 200 300 400 500 600 Flow Rate in cfs —Flow Depth —a--Velocity —a—Froude No. --a— Manning's n 12 0.040 0.035 0.030 0.02 = 0.02C c _ 0.01 0.010 0.005 0.000 4.50 12 0.040 0.035 0.030 0.025 = w Im 0.020 c c 0.015 0.010 0.005 0.000 700 UD-Channels_v1.04-pond 1 EM overflow, Rating 2/19/2014, 12:07 PM APPENDIX H EROSION CONTROL REPORT ' ■V INORTHERN ENGINEERING Waterfield Third Filin EROSION CONTROL REPORT ' A comprehensive Erosion and Sediment Control Plan (along with associated details) HAS BEEN PROVIDED BY SEPARATE DOCUMENT. It should be noted, however, that any such Erosion and Sediment Control Plan serves only as a general guide to the Contractor. Staging and/or phasing of ' the BMPs depicted, and additional or different BMPs from those included may be necessary during construction, or as required by the authorities having jurisdiction. It shall be the responsibility ,of the Contractor to ensure erosion control measures are properly maintained and followed. The Erosion and Sediment Control Plan is intended to be a living document, constantly adapting to site conditions and needs. The Contractor shall update the ' location of BMPs as they are installed, removed or modified in conjunction with construction activities. It is imperative to appropriately reflect the current site conditions at all times. ' The Erosion and Sediment Control Plan shall address both temporary measures to be implemented during construction, as well as permanent erosion control protection. Best Management Practices from the Volume 3, Chapter 7 — Construction BMPs will be utilized. Measures may include, but are ' not limited to, silt fencing along the disturbed perimeter, gutter protection in the adjacent roadways and inlet protection at existing and proposed storm inlets. Vehicle tracking control pads, spill containment and clean-up procedures, designated concrete washout areas, dumpsters, and job site trestrooms shall also be provided by the Contractor. Grading and Erosion Control Notes can be found on the Utility Plans. The Final Plans contain a ' full-size Erosion Control sheet as well as a separate sheet dedicated to Erosion Control Details. In addition to this report and the referenced plan sheets, the Contractor shall be aware of, and adhere to, the applicable requirements outlined in the Development Agreement for the development. Also, ' the Site Contractor for this project will be required to secure a Stormwater Construction General Permit from the Colorado Department of Public Health and Environment (CDPHE), Water Quality Control Division — Stormwater Program, prior to any earth disturbance activities. Prior to securing ' said permit, the Site Contractor shall develop a comprehensive StormWater Management Plan (SWMP) pursuant to CDPHE requirements and guidelines. The SWMP will further describe and document the ongoing activities, inspections, and maintenance of construction BMPs. t Erosion Control Report 11 I 1 11 MAP POCKET DRAINAGE EXHIBITS ,nt TRACTO '' •`� TRACTN \ ----------------- 1 1RACTM l \ R\ lQ �U� iy J/ _ y T TRACT I 7 1 '''• 559 POND WETLANID) '\ 82 ,fp diddirdid 4FAIr��♦ A _ - TRACT L ; •A l O AV 6- 9 1.99 13 3 907 3.M 1 Pond oeten4on Vdumer (ILFT( Water Quality Capture volume (AC -ET) Total Required v� (m pmEypl RRIRRU ROM (CM 1 am 1 1.74 0m 3.25 2.26 7.61 2 Ctm 3 Um 0.00 111 O. _ 0.55 DMINAGE SUMMARY TABLE B TOTAL IOyM ID6yr GOO DIED DN MG CIO CIO It TC 6 MR.1 (.r19 (min) 1 1 W.