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Report (161)
cO.>(3\° DCI EPIGIf1EER5 OFFICE I Eo 'Washington uc� Oregon ' California 0, Texas 1 Ala Iado Stormwater Report Montana 72nd Avenue Apartments ' 11740 SW 72nd Avenue Tigard, OR 97223 ' DCI Job Number 17042- 0032 ' June 11 , 2018 This report has been prepared by the staff of DCI Engineers under the direction of the undersigned professional engineer whose stampPROF and signature appears hereon. Nc���`-� G � NFFSS/O 61P irf 'r r OR4ONA.) • ' ()BF ) 15, 20 c4f7 4) 7 JAMES tEXPIRES: 12/31/2018 Prepared for: Hill Architects 1750 Blankenship Road ' West Lynn, Oregon 97068 ' 921 SW Washington Street, Suite 560 I Portland,OR,97205 Phone(503)242-2448 IService Innovation Value 1 Table of Contents ISection PageI , 1.0 Introduction 1 2.0 Existing Site Conditions 1 3.0 Site Soils 1 I 4.0 Stormwater Design Parameters 1 5.0 Proposed Storm Water Design Concept 2 6.0 Proposed Drainage System and Basin Summary 2 7.0 Water Quality Control 3 I 8.0 Water Quantity Control 4 9.0 Stormwater Conveyance Analysis and Design 4 10.0 Emergency Overflow 4 1.0 Erosion Control Considerations 5 Ii 12.0 Operation and Maintenance 5 13.0 Summary/Conclusions 6 14.0 Stormwater Plan and Details 6 I List of Tables I 6-1 Site Areas 3 8 1 Pre-Development and Post-Development Flow Rates 4 IList of Appendices Appendix A Project Location Map I Appendix B CWS 24-Hour Rainfall Depths Appendix C USGS Soils Map Appendix D Pre-Development Existing Condition Plan I Appendix E Time of Concentration Map Appendix F Post-Development Catchment Areas Map Appendix G Water Quality Calculations and Planter Areas Appendix H Conveyance Calculations& Basin Areas I Appendix I HydroCAD Calculations Onsite— Pre-Development Onsite— Post-Development IList of Attachments IPrivate Stormwater Facilities Agreement I I I I I Basis of Design of Storm Water System I 1.0 Introduction This report describes the stormwater design for a new multi-level mixed-use building located at 11740 SW 72"d Avenue in Tigard, Oregon. The entire site is approximately 25,567 SF (after frontage dedication) and the building footprint is approximately 9,950 SF. The project consists of I the installation of a new mixed-use building, asphalt parking lot, secured garage with parking, concrete sidewalk and curbing, stormwater facilities, site utilities, trash enclosure, a shared access easement with the neighboring property to the south, and associated landscaping. I Additionally, the project includes new roadway paving, sidewalk, stormwater facilities and curb and gutter along 72nd Avenue to align with future widening of the roadway. The project resides in the Fanno Creek basin and detention of stormwater is required I The design of the stormwater system was completed in conformance with the Design and Construction Standards for Surface Water Management as published by Clean Water Services (CWS). IA project location map has been provided for reference in Appendix A. 2.0 Existing Site Conditions I The existing site currently consists of two residential parcels each containing residential homes. The parcels contain asphalt driveways and the site contains trees, rock retaining walls and fencing. Site elevations range between 234-245 feet. The site slopes gradually from east to west with average slopes of approximately 5.0%. The site is bound by neighboring residential properties to the north, south and east, and SW 72nd Avenue to the west. An existing stormwater easement runs through the middle of the site. It appears that stormwater I may be collected from the parcel to the east. The stormwater concept appears that stormwater would sheet flow across the site and enters a catch basin on the east side of 72nd Avenue. Although there is some riprap channeling near the existing catch basin on 72nd Avenue, there is Ino readily apparent evidence of stormwater flows from the neighboring adjacent site. The adjacent public ROW along 72nd avenue consists of the following stormwater facilities: • 72nd Avenue is an asphalt roadway and topography shows that the existing pavement is I crowned to sheet flow stormwater to the west side of the roadway. • The west side of 72nd Avenue includes concrete curb and gutter that conveys stormwater to catch basins and to a 12" stormwater main on the west side of 72nd Avenue. I • The east side of 72nd Avenue includes a grassed ditch, culverts and catch basins that convey stormwater to an existing 10"stormwater main on the east side of 72nd Avenue. A pre-development basin map has been included for reference in Appendix D. 1 3.0 Site Soils A geotechnical investigation was for the project by GeoPacific Engineering Inc. Soil borings were I completed on July 3, 2017. Groundwater was encountered between 12.5-15 feet below ground surface. Infiltration testing was conducted at various depths above the groundwater table with rates measuring 0 inches per hour. Soils found onsite were classified per USCS standards and consisted of lean clays, silts, elastic silts and fat clays. I4.0 Storm Water Design Parameters • Pollutants generated by stormwater for this project include sediment, debris and total I phosphorus. • The proposed receiving water of the site is the Tualatin Watershed and Fan no Creek. • The project is not located in a groundwater management area. 1 1 1 I 5.0 Proposed Storm Water Design Concept The proposed storm water design concept for this site was designed using the Design and Construction Standards for Surface Water Management as published by Clean Water Services (CWS). For as much of the site as possible, Low Impact Development Approaches (LIDA) were utilized for stormwater treatment and detention. For other site areas water quality treatment is performed using ADS BayFilter catch basins. The stormwater quality design meets the CWS design criteria)to remove 65% of total phosphorous from runoff from the impervious area. I Impervious area used in design follows CWS design standard Section 4.05.5.c. The resulting treatment for the new impervious area assumes all new impervious surfacing (i.e. building roof, 1 sidewalks, and parking lot). Regarding water quality sizing areas, CWS design standard 4.05.6.b was used for the LIDA vegetated filtration basin planters. A 6.0% sizing factor is used, and all planters are at least 6.0% of the contributing area. Onsite detention is performed by the vegetated filtration basin planters. The planters are designed with 12" of storage volume above the topsoil and below the overflow riser. The topsoil is a filtration mix, designed to allow for a long term filtration rate of at least 2.0 inches/hour. Routing of the design events shows that the planters perform detention of runoff as events filter through the topsoil mix. Hydrograph routing shows that larger events that include overflow of the peak of the event in the planter also meet detention requirements. Basin areas draining to filtered catch basins are assumed to perform no detention. Analysis shows that the total site post- development runoff has lower peak flows than the pre-development site. Analysis of the site was performed using HydroCAD and SBUH methods. Stormwater facilities are designed using rainfall depths provided by CWS Drawing No. 1280. Emergency overflows are provided in the vegetated filtration basin planters. Roof stormwater will be collected by gutters and downspouts and conveyed to flow-through vegetated filtration basin planters for treatment. A portion of the parking lot will sheet flow to Planter E, a series of flow-through vegetated filtration basin planters at the SE corner of the building. Stormwater from the remaining parking lot areas will flow to ADS BayFilter catch basins. All site stormwater will be conveyed to an existing 10" stormwater pipe system on the east side of 72nd Avenue. The discharge rates will not exceed the pre-development discharge rates. The offsite stormwater associated with the frontage improvements will be collected by the street side LIDA planters. The discharge point in the street (10" storm) is too shallow to allow for flow- through planters. The planters will have 6" minimum of storage depth. Excess runoff can overflow out of the planters at the downstream curb cut, and flow into the next downstream planter. The last planter to the south is 9" deep minimum, with an overflow catch basin structure set 6" above the planter bed. High flows can overflow to the 10" storm pipe via this overflow catch basin. Treated stormwater quality events will remain in the planters to slowly infiltrate and leave via evapotranspiration. The existing stormwater easement for the property will be relocated around the proposed building and will connect to the existing stormwater network in 72nd Avenue. The 10' easement will be maintained for access. 6.0 Proposed Drainage System and Basin Summary The following is a description of the site's post-development drainage basin conditions. Please see the attached Appendices for basin maps and area summaries used in design. 2 1 I ITable 6-1 SITE AREAS Pre-Development Post-Development I Pervious Area Impervious Area Pervious Area Impervious Area New Impervious (sf) (sf) (sf) (sf) Area (sf) Project 17,496 8,071 3,400 22,167 14,096 I Property Public 4,894 1,099 365 5,628 4,529 ROW IAccounts for ROW dedication/buildout roadway section of 72nd Avenue 7.0 Water Quality Control I For as much of the site as possible, Low Impact Development Approaches (LIDA) were utilized for stormwater treatment and detention. For other site areas water quality treatment is performed using ADS BayFilter catch basins. IImpervious area used in design follows CWS design standard Section 4.05.5.c. The resulting treatment for the new impervious area includes all new impervious surfacing (i.e. building roof, sidewalks, and parking lot). IRegarding water quality sizing areas, CWS design standard 4.05.6.b was used for the LIDA vegetated filtration basin planters. A 6.0% sizing factor is used, and all planters are at least 6.0% Iof the contributing area. See the attached Appendices for basin maps and area summaries used in design. I Planters A— D: The vegetated filtration basin planters (Flow Through Planters) on the eastern wall of the building accept roof runoff only. The roof areas shown in the Roof Area Map will be collected and routed I through the building to the Planters noted. See the Catchment Areas Map for corresponding Planter locations. These Planters generally conform with CWS Drawing 794 for topsoil depth and l gravel/underdrains. The storage depth in these planters has been increased to 12" to provide detention benefits. This also provides additional water quality treatment, as at least twice as much stormwater can be collected and forced through the filtering topsoil media prior to I discharge. HydroCAD calculations show that for these Planters, the full 5-year/ 3.1" storm event is contained within the planters without overflow / exceeds water quality standards by a factor of at least 8. I As the water quality topsoil mix used has a particle gradation nearly identical to that of a sand filter, most pollutants attached to particles in stormwater runoff will be trapped near the surface of the topsoil and will need to be removed manually with maintenance procedures. Dissolved I pollutants that are not "screened" by the topsoil mix can be removed through other processes in the vegetated facility. Each Planter contains an overflow structure (catch basin) that receives underdrain piping (filtered Irunoff), and is discharged to the site conveyance system. Planter E: I Planter E construction is essentially the same as Planters A— D but accepts runoff only from the adjacent portion of the paved parking area. This planter is split into four cells, with the upper two being at the same elevation and connected with a flat storm pipe. During large storm events (or if these two cells fill to 12" deep) one of the cells will overflow through a notch/weir in the western I planter wall to the next cell to the west. If this cell fills to 12" deep it will overflow to the last cell. 1 3 All underdrains are connected throughout these cells and connect to the last cell where an overflow riser connects to the conveyance system. Placing the overflow riser in the last cell ensures that water quality storm events cannot bypass treatment. Planter(s) G: Planters in the Right of Way are noted as Planter G. These have been sized to accept the runoff associated with the roadway widening. As the existing roadway has no traditional crown and sheet flows runoff to the west side of 72nd Avenue, the area draining to the new planters will be limited to the new roadway widening areas. The discharge point in the street (10" storm) is too shallow to allow for flow-through planters with underdrains. The planters will have 6" minimum of storage depth. Excess runoff can overflow out of the planters at the downstream curb cut, and flow into the next downstream planter. The last planter to the south is 9" deep minimum, with an overflow catch basin structure set 6" above the planter bed. High flows can overflow to the 10" storm pipe via this overflow catch basin. Treated stormwater quality events will remain in the planters to slowly infiltrate and leave via evapotranspiration. ADS BavFilters: ' BayFilters are used onsite as a last resort where basin areas could not effectively drain to vegetated facilities. The stormwater connection point on the east side of 72nd Avenue is very shallow, and prevents the use of flow through planters. ' There is another stormwater line on the west side of 72nd Avenue that is deeper, but the two large water lines in 72nd Avenue (36" Portland-Tualatin water transmission main, and 12"Tigard/TVWD main) are not deep enough to allow for any benefit in connecting to it. The two BayFilters used have additional capacity for stormwater treatment above the minimum required by CWS. See the Appendix for BayFilter sizing calculations. 1 Overall, the stormwater quality facilities meet and exceed treatment standards. 8.0 Water Quantity Control 1 The project was modeled using HydroCAD software. Rainfall depths were provided using CWS standard 1280. The onsite stormwater facilities are sized to handle, store and discharge at or below the pre-development peak flow rates for the 2 through 25-year design storm events. The table below summarizes the pre- and post-development flow rates. Onsite flows from the project are attenuated in large part by the deep vegetated filtration basins (Planters). See the HydroCAD results provided in the Appendix. I Table 8-1 PRE-DEVELOPMENT AND POST-DEVELOPMENT FLOW RATES 2-year 5-year 10-year 25-year (cfs) (cfs) (cfs) (cfs) Pre-Development 0.16 0.23 0.28 0.34 Post Development 0.16 0.20 0.22 0.25 Downstream analysis is not necessary since the discharge flow rates are less than the pre- development flow rates. Please reference the Appendices for basin maps and stormwater calculations. 9.0 Stormwater Conveyance Analysis and Design CWS standards were used for sizing, construction and accessibility of the stormwater conveyance system. The storm drain lines are sized using the 25-year storm event. Conveyance Calculations are included in the Appendix. 4 10.0 Emergency Overflow Storm events larger than 25-year storm are not anticipated to overflow or create ponding in the parking lot. Conveyance Calculations show excess capacity in the new storm lines that should be more than adequate up to a 100-year storm event. 11.0 Erosion Control Considerations An erosion and sediment control plan is included as part of this project. The Contractor is responsible for ensuring the use of proper erosion control and shall maintain such measures throughout construction, until all pertinent landscaping and permanent erosion control measures ' (i.e. grassed areas, paved surfaces) have been established. Maintenance shall include daily inspections and repair of the silt fencing. The contractor shall also inspect all erosion control measures following each storm water event during construction or until the permanent measures are established. ' Specific temporary measures that will be used during construction include the installation of silt fencing, construction entrance, and protecting drainage structures with filter fabric, bio bags or other appropriate measures. Silt fencing will be installed along the down gradient property lines. Periodically, the temporary erosion control measures must be cleaned of debris and siltation. The contractor shall dispose of the materials so as not to damage any reclaimed areas or create other erosion problem areas. The Contractor shall also be required to clean the roadway of tracked sediment, siltation or other debris that may occur during construction. ' 12.0 Operation and Maintenance The property owner is responsible for maintaining the proposed storm drain system. The owner shall inspect the facilities after any major storm event to ensure it is draining properly. The owner ' shall also conduct yearly cleaning of all catch basin sumps. The City of Tigard will be responsible for the maintenance of all stormwater facilities located in the public ROW after acceptance. ' The final Private Stormwater Facilities Agreement and attachments shall be the official guidance document. Copy attached. Regular inspection shall include reviewing each part of the stormwater system within 48 hours ' after a large storm event. It is important to provide regular inspection to ensure proper operation of the stormwater system. The inspector shall keep a log and record data and observations and maintenance activities performed. The following maintenance procedures shall be taken for the ' flow-through planters and LIDA streetside planters: • Remove dead leaves and vegetation in the stormwater facility. • Do not use fertilizers, herbicides or pesticides. • Irrigate plantings as needed. ' • Remove sediment around inlets as necessary. • If plants die, replace with new same-type plantings. • Remove weeds and other unapproved plantings. 1 • Remove sediment collected across the bottom of the facility to maintain 12" between the overflow riser and the bottom of the facility. For catch basins and piped storm systems: ' • Sediment and debris to be removed semi-annually. • Inspect for clogging and cracking. Repair and seal as necessary. For ADS BayFilter Catch Basins: • Structure shall be inspected quarterly and maintained as needed — see the Manufacturers BayFilter Inspection and Maintenance Manual in the attached Private Stormwater Facilities Agreement. ' 5 Spill prevention measures shall be maintained to prevent any hazardous substances from contaminating the stormwater. Insects and rodents shall be prevented from tampering or entering the stormwater facilities. Access to stormwater facilities shall be provided to allow for proper maintenance of the stormwater facilities. 13.0 Summary/Conclusions The proposed storm water system for this project provides treatment, detention and disposal of runoff as required by the Design and Construction Standards for Surface Water Management as published by Clean Water Services (CWS). The project is broken out into multiple stormwater basins and stormwater runoff from each basin drained to a specific stormwater treatment facility. Each facility (flow through planter, filter catch basin, etc) is sized accordingly to treat and dispose of stormwater. Stormwater that enters the facility filters through the soil medium and is collected in the gravel layer below. A perforated underdrain collects the stormwater and then is hard piped and conveys treated water offsite. Each facility has an overflow that provides a bypass directly to the conveyance system. Stormwater that enters the filter catch basins will flow through the filter up to the treatment rate of the filters. Peak flows above the treatment capacity overflow internally directly to the conveyance system. Stormwater in the Right of Way is collected in a series of planters sized to contain the water quality volume. High flows can bypass to the offsite conveyance system. 14.0 Stormwater Plan and Details See the following pages for the overall site stormwater plan and water quality facility details. ' I 6 I ---//- RAIN DRAIN AND OUTFALL I PROTECTION 7BUILDING OFFSET AND IMPERMEABLE LINER AS APPROVED II l BY BUILDING JURISDICTION I /� PERFORATED PIPE MANIFOLD FOR LENGTH OF FACILITY; Y l l 4" MINIMUM. I w 4 l I '' STRUCTURAL WALL PER W l l W y BUILDING JURISDICTION + + + 1 L : � : a : y y r 6" TYP. 30" MIN. OVERFLOW TO FACILITY WIDTH CONVEYANCE • •• • •• I 71� V ��0 i/ �� = 2" MIN FREEBOARD Y (, (�'� i 6" MAX POND DEPTH -. 18" MIN GROWING MEDIUM _lll /,A// 3" DEEP (3/4" — 1/4") CLEAN v\j ,<,/ CRUSHED DRAIN ROCK I ' g' 9" DEEP (1-1/2" — 3/4") . CLEAN CRUSHED DRAIN ROCK l I OVERFLOW TO CONVEYANCE WATER PROOF PVC BOOT AND I _ CLAMP OR APPROVED EQUAL FOUNDATION DRAIN PER DESIGN SECTION A-A INOTES: 1. PRIVATE WATER QUALITY TREATMENT LOT# 2. 30" MIN WIDTH — FACILITY LENGTH TO BE CALCULATED BASED IONINCOMING FLOWS. BOX SIZE (SF.) 3. VEGETATION: SEE PLANT LIST IN LIDA HANDBOOK. OF PLANTS 4. NO TREES OR DEEP ROOTED VEGETATION OVER PIPING. # 5. RAIN DRAINS AND OVERFLOW TO MAINTAIN MAXIMUM LINEAR I TYPE OF PLANTS SEPARATION. 6. OUTFALL PROTECTION SIZED PER FLOW CALCULATIONS. 7. BUILDING JURISDICTION APPROVAL REQUIRED WHEN DEPTH OF FACILITY IS BELOW BUILDING FOOTING. SIZE OF PLANTS I FLOW THROUGH PLANTER LIDA I HANDBOOK CleanWate\ Services DRAWING NO. 794 REVISED 03-16 I 120 Low Impact Development Approaches Handbookcleanwatei Services 1 Appendix A Project Location Map J 1 <D< �1 4347/1 SW ATLANTA ' SW BAYLOR IST. l SW GUNTON T. SW DARTMOUTH ST. ' ; N v � � PROJECT LOCATION: \ 411 ' 11740 SW 72nd AVE SW BEVELAND ST. VICINITY VAP %N, NOT TO SCALE \ ,/ 1 1 Al 1 24-HOUR RAINFALL DEPTHS 1 1 RECURRENCE TOTAL 1 INTERVAL PRECIPITATION ' (YEARS) DEPTH (INCHES) 2 2.50 5 3. 10 10 3.45 25 3.90 50 4.20 100 4.50 1 I I I I I B1 II 24-HOUR RAINFALL DEPTHS C1eanWate-r Services DRAWING NO. 1 280 REVISED 12-06 Our commitment is clear. I Hydrologic Soil Group—Washington County,Oregon 72nd Avenue Apartments I Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AO1 37B Quatama loam,3 to 7 C 0.7 100.0% percent slopes Totals for Area of Interest 0.7 100.0% Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D)and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential)when ' thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist � chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential)when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition ' Component Percent Cutoff None Specified USDA Natural Resources Web Soil Survey 5/23/2018 ;"1°. Conservation Service National Cooperative Soil Survey Page 3 of 4 C2 1 I SITE AREA: 25,567 SF (AFTER DEDICATION) I - - - l -.�, r ____ Neer . y II � ,,,c,,,, „.: --LA _ EXTG EXISTING IMPERVIOUS BUILDING s TO BE AREA: 3,301 SF x REMOVE° (0.076 AC) I q I X A 1I' 4.x x, IHH . T I q EXTG I BUILDING TO BE t / , ,, REMOVED I1 I i - siim an. V a ',1/1l ' I EXISTING IMPERVIOUS AREA: 4,770 SF (0.109 AC; SITE AREAS: I 8,071 SF (.0185 AC) I.A. 17,496 SF (0.402 AC) P.A. 25,567 SF (0.587 AC) GRAPHIC SCALE If' \ 30 0 15 30 I v ( IN FEET ) ©Copyright D'Amaio Conversono Ac.Al Rights Reserved 1 inch = 30 ft. I DCI h tlo --ur Y�J= -Y :t ] wt I ,or7hrxYoG �rolr..d C virv�rnl Ix I•CC�nyr trtvnxl'.xi - PROJECT NAME: PROJECT NO: 17-42-0032 72ND AVENUE APARTMENTS 05JUN18 nson !® BY: RJL CIVIL / s-r uCTIJeRA i EXISTING CONDITIONS PLAN D1 I SITE AREA: 25,567 SF (AFTER DEDICATION) I 'Tit .� �.. -I _� -: /2I ' I I --"fir EXTG _. y ; BUILDING `I I,I IFI X I t / ®/ , ',r 1 { X r - t r— '3 X 244.7 237.0 I E 160 LF_, -.- Th SHEET FLOW S=0.048 1 t` EXTG ? I ®, , , BUILDING \-‹ I /°A a' a V T_ jf7, ikar; I:. i I ff � 3oGRAPHIC SCALE0 1530\l 11J ( IN FEET ) ©Copyright D'Amoto Conversano Inc.All Rights Reserved 1 inch = 30 ft. -ipci PROJECT NAME: PROJECT NO: 17-42-0032 Mill DATE 72ND AVENUE APARTMENTS 06JUN18 'mementos® BY: I RJL www.dci-eTUnteers.com TIME OF CONCENTRATIONS EXHIBIT El CIVIL / STRUCRAL I I I I SITE AREA: 25,567 SF I �J . IIIME ,#AD1 341SF —MI- ❑ I 1 I ■■—i®a ill - •11,. i. SF ■r�r. PLANTER A y 1 ill 0.037 AC) 7- Xi ' 11111MIN PLANTER B I BF CB#2 _ II. 2,531 SF f. :■�, ROOF AREA (0.058 AC) I IUP 9,965 SF 1 (0.229 AC) E. limo:. — m■ (PLANTERS A-D) 61P, PLANTER CIll I II o _ --- PLANTER DI I1 1PLANTER lEE! I 3,726 SF �- � j� (0.086 AC) I - I �1. 1Ilwd4—1 ] — I , �� I011111111PIP - 1300,/,,,, BF CB#3 III; 4,345 SF A (0.01 AC) I I !R GRAPHIC SCALE Ii / 30 0 15 30 I i WP ( IN FEET ) ©Copyright D'Amoto Converseno Inc.All Rights Reserved 1 inch = 30 ft. r.,um.,c,,,O mo boas am'a,Jens Ra000r a:rwno.in wndo w n pan.wma l w 7."7= foam Coryo0sano inn.as Ca,�no ice.dsdams any mspo ry ra ns unaumooma PROJECT NAME: PROJECT NO: a 17-42-0032 iDATE: I a n a a n a a w. 72ND AVENUE APARTMENTS 05JUN18 xDESCRIPTION: BY: b TURJL o CIVIL / ST UC �I3AL CATCHMENT AREAS MAP F I I TO PLANTER A 1 3,021 SF i (0.069 AC) I iii - i • I , 1 , TO PLANTER B 1 3,047 SF (0.07 AC) 1 11.... I III T' I IIIIIIIIIII 111 III ITO PLANTER C ,� 1,857 SF (0.043 AC) I 1 I __ TO PLANTER D ! 1110 2,040 SF 1 (0.074 AC) • I TOTAL ROOF AREA: 9,965 SF (0.229 AC) I il 1 GRAPHIC SCALE i ff��l 20 p 1D 20 4 v 1 3 ( IN FEET ) I l 1 inch = 20 ft. I©Copyright D'Amato Conversano nc.At Rights Reserved TMs do:.omen.a a-re Ideas ara oeSga may no-ce reuses.Ir whole or Ir;ar,wero,.:wn-e.-..Fer nIssm, hom.dAma:o Corversaro Irc.