® "I an 3ING 33.4 i 993 Ntl 2 -- 536 P52 PM Il.% 2 -3 94 1" 111.1 3 11.95 OA] am I%j 173 IIA 1" I33 123 55 424 MO CLUB 3 • INAN O56 a" U�p 5 5 5% OM am T.$ 6 Q6I 12M 15f 34 12A 6 262 - 0A9 3 3 5 A m Tm 2za me 12.4 111 a 3 841 Our I O3 2ala 2U 178 "A 9 9 1 19 057 0 IZ 9% 32 2.6 3A IOU 175 D M Q G9 Iln 93 3.4 as Po la 172 G A 072 124 07 3d 9) _I m 0 A J 73 - 56 12A —NINE b.l IZ 7 38 0 55 069 IN% 12.9 I29 ad 3 13 Z 0 1 I4a 133 16 u 11 14 IS 1 0 3 < L1 5 5 16 50 TRACTJ 6,91 0 150 IN FEET NORTH .IINItlP1� �u RI'wl'A'iI�31 w W y Sc LEGEND: PROPOSED $NORM DINNER 0m=mmmo PROPOSED MIET PROPOSED CONTOUR EXISTING CONTOUR----491---- /W/Z PROPOSED SWALE — ... .. Uj OPOSED CURB 6 GUTTER W �' PROPERTY BOUNDARY DESIGN POINT Q z PLOW ARROW 4dad W DRAINAGE BASIN LABEL �aAIW NABm o AwiKl& M DRAINAGE BASIN BOUNDARY NNINNINNIN N PROPOSED SCALE SECTOR �A 8£ \I CPS ;a I, ca I` � g¢ 'I cAULm6m xo3RFwTlacaTERMF { WLDRADD 1 I _ KI Callam Iw. Callam IN AWNNN. QU III No AN ceArc.wauwrz rnM ....I«caU.NIxlaa.Io AREA umnr- Z III J Z II LI GENERAL NOTES: Q { . ME SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND m/ J UTILITIES ARE APNOWMAR PER ME BEST AVAILABLE INEORMAM31 LL J PRONDED MEN SNOWN ON THESE DRAMI 11 WALL BE ME ( 1 REs Ox9RILTY OF ME CONTRACTOR TO YERRY THE EXISTENCE Of 2 Q w UNDERGROUNDALL UMTES IN ME AREA OF MF MINK ECRORE N I I CROOGON NMENC1NG NEW CONSTRUCTION. ME CONTRACTOM SHALL BEFOR LOCATING ALL ~ LL 4 { SHALL BEPONSIREREIDCNSIBLE FOR ALL UNKNOWN NDEIR ROUNDµD w Q UTUTEs. J 2 ALL WATER CONSTRUCTION WALL IN PER ME O' DE FORT w O % `_ II{ { COMN COLAS STANDARD CONSTRIMON EPEOFICATERA. LATEST EGIR. I ALL SERER CONSTRUCTION SNAIL BE PER ST NARK SANITAITON DISTINCT STANDARD CONSTRUCTION SPECINUTOWS LATEST I EOTNA. H Q C WATER LTmNGS AND VALVES ARE ONLY GRA6HICALLY REPRESENTED AND ARE NOT TO SCALE. >\ 5. UTILITY RIXN4S ARE 910YM IN A SUNNI FASHION CRLY, > EXACT LOCATIONS MALL BE PER ME REWIR'WfMB OF ME MSECTIE UTILITY PRDxMRs, AND ACE SIMI TD C NAI IN ME FIELD. 6 NOONAN 16 HORIZONTAL AND 187 VERTCAL MINlwuM SEPARATION BETWEEN ALL SANITARY SERER LAMS, WATER PAIRS a AMACEs. ]. EXIRTNG SANITARY YKR LOCATId IS APPRDXIMATE AND WAS SUPPLED BY MOUNTAIN SUDDW RUNG I AND MDT VIRIFNM "MIN ME AID SURVEY. CONTRACTOR TO WRIYY LIGATION PIOM TO CONSMUCTON AND OFFERING OR RAV IAI 0. LOTS 1-3. BLOCK I k LOTS 1-UE BLOCK 3 TO Of SERNCED TRW kI EASING SANITARY SEVEN MINN. CONTRACTOR TY NERVY F RACES ARE CURRENTLY INSTALLED. F NO SER`fCES EXIST. SNBBL CONTRACTOR SHALL CONTACT ME ENONEM. S ER STING SANITARY SEVER MANHOLE LOCATION IS ESTIMATED W MENRESANNEXAeTGEwSTONEAND NOT VNfwMYcaIREIOD1 LOCATION PRIM M CONSTRUCTON AND ORMMMG OF MAIL,