[]FRdlO Converwno Ir.dixlalms nry rsposil#v for[s eravttnr¢ed use. PROJECT NAME: PROJECT NO: 1 11011 17-42-0032 i DATE: ,Y 1111 72ND AVENUE APARTMENTS 05JUN18 oneonsons® DESCRIPTION: BY: 1 RJL ICIVIL / STF2l.JCTuRAL ROOF AREA MAP F2 1 I I =moo flC niEii I 921 SW Washington Street, Suite 560 Job Name: 72nd Avenue Apartments Portland,OR 97205 Job No.: 17042-0032 503-242-2448 Date: 6-Jun-18 Iv1.00 -Software Copyright 2018 DCI Engineers. All Rights Reserved. Onsite Planter Basin Areas I Required Planter Area e Meets Water I Contributing Planter Provided Quality Planter Area (sf) Type Area (6%) (sf) Requirement Planter A 3,021 Roof 181 190 YES I Planter B 3,047 Roof 183 193 YES Planter C 1,857 Roof 111 140 YES Planter D 2,040 Roof 122 132 YES IPlanter E 3,726 Parking Area 224 227 YES Total 13,691 821 882 YES I Offsite Planter Basin Areas Required Planter Area Meets Water Contributing Planter Provided Quality IPlanter Area (sf) Type Area (6%) (sf) Requirement Planter G 5,993 Roadway 360 365 YES Il Total I 5,993 360 365 YES I Offsite Planter Basin Volume Planter G 5,993 sf of Impervious Surface Area IWater Quality Volume (Vwq) Required: Vwq = 180 cf IWater Quality Volume (Vwq) Provided (6" Depth): Vwq = 183 cf ' Waterl i Qua ty Requirements Met for Vegetated Planters I I I G1 I 921 SW Washington Street,Suite 560 Job Name: 72nd Avenue Apartments Portland, OR 97205 Job No.: 17042-0032 503-242-2448 Date: 6-Jun-18 v1.00-Software Copyright 2018 DCI Engineers. All Riahts Reserved. Based on he CWS April 2017 Design and Construction Standards Treat Using ADS BayFilter Catch Basin Units: Each Cartridge Treats I 11.25 gpm (0.025 cfs) BF CB#2 4,131 sf of Impervious Surface Area 1 Water Quality Volume (Vwq): I Vwq = Impervious Area • 0.36" Vwq = 4,131 sf • 0.36 in • 1/12 ft/in ' Vwq = 124 cf Water Quality Flowrate (Qwq): 1 Qwq = Vwq / Time Time = 4 hours Qwq = 0.009 cfs < 0.025 cfs Use One Cartridge Catch Basin Unit(s BF CB#3 4,345 sf of Impervious Surface Area Water Quality Volume (Vwq): Vwq = Impervious Area • 0.36" ' Vwq = 4,345 sf • 0.36 in • 1/12 ft/in Vwq = 130 cf 1 Water Quality Flowrate (Qwq): Qwq = Vwq / Time Time = 4 hours 1 Qwq = 0.009 cfs < 0.025 cfs Use One Cartridge Catch Basin Unit(s) Water Quality Requirements Met for Filtered Basins , I G21 11111 11111 1 M 1 M 1 11111 011111 921 SW Washington Street,Suite 560 Portland,075 503-242-2448 t"I f" o Storm Event Data Pervious CN Impervious CN Manning's Coefficient Frequency(year): 26 72 98 q: 0.013 Duration(hour): 24 Total Precipitation(inches): 3.90 v1.00-Software Copyright 2018 DCI Engineers. All Rights Reserved. Storm Sewer Design Form Design Section SBUH Runoff Calculations Pipe Design Structure Pervious Impervious Cumulative Cumulative ncremental Total Runoff Slope Diameter Max Full Flow Pipe Percent to Area Area Pervious Impervious Time Time Flow Velocity Length Full Structure Area Area Q S d Qmax V acres acres acres acres minutes Tt cfs % inches cfs fps ft % CB#1 TO BF CB#2 0.000 0.037 0.000 0.037 N/A 6.00 0.04 1.00 4 0.19 2.18 N/A 21.02% BF CB#2 TO LINE 0.000 0.058 0.000 0.096 N/A 6.00 0.10 1.00 6 0.66 2.86 N/A 17.82% #AD1 TO PLANTER A/#AD2 0.000 0.008 0.000 0.008 N/A 6.00 0.01 1.00 4 0.19 2.18 N/A 6.26% PLANTER A/#AD2 TO BF CB#2 0.000 0.000 0.000 0.077 N/A 6.00 0.08 1.00 4 0.19 2.18 N/A 42.04% BF CB#2 TO PLANTER B/#AD3 0.000 0.000 0.000 0.172 N/A 6.00 0.18 1.00 6 0.66 2.86 N/A 32.08% PLANTER B/#AD3 TO PLANTER C/#AD4 0.000 0.000 0.000 0.242 N/A 6.00 0.25 1.00 6 0.66 2.86 N/A 44.66% PLANTER C/#AD4 TO PLANTER D/#AD5 0.000 0.000 0.000 0.286 N/A 6.00 0.29 1.00 6 0.66 2.86 N/A 61.68% PLANTER D/#AD5 TO PLANTER E/#AD6 0.000 0.000 0.000 0.331 N/A 6.00 0.34 4.65 6 1.21 6.16 N/A 28.10% PLANTER E/#AD6 TO BF CB#3/TRENCH DRAIN 0.000 0.086 0.000 0.417 N/A 6.00 0.43 0.50 8 0.86 2.46 N/A 60.32% BF CB#3/TRENCH DRAIN TO 10"MAIN 0.000 0.100 0.000 0.617 N/A 6.00 0.53 0.50 8 0.86 2.46 N/A 62.03% -A. I ®IIIIIM .DCI921 SW Washington Street,Suite 560 Portland,OR 97205 503-242-2448 E lI C I f (E E f vim-Software Copyright 2018 DCI Engineers. All Rights Reserved. I Drainage Basin Areas Basin Basin Pervious Impervious I Area Area Area (acres) (acres) (acres) CB#1 0.037 0.000 0.037 I BF CB#2 0.058 0.000 0.058 BF CB#3 0.100 0.000 0.100 PLANTER E 0.086 0.000 0.086 1 ROOF A 0.069 0.000 0.069 DRAINS TO PLANTER A ROOF B 0.070 0.000 0.070 DRAINS TO PLANTER B ROOF C 0.043 0.000 0.043 DRAINS TO PLANTER C ROOF D 0.047 0.000 0.047 DRAINS TO PLANTER D #AD1 0.008 0.000 0.008 I TOTAL 0.517 0.000 0.517 I ALL ON SITE BASINS HAVE BEEN ASSUMED 0% PERVIOUS AREA, FOR SIMPLICITY. I ACTUAL SITE PERVIOUS AREA IS GREATER THAN 0% H2 1 APPENDIX I ONSITE - PRE-DEVELOPMENT I I I I I I I Existing ' SubCat Reach 'on• Routing Diagram for Pre Development Model Prepared by DCI Engineers, Printed 6/11/2018 HydroCAD®10.00-22 s/n 09306 ©2018 HydroCAD Software Solutions LLC i I Pre Development Model I Prepared by DCI Engineers Printed 6/11/2018 HydroCAD® 10.00-22 s/n 09306 ©2018 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) I Area CN Description (sq-ft) (subcatchment-numbers) I 17,496 79 50-75% Grass cover, Fair, HSG C (1S) 8,071 98 Roofs, HSG C (1S) I 25,567 85 TOTAL AREA I I I I I I I I I I I I I I i 1 Pre Development Model Prepared by DCI Engineers Type /A 24-hr 2-Year Rainfall=2.50" Printed 6/11/2018 HydroCAD® 10.00-22 s/n 09306 ©2018 HydroCAD Software Solutions LLC Page 3 1 Time span=0.00-32.00 hrs, dt=0.02 hrs, 1601 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind method - Pond routing by Stor-Ind method Subcatchment1S: Existing Conditions Runoff Area=25,567 sf 31.57% Impervious Runoff Depth=1.18" Flow Length=160' Slope=0.0480 '/' Tc=11.4 min CN=85 Runoff=0.16 cfs 2,511 cf Total Runoff Area = 25,567 sf Runoff Volume = 2,511 cf Average Runoff Depth = 1.18" 68.43% Pervious = 17,496 sf 31.57% Impervious = 8,071 sf 1 1 1 1 1 1 1 1 1 1 1 1 i 1 I Pre Development Model Type IA 24-hr 2-Year Rainfall=2.50" I Prepared by DCI Engineers Printed 6/11/2018 HydroCAD® 10.00-22 s/n 09306 ©2018 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment 1S: Existing Conditions I Runoff = 0.16 cfs @ 8.04 hrs, Volume= 2,511 cf, Depth= 1.18" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-32.00 hrs, dt= 0.02 hrs Type IA 24-hr 2-Year Rainfall=2.50" Area (sf) CN Description 1 17,496 79 50-75% Grass cover, Fair, HSG C 8,071 98 Roofs, HSG C I 25,567 85 Weighted Average 17,496 68.43% Pervious Area 8,071 31.57% Impervious Area 111 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.4 160 0.0480 0.23 Sheet Flow, Sheet Flow I Grass: Short n= 0.150 P2= 2.50" Subcatchment 1S: Existing Conditions Hydrograph 0.17 / El 0.16: r0.16 cfs I 0.15= S Type IA 24-hr 0.14; / 2-Year Rainfall=2.50" I 013 0.12 Runoff Area=25,567 sf 0.11 Runoff Volume=2,511 cf " 01 h=1.18" 0.097] Runoff Dept 00.08: 0 Flow Length=160' LL 0 06= 0 p Slo e=0.0480 'I' I � 0.05= Tc=11.4 min °.04= CN=85 111 0.03 0.02'. r0.0O E/-" /. �� 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 Time (hours) I I I I 1 Pre Development Model Prepared by DCI Engineers Type /A 24-hr 2-Year Rainfall=2.50" Printed 6/11/2018 HydroCAD® 10.00-22 s/n 09306 ©2018 HydroCAD Software Solutions LLC Paqe 5 1 Hydrograph for Subcatchment 1S: Existing Conditions Time Precip. Excess Runoff Time Precip. Excess Runoff I (hours) (inches) (inches) 0.00 0.00 0.00 (cfs) (hours) (inches) (inches) (cfs) 0.00 20.80 2.33 1.04 0.03 0.40 0.02 0.00 0.00 21.20 2.35 1.06 0.03 0.80 0.04 0.00 0.00 21.60 2.38 1.08 0.03 I 1.20 0.06 0.00 0.00 22.00 2.40 1.10 0.03 1.60 0.09 0.00 0.00 22.40 2.42 1.12 0.03 2.00 0.13 0.00 0.00 22.80 2.44 1.13 0.02 I 2.40 0.16 0.00 0.00 23.20 2.46 1.15 0.02 2.80 0.19 0.00 0.00 23.60 2.48 1.16 0.02 3.20 0.22 0.00 0.00 24.00 2.50 1.18 0.02 3.60 0.25 0.00 0.00 24.40 2.50 1.18 0.00 I 4.00 0.29 0.00 0.00 24.80 2.50 1.18 0.00 4.40 0.33 0.00 0.00 25.20 2.50 1.18 0.00 4.80 0.37 0.00 0.00 25.60 2.50 1.18 0.00 5.20 0.41 0.00 0.00 26.00 2.50 1.18 0.00 I 5.60 0.46 0.01 0.01 26.40 2.50 1.18 0.00 6.00 0.51 0.01 0.01 26.80 2.50 1.18 0.00 6.40 0.58 0.03 0.02 27.20 2.50 1.18 0.00 I 6.80 0.64 0.04 7.20 0.71 0.06 0.02 27.60 2.50 1.18 0.00 0.03 28.00 2.50 1.18 0.00 7.60 0.83 0.10 0.06 28.40 2.50 1.18 0.00 8.00 1.06 0.20 0.16 28.80 2.50 1.18 0.00 I 8.40 1.18 0.26 8.80 1.26 0.31 0.09 29.20 2.50 1.18 0.00 0.07 29.60 2.50 1.18 0.00 9.20 1.33 0.35 0.06 30.00 2.50 1.18 0.00 I9.60 1.39 0.38 0.05 30.40 2.50 1.18 0.00 10.00 1.44 0.42 0.05 30.80 2.50 1.18 0.00 10.40 1.49 0.45 0.04 31.20 2.50 1.18 0.00 10.80 1.54 0.48 0.04 31.60 2.50 1.18 0.00 I 11.20 1.58 0.50 11.60 1.62 0.53 0.04 32.00 2.50 1.18 0.04 0.00 12.00 1.66 0.56 0.04 12.40 1.70 0.58 0.04 I 12.80 1.73 0.61 0.04 13.20 1.77 0.63 0.04 13.60 1.81 0.66 0.04 14.00 1.84 0.68 0.04 I 14.40 1.87 0.70 0.04 14.80 1.91 0.73 0.03 15.20 1.94 0.75 0.03 I 15.60 1.97 0.77 0.03 16.00 2.00 0.80 0.03 16.40 2.03 0.82 0.03 16.80 2.06 0.84 0.03 I 17.20 2.09 0.86 0.03 17.60 2.12 0.89 0.03 18.00 2.15 0.91 0.03 18.40 2.18 0.93 0.03 I 18.80 2.20 0.95 0.03 19.20 2.23 0.97 0.03 19.60 2.26 0.99 0.03 I 20.00 2.28 1.01 0.03 20.40 2.31 1.03 0.03 ' Pre Development Model Prepared by DCI Engineers Type IA 24-hr 10-Year Rainfall=3.45" Printed 6/11/2018 HydroCAD® 10.00-22 s/n 09306 ©2018 HydroCAD Software Solutions LLC Page 9 Time span=0.00-32.00 hrs, dt=0.02 hrs, 1601 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind method - Pond routing by Stor-Ind method SubcatchmentlS: Existing Conditions Runoff Area=25,567 sf 31.57% Impervious Runoff Depth=1.97" Flow Length=160' Slope=0.0480 '/' Tc=11.4 min CN=85 Runoff=0.28 cfs 4,203 cf ' Total Runoff Area = 25,567 sf Runoff Volume =4,203 cf Average Runoff Depth = 1.97" 68.43% Pervious = 17,496 sf 31.57% Impervious = 8,071 sf I I I 1 I I Pre Development Model Type IA 24-hr 10-Year Rainfall=3.45" I Prepared by DCI Engineers Printed 6/11/2018 HydroCAD® 10.00-22 s/n 09306 ©2018 HydroCAD Software Solutions LLC Pape 10 Summary for Subcatchment 1S: Existing Conditions I Runoff = 0.28 cfs @ 8.02 hrs, Volume= 4,203 cf, Depth= 1.97" I Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-32.00 hrs, dt= 0.02 hrs Type IA 24-hr 10-Year Rainfall=3.45" Area (sf) CN Description I 17,496 79 50-75% Grass cover, Fair, HSG C 8,071 98 Roofs, HSG C I 25,567 85 Weighted Average 17,496 68.43% Pervious Area 8,071 31.57% Impervious Area I Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.4 160 0.0480 0.23 Sheet Flow, Sheet FlowI Grass: Short n= 0.150 P2= 2.50" Subcatchment 1S: Existing Conditions I Hydrograph / 0 Runoff 0.3-? I 0 28 cfs I 0.28- Type IA 24-hr 0.26 10-Year Rainfall=3.45" I 0.24= 0.22_ Runoff Area=25,567 sf 0.2. % Runoff Volume=4,203 cf 'm 0.18= n I 3 0.16= Runoff Depth LL 0.14- 0 Flow Length_-1= 60' I 0.12= Slope=0.0480 '/' 008= j Tc=11 .4 min 0.06= //./ CN=85 I 0.04 0 1 2 3 4 5 6 7 8...,9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 Time (hours) I I I I I I Pre Development Model Type /A 24-hr 10-Year Rainfall=3.45" Prepared by DCI Engineers Printed 6/11/2018 HydroCAD® 10.00-22 s/n 09306 ©2018 HydroCAD Software Solutions LLC Pape 11 IHydrograph for Subcatchment 1S: Existing Conditions Time Precip. Excess Runoff Time Precip. Excess Runoff I (hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs) 0.00 0.00 0.00 0.00 20.80 3.22 1.77 0.04 0.40 0.03 0.00 0.00 21.20 3.25 1.80 0.04 I 0.80 0.05 0.00 0.00 21.60 3.28 1.83 0.04 1.20 0.09 0.00 0.00 22.00 3.31 1.85 0.04 1.60 0.13 0.00 0.00 22.40 3.34 1.88 0.04 2.00 0.17 0.00 0.00 22.80 3.37 1.90 0.04 I 2.40 0.22 0.00 2.80 0.26 0.00 0.00 23.20 3.40 1.93 0.04 0.00 23.60 3.42 1.95 0.03 3.20 0.30 0.00 0.00 24.00 3.45 1.97 0.03 3.60 0.35 0.00 0.00 24.40 3.45 1.97 0.00 I 4.00 0.40 0.00 4.40 0.45 0.01 0.00 24.80 3.45 1.97 0.00 0.01 25.20 3.45 1.97 0.00 4.80 0.51 0.01 0.01 25.60 3.45 1.97 0.00 I 5.20 0.57 0.02 0.02 26.00 3.45 1.97 0.00 5.60 0.64 0.04 0.02 26.40 3.45 1.97 0.00 6.00 0.71 0.06 0.03 26.80 3.45 1.97 0.00 6.40 0.80 0.09 0.04 27.20 3.45 1.97 0.00 I 6.80 0.88 0.12 7.20 0.98 0.16 0.05 27.60 3.45 1.97 0.00 0.06 28.00 3.45 1.97 0.00 7.60 1.14 0.24 0.11 28.40 3.45 1.97 0.00 8.00 1.47 0.43 0.28 28.80 3.45 1.97 0.00 I 8.40 1.63 0.53 8.80 1.74 0.61 0.15 29.20 3.45 1.97 0.00 0.12 29.60 3.45 1.97 0.00 9.20 1.84 0.68 0.10 30.00 3.45 1.97 0.00 9.60 1.92 0.73 0.08 30.40 3.45 1.97 0.00 I 10.00 1.99 0.79 0.08 30.80 3.45 1.97 0.00 10.40 2.06 0.84 0.07 31.20 3.45 1.97 0.00 10.80 2.12 0.89 0.07 31.60 3.45 1.97 0.00 I 11.20 2.18 0.93 11.60 2.24 0.97 0.07 32.00 3.45 1.97 0.06 0.00 12.00 2.29 1.01 0.06 12.40 2.34 1.05 0.06 I 12.80 2.39 1.09 0.06 13.20 2.44 1.13 0.06 13.60 2.49 1.17 0.06 14.00 2.54 1.21 0.06 I 14.40 2.59 1.25 0.06 14.80 2.63 1.28 0.05 15.20 2.68 1.32 0.05 I 15.60 2.72 1.36 0.05 16.00 2.76 1.39 0.05 16.40 2.81 1.43 0.05 16.80 2.85 1.46 0.05 I 17.20 2.89 1.49 0.05 17.60 2.93 1.53 0.05 18.00 2.97 1.56 0.05 18.40 3.00 1.59 0.05 I 18.80 3.04 1.62 0.05 19.20 3.08 1.65 0.05 19.60 3.11 1.68 0.04 I 20.00 3.15 1.71 0.04 20.40 3.18 1.74 0.04 1 Pre Development Model Type IA 24-hr 25-Year Rainfall=3.90" Prepared by DCI Engineers Printed 6/11/2018 HydroCAD® 10.00-22 s/n 09306 ©2018 HydroCAD Software Solutions LLC Page 12 Time span=0.00-32.00 hrs, dt=0.02 hrs, 1601 points 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind method - Pond routing by Stor-Ind method SubcatchmentlS: Existing Conditions Runoff Area=25,567 sf 31.57% Impervious Runoff Depth=2.37" Flow Length=160' Slope=0.0480'/' Tc=11.4 min CN=85 Runoff=0.34 cfs 5,047 cf Total Runoff Area = 25,567 sf Runoff Volume = 5,047 cf Average Runoff Depth = 2.37" 1 68.43% Pervious = 17,496 sf 31.57% Impervious = 8,071 sf 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I Pre Development Model Prepared by DCI Engineers Type /A 24-hr 25-Year Rainfall=3.90" Printed 6/11/2018 HydroCAD® 10.00-22 s/n 09306 ©2018 HydroCAD Software Solutions LLC Page 13 ISummary for Subcatchment 1S: Existing Conditions Runoff = 0.34 cfs @ 8.02 hrs, Volume= 5,047 cf, Depth= 2.37" ' Runoff by SCS TR 20 method, UH=SCS, Weighted-CN, Time Span= 0.00-32.00 hrs, dt= 0.02 hrs Type IA 24-hr 25-Year Rainfall=3.90" IArea (sf) CN Description 17,496 79 50-75% Grass cover, Fair, HSG C I 8,071 98 Roofs, HSG C 25,567 85 Weighted Average 17,496 68.43% Pervious Area I8,071 31.57% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) I 11.4 160 0.0480 0.23 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 2.50" ISubcatchment 1S: Existing Conditions Hydrograph Z. I 0.38-', El Runoff 0.36; 10.34 cfs °34uType IA 24-hr 0.32= i, I 0.3= ;� 25-Year Rainfall=3.90" o 26= � Runoff Area=25,567 sf , ii °.24' w 0.22 �� Runoff Volume=5,047 cf = /% 3 0.2_ Runoff Depth=2.37" ° °'8= / Flow Length=160' " 0.16= 0.14: Slope=0.0480 '/' 0.12; % ' 0.1= / /, Tc=11.4 min 0.08= I CN=85 0.06= 0.04 1 0.02: 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 Time (hours) I I I I Pre Development Model Type IA 24-hr 25-Year Rainfall=3.90" I Prepared by DCI Engineers Printed 6/11/2018 HydroCAD® 10.00-22 s/n 09306 ©2018 HydroCAD Software Solutions LLC Pape 14 Hydrograph for Subcatchment 1S: Existing Conditions I Time Precip. Excess Runoff Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs) II 0.00 0.00 0.00 0.00 20.80 3.64 2.13 0.05 0.40 0.03 0.00 0.00 21.20 3.67 2.17 0.05 0.80 0.06 0.00 0.00 21.60 3.71 2.20 0.05 I 1.20 0.10 0.00 0.00 22.00 3.74 2.23 0.05 1.60 0.15 0.00 0.00 22.40 3.78 2.26 0.04 2.00 0.20 0.00 0.00 22.80 3.81 2.29 0.04 2.40 0.24 0.00 0.00 23.20 3.84 2.31 0.04 2.80 0.29 0.00 0.00 23.60 3.87 2.34 0.04 3.20 0.34 0.00 0.00 24.00 3.90 2.37 0.04 3.60 0.40 0.00 0.00 24.40 3.90 2.37 0.00 4.00 0.45 0.01 0.01 24.80 3.90 2.37 0.00 4.40 0.51 0.01 0.01 25.20 3.90 2.37 0.00 II 4.80 0.57 0.02 0.02 25.60 3.90 2.37 0.00 5.20 0.64 0.04 0.03 26.00 3.90 2.37 0.00 5.60 0.72 0.06 0.03 26.40 3.90 2.37 0.00 6.00 0.80 0.09 0.04 26.80 3.90 2.37 0.00 6.40 0.90 0.13 0.06 27.20 3.90 2.37 0.00 6.80 0.99 0.17 0.06 27.60 3.90 2.37 0.00 I 7.20 1.10 0.22 0.08 28.00 3.90 2.37 0.00 7.60 1.29 0.33 0.14 28.40 3.90 2.37 0.00 8.00 1.66 0.55 0.34 28.80 3.90 2.37 0.00 8.40 1.84 0.68 0.18 29.20 3.90 2.37 0.00 8.80 1.97 0.77 0.14 29.60 3.90 2.37 0.00 9.20 2.08 0.85 0.11 30.00 3.90 2.37 0.00 9.60 2.17 0.92 0.10 30.40 3.90 2.37 0.00 10.00 2.25 0.98 0.09 30.80 3.90 2.37 0.00 10.40 2.33 1.04 0.09 31.20 3.90 2.37 0.00 10.80 2.40 1.10 0.08 31.60 3.90 2.37 0.00 11.20 2.47 1.15 0.08 32.00 3.90 2.37 0.00 11.60 2.53 1.20 0.07 12.00 2.59 1.25 0.07 12.40 2.65 1.30 0.07 12.80 2.71 1.34 0.07 I 13.20 2.76 1.39 0.07 13.60 2.82 1.44 0.07 14.00 2.87 1.48 0.06 14.40 2.92 1.52 0.06 14.80 2.97 1.57 0.06 15.20 3.03 1.61 0.06 15.60 3.07 1.65 0.06 16.00 3.12 1.69 0.06 16.40 3.17 1.73 0.06 16.80 3.22 1.77 0.06 17.20 3.26 1.81 0.06 17.60 3.31 1.85 0.06 18.00 3.35 1.89 0.06 18.40 3.40 1.93 0.06 18.80 3.44 1.96 0.05 19.20 3.48 2.00 0.05 19.60 3.52 2.03 0.05 20.00 3.56 2.07 0.05 20.40 3.60 2.10 0.05 111 I APPENDIX I 1 ONSITE - POST-DEVELOPMENT I t I I SBasin E Area Roof Basins D (5S Planters A - E Post Dev Filtered 1 6L Discharge Point I I I I I I Subcat Reach on. Link Routing Diagram for Post Development Model Prepared by DCI Engineers, Printed 6/11/2018 HydroCAD®10.00-22 sin 09306 ©2018 HydroCAD Software Solutions LLC I I Post Development Model Prepared by DCI Engineers Printed 6/11/2018 HydroCAD® 10.00-22 s/n 09306 ©2018 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) I Area CN Description (sq-ft) (subcatchment-numbers) I 3,400 74 >75% Grass cover, Good, HSG C (2S, 3S, 5S) 12,202 98 Paved parking, HSG C (3S, 5S) 9,965 98 Roofs, HSG C (2S) 25,567 95 TOTAL AREA I I I 1 I 1 I I I I I I I Post Development Model Prepared by DCI Engineers Printed 6/11/2018 HydroCAD® 10.00-22 s/n 09306 ©2018 HydroCAD Software Solutions LLC Page 3 Notes Listing (all nodes) Line# Node Notes Number 1 2S Roof Areas to Planters A-D 2 3S Parking Area Draining to Planter E 3 4P Model of Vegetated Filtration Basin (Planter)with 12" storage, 6"freeboard, and 2.0 in/hr filtration rate through topsoil mix. 4 5S Paved Areas routed to Filtered Catch Basins 5 6L Discharge Point- Combined flows from Filtration Planters A- E and filtered catch basins. I I I I I I I 1 I I I I I Post Development Model Type IA 24-hr 2-Year Rainfall=2.50" Prepared by DCI Engineers Printed 6/11/2018 HydroCAD® 10.00-22 s/n 09306 ©2018 HydroCAD Software Solutions LLC Page 4 Time span=0.00-32.00 hrs, dt=0.02 hrs, 1601 points I Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind method - Pond routing by Stor-Ind method Subcatchment2S: Roof Basins Runoff Area=10,620 sf 93.83% Impervious Runoff Depth=2.16" I Tc=5.0 min CN=97 Runoff=0.14 cfs 1,915 cf Subcatchment3S: Basin E Area Runoff Area=3,953 sf 94.26% Impervious Runoff Depth=2.16" I Tc=5.0 min CN=97 Runoff=0.05 cfs 713 cf Pond 4P: Planters A- E Peak Elev=240.54' Storage=477 cf Inflow=0.19 cfs 2,628 cf Outflow=0.04 cfs 2,628 cf Subcatchment5S: Post Dev Filtered Runoff Area=10,994 sf 77.10% Impervious Runoff Depth=1.78" Tc=5.0 min CN=93 Runoff=0.12 cfs 1,630 cf Link 6L: Discharge Point Inflow=0.16 cfs 4,258 cf Primary=0.16 cfs 4,258 cf Total Runoff Area = 25,567 sf Runoff Volume =4,258 cf Average Runoff Depth = 2.00" 13.30% Pervious = 3,400 sf 86.70% Impervious = 22,167 sf I I I I I I I I I I I Post Development Model Prepared by DCI Engineers Type /A 24-hr 2-Year Rainfall=2.50" Printed 6/11/2018 HydroCAD® 10.00-22 s/n 09306 ©2018 HydroCAD Software Solutions LLC Page 5 ISummary for Subcatchment 2S: Roof Basins Roof Areas to Planters A-D Runoff = 0.14 cfs @ 7.87 hrs, Volume= 1,915 cf, Depth= 2.16" I Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-32.00 hrs, dt= 0.02 hrs Type IA 24-hr 2-Year Rainfall=2.50" I Area (sf) CN Description 9,965 98 Roofs, HSG C 655 74 >75% Grass cover, Good, HSG C I 10,620 97 Weighted Average 655 6.17% Pervious Area 9,965 93.83% Impervious Area I Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Time of Concentraton ISubcatchment 2S: Roof Basins Hydrograph 0.15=/ 0 Runoff 0.147 10.14 cfs 013_ s2 Type IA 24-hr 0.12 �/ 2-Year Rainfall=2.50" 0-11= �� Runoff Area=10,620 sf Tri 0.09: Runoff Volume=1,915 cf 0.08; '% Runoff Depth=2.16" I LL ' Tc=5.0 min 0.03= I 0.02= 0.01- I 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 Time (hours) I I I I Post Development Model Type IA 24-hr 2-Year Rainfa11=2.50" Prepared by DCI Engineers Printed 6/11/2018 HydroCAD® 10.00-22 s/n 09306 ©2018 HydroCAD Software Solutions LLC Page 6 Hydrograph for Subcatchment 2S: Roof Basins I Time Precip. Excess Runoff Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs) 0.00 0.00 0.00 0.00 20.80 2.33 2.00 0.01 0.40 0.02 0.00 0.00 21.20 2.35 2.02 0.01 0.80 0.04 0.00 0.00 21.60 2.38 2.04 0.01 1.20 0.06 0.00 0.00 22.00 2.40 2.06 0.01 1.60 0.09 0.00 0.00 22.40 2.42 2.08 0.01 2.00 0.13 0.01 0.01 22.80 2.44 2.11 0.01 2.40 0.16 0.02 0.01 23.20 2.46 2.13 0.01 2.80 0.19 0.04 0.01 23.60 2.48 2.14 0.01 3.20 0.22 0.05 0.01 24.00 2.50 2.16 0.01 3.60 0.25 0.07 0.01 24.40 2.50 2.16 0.00 4.00 0.29 0.10 0.02 24.80 2.50 2.16 0.00 4.40 0.33 0.12 0.02 25.20 2.50 2.16 0.00 4.80 0.37 0.15 0.02 25.60 2.50 2.16 0.00 5.20 0.41 0.19 0.02 26.00 2.50 2.16 0.00 5.60 0.46 0.23 0.02 26.40 2.50 2.16 0.00 6.00 0.51 0.27 0.03 26.80 2.50 2.16 0.00 6.40 0.58 0.32 0.03 27.20 2.50 2.16 0.00 6.80 0.64 0.37 0.03 27.60 2.50 2.16 0.00 7.20 0.71 0.44 0.04 28.00 2.50 2.16 0.00 7.60 0.83 0.55 0.11 28.40 2.50 2.16 0.00 8.00 1.06 0.76 0.13 28.80 2.50 2.16 0.00 8.40 1.18 0.88 0.06 29.20 2.50 2.16 0.00 8.80 1.26 0.96 0.05 29.60 2.50 2.16 0.00 9.20 1.33 1.02 0.04 30.00 2.50 2.16 0.00 9.60 1.39 1.08 0.03 30.40 2.50 2.16 0.00 10.00 1.44 1.13 0.03 30.80 2.50 2.16 0.00 10.40 1.49 1.17 0.03 31.20 2.50 2.16 0.00 10.80 1.54 1.22 0.03 31.60 2.50 2.16 0.00 11.20 1.58 1.26 0.03 32.00 2.50 2.16 0.00 11.60 1.62 1.30 0.02 12.00 1.66 1.34 0.02 12.40 1.70 1.38 0.02 12.80 1.73 1.41 0.02 13.20 1.77 1.45 0.02 13.60 1.81 1.48 0.02 14.00 1.84 1.51 0.02 14.40 1.87 1.55 0.02 14.80 1.91 1.58 0.02 15.20 1.94 1.61 0.02 15.60 1.97 1.64 0.02 16.00 2.00 1.67 0.02 Il 16.40 2.03 1.70 0.02 16.80 2.06 1.73 0.02 17.20 2.09 1.76 0.02 17.60 2.12 1.79 0.02 18.00 2.15 1.82 0.02 18.40 2.18 1.85 0.02 18.80 2.20 1.87 0.02 19.20 2.23 1.90 0.02 19.60 2.26 1.92 0.02 20.00 2.28 1.95 0.02 20.40 2.31 1.97 0.01 I 1 I Post Development Model Prepared by DCI Engineers Type /A 24-hr 2-Year Rainfall=2.50" Printed 6/11/2018 HydroCAD® 10.00-22 s/n 09306 ©2018 HydroCAD Software Solutions LLC Page 7 ISummary for Subcatchment 3S: Basin E Area Parking Area Draining to Planter E I Runoff = 0.05 cfs @ 7.87 hrs, Volume= 713 cf, Depth= 2.16" I Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-32.00 hrs, dt= 0.02 hrs Type IA 24-hr 2-Year Rainfall=2.50" I Area (sf) CN Description 3,726 98 Paved parking, HSG C 227 74 >75% Grass cover, Good, HSG C I 3,953 97 Weighted Average 227 5.74% Pervious Area 3,726 94.26% Impervious Area i Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, ISubcatchment 3S: Basin E Area Hydrograph I 0.055/ 0 Runoff 1005c15 I I 0.05- ;% Type IA 24-hr 0.045- 2-Year Rainfall=2.50" I0.04 Runoff Area=3,953 sf Tri 0.035- Runoff Volume=713 cf 003o Runoff Depth=2.16 LL 0.025- 0.02- �0 Tc=5.0 min 111 0.015 CN=97 0.01-111 0.005 /// I 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 Time (hours) 1 I I I Post Development Model Type IA 24-hr 2-Year Rainfall=2.50" Prepared by DCI Engineers Printed 6/11/2018 HydroCAD® 10.00-22 s/n 09306 ©2018 HydroCAD Software Solutions LLC Page 8 Hydrograph for Subcatchment 3S: Basin E Area I Time Precip. Excess Runoff Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs) 0.00 0.00 0.00 0.00 20.80 2.33 2.00 0.01 0.40 0.02 0.00 0.00 21.20 2.35 2.02 0.01 0.80 0.04 0.00 0.00 21.60 2.38 2.04 0.01 1.20 0.06 0.00 0.00 22.00 2.40 2.06 0.00 1.60 0.09 0.00 0.00 22.40 2.42 2.08 0.00 2.00 0.13 0.01 0.00 22.80 2.44 2.11 0.00 2.40 0.16 0.02 0.00 23.20 2.46 2.13 0.00 2.80 0.19 0.04 0.00 23.60 2.48 2.14 0.00 111 3.20 0.22 0.05 0.00 24.00 2.50 2.16 0.00 3.60 0.25 0.07 0.00 24.40 2.50 2.16 0.00 4.00 0.29 0.10 0.01 24.80 2.50 2.16 0.00 4.40 0.33 0.12 0.01 25.20 2.50 2.16 0.00 II 4.80 0.37 0.15 0.01 25.60 2.50 2.16 0.00 5.20 0.41 0.19 0.01 26.00 2.50 2.16 0.00 5.60 0.46 0.23 0.01 26.40 2.50 2.16 0.00 6.00 0.51 0.27 0.01 26.80 2.50 2.16 0.00 6.40 0.58 0.32 0.01 27.20 2.50 2.16 0.00 6.80 0.64 0.37 0.01 27.60 2.50 2.16 0.00 7.20 0.71 0.44 0.02 28.00 2.50 2.16 0.00 7.60 0.83 0.55 0.04 28.40 2.50 2.16 0.00 8.00 1.06 0.76 0.05 28.80 2.50 2.16 0.00 8.40 1.18 0.88 0.02 29.20 2.50 2.16 0.00 8.80 1.26 0.96 0.02 29.60 2.50 2.16 0.00 9.20 1.33 1.02 0.01 30.00 2.50 2.16 0.00 9.60 1.39 1.08 0.01 30.40 2.50 2.16 0.00 10.00 1.44 1.13 0.01 30.80 2.50 2.16 0.00 10.40 1.49 1.17 0.01 31.20 2.50 2.16 0.00 10.80 1.54 1.22 0.01 31.60 2.50 2.16 0.00 11.20 1.58 1.26 0.01 32.00 2.50 2.16 0.00 11.60 1.62 1.30 0.01 12.00 1.66 1.34 0.01 12.40 1.70 1.38 0.01 12.80 1.73 1.41 0.01 13.20 1.77 1.45 0.01 13.60 1.81 1.48 0.01 14.00 1.84 1.51 0.01 14.40 1.87 1.55 0.01 14.80 1.91 1.58 0.01 15.20 1.94 1.61 0.01 15.60 1.97 1.64 0.01 16.00 2.00 1.67 0.01 16.40 2.03 1.70 0.01 16.80 2.06 1.73 0.01 17.20 2.09 1.76 0.01 17.60 2.12 1.79 0.01 18.00 2.15 1.82 0.01 18.40 2.18 1.85 0.01 18.80 2.20 1.87 0.01 19.20 2.23 1.90 0.01 19.60 2.26 1.92 0.01 20.00 2.28 1.95 0.01 20.40 2.31 1.97 0.01 I I I Post Development Model Prepared by DCI Engineers Type /A 24-hr 2-Year Rainfall=2.50" Printed 6/11/2018 HydroCAD® 10.00-22 s/n 09306 ©2018 HydroCAD Software Solutions LLC Page 9 ISummary for Pond 4P: Planters A - E Model of Vegetated Filtration Basin (Planter)with 12" storage, 6" freeboard, and 2.0 in/hr filtration rate through topsoil mix. Inflow Area = 14,573 sf, 93.95% Impervious, Inflow Depth = 2.16" for 2-Year event I Inflow _ 0.19 cfs @ 7.87 hrs, Volume= 2,628 cf Outflow 0.04 cfs @ 6.44 hrs, Volume= 2,628 cf, Atten= 78%, Lag= 0.0 min Primary = 0.04 cfs @ 6.44 hrs, Volume= 2,628 cf iRouting by Stor-Ind method, Time Span= 0.00-32.00 hrs, dt= 0.02 hrs Peak Elev= 240.54'@ 10.11 hrs Surf.Area= 882 sf Storage= 477 cf I Plug-Flow detention time=91.7 min calculated for 2,628 cf(100% of inflow) Center-of-Mass det. time= 91.6 min ( 779.0 - 687.4 ) I Volume Invert Avail.Storage Storage Description #1 240.00' 1,323 cf Swale 1.0'H Planter (Prismatic)Listed below(Recalc) I Elevation Surf.Area Inc.Store (cubic-feet) Cum.Store (feet) (sq ft) (cubic-feet) 240.00 882 0 0 I241.50 882 1,323 1,323 Device Routing Invert Outlet Devices #1 Primary 240.00' 2.000 in/hr Filtration Through Topsoil over Surface area Phase-In= 0.02' #2 Primary 241.00' 1.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) 1 Primary OutFlow Max=0.04 cfs @ 6.44 hrs HW=240.03' (Free Discharge) L1=Filtration Through Topsoil(Exfiltration Controls 0.04 cfs) 2=Sharp-Crested Rectangular Weir( Controls 0.00 cfs) I IPlanters modeled as one planter for simplicity. Surface elevation of 240.00 was used. Overflow starts at 241.00. Top of walls = 241.50. I I I I I I Post Development Model Type IA 24-hr 2-Year Rainfall=2.50" Prepared by DCI Engineers Printed 6/11/2018 HydroCAD® 10.00-22 s/n 09306 ©2018 HydroCAD Software Solutions LLC Page 10 Pond 4P: Planters A - E I Hydrograph 0 Inflow1 ❑ 0.21 o.�s ors Primary 00. 2, Inflow Area=14,573 sf 19 o;; 0 Peak Elev=240.54' I 0.16 `l. 0.15= Storage=477 cf 0.14: / I 0.13= w 0.12; • 0.11= 0, LL 0.0.0 9 / I 0.08- 0.07 0.06' ,/ 1 0.051 ''' / ,�����������/�������� 0.04 - e 0.03i, II � 0.02' �il��i, -, 0.01 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 Time (hours) 1 Pond 4P: Planters A - E Stage-Discharge I ''''''�''' El Primary / Sharp-Crested Rectangular Weir 241 c c 4 v w 111 0 1 Filtration Through Topsoil 240_ / 0 1 Discharge (cfs) I I I I Post Development Model Prepared by DCI Engineers Type /A 24-hr 2-Year Rainfall=2.50" Printed 6/11/2018 HydroCAD® 10.00-22 s/n 09306 ©2018 HydroCAD Software Solutions LLC Pape 11 IPond 4P: Planters A - E Stage-Area-Storage I Su rface1Horizontal'Wetted Are i ,i 0 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750 800 850 D Surface II ;' ❑Storage i i , 1 0 241 V. 0 w IL r w w I 0 1 Swale 1.0'H Planter 0 100 200 300 400 500 600 700 800 900 1,000 1,100 1,200 1,300 1 Storage(cubic-feet) I I I I I 1 I 1 1 I Post Development Model Type IA 24-hr 2-Year Rainfall=2.50" Prepared by DCI Engineers Printed 6/11/2018 III HydroCAD® 10.00-22 s/n 09306 ©2018 HydroCAD Software Solutions LLC Page 12 Hydrograph for Pond 4P: Planters A - E I Time Inflow Storage Elevation Primary (hours) (cfs) (cubic-feet) (feet) (cfs) I 0.00 0.00 0 240.00 0.00 1.00 0.00 0 240.00 0.00 2.00 0.01 3 240.00 0.01 3.00 0.01 6 240.01 0.01 4.00 0.02 9 240.01 0.02 5.00 0.03 12 240.01 0.03 6.00 0.04 18 240.02 0.03 7.00 0.05 36 240.04 0.04 8.00 0.18 292 240.33 0.04 9.00 0.06 453 240.51 0.04 10.00 0.04 477 240.54 0.04 11.00 0.04 470 240.53 0.04 12.00 0.03 443 240.50 0.04 13.00 0.03 406 240.46 0.04 14.00 0.03 363 240.41 0.04 15.00 0.03 315 240.36 0.04 16.00 0.03 263 240.30 0.04 17.00 0.02 206 240.23 0.04 18.00 0.02 145 240.16 0.04 19.00 0.02 79 240.09 0.04 20.00 0.02 14 240.02 0.03 21.00 0.02 8 240.01 0.02 22.00 0.02 8 240.01 0.02 23.00 0.02 7 240.01 0.02 24.00 0.02 7 240.01 0.02 25.00 0.00 0 240.00 0.00 26.00 0.00 0 240.00 0.00 27.00 0.00 0 240.00 0.00 28.00 0.00 0 240.00 0.00 29.00 0.00 0 240.00 0.00 30.00 0.00 0 240.00 0.00 31.00 0.00 0 240.00 0.00 32.00 0.00 0 240.00 0.00 1 I I I I I I I I Post Development Model Type /A 24-hr 2-Year Rainfall=2.50" Prepared by DCI Engineers Printed 6/11/2018 HydroCAD® 10.00-22 s/n 09306 ©2018 HydroCAD Software Solutions LLC Pape 13 1 Stage-Discharge for Pond 4P: Planters A - E Elevation Primary Elevation Primary Elevation Primary I (feet) (cfs) (feet) (cfs) (feet) (cfs) 240.00 0.00 240.52 0.04 241.04 0.07 240.01 0.02 240.53 0.04 241.05 0.08 I 240.02 0.04 240.54 0.04 241.06 0.09 0.10 240.03 0.04 240.55 0.04 241.07 240.04 0.04 240.56 0.04 241.08 0.11 240.05 0.04 240.57 0.04 241.09 0.13 I 240.06 0.04 240.58 0.04 241.10 0.14 240.07 0.04 240.59 0.04 241.11 0.16 240.08 0.04 240.60 0.04 241.12 0.17 240.09 0.04 240.61 0.04 241.13 0.19 240.10 0.04 240.62 0.04 241.14 0.21 240.11 0.04 240.63 0.04 241.15 0.23 240.12 0.04 240.64 0.04 241.16 0.24 I 240.13 0.04 240.65 0.04 241.17 0.26 0.28 240.14 0.04 240.66 0.04 241.18 240.15 0.04 240.67 0.04 241.19 0.30 240.16 0.04 240.68 0.04 241.20 0.32 240.17 0.04 240.69 0.04 241.21 0.34 240.18 0.04 240.70 0.04 241.22 0.36 240.19 0.04 240.71 0.04 241.23 0.38 240.20 0.04 240.72 0.04 241.24 0.41 I 240.21 0.04 240.73 0.04 241.25 0.43 240.22 0.04 240.74 0.04 241.26 0.45 240.23 0.04 240.75 0.04 241.27 0.47 240.24 0.04 240.76 0.04 241.28 0.50 240.25 0.04 240.77 0.04 241.29 0.52 240.26 0.04 240.78 0.04 241.30 0.55 240.27 0.04 240.79 0.04 241.31 0.57 240.28 0.04 240.80 0.04 241.32 0.59 240.29 0.04 240.81 0.04 241.33 0.62 240.30 0.04 240.82 0.04 241.34 0.65 240.31 0.04 240.83 0.04 241.35 0.67 I 240.32 0.04 240.84 0.04 241.36 0.70 240.33 0.04 240.85 0.04 241.37 0.72 240.34 0.04 240.86 0.04 241.38 0.75 240.35 0.04 240.87 0.04 241.39 0.78 I 240.36 0.04 240.88 0.04 241.40 0.80 240.37 0.04 240.89 0.04 241.41 0.83 240.38 0.04 240.90 0.04 241.42 0.86 I 240.39 0.04 240.91 0.04 241.43 0.88 240.40 0.04 240.92 0.04 241.44 0.91 240.41 0.04 240.93 0.04 241.45 0.94 240.42 0.04 240.94 0.04 241.46 0.97 I 240.43 0.04 240.95 0.04 241.47 1.00 240.44 0.04 240.96 0.04 241.48 1.02 240.45 0.04 240.97 0.04 241.49 1.05 240.46 0.04 240.98 0.04 241.50 1.08 I 240.47 0.04 240.99 0.04 240.48 0.04 241.00 0.04 240.49 0.04 241.01 0.04 I 240.50 0.04 241.02 0.05 240.51 0.04 241.03 0.06 I I Post Development Model Type IA 24-hr 2-Year Rainfall=2.50" I Prepared by DCI Engineers Printed 6/11/2018 HydroCAD® 10.00-22 s/n 09306 ©2018 HydroCAD Software Solutions LLC Page 14 Stage-Area-Storage for Pond 4P: Planters A - E I Elevation Surface Storage Elevation Surface Storage (feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet) 240.00 882 0 241.04 882 917 240.02 882 18 241.06 882 935 240.04 882 35 241.08 882 953 I 240.06 882 53 241.10 882 970 240.08 882 71 241.12 882 988 240.10 882 88 241.14 882 1,005 240.12 882 106 241.16 882 1,023 240.14 882 123 241.18 882 1,041 240.16 882 141 241.20 882 1,058 240.18 882 159 241.22 882 1,076 240.20 882 176 241.24 882 1,094 240.22 882 194 241.26 882 1,111 240.24 882 212 241.28 882 1,129 240.26 882 229 241.30 882 1,147 I 240.28 882 247 241.32 882 1,164 240.30 882 265 241.34 882 1,182 240.32 882 282 241.36 882 1,200 240.34 882 300 241.38 882 1,217 240.36 882 318 241.40 882 1,235 240.38 882 335 241.42 882 1,252 240.40 882 353 241.44 882 1,270 240.42 882 370 241.46 882 1,288 240.44 882 388 241.48 882 1,305 240.46 882 406 241.50 882 1,323 240.48 882 423 240.50 882 441 240.52 882 459 240.54 882 476 240.56 882 494 I 240.58 882 512 240.60 882 529 240.62 882 547 240.64 882 564 240.66 882 582 240.68 882 600 240.70 882 617 240.72 882 635 240.74 882 653 240.76 882 670 240.78 882 688 240.80 882 706 240.82 882 723 240.84 882 741 240.86 882 759 240.88 882 776 240.90 882 794 240.92 882 811 240.94 882 829 240.96 882 847 240.98 882 864 241.00 882 882 241.02 882 900 I I Post Development Model Prepared by DCI Engineers Type /A 24-hr 2-Year Rainfall=2.50" Printed 6/11/2018 HydroCAD® 10.00-22 s/n 09306 ©2018 HydroCAD Software Solutions LLC Page 15 1 Summary for Subcatchment 5S: Post Dev Filtered Paved Areas routed to Filtered Catch Basins I Runoff = 0.12 cfs @ 7.90 hrs, Volume= 1,630 cf, Depth= 1.78" I Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-32.00 hrs, dt= 0.02 hrs Type IA 24-hr 2-Year Rainfall=2.50" I Area (sf) CN Description 1,600 98 Paved parking, HSG C 2,531 98 Paved parking, HSG C I 4,345 98 Paved parking, HSG C 2,518 74 >75% Grass cover, Good, HSG C 10,994 93 Weighted Average 2,518 22.90% Pervious Area I 8,476 77.10% Impervious Area Tc Length Slope Velocity Capacity Description l (min) (feet) (ft/ft) (ft/sec) 5.0 (cfs) Direct Entry, ISubcatchment 5S: Post Dev Filtered Hydrograph 0.13-/ I 0.125-] ❑Runoff 0.12; I 0.12 cfs 0.115: ,;� Type IA 24-hr 0.11-,' 01053 i/ 2-Year Rainfall=2.50" 0.095= �/ Runoff Area=10,994 sf 0.09 0.085-; °8 1 Runoff Volume=1,630 cf I `°.°75= I Runoff Depth=1.78" V 0.07; 0.06V °0055- Tc=5.0 min 0.05= 0.045' /// CN=93 0.03 0.025= i 0.02, � 0.015-", 1 0.01- 0.005 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 I Time (hours) I I I Post Development Model Type IA 24-hr 2-Year Rainfall=2.50" Prepared by DCI Engineers Printed 6/11/2018 HydroCAD® 10.00-22 s/n 09306 ©2018 HydroCAD Software Solutions LLC Page 16 Hydrograph for Subcatchment 5S: Post Dev Filtered I Time Precip. Excess Runoff Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs) I 0.00 0.00 0.00 0.00 20.80 2.33 1.62 0.01 0.40 0.02 0.00 0.00 21.20 2.35 1.64 0.01 0.80 0.04 0.00 0.00 21.60 2.38 1.66 0.01 1.20 0.06 0.00 0.00 22.00 2.40 1.68 0.01 1.60 0.09 0.00 0.00 22.40 2.42 1.70 0.01 2.00 0.13 0.00 0.00 22.80 2.44 1.72 0.01 2.40 0.16 0.00 0.00 23.20 2.46 1.74 0.01 2.80 0.19 0.00 0.00 23.60 2.48 1.76 0.01 3.20 0.22 0.01 0.00 24.00 2.50 1.78 0.01 3.60 0.25 0.01 0.00 24.40 2.50 1.78 0.00 4.00 0.29 0.02 0.01 24.80 2.50 1.78 0.00 4.40 0.33 0.03 0.01 25.20 2.50 1.78 0.00 4.80 0.37 0.05 0.01 25.60 2.50 1.78 0.00 5.20 0.41 0.07 0.01 26.00 2.50 1.78 0.00 I 5.60 0.46 0.09 0.02 26.40 2.50 1.78 0.00 6.00 0.51 0.12 0.02 26.80 2.50 1.78 0.00 6.40 0.58 0.15 0.02 27.20 2.50 1.78 0.00 6.80 0.64 0.19 0.02 27.60 2.50 1.78 0.00 7.20 0.71 0.24 0.03 28.00 2.50 1.78 0.00 7.60 0.83 0.32 0.08 28.40 2.50 1.78 0.00 8.00 1.06 0.50 0.11 28.80 2.50 1.78 0.00 8.40 1.18 0.59 0.05 29.20 2.50 1.78 0.00 8.80 1.26 0.66 0.04 29.60 2.50 1.78 0.00 9.20 1.33 0.72 0.03 30.00 2.50 1.78 0.00 9.60 1.39 0.77 0.03 30.40 2.50 1.78 0.00 I 10.00 1.44 0.82 0.03 30.80 2.50 1.78 0.00 10.40 1.49 0.86 0.03 31.20 2.50 1.78 0.00 10.80 1.54 0.90 0.03 31.60 2.50 1.78 0.00 11.20 1.58 0.94 0.02 32.00 2.50 1.78 0.00 11.60 1.62 0.97 0.02 12.00 1.66 1.01 0.02 12.40 1.70 1.04 0.02 I 12.80 1.73 1.07 0.02 13.20 1.77 1.11 0.02 13.60 1.81 1.14 0.02 14.00 1.84 1.17 0.02 14.40 1.87 1.20 0.02 14.80 1.91 1.23 0.02 15.20 1.94 1.26 0.02 15.60 1.97 1.29 0.02 16.00 2.00 1.32 0.02 16.40 2.03 1.34 0.02 16.80 2.06 1.37 0.02 17.20 2.09 1.40 0.02 17.60 2.12 1.43 0.02 18.00 2.15 1.45 0.02 18.40 2.18 1.48 0.02 I 18.80 2.20 1.50 0.02 19.20 2.23 1.53 0.02 19.60 2.26 1.55 0.02 20.00 2.28 1.57 0.01 20.40 2.31 1.60 0.01 I I Post Development Model Type /A 24-hr 2-Year Rainfall=2.50" I Prepared by DCI Engineers Printed 6/11/2018 HydroCAD® 10.00-22 s/n 09306 ©2018 HydroCAD Software Solutions LLC Pape 17 ISummary for Link 6L: Discharge Point Discharge Point- Combined flows from Filtration Planters A- E and filtered catch basins. I Inflow Area = 25,567 sf, 86.70% Impervious, Inflow Depth = 2.00" for 2-Year t Inflow = 0.16 cfs @ 7.90 hrs, Volume= 4,258 cf Primary = 0.16 cfs @ 7.90 hrs, Volume= 4,258 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-32.00 hrs, dt= 0.02 hrs ILink 6L: Discharge Point Hydrograph I / 0 Inflow 0.17- I o is cts 0 Primary 016= I°'6%0 Inflow Area=25,567 sf 0.15- / 0.14 0.13- 0.12= 9I 0.09- 0.08- 4/� 0.07- /��'����������� fle 0.06= 0.05= / 0 047: I ���I 0.03= 0.01 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 I Time (hours) I I I I I I Post Development Model Type IA 24-hr 2-Year Rainfall=2.50" I Prepared by DCI Engineers Printed 6/11/2018 HydroCAD® 10.00-22 s/n 09306 ©2018 HydroCAD Software Solutions LLC Page 18 Hydrograph for Link 6L: Discharge Point I Time Inflow Elevation Primary Time Inflow Elevation Primary (hours) (cfs) (feet) (cfs) (hours) (cfs) (feet) (cfs) I 0.00 0.00 0.00 0.00 20.80 0.03 0.00 0.03 0.40 0.00 0.00 0.00 21.20 0.03 0.00 0.03 0.80 0.00 0.00 0.00 21.60 0.03 0.00 0.03 ' 1.20 0.00 0.00 0.00 22.00 0.03 0.00 0.03 1.60 0.00 0.00 0.00 22.40 0.03 0.00 0.03 2.00 0.01 0.00 0.01 22.80 0.03 0.00 0.03 2.40 0.01 0.00 0.01 23.20 0.03 0.00 0.03 2.80 0.01 0.00 0.01 23.60 0.03 0.00 0.03 3.20 0.02 0.00 0.02 24.00 0.03 0.00 0.03 3.60 0.02 0.00 0.02 24.40 0.00 0.00 0.00 4.00 0.03 0.00 0.03 24.80 0.00 0.00 0.00 4.40 0.03 0.00 0.03 25.20 0.00 0.00 0.00 4.80 0.04 0.00 0.04 25.60 0.00 0.00 0.00 5.20 0.04 0.00 0.04 26.00 0.00 0.00 0.00 5.60 0.05 0.00 0.05 26.40 0.00 0.00 0.00 6.00 0.05 0.00 0.05 26.80 0.00 0.00 0.00 6.40 0.06 0.00 0.06 27.20 0.00 0.00 0.00 6.80 0.06 0.00 0.06 27.60 0.00 0.00 0.00 7.20 0.07 0.00 0.07 28.00 0.00 0.00 0.00 7.60 0.13 0.00 0.13 28.40 0.00 0.00 0.00 8.00 0.16 0.00 0.16 28.80 0.00 0.00 0.00 8.40 0.09 0.00 0.09 29.20 0.00 0.00 0.00 8.80 0.08 0.00 0.08 29.60 0.00 0.00 0.00 9.20 0.07 0.00 0.07 30.00 0.00 0.00 0.00 9.60 0.07 0.00 0.07 30.40 0.00 0.00 0.00 I 10.00 0.07 0.00 0.07 30.80 0.00 0.00 0.00 10.40 0.07 0.00 0.07 31.20 0.00 0.00 0.00 10.80 0.07 0.00 0.07 31.60 0.00 0.00 0.00 11.20 0.06 0.00 0.06 32.00 0.00 0.00 0.00 I 11.60 0.06 0.00 0.06 12.00 0.06 0.00 0.06 12.40 0.06 0.00 0.06 12.80 0.06 0.00 0.06 I 13.20 0.06 0.00 0.06 13.60 0.06 0.00 0.06 14.00 0.06 0.00 0.06 11114.40 0.06 0.00 0.06 14.80 0.06 0.00 0.06 15.20 0.06 0.00 0.06 15.60 0.06 0.00 0.06 I 16.00 0.06 0.00 0.06 16.40 0.06 0.00 0.06 16.80 0.06 0.00 0.06 17.20 0.06 0.00 0.06 17.60 0.06 0.00 0.06 18.00 0.06 0.00 0.06 18.40 0.06 0.00 0.06 I 18.80 0.06 0.00 0.06 19.20 0.06 0.00 0.06 19.60 0.06 0.00 0.06 20.00 0.05 0.00 0.05 20.40 0.04 0.00 0.04 I ' Post Development Model Prepared by DCI Engineers Type IA 24-hr 10-Year Rainfall=3.45" Printed 6/11/2018 HydroCAD® 10.00-22 s/n 09306 ©2018 HydroCAD Software Solutions LLC Page 19 Time span=0.00-32.00 hrs, dt=0.02 hrs, 1601 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind method - Pond routing by Stor-Ind method ' Subcatchment2S: Roof Basins Runoff Area=10,620 sf 93.83% Impervious Runoff Depth=3.10" Tc=5.0 min CN=97 Runoff=0.20 cfs 2,748 cf Subcatchment3S: Basin E Area Runoff Area=3,953 sf 94.26% Impervious Runoff Depth=3.10" Tc=5.0 min CN=97 Runoff=0.07 cfs 1,023 cf Pond 4P: Planters A- E Peak EIev=241.03' Storage=911 cf Inflow=0.27 cfs 3,770 cf Outflow=0.06 cfs 3,770 cf Subcatchment5S: Post Dev Filtered Runoff Area=10,994 sf 77.10% Impervious Runoff Depth=2.69" Tc=5.0 min CN=93 Runoff=0.18 cfs 2,461 cf Link 6L: Discharge Point Inflow=0.22 cfs 6,232 cf Primary=0.22 cfs 6,232 cf Total Runoff Area = 25,567 sf Runoff Volume = 6,232 cf Average Runoff Depth = 2.92" ' 13.30% Pervious = 3,400 sf 86.70% Impervious = 22,167 sf I I 1 I 1 I Post Development Model Type IA 24-hr 10-Year Rainfall=3.45" I Prepared by DCI Engineers Printed 6/11/2018 HydroCAD® 10.00-22 stn 09306 ©2018 HydroCAD Software Solutions LLC Page 20 Summary for Subcatchment 2S: Roof Basins I Roof Areas to Planters A-D Runoff = 0.20 cfs @ 7.86 hrs, Volume= 2,748 cf, Depth= 3.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-32.00 hrs, dt= 0.02 hrs 111 Type IA 24-hr 10-Year Rainfall=3.45" Area (sf) CN Description 9,965 98 Roofs, HSG C 111 655 74 >75% Grass cover, Good, HSG C 10,620 97 Weighted Average 655 6.17% Pervious Area 9,965 93.83% Impervious Area Tc Length Slope Velocity Capacity Description I (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Time of Concentraton Subcatchment 2S: Roof Basins I Hydrograph 7 0 Runoff I 0.21 l 0.20 cfs 0.2-] 2= 0.19-] Type IA 24-hr I 0.17 IPRunoff 10-Year Rainfall=3.45" 0.16; Area=10,620 sf 0.15= I 0.14- ii0 Runoff Volume=2,748 cf 0.13= 0.12- Runoff Depth=3.10" 0.11 a / °., I j Tc=5.0 min LL o.08I CN=97 0.06: % 1 0.04 0.03= I 0.02 0.01- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 Time (hours) I I I I Post Development Model Prepared by DCI Engineers Type IA 24-hr 10-Year Rainfall=3.45" Printed 6/11/2018 HydroCAD® 10.00-22 s/n 09306 ©2018 HydroCAD Software Solutions LLC Page 21 1 Hydrograph for Subcatchment 2S: Roof Basins Time Precip. Excess Runoff Time Precip. Excess Runoff I (hours) (inches) (inches) 0.00 0.00 0.00 (cfs) (hours) (inches) (inches) (cfs) 0.00 20.80 3.22 2.87 0.02 0.40 0.03 0.00 0.00 21.20 3.25 2.90 0.02 I 0.80 0.05 0.00 0.00 21.60 3.28 2.94 0.02 1.20 0.09 0.00 0.00 22.00 3.31 2.97 0.02 1.60 0.13 0.01 0.01 22.40 3.34 3.00 0.02 2.00 0.17 0.03 0.01 22.80 3.37 3.02 0.02 I 2.40 0.22 0.05 2.80 0.26 0.08 0.01 23.20 3.40 3.05 0.02 0.02 23.60 3.42 3.08 0.02 3.20 0.30 0.11 0.02 24.00 3.45 3.10 0.02 3.60 0.35 0.14 0.02 24.40 3.45 3.10 0.00 I 4.00 0.40 0.18 0.02 24.80 3.45 3.10 0.00 4.40 0.45 0.22 0.03 25.20 3.45 3.10 0.00 4.80 0.51 0.26 0.03 25.60 3.45 3.10 0.00 5.20 0.57 0.32 0.03 26.00 3.45 3.10 0.00 I 5.60 0.64 0.37 0.04 26.40 3.45 3.10 0.00 6.00 0.71 0.44 0.04 26.80 3.45 3.10 0.00 6.40 0.80 0.52 0.05 27.20 3.45 3.10 0.00 1 6.80 0.88 0.59 7.20 0.98 0.68 0.05 27.60 3.45 3.10 0.00 0.06 28.00 3.45 3.10 0.00 7.60 1.14 0.84 0.15 28.40 3.45 3.10 0.00 8.00 1.47 1.15 0.19 28.80 3.45 3.10 0.00 I 8.40 1.63 1.31 0.08 29.20 3.45 3.10 0.00 8.80 1.74 1.42 0.07 29.60 3.45 3.10 0.00 9.20 1.84 1.51 0.05 30.00 3.45 3.10 0.00 ' 9.60 1.92 1.59 0.05 30.40 3.45 3.10 0.00 10.00 1.99 1.66 0.04 30.80 3.45 3.10 0.00 10.40 2.06 1.73 0.04 31.20 3.45 3.10 0.00 10.80 2.12 1.79 0.04 31.60 3.45 3.10 0.00 I 11.20 2.18 1.85 11.60 2.24 1.91 0.04 32.00 3.45 3.10 0.03 0.00 12.00 2.29 1.96 0.03 12.40 2.34 2.01 0.03 I 12.80 2.39 2.06 0.03 13.20 2.44 2.11 0.03 13.60 2.49 2.16 0.03 14.00 2.54 2.20 0.03 I 14.40 2.59 2.25 0.03 14.80 2.63 2.29 0.03 15.20 2.68 2.34 0.03 I 15.60 2.72 2.38 0.03 16.00 2.76 2.42 0.03 16.40 2.81 2.47 0.03 16.80 2.85 2.51 0.03 I 17.20 2.89 2.55 0.02 17.60 2.93 2.59 0.02 18.00 2.97 2.63 0.02 18.40 3.00 2.66 0.02 I 18.80 3.04 2.70 0.02 19.20 3.08 2.74 0.02 19.60 3.11 2.77 0.02 I 20.00 3.15 2.81 0.02 20.40 3.18 2.84 0.02 I Post Development Model Type IA 24-hr 10-Year Rainfall=3.45" Prepared by DCI Engineers Printed 6/11/2018 HydroCAD® 10.00-22 s/n 09306 ©2018 HydroCAD Software Solutions LLC Page 22 Summary for Subcatchment 3S: Basin E Area I Parking Area Draining to Planter E Runoff = 0.07 cfs @ 7.86 hrs, Volume= 1,023 cf, Depth= 3.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-32.00 hrs, dt= 0.02 hrs I Type IA 24-hr 10-Year Rainfall=3.45" Area (sf) CN Description I 3,726 98 Paved parking, HSG C 227 74 >75% Grass cover, Good, HSG C 3,953 97 Weighted Average 227 5.74% Pervious Area II 3,726 94.26% Impervious Area Tc Length Slope Velocity Capacity Description I (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 3S: Basin E Area Hydrograph I/ 0.08= 0 Runoff 0.075 10.07 cfs 0.07= �� Type IA 24-hr 0.065 'r/ 10-Year Rainfall=3.45" / Runoff Area=3,953 sf 0.055= I 0.05- Runoff Volume=1 ,023 cf 0.045: j Runoff Depth=3.10" 0043 0 Tc=5.0 min LL 0.035: CN=97 0.03 0.025= it I 0.02 0.015 0.01 0.005= 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 I Time (hours) I I I Post Development Model Prepared by DCI Engineers Type /A 24-hr 10-Year Rainfall=3.45" Printed 6/11/2018 HydroCAD® 10.00-22 s/n 09306 ©2018 HydroCAD Software Solutions LLC Pape 23 1 Hydrograph for Subcatchment 3S: Basin E Area Time Precip. Excess Runoff Time Precip. Excess Runoff I (hours) (inches) (inches) 0.00 0.00 0.00 (cfs) (hours) (inches) (inches) (cfs) 0.00 20.80 3.22 2.87 0.01 0.40 0.03 0.00 0.00 21.20 3.25 2.90 0.01 0.80 0.05 0.00 0.00 21.60 3.28 2.94 0.01 I 1.20 0.09 0.00 0.00 22.00 3.31 2.97 0.01 1.60 0.13 0.01 0.00 22.40 3.34 3.00 0.01 2.00 0.17 0.03 0.00 22.80 3.37 3.02 0.01 I 2.40 0.22 0.05 0.01 23.20 3.40 3.05 0.01 2.80 0.26 0.08 0.01 23.60 3.42 3.08 0.01 3.20 0.30 0.11 0.01 24.00 3.45 3.10 0.01 3.60 0.35 0.14 0.01 24.40 3.45 3.10 0.00 I 4.00 0.40 0.18 0.01 24.80 3.45 3.10 0.00 4.40 0.45 0.22 0.01 25.20 3.45 3.10 0.00 4.80 0.51 0.26 0.01 25.60 3.45 3.10 0.00 5.20 0.57 0.32 0.01 26.00 3.45 3.10 0.00 I 5.60 0.64 0.37 0.01 26.40 3.45 3.10 0.00 6.00 0.71 0.44 0.02 26.80 3.45 3.10 0.00 6.40 0.80 0.52 0.02 27.20 3.45 3.10 0.00 I 6.80 0.88 0.59 7.20 0.98 0.68 0.02 27.60 3.45 3.10 0.00 0.02 28.00 3.45 3.10 0.00 7.60 1.14 0.84 0.06 28.40 3.45 3.10 0.00 8.00 1.47 1.15 0.07 28.80 3.45 3.10 0.00 I 8.40 1.63 1.31 0.03 29.20 3.45 3.10 0.00 8.80 1.74 1.42 0.02 29.60 3.45 3.10 0.00 9.20 1.84 1.51 0.02 30.00 3.45 3.10 0.00 9.60 1.92 1.59 0.02 30.40 3.45 3.10 0.00 I 10.00 1.99 1.66 0.02 30.80 3.45 3.10 0.00 10.40 2.06 1.73 0.01 31.20 3.45 3.10 0.00 10.80 2.12 1.79 0.01 31.60 3.45 3.10 0.00 ' 11.20 2.18 1.85 11.60 2.24 1.91 0.01 0.01 32.00 3.45 3.10 0.00 12.00 2.29 1.96 0.01 12.40 2.34 2.01 0.01 I 12.80 2.39 2.06 0.01 13.20 2.44 2.11 0.01 13.60 2.49 2.16 0.01 14.00 2.54 2.20 0.01 ' 14.40 2.59 2.25 0.01 14.80 2.63 2.29 0.01 15.20 2.68 2.34 0.01 I 15.60 2.72 2.38 0.01 16.00 2.76 2.42 0.01 16.40 2.81 2.47 0.01 16.80 2.85 2.51 0.01 I 17.20 2.89 2.55 0.01 17.60 2.93 2.59 0.01 18.00 2.97 2.63 0.01 18.40 3.00 2.66 0.01 I 18.80 3.04 2.70 0.01 19.20 3.08 2.74 0.01 19.60 3.11 2.77 0.01 I 20.00 3.15 2.81 0.01 20.40 3.18 2.84 0.01 I Post Development Model Type IA 24-hr 10-Year Rainfall=3.45" I Prepared by DCI Engineers Printed 6/11/2018 HydroCAD® 10.00-22 s/n 09306 ©2018 HydroCAD Software Solutions LLC Page 24 Summary for Pond 4P: Planters A - E I Model of Vegetated Filtration Basin (Planter)with 12" storage, 6" freeboard, and 2.0 in/hr filtration rate I through topsoil mix. Inflow Area = 14,573 sf, 93.95% Impervious, Inflow Depth = 3.10" for 10-Year event Inflow = 0.27 cfs @ 7.86 hrs, Volume= 3,770 cf I Outflow = 0.06 cfs @ 9.91 hrs, Volume= 3,770 cf, Atten= 77%, Lag= 122.7 min Primary = 0.06 cfs @ 9.91 hrs, Volume= 3,770 cf Routing by Stor-Ind method, Time Span= 0.00-32.00 hrs, dt= 0.02 hrs I Peak Elev= 241.03'@ 9.91 hrs Surf.Area= 882 sf Storage= 911 cf Plug-Flow detention time=224.4 min calculated for 3,770 cf(100% of inflow) I Center-of-Mass det. time=224.3 min ( 899.4 -675.1 ) Volume Invert Avail.Storage Storage Description I #1 240.00' 1,323 cf Swale 1.0'H Planter(Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store I(feet) (sq-ft) (cubic-feet) (cubic-feet) 240.00 882 0 0 241.50 882 1,323 1,323 I Device Routing Invert Outlet Devices #1 Primary 240.00' 2.000 in/hr Filtration Through Topsoil over Surface area Phase-In= 0.02' II #2 Primary 241.00' 1.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=0.06 cfs @ 9.91 hrs HW=241.03' (Free Discharge) -1=Filtration Through Topsoil(Exfiltration Controls 0.04 cfs) 2=Sharp-Crested Rectangular Weir(Weir Controls 0.02 cfs @ 0.59 fps) 1 Planters modeled as one planter for simplicity. Surface elevation of 240.00 was I used. Overflow starts at 241.00. Top of walls = 241.50. 1 I I Post Development Model Prepared by DCI Engineers Type IA 24-hr 10-Year Rainfall=3.45" Printed 6/11/2018 HydroCAD® 10.00-22 s/n 09306 ©2018 HydroCAD Software Solutions LLC Page 25 IPond 4P: Planters A - E Hydrograph I F:'Inflow 0.3_ "7 cfs i ❑Primary II 0.287, Inflow Area=14,573 sf I 0.26= 0.24- Peak EIev=241 .03' 0.22= t Storage=911 cf I0.2 0.18- 0.16' I0 0.14= 0.12 0.1= I 0.08 ��� 0.06 cfs .� 0.06 ,///f � �������������������������������� 0.04- / A "491% I 0.02- /� X ./� 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 ITime (hours) Pond 4P: Planters A - E IStage-Discharge ','''''�'''' U Primary I241 Sharp-Crested Rectangular Weir w I _ c a Iw I I 240 '41.1 Filtration Through Topsoil 0 1 Discharge (cfs) I I I Post Development Model Type IA 24-hr 10-Year Rainfall=3.45" Prepared by DCI Engineers Printed 6/11/2018 HydroCAD® 10.00-22 s/n 09306 ©2018 HydroCAD Software Solutions LLC Pape 26 Pond 4P: Planters A - E i Stage-Area-Storage Surface/Horizontal ettd Area(sq-ft) 0 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750 800 850 J Surface . . . , . . . . . . . 13 Storage 1 241- fo i 0 1 Swale 1.0'H Planter 0 100 200 300 400 500 600 700 800 900 1,000 1,100 1,200 1,300 Storage(cubic-feet) 1 I i 1 I I I Post Development Model Type IA 24-hr 10-Year Rainfall=3.45" Prepared by DCI Engineers Printed 6/11/2018 HydroCAD® 10.00-22 s/n 09306 ©2018 HydroCAD Software Solutions LLC Pape 27 tHydrograph for Pond 4P: Planters A - E Time Inflow Storage Elevation Primary I (hours) (cfs) (cubic-feet) (feet) 0 240.00 (cfs) 0.00 0.00 0.00 1.00 0.00 0 240.00 0.00 2.00 0.02 6 240.01 0.01 I 3.00 0.02 10 240.01 0.02 4.00 0.03 14 240.02 0.03 5.00 0.04 24 240.03 0.04 I 6.00 0.06 56 240.06 0.04 7.00 0.07 143 240.16 0.04 8.00 0.26 572 240.65 0.04 9.00 0.08 860 240.98 0.04 I 10.00 0.06 911 241.03 0.06 11.00 0.05 903 241.02 0.05 12.00 0.04 892 241.01 0.05 13.00 0.04 887 241.01 0.04 I14.00 0.04 882 241.00 0.04 15.00 0.04 873 240.99 0.04 16.00 0.04 858 240.97 0.04 I 17.00 0.03 837 240.95 0.04 18.00 0.03 809 240.92 0.04 19.00 0.03 775 240.88 0.04 20.00 0.03 735 240.83 0.04 I 21.00 0.03 689 240.78 0.04 22.00 0.03 637 240.72 0.04 23.00 0.02 578 240.66 0.04 24.00 0.02 513 240.58 0.04 I 25.00 0.00 372 240.42 0.04 26.00 0.00 225 240.25 0.04 27.00 0.00 78 240.09 0.04 I 28.00 0.00 0 240.00 0.00 29.00 0.00 0 240.00 0.00 30.00 0.00 0 240.00 0.00 31.00 0.00 0 240.00 0.00 I32.00 0.00 0 240.00 0.00 I I I I I Post Development Model Type IA 24-hr 10-Year Rainfall=3.45" Prepared by DCI Engineers Printed 6/11/2018 HydroCAD® 10.00-22 s/n 09306 ©2018 HydroCAD Software Solutions LLC Page 28 Stage-Discharge for Pond 4P: Planters A - E I Elevation Primary Elevation Primary Elevation Primary (feet) (cfs) (feet) (cfs) (feet) (cfs) I 240.00 0.00 240.52 0.04 241.04 0.07 240.01 0.02 240.53 0.04 241.05 0.08 240.02 0.04 240.54 0.04 241.06 0.09 240.03 0.04 240.55 0.04 241.07 0.10 240.04 0.04 240.56 0.04 241.08 0.11 240.05 0.04 240.57 0.04 241.09 0.13 240.06 0.04 240.58 0.04 241.10 0.14 240.07 0.04 240.59 0.04 241.11 0.16 240.08 0.04 240.60 0.04 241.12 0.17 240.09 0.04 240.61 0.04 241.13 0.19 240.10 0.04 240.62 0.04 241.14 0.21 I 240.11 0.04 240.63 0.04 241.15 0.23 240.12 0.04 240.64 0.04 241.16 0.24 240.13 0.04 240.65 0.04 241.17 0.26 I 240.14 0.04 240.66 0.04 241.18 0.28 240.15 0.04 240.67 0.04 241.19 0.30 240.16 0.04 240.68 0.04 241.20 0.32 240.17 0.04 240.69 0.04 241.21 0.34 I 240.18 0.04 240.70 0.04 241.22 0.36 240.19 0.04 240.71 0.04 241.23 0.38 240.20 0.04 240.72 0.04 241.24 0.41 240.21 0.04 240.73 0.04 241.25 0.43 240.22 0.04 240.74 0.04 241.26 0.45 240.23 0.04 240.75 0.04 241.27 0.47 240.24 0.04 240.76 0.04 241.28 0.50 I 240.25 0.04 240.77 0.04 241.29 0.52 240.26 0.04 240.78 0.04 241.30 0.55 240.27 0.04 240.79 0.04 241.31 0.57 240.28 0.04 240.80 0.04 241.32 0.59 I 240.29 0.04 240.81 0.04 241.33 0.62 240.30 0.04 240.82 0.04 241.34 0.65 240.31 0.04 240.83 0.04 241.35 0.67 240.32 0.04 240.84 0.04 241.36 0.70 I 240.33 0.04 240.85 0.04 241.37 0.72 240.34 0.04 240.86 0.04 241.38 0.75 240.35 0.04 240.87 0.04 241.39 0.78 I 240.36 0.04 240.88 0.04 241.40 0.80 240.37 0.04 240.89 0.04 241.41 0.83 240.38 0.04 240.90 0.04 241.42 0.86 240.39 0.04 240.91 0.04 241.43 0.88 240.40 0.04 240.92 0.04 241.44 0.91 240.41 0.04 240.93 0.04 241.45 0.94 240.42 0.04 240.94 0.04 241.46 0.97 240.43 0.04 240.95 0.04 241.47 1.00 I 240.44 0.04 240.96 0.04 241.48 1.02 240.45 0.04 240.97 0.04 241.49 1.05 240.46 0.04 240.98 0.04 241.50 1.08 I 240.47 0.04 240.99 0.04 240.48 0.04 241.00 0.04 240.49 0.04 241.01 0.04 240.50 0.04 241.02 0.05 I 240.51 0.04 241.03 0.06 I I Post Development Model Type IA 24-hr 10-Year Rainfall=3.45" Prepared by DCI Engineers Printed 6/11/2018 HydroCAD® 10.00-22 s/n 09306 ©2018 HydroCAD Software Solutions LLC Page 29 IStage-Area-Storage for Pond 4P: Planters A - E Elevation Surface Storage Elevation Surface Storage I (feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic feet) 240.00 882 0 241.04 882 917 240.02 882 18 241.06 882 935 I240.04 882 35 241.08 882 953 240.06 882 53 241.10 882 970 240.08 882 71 241.12 882 988 240.10 882 88 241.14 882 1,005 I 240.12 882 106 241.16 882 1,023 240.14 882 123 241.18 882 1,041 240.16 882 141 241.20 882 1,058 240.18 882 159 241.22 882 1,076 I 240.20 882 176 241.24 882 1,094 240.22 882 194 241.26 882 1,111 240.24 882 212 241.28 882 1,129 I240.26 882 229 241.30 882 1,147 240.28 882 247 241.32 882 1,164 240.30 882 265 241.34 882 1,182 240.32 882 282 241.36 882 1,200 I 240.34 882 300 241.38 882 1,217 240.36 882 318 241.40 882 1,235 240.38 882 335 241.42 882 1,252 240.40 882 353 241.44 882 1,270 I 240.42 882 370 241.46 882 1,288 240.44 882 388 241.48 882 1,305 240.46 882 406 241.50 882 1,323 240.48 882 423 I240.50 882 441 240.52 882 459 240.54 882 476 I 240.56 882 494 240.58 882 512 240.60 882 529 240.62 882 547 I 240.64 882 564 240.66 882 582 240.68 882 600 240.70 882 617 I 240.72 882 635 240.74 882 653 240.76 882 670 I 240.78 882 688 240.80 882 706 240.82 882 723 240.84 882 741 I 240.86 882 759 240.88 882 776 240.90 882 794 240.92 882 811 I240.94 882 829 240.96 882 847 240.98 882 864 I 241.00 882 882 241.02 882 900 I I Post Development Model Type IA 24-hr 10-Year Rainfall=3.45" Prepared by DCI Engineers Printed 6/11/2018 HydroCAD® 10.00-22 s/n 09306 ©2018 HydroCAD Software Solutions LLC Page 30 Summary for Subcatchment 5S: Post Dev Filtered 1 Paved Areas routed to Filtered Catch Basins 111 Runoff = 0.18 cfs @ 7.89 hrs, Volume= 2,461 cf, Depth= 2.69" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-32.00 hrs, dt= 0.02 hrs I Type IA 24-hr 10-Year Rainfall=3.45' Area (sf) CN Description I 1,600 98 Paved parking, HSG C 2,531 98 Paved parking, HSG C 4,345 98 Paved parking, HSG C I 2,518 74 >75% Grass cover, Good, HSG C 10,994 93 Weighted Average 2,518 22.90% Pervious Area 8,476 77.10% Impervious AreaI Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 5S: Post Dev Filtered II Hydrograph / 0 Runoff 0.19 I. cfs 0.18 0 18 4 Type IA 24-hr 0.16= il 10-Year Rainfall=3.45" 0.157- 0.14- O/ Runoff Area=10,994 sf 0.12- i, Runoff Volume=2,461 cf 12 0.11= Runoff De th=2.69" I 0.1. Ih LL o08 ' Tc=5.0 min 0.07: % CN=93 0.06-: // 0.03-: 0.02 0.01: I 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 Time (hours) I I I I Post Development Model Prepared by DCI Engineers Type IA 24-hr 10-Year Rainfall=3.45" Printed 6/11/2018 HydroCAD® 10.00-22 s/n 09306 ©2018 HydroCAD Software Solutions LLC Page 31 IHydrograph for Subcatchment 5S: Post Dev Filtered Time Precip. Excess Runoff Time Precip. Excess Runoff I (hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs) 0.00 0.00 0.00 0.00 20.80 3.22 2.46 0.02 0.40 0.03 0.00 0.00 21.20 3.25 2.49 0.02 0.80 0.05 0.00 0.00 21.60 3.28 2.52 0.02 I 1.20 0.09 0.00 0.00 22.00 3.31 2.55 0.02 1.60 0.13 0.00 0.00 22.40 3.34 2.58 0.02 2.00 0.17 0.00 0.00 22.80 3.37 2.61 0.02 I 2.40 0.22 0.01 2.80 0.26 0.01 0.00 23.20 3.40 2.63 0.02 0.01 23.60 3.42 2.66 0.02 3.20 0.30 0.03 0.01 24.00 3.45 2.69 0.02 3.60 0.35 0.04 0.01 24.40 3.45 2.69 0.00 I 4.00 0.40 0.06 4.40 0.45 0.09 0.01 24.80 3.45 2.69 0.00 0.02 25.20 3.45 2.69 0.00 4.80 0.51 0.12 0.02 25.60 3.45 2.69 0.00 5.20 0.57 0.15 0.02 26.00 3.45 2.69 0.00 I 5.60 0.64 0.19 0.03 26.40 3.45 2.69 0.00 6.00 0.71 0.24 0.03 26.80 3.45 2.69 0.00 6.40 0.80 0.30 0.04 27.20 3.45 2.69 0.00 I 6.80 0.88 0.36 7.20 0.98 0.43 0.04 27.60 3.45 2.69 0.00 0.05 28.00 3.45 2.69 0.00 7.60 1.14 0.56 0.13 28.40 3.45 2.69 0.00 8.00 1.47 0.84 0.17 28.80 3.45 2.69 0.00 I 8.40 1.63 0.98 8.80 1.74 1.08 0.07 29.20 3.45 2.69 0.00 0.06 29.60 3.45 2.69 0.00 9.20 1.84 1.17 0.05 30.00 3.45 2.69 0.00 9.60 1.92 1.24 0.04 30.40 3.45 2.69 0.00 I 10.00 1.99 1.31 0.04 30.80 3.45 2.69 0.00 10.40 2.06 1.37 0.04 31.20 3.45 2.69 0.00 10.80 2.12 1.43 0.04 31.60 3.45 2.69 0.00 I 11.20 2.18 1.48 11.60 2.24 1.53 0.03 32.00 3.45 2.69 0.03 0.00 12.00 2.29 1.58 0.03 12.40 2.34 1.63 0.03 I 12.80 2.39 1.68 0.03 13.20 2.44 1.73 0.03 13.60 2.49 1.77 0.03 14.00 2.54 1.82 0.03 I 14.40 2.59 1.86 0.03 14.80 2.63 1.90 0.03 15.20 2.68 1.95 0.03 I 15.60 2.72 1.99 0.03 16.00 2.76 2.03 0.03 16.40 2.81 2.07 0.03 16.80 2.85 2.11 0.02 I 17.20 2.89 2.15 0.02 17.60 2.93 2.18 0.02 18.00 2.97 2.22 0.02 18.40 3.00 2.26 0.02 I 18.80 3.04 2.29 0.02 19.20 3.08 2.33 0.02 19.60 3.11 2.36 0.02 I 20.00 3.15 2.40 0.02 20.40 3.18 2.43 0.02 I I Post Development Model Type IA 24-hr 10-Year Rainfall=3.45" Prepared by DCI Engineers Printed 6/11/2018 HydroCAD® 10.00-22 s/n 09306 ©2018 HydroCAD Software Solutions LLC Pape 32 Summary for Link 6L: Discharge Point I Discharge Point- Combined flows from Filtration Planters A - E and filtered catch basins. I Inflow Area = 25,567 sf, 86.70% Impervious, Inflow Depth = 2.92" for 10-Year event Inflow = 0.22 cfs @ 7.89 hrs, Volume= 6,232 cf Primary = 0.22 cfs @ 7.89 hrs, Volume= 6,232 cf, Atten= 0%, Lag= 0.0 min I Primary outflow = Inflow, Time Span= 0.00-32.00 hrs, dt= 0.02 hrs Link 6L: Discharge Point I Hydrograph / ❑InflowI 0.24 1 022 cfs ❑Primary 0.23= 022cfs Inflow Area=25,567 sf 0.22-", 0.21= Y 0.2-] % 0.19 0.18 A 0.17_ 0 0.16a 0.15, 0.13, 0.12 00.09: � ' I'Liee'":"W .1.9: *"'' �/ .08 r �", 0.07 0.06: � �iJ, ' 0.05, ���������� rox 0.047] 0.03; 0.02 4 0.01; ./. Z- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 I Time (hours) I I I I I I I I Post Development Model Prepared by DCI Engineers Type IA 24-hr 10-Year Rainfall=3.45" Printed 6/11/2018 HydroCAD® 10.00-22 s/n 09306 ©2018 HydroCAD Software Solutions LLC Pape 33 IHydrograph for Link 6L: Discharge Point Time Inflow Elevation Primary Time Inflow Elevation Primary I (hours) (cfs) (feet) (cfs) (hours) (cfs) (feet) 0.00 (cfs) 0.00 0.00 0.00 0.00 20.80 0.06 0.06 0.40 0.00 0.00 0.00 21.20 0.06 0.00 0.06 0.80 0.00 0.00 0.00 21.60 0.06 0.00 0.06 I1.20 0.00 0.00 0.00 22.00 0.06 0.00 0.06 1.60 0.01 0.00 0.01 22.40 0.06 0.00 0.06 2.00 0.01 0.00 0.01 22.80 0.06 0.00 0.06 2.40 0.02 0.00 0.02 23.20 0.06 0.00 0.06 2.80 0.03 0.00 0.03 23.60 0.06 0.00 0.06 3.20 0.03 0.00 0.03 24.00 0.06 0.00 0.06 3.60 0.04 0.00 0.04 24.40 0.04 0.00 0.04 I 4.00 0.04 0.00 0.04 24.80 0.04 0.00 0.00 0.04 4.40 0.05 0.00 0.05 25.20 0.04 0.04 4.80 0.06 0.00 0.06 25.60 0.04 0.00 0.04 5.20 0.06 0.00 0.06 26.00 0.04 0.00 0.04 I 5.60 0.07 0.00 0.07 26.40 0.04 0.00 0.04 6.00 0.07 0.00 0.07 26.80 0.04 0.00 0.04 6.40 0.08 0.00 0.08 27.20 0.04 0.00 0.04 I 6.80 0.08 0.00 0.08 27.60 0.01 0.00 0.00 0.01 7.20 0.09 0.00 0.09 28.00 0.00 0.00 7.60 0.17 0.00 0.17 28.40 0.00 0.00 0.00 8.00 0.21 0.00 0.21 28.80 0.00 0.00 0.00 I 8.40 0.12 0.00 0.12 29.20 0.00 0.00 0.00 8.80 0.10 0.00 0.10 29.60 0.00 0.00 0.00 9.20 0.09 0.00 0.09 30.00 0.00 0.00 0.00 9.60 0.10 0.00 0.10 30.40 0.00 0.00 0.00 I 10.00 0.10 0.00 0.10 30.80 0.00 0.00 0.00 10.40 0.10 0.00 0.10 31.20 0.00 0.00 0.00 10.80 0.09 0.00 0.09 31.60 0.00 0.00 0.00 I 11.20 11.60 0.09 0.08 0.00 0.00 0.09 32.00 0.08 0.00 0.00 0.00 12.00 0.08 0.00 0.08 12.40 0.08 0.00 0.08 I 12.80 0.07 0.00 0.07 13.20 0.07 0.00 0.07 13.60 0.07 0.00 0.07 14.00 0.07 0.00 0.07 I14.40 0.07 0.00 0.07 14.80 0.07 0.00 0.07 15.20 0.07 0.00 0.07 1 15.60 0.07 0.00 0.07 16.00 0.07 0.00 0.07 16.40 0.07 0.00 0.07 16.80 0.07 0.00 0.07 I 17.20 0.07 0.00 0.07 17.60 0.06 0.00 0.06 18.00 0.06 0.00 0.06 18.40 0.06 0.00 0.06 I 18.80 0.06 0.00 0.06 19.20 0.06 0.00 0.06 19.60 0.06 0.00 0.06 I 20.00 0.06 0.00 0.06 20.40 0.06 0.00 0.06 I I Post Development Model Type IA 24-hr 25-Year Rainfall=3.90" Prepared by DCI Engineers Printed 6/11/2018 HydroCAD® 10.00-22 s/n 09306 ©2018 HydroCAD Software Solutions LLC Page 34 Time span=0.00-32.00 hrs, dt=0.02 hrs, 1601 points ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind method - Pond routing by Stor-Ind method Subcatchment2S: Roof Basins Runoff Area=10,620 sf 93.83% Impervious Runoff Depth=3.55" 1 Tc=5.0 min CN=97 Runoff=0.22 cfs 3,143 cf Subcatchment3S: Basin E Area Runoff Area=3,953 sf 94.26% Impervious Runoff Depth=3.55" , Tc=5.0 min CN=97 Runoff=0.08 cfs 1,170 cf Pond 4P: Planters A- E Peak Elev=241.07' Storage=947 cf Inflow=0.31 cfs 4,314 cf Outflow=0.11 cfs 4,314 cf Subcatchment5S: Post Dev Filtered Runoff Area=10,994 sf 77.10% Impervious Runoff Depth=3.12" Tc=5.0 min CN=93 Runoff=0.21 cfs 2,861 cf Link 6L: Discharge Point Inflow=0.25 cfs 7,174 cf Primary=0.25 cfs 7,174 cf Total Runoff Area = 25,567 sf Runoff Volume = 7,174 cf Average Runoff Depth = 3.37" 13.30% Pervious = 3,400 sf 86.70% Impervious = 22,167 sf I I I I I I I I I Post Development Model Type /A 24-hr 25-Year Rainfall=3.90" Prepared by DCI Engineers Printed 6/11/2018 HydroCAD® 10.00-22 s/n 09306 ©2018 HydroCAD Software Solutions LLC Page 35 ISummary for Subcatchment 2S: Roof Basins Roof Areas to Planters A-D I Runoff = 0.22 cfs @ 7.86 hrs, Volume= 3,143 cf, Depth= 3.55" I Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-32.00 hrs, dt= 0.02 hrs Type IA 24-hr 25-Year Rainfall=3.90" I Area (sf) CN Description 9,965 98 Roofs, HSG C 655 74 >75% Grass cover, Good, HSG C I 10,620 97 Weighted Average 655 6.17% Pervious Area 9,965 93.83% Impervious Area I Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Time of Concentraton ISubcatchment 2S: Roof Basins Hydrograph I 0.24-24'/ ❑Runoff 0.23= I 0.22 ors I II 0.22- 0.21 �/ Type IA 24-hr °°9m 25-Year Rainfall=3.90" °'$ Runoff Area=10,620 sf 0.17' Runoff Volume=3,143 cf 0.15= 014Runoff Depth=3.55" I =- 0.13- 0 0.12: LLo.11; Tc=5.0 min 0.1009= % CN=97 I % o.os' / 0.05- I /' 0.04 0.03 0.02 / 0.01 I 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 Time (hours) I I I Post Development Model Type IA 24-hr 25-Year Rainfall=3.90" Prepared by DCI Engineers Printed 6/11/2018 HydroCAD® 10.00-22 s/n 09306 ©2018 HydroCAD Software Solutions LLC Pape 36 Hydrograph for Subcatchment 2S: Roof Basins I Time Precip. Excess Runoff Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs) I 0.00 0.00 0.00 0.00 20.80 3.64 3.29 0.02 0.40 0.03 0.00 0.00 21.20 3.67 3.32 0.02 0.80 0.06 0.00 0.00 21.60 3.71 3.36 0.02 1.20 0.10 0.00 0.00 22.00 3.74 3.39 0.02 1.60 0.15 0.02 0.01 22.40 3.78 3.43 0.02 2.00 0.20 0.04 0.01 22.80 3.81 3.46 0.02 2.40 0.24 0.07 0.02 23.20 3.84 3.49 0.02 2.80 0.29 0.10 0.02 23.60 3.87 3.52 0.02 3.20 0.34 0.13 0.02 24.00 3.90 3.55 0.02 3.60 0.40 0.17 0.03 24.40 3.90 3.55 0.00 4.00 0.45 0.22 0.03 24.80 3.90 3.55 0.00 4.40 0.51 0.27 0.03 25.20 3.90 3.55 0.00 4.80 0.57 0.32 0.03 25.60 3.90 3.55 0.00 5.20 0.64 0.38 0.04 26.00 3.90 3.55 0.00 5.60 0.72 0.45 0.04 26.40 3.90 3.55 0.00 6.00 0.80 0.52 0.05 26.80 3.90 3.55 0.00 6.40 0.90 0.61 0.06 27.20 3.90 3.55 0.00 6.80 0.99 0.70 0.05 27.60 3.90 3.55 0.00 I 7.20 1.10 0.80 0.07 28.00 3.90 3.55 0.00 7.60 1.29 0.98 0.17 28.40 3.90 3.55 0.00 8.00 1.66 1.34 0.21 28.80 3.90 3.55 0.00 8.40 1.84 1.51 0.09 29.20 3.90 3.55 0.00 8.80 1.97 1.64 0.08 29.60 3.90 3.55 0.00 9.20 2.08 1.75 0.06 30.00 3.90 3.55 0.00 9.60 2.17 1.84 0.05 30.40 3.90 3.55 0.00 • 10.00 2.25 1.92 0.05 30.80 3.90 3.55 0.00 10.40 2.33 1.99 0.04 31.20 3.90 3.55 0.00 10.80 2.40 2.06 0.04 31.60 3.90 3.55 0.00 11.20 2.47 2.13 0.04 32.00 3.90 3.55 0.00 11.60 2.53 2.19 0.04 12.00 2.59 2.25 0.04 12.40 2.65 2.31 0.04 12.80 2.71 2.37 0.03 13.20 2.76 2.42 0.03 13.60 2.82 2.48 0.03 14.00 2.87 2.53 0.03 I 14.40 2.92 2.58 0.03 14.80 2.97 2.63 0.03 15.20 3.03 2.68 0.03 15.60 3.07 2.73 0.03 16.00 3.12 2.78 0.03 16.40 3.17 2.83 0.03 16.80 3.22 2.87 0.03 17.20 3.26 2.92 0.03 17.60 3.31 2.97 0.03 18.00 3.35 3.01 0.03 18.40 3.40 3.05 0.03 18.80 3.44 3.09 0.03 19.20 3.48 3.13 0.02 19.60 3.52 3.17 0.02 20.00 3.56 3.21 0.02 20.40 3.60 3.25 0.02 I I Post Development Model Prepared by DCI Engineers Type IA 24-hr 25-Year Rainfall=3.90" Printed 6/11/2018 HydroCAD® 10.00-22 s/n 09306 ©2018 HydroCAD Software Solutions LLC Page 37 ISummary for Subcatchment 3S: Basin E Area Parking Area Draining to Planter E I Runoff = 0.08 cfs @ 7.86 hrs, Volume= 1,170 cf, Depth= 3.55" I Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-32.00 hrs, dt= 0.02 hrs Type IA 24-hr 25-Year Rainfall=3.90" 1 Area (sf) CN Description 3,726 98 Paved parking, HSG C 227 74 >75% Grass cover, Good, HSG C I 3,953 97 Weighted Average 227 5.74% Pervious Area 3,726 94.26% Impervious Area I/ Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, ISubcatchment 3S: Basin E Area Hydrograph I 0.09-/ 0 Runoff 0.085= I o.os ors I ' 0.08-0.07 4 Type IA 24-hr 0075® / 25-Year Rainfall=3.90" I 0.0651 Runoff Area=3,953 sf / Runoff Volume=1,170 cf 0.055) / u 05 Runoff Depth=3,55" I ° ° 0 Tc=5.0 min LL o.oa� � 0003= // CN=97 I0.025 ' 00105 / 0.01: z/ 0.005 I 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 Time (hours) I I I I Post Development Model Type IA 24-hr 25-Year Rainfall=3.90" Prepared by DCI Engineers Printed 6/11/2018 HydroCAD® 10.00-22 s/n 09306 ©2018 HydroCAD Software Solutions LLC Page 38 Hydrograph for Subcatchment 3S: Basin E Area I Time Precip. Excess Runoff Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs) 0.00 0.00 0.00 0.00 20.80 3.64 3.29 0.01 0.40 0.03 0.00 0.00 21.20 3.67 3.32 0.01 0.80 0.06 0.00 0.00 21.60 3.71 3.36 0.01 1.20 0.10 0.00 0.00 22.00 3.74 3.39 0.01 1.60 0.15 0.02 0.00 22.40 3.78 3.43 0.01 2.00 0.20 0.04 0.01 22.80 3.81 3.46 0.01 2.40 0.24 0.07 0.01 23.20 3.84 3.49 0.01 2.80 0.29 0.10 0.01 23.60 3.87 3.52 0.01 3.20 0.34 0.13 0.01 24.00 3.90 3.55 0.01 3.60 0.40 0.17 0.01 24.40 3.90 3.55 0.00 4.00 0.45 0.22 0.01 24.80 3.90 3.55 0.00111 4.40 0.51 0.27 0.01 25.20 3.90 3.55 0.00 4.80 0.57 0.32 0.01 25.60 3.90 3.55 0.00 5.20 0.64 0.38 0.01 26.00 3.90 3.55 0.00 5.60 0.72 0.45 0.02 26.40 3.90 3.55 0.00 6.00 0.80 0.52 0.02 26.80 3.90 3.55 0.00 6.40 0.90 0.61 0.02 27.20 3.90 3.55 0.00 6.80 0.99 0.70 0.02 27.60 3.90 3.55 0.00 7.20 1.10 0.80 0.03 28.00 3.90 3.55 0.00 7.60 1.29 0.98 0.06 28.40 3.90 3.55 0.00 8.00 1.66 1.34 0.08 28.80 3.90 3.55 0.00 8.40 1.84 1.51 0.03 29.20 3.90 3.55 0.00 I 8.80 1.97 1.64 0.03 29.60 3.90 3.55 0.00 9.20 2.08 1.75 0.02 30.00 3.90 3.55 0.00 9.60 2.17 1.84 0.02 30.40 3.90 3.55 0.00 I 10.00 2.25 1.92 0.02 30.80 3.90 3.55 0.00 10.40 2.33 1.99 0.02 31.20 3.90 3.55 0.00 10.80 2.40 2.06 0.02 31.60 3.90 3.55 0.00 11.20 2.47 2.13 0.02 32.00 3.90 3.55 0.00II 11.60 2.53 2.19 0.01 II 12.00 2.59 2.25 0.01 12.40 2.65 2.31 0.01 12.80 2.71 2.37 0.01 I 13.20 2.76 2.42 0.01 13.60 2.82 2.48 0.01 14.00 2.87 2.53 0.01 I 14.40 2.92 2.58 0.01 14.80 2.97 2.63 0.01 15.20 3.03 2.68 0.01 15.60 3.07 2.73 0.01 I 16.00 3.12 2.78 0.01 16.40 3.17 2.83 0.01 16.80 3.22 2.87 0.01 17.20 3.26 2.92 0.01 I 17.60 3.31 2.97 0.01 18.00 3.35 3.01 0.01 18.40 3.40 3.05 0.01 I 18.80 3.44 3.09 0.01 19.20 3.48 3.13 0.01 19.60 3.52 3.17 0.01 20.00 3.56 3.21 0.01 20.40 3.60 3.25 0.01 I I I Post Development Model Prepared by DCI Engineers Type IA 24-hr 25-Year Rainfall=3.90" Printed 6/11/2018 HydroCAD® 10.00-22 s/n 09306 ©2018 HydroCAD Software Solutions LLC Pape 39 ISummary for Pond 4P: Planters A - E Model of Vegetated Filtration Basin (Planter)with 12" storage, 6" freeboard, and 2.0 in/hr filtration rate through topsoil mix. Inflow Area = 14,573 sf, 93.95% Impervious, Inflow Depth = 3.55" for 25-Year event I Inflow _ 0.31 cfs @ 7.86 hrs, Volume= 4,314 cf Outflow 0.11 cfs @ 8.78 hrs, Volume= 4,314 cf, Atten= 66%, Lag= 55.4 min Primary = 0.11 cfs @ 8.78 hrs, Volume= 4,314 cf 1 Routing by Stor-Ind method, Time Span= 0.00-32.00 hrs, dt= 0.02 hrs Peak Elev= 241.07'@ 8.78 hrs Surf.Area= 882 sf Storage= 947 cf I Plug-Flow detention time=219.5 min calculated for 4,314 cf(100% of inflow) Center-of-Mass det. time=219.4 min ( 890.4 -671.0 ) I Volume #1 Invert Avail.Storage Storage Description 240.00' 1,323 cf Swale 1.0'H Planter(Prismatic..fisted below(Recalc) I Elevation Surf.Area Inc.Store Cum.Store (feet) (sq ft) (cubic-feet) (cubic-feet) 240.00 882 0 0 I241.50 882 1,323 1,323 Device Routing Invert Outlet Devices #1 Primary 240.00' 2.000 in/hr Filtration Through Topsoil over Surface area 1 Phase-In= 0.02' #2 Primary 241.00' 1.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) I Primary OutFlow Max=0.11 cfs @ 8.78 hrs HW=241.07' (Free Discharge) L1=Filtration Through Topsoil(Exfiltration Controls 0.04 cfs) 2=Sharp-Crested Rectangular Weir(Weir Controls 0.06 cfs @ 0.89 fps) I I Planters modeled as one planter for simplicity. Surface elevation of 240.00 was used. Overflow starts at 241.00. Top of walls = 241.50. 1 I I 1 Post Development Model Type IA 24-hr 25-Year Rainfall=3.90" Prepared by DCI Engineers Printed 6/11/2018 HydroCAD® 10.00-22 s/n 09306 ©2018 HydroCAD Software Solutions LLC Page 40 Pond 4P: Planters A - E r Hydrograph _'Inflow I 0.34' I oat as I 0 Primary 0.32= Inflow Area=14,573 sf 0.28= Peak EIev=241 .07' 0.26= 0.24= Storage=947 cf 0.22: I 0.18 0 0.147: 0.12= 0.11 cfs 0.04; Min 0.020 �./��..7/ 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 Time (hours) I Pond 4P: Planters A - E Stage-Discharge ' '''''�''' El Primary AirAiradrAir Air , Sharp-Crested Rectangular Weir 111 241 o 0 w 0 0 Filtration Through Topsoil 240/ 111 0 1 Discharge (cfs) 1 I I Post Development Model Prepared by DCI Engineers Type /A 24-hr 25-Year Rainfall=3.90" Printed 6/11/2018 HydroCAD® 10.00-22 s/n 09306 ©2018 HydroCAD Software Solutions LLC Page 41 IPond 4P: Planters A - E Stage-Area-Storage I Surface/Horizontal/Wetted Area(sq-ft) 0 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750 800 850 3 Surface a . f . { • S f f • i 3 " ❑Storage 0 1 / 0 I 241 I 0.ii I wz w I I -.Swale 1.0'H Planter — 240 0 100 200 300 400 500 600 700 800 900 1,000 1,100 1,200 1,300 IStorage(cubic-feet) I I I I I I I I I I Post Development Model Type IA 24-hr 25-Year Rainfall=3.90" Prepared by DCI Engineers Printed 6/11/2018 111 HydroCAD® 10.00-22 s/n 09306 ©2018 HydroCAD Software Solutions LLC Page 42 Hydrograph for Pond 4P: Planters A - E I Time Inflow Storage Elevation Primary (hours) (cfs) (cubic-feet) (feet) (cfs) 111 0.00 0.00 0 240.00 0.00 1.00 0.00 0 240.00 0.00 2.00 0.02 8 240.01 0.02 3.00 0.03 12 240.01 0.03 4.00 0.04 19 240.02 0.04 5.00 0.05 35 240.04 0.04 6.00 0.07 95 240.11 0.04 7.00 0.08 216 240.25 0.04 8.00 0.29 727 240.82 0.04 9.00 0.09 943 241.07 0.10 10.00 0.07 921 241.04 0.07 , 11.00 0.06 911 241.03 0.06 12.00 0.05 900 241.02 0.05 13.00 0.05 896 241.02 0.05 14.00 0.04 892 241.01 0.05 15.00 0.04 889 241.01 0.04 16.00 0.04 885 241.00 0.04 17.00 0.04 880 241.00 0.04 18.00 0.04 868 240.98 0.04 19.00 0.03 849 240.96 0.04 20.00 0.03 823 240.93 0.04 21.00 0.03 790 240.90 0.04 ' 22.00 0.03 750 240.85 0.04 23.00 0.03 703 240.80 0.04 24.00 0.02 649 240.74 0.04 25.00 0.00 509 240.58 0.04 26.00 0.00 362 240.41 0.04 27.00 0.00 215 240.24 0.04 28.00 0.00 68 240.08 0.04 I 29.00 0.00 0 240.00 0.00 30.00 0.00 0 240.00 0.00 31.00 0.00 0 240.00 0.00 32.00 0.00 0 240.00 0.00 I I 1 I I I I Post Development Model Prepared by DCI Engineers Type IA 24-hr 25-Year Rainfall=3.90" Printed 6/11/2018 HydroCAD® 10.00-22 s/n 09306 ©2018 HydroCAD Software Solutions LLC Page 43 IStage-Discharge for Pond 4P: Planters A - E Elevation Primary Elevation Primary Elevation Primary I (feet) (cfs) (feet) (cfs) (feet) (cfs) 240.00 0.00 240.52 0.04 241.04 0.07 240.01 0.02 240.53 0.04 241.05 0.08 I 240.02 0.04 240.54 0.04 241.06 0.09 0.10 240.03 0.04 240.55 0.04 241.07 240.04 0.04 240.56 0.04 241.08 0.11 240.05 0.04 240.57 0.04 241.09 0.13 I 240.06 0.04 240.58 0.04 241.10 0.14 240.07 0.04 240.59 0.04 241.11 0.16 240.08 0.04 240.60 0.04 241.12 0.17 240.09 0.04 240.61 0.04 241.13 0.19 I 240.10 0.04 240.62 0.04 241.14 0.21 240.11 0.04 240.63 0.04 241.15 0.23 240.12 0.04 240.64 0.04 241.16 0.24 1 240.13 0.04 240.65 0.04 241.17 0.26 0.28 240.14 0.04 240.66 0.04 241.18 240.15 0.04 240.67 0.04 241.19 0.30 240.16 0.04 240.68 0.04 241.20 0.32 I 240.17 0.04 240.69 0.04 241.21 0.34 240.18 0.04 240.70 0.04 241.22 0.36 240.19 0.04 240.71 0.04 241.23 0.38 240.20 0.04 240.72 0.04 241.24 0.41 I 240.21 0.04 240.73 0.04 241.25 0.43 240.22 0.04 240.74 0.04 241.26 0.45 240.23 0.04 240.75 0.04 241.27 0.47 I 240.24 0.04 240.76 0.04 241.28 0.50 0.52 240.25 0.04 240.77 0.04 241.29 240.26 0.04 240.78 0.04 241.30 0.55 240.27 0.04 240.79 0.04 241.31 0.57 240.28 0.04 240.80 0.04 241.32 0.59 240.29 0.04 240.81 0.04 241.33 0.62 240.30 0.04 240.82 0.04 241.34 0.65 240.31 0.04 240.83 0.04 241.35 0.67 , I 240.32 0.04 240.84 0.04 241.36 0.70 240.33 0.04 240.85 0.04 241.37 0.72 240.34 0.04 240.86 0.04 241.38 0.75 240.35 0.04 240.87 0.04 241.39 0.78 I 240.36 0.04 240.88 0.04 241.40 0.80 240.37 0.04 240.89 0.04 241.41 0.83 240.38 0.04 240.90 0.04 241.42 0.86 I 240.39 0.04 240.91 0.04 241.43 0.88 240.40 0.04 240.92 0.04 241.44 0.91 240.41 0.04 240.93 0.04 241.45 0.94 240.42 0.04 240.94 0.04 241.46 0.97 I 240.43 0.04 240.95 0.04 241.47 1.00 240.44 0.04 240.96 0.04 241.48 1.02 240.45 0.04 240.97 0.04 241.49 1.05 240.46 0.04 240.98 0.04 241.50 1.08 I 240.47 0.04 240.99 0.04 240.48 0.04 241.00 0.04 240.49 0.04 241.01 0.04 I 240.50 0.04 241.02 0.05 240.51 0.04 241.03 0.06 I I Post Development Model Type IA 24-hr 25-Year Rainfall=3.90" Prepared by DCI Engineers Printed 6/11/2018 HydroCAD® 10.00-22 s/n 09306 ©2018 HydroCAD Software Solutions LLC Page 44 Stage-Area-Storage for Pond 4P: Planters A - E 1 Elevation Surface Storage Elevation Surface Storage (feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet) 240.00 882 0 241.04 882 917 240.02 882 18 241.06 882 935 240.04 882 35 241.08 882 953 240.06 882 53 241.10 882 970111 240.08 882 71 241.12 882 988 240.10 882 88 241.14 882 1,005 240.12 882 106 241.16 882 1,023 240.14 882 123 241.18 882 1,041 240.16 882 141 241.20 882 1,058 240.18 882 159 241.22 882 1,076 240.20 882 176 241.24 882 1,094 240.22 882 194 241.26 882 1,111 240.24 882 212 241.28 882 1,129 240.26 882 229 241.30 882 1,147 240.28 882 247 241.32 882 1,164 240.30 882 265 241.34 882 1,182 240.32 882 282 241.36 882 1,200 240.34 882 300 241.38 882 1,217 240.36 882 318 241.40 882 1,235 240.38 882 335 241.42 882 1,252 240.40 882 353 241.44 882 1,270 240.42 882 370 241.46 882 1,288 240.44 882 388 241.48 882 1,305 240.46 882 406 241.50 882 1,323 240.48 882 423 240.50 882 441 240.52 882 459 240.54 882 476 240.56 882 494 240.58 882 512 240.60 882 529 240.62 882 547 240.64 882 564 240.66 882 582 240.68 882 600 240.70 882 617 240.72 882 635 240.74 882 653 240.76 882 670 240.78 882 688 240.80 882 706 240.82 882 723 240.84 882 741 240.86 882 759 240.88 882 776 240.90 882 794 240.92 882 811 240.94 882 829 240.96 882 847 240.98 882 864 241.00 882 882 241.02 882 900 I I I Post Development Model Prepared by DCI Engineers Type IA 24-hr 25-Year Rainfall=3.90" Printed 6/11/2018 HydroCAD® 10.00-22 s/n 09306 ©2018 HydroCAD Software Solutions LLC Page 45 ISummary for Subcatchment 5S: Post Dev Filtered Paved Areas routed to Filtered Catch Basins I Runoff = 0.21 cfs @ 7.88 hrs, Volume= 2,861 cf, Depth= 3.12" I Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-32.00 hrs, dt= 0.02 hrs Type IA 24-hr 25-Year Rainfall=3.90" I Area (sf) CN Description 1,600 98 Paved parking, HSG C 2,531 98 Paved parking, HSG C I 4,345 98 Paved parking, HSG C 2,518 74 >75% Grass cover, Good, HSG C 10,994 93 Weighted Average 2,518 22.90% Pervious Area 1 8,476 77.10% Impervious Area Tc Length Slope Velocity Capacity Description I (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, ISubcatchment 5S: Post Dev Filtered Hydrograph Z. 0.23 0 Runoff 0.22y 0.21 1. cfs 0.2- Type IA 24-hr • I0:;8- % 25-Year Rainfall=3.90" 0.17 0 o.,s, 0 Runoff Area=10,994 sf 0.15= 0.14: Runoff Volume=2,861 cf Ti. 0.13- 0.12: Runoff Depth=3.12" 0.11= I Dog_ / Tc=5.0 min 0.08- /./ CN 93 0.06' 0.03 I 0.02 / ' 0.01 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 Time (hours) I I I I Post Development Model Type IA 24-hr 25-Year Rainfall=3.90" Prepared by DCI Engineers Printed 6/11/2018 HydroCAD® 10.00-22 s/n 09306 ©2018 HydroCAD Software Solutions LLC Page 46 Hydrograph for Subcatchment 5S: Post Dev Filtered I Time Precip. Excess Runoff Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs) 0.00 0.00 0.00 0.00 20.80 3.64 2.87 0.02 0.40 0.03 0.00 0.00 21.20 3.67 2.90 0.02 0.80 0.06 0.00 0.00 21.60 3.71 2.94 0.02 1.20 0.10 0.00 0.00 22.00 3.74 2.97 0.02 1.60 0.15 0.00 0.00 22.40 3.78 3.00 0.02 2.00 0.20 0.00 0.00 22.80 3.81 3.03 0.02 2.40 0.24 0.01 0.01 23.20 3.84 3.06 0.02 2.80 0.29 0.02 0.01 23.60 3.87 3.09 0.02 3.20 0.34 0.04 0.01 24.00 3.90 3.12 0.02 3.60 0.40 0.06 0.01 24.40 3.90 3.12 0.00 4.00 0.45 0.09 0.02 24.80 3.90 3.12 0.00 4.40 0.51 0.12 0.02 25.20 3.90 3.12 0.00 4.80 0.57 0.15 0.02 25.60 3.90 3.12 0.00 5.20 0.64 0.20 0.03 26.00 3.90 3.12 0.00 5.60 0.72 0.25 0.03 26.40 3.90 3.12 0.00 6.00 0.80 0.30 0.04 26.80 3.90 3.12 0.00 6.40 0.90 0.37 0.05 27.20 3.90 3.12 0.00 6.80 0.99 0.45 0.05 27.60 3.90 3.12 0.00 7.20 1.10 0.53 0.06 28.00 3.90 3.12 0.00 7.60 1.29 0.69 0.15 28.40 3.90 3.12 0.00 8.00 1.66 1.01 0.20 28.80 3.90 3.12 0.00 8.40 1.84 1.17 0.09 29.20 3.90 3.12 0.00 8.80 1.97 1.29 0.07 29.60 3.90 3.12 0.00 9.20 2.08 1.39 0.06 30.00 3.90 3.12 0.00 9.60 2.17 1.47 0.05 30.40 3.90 3.12 0.00 10.00 2.25 1.55 0.05 30.80 3.90 3.12 0.00 10.40 2.33 1.62 0.04 31.20 3.90 3.12 0.00 10.80 2.40 1.68 0.04 31.60 3.90 3.12 0.00 11.20 2.47 1.75 0.04 32.00 3.90 3.12 0.00 11.60 2.53 1.81 0.04 12.00 2.59 1.86 0.04 12.40 2.65 1.92 0.04 12.80 2.71 1.97 0.03 13.20 2.76 2.03 0.03 13.60 2.82 2.08 0.03 14.00 2.87 2.13 0.03 14.40 2.92 2.18 0.03 14.80 2.97 2.23 0.03 15.20 3.03 2.28 0.03 15.60 3.07 2.33 0.03 16.00 3.12 2.37 0.03 16.40 3.17 2.42 0.03 16.80 3.22 2.46 0.03 17.20 3.26 2.51 0.03 17.60 3.31 2.55 0.03 18.00 3.35 2.59 0.03 18.40 3.40 2.63 0.03 18.80 3.44 2.68 0.03 19.20 3.48 2.72 0.03 19.60 3.52 2.75 0.02 20.00 3.56 2.79 0.02 20.40 3.60 2.83 0.02 I Post Development Model Type IA 24-hr 25-Year Rainfall=3.90" I Prepared by DCI Engineers • Printed 6/11/2018 HydroCAD® 10.00-22 s/n 09306 ©2018 HydroCAD Software Solutions LLC Page 47 ISummary for Link 6L: Discharge Point Discharge Point- Combined flows from Filtration Planters A- E and filtered catch basins. IInflow Area = 25,567 sf, 86.70% Impervious, Inflow Depth = 3.37" for 25-Year event Inflow = 0.25 cfs @ 7.88 hrs, Volume= 7,174 cf Primary = 0.25 cfs @ 7.88 hrs, Volume= 7,174 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-32.00 hrs, dt= 0.02 hrs ILink 6L: Discharge Point Hydrograph I / 0 Inflow I o.25.cfs ❑Primary 0.26 '0.25cfs ` Inflow Area=25,567 sf I 0.24 0.22- 0.2- 1 0.18- 1,7 0.16- V I 442 3 0.14- LL 0.12! I0.08- // ,// ///��////r//�%�/wiRr✓ 0.062 ,dx,e7;' ,a I0.04: , ' 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 ITime (hours) I 1 I I I I Post Development Model Type IA 24-hr 25-Year Rainfall=3.90" Prepared by DCI Engineers Printed 6/11/2018 HydroCAD® 10.00-22 s/n 09306 ©2018 HydroCAD Software Solutions LLC Page 48 Hydrograph for Link 6L: Discharge Point I Time Inflow Elevation Primary Time Inflow Elevation Primary (hours) (cfs) (feet) (cfs) (hours) (cfs) (feet) (cfs) 0.00 0.00 0.00 0.00 20.80 0.06 0.00 0.06 0.40 0.00 0.00 0.00 21.20 0.06 0.00 0.06 0.80 0.00 0.00 0.00 21.60 0.06 0.00 0.06 I 1.20 0.00 0.00 0.00 22.00 0.06 0.00 0.06 1.60 0.01 0.00 0.01 22.40 0.06 0.00 0.06 2.00 0.02 0.00 0.02 22.80 0.06 0.00 0.06 2.40 0.03 0.00 0.03 23.20 0.06 0.00 0.06 2.80 0.04 0.00 0.04 23.60 0.06 0.00 0.06 3.20 0.04 0.00 0.04 24.00 0.06 0.00 0.06 3.60 0.05 0.00 0.05 24.40 0.04 0.00 0.04 4.00 0.05 0.00 0.05 24.80 0.04 0.00 0.04 4.40 0.06 0.00 0.06 25.20 0.04 0.00 0.04 4.80 0.06 0.00 0.06 25.60 0.04 0.00 0.04 5.20 0.07 0.00 0.07 26.00 0.04 0.00 0.04 5.60 0.07 0.00 0.07 26.40 0.04 0.00 0.04 6.00 0.08 0.00 0.08 26.80 0.04 0.00 0.04 6.40 0.09 0.00 0.09 27.20 0.04 0.00 0.04 6.80 0.09 0.00 0.09 27.60 0.04 0.00 0.04 7.20 0.10 0.00 0.10 28.00 0.04 0.00 0.04 7.60 0.20 0.00 0.20 28.40 0.03 0.00 0.03 8.00 0.24 0.00 0.24 28.80 0.00 0.00 0.00 8.40 0.16 0.00 0.16 29.20 0.00 0.00 0.00 ' 8.80 0.18 0.00 0.18 29.60 0.00 0.00 0.00 9.20 0.15 0.00 0.15 30.00 0.00 0.00 0.00 9.60 0.13 0.00 0.13 30.40 0.00 0.00 0.00 I 10.00 0.12 0.00 0.12 30.80 0.00 0.00 0.00 10.40 0.11 0.00 0.11 31.20 0.00 0.00 0.00 10.80 0.10 0.00 0.10 31.60 0.00 0.00 0.00 11.20 0.10 0.00 0.10 32.00 0.00 0.00 0.00 I 11.60 0.09 0.00 0.09 12.00 0.09 GAO 0.09 12.40 0.09 0.00 0.09 12.80 0.08 0.00 0.08 I 13.20 0.08 0.00 0.08 13.60 0.08 0.00 0.08 14.00 0.08 0.00 0.08 14.40 0.08 0.00 0.08 14.80 0.07 0.00 0.07 15.20 0.07 0.00 0.07 15.60 0.07 0.00 0.07 16.00 0.07 0.00 0.07 16.40 0.07 0.00 0.07 16.80 0.07 0.00 0.07 17.20 0.07 0.00 0.07III 17.60 0.07 0.00 0.07 18.00 0.07 0.00 0.07 18.40 0.07 0.00 0.07 I 18.80 0.07 0.00 0.07 19.20 0.07 0.00 0.07 19.60 0.07 0.00 0.07 20.00 0.06 0.00 0.06 20.40 0.06 0.00 0.06 I After Recording Return to: Clean Water Services I 2550 SW Hillsboro Hwy. Hillsboro,OR 97123 I I I IPRIVATE STORMWATER FACILITIES AGREEMENT IThis Agreement is made and entered into this day of 20 ,by and between Clean Water Services (District)and (Owner)whose address is IRECITALS A. Owner has developed or will develop the Facilities listed below. (List the type of private stormwater facilities on site and the quantity of each type). IFacility type(list each) Flow Through Planters Quantity Multiple Cells BayFilter Catch Basin Two, Single Cartridge Standard Catch Basins Three 1 B. The Facilities enable development of property while mitigating the impacts of additional surface water and pollutants associated with stormwater runoff prior to discharge from the property to the public stormwater system.The consideration for this Agreement is connection to the public stormwater system. IC. The property benefited by the Facilities and subject to the obligation of this Agreement is described below or in Exhibit A(Property)attached hereto and incorporated by reference. I11740 SW 72nd Avenue, Tigard, Oregon 97223 1 1 D. The Facilities are designed by a registered professional engineer to accommodate the anticipated volume of runoff Iand to detain and treat runoff in accordance with District's Design and Construction Standards. E. Failure to inspect and maintain the Facilities can result in an unacceptable impact to the public stormwater system. I IPage 1 of 3—Private Stormwater Facility Agreement 78 Private Water Quality Facility Management Program Inspection Guide C1eanWate_ Services I NOW,THEREFORE, it is agreed by and between the parties as follows: 1. OWNER INSPECTIONS District shall provide Owner an Operations and Maintenance Plan(O&M Plan)for 1 each Facility. Owner agrees to operate, inspect and maintain each Facility in accordance with the current O&M Plan and any subsequent modifications to the Plan. Owner shall maintain a log of inspection activities. The log shall be available to District upon request or during District inspections. I 2. DEFICIENCIES All aspects in which the Facilities fail to satisfy the O&M Plan shall be noted as "Deficiencies". 3. OWNER CORRECTIONS All Deficiencies shall be corrected at Owner's expense within thirty(30)days after completion of the inspection. If more than 30 days is reasonably needed to correct a Deficiency,Owner shall have a reasonable period to correct the Deficiency so long as the correction is commenced within the 30-day period and is diligently prosecuted to completion. 4. DISTRICT INSPECTIONS Owner grants District the right to inspect the Facilities. District will endeavor to give ten(10)days prior written notice to Owner,except that no notice shall be required in case of an emergency. District shall determine whether Deficiencies need to be corrected. Owner(at the address provided in this Agreement, or such other address as Owner may designate in writing to District)will be notified in writing through the US Mail of the Deficiencies and shall make corrections within 30 days of the date of the notice. 5. DISTRICT CORRECTIONS If correction of all Owner or District identified Deficiencies is not completed within thirty(30)days after Owner's inspection or District notice,District shall have the right to have any Deficiencies corrected. District(i)shall have access to the Facilities for the purpose of correcting such Deficiencies and(ii)shall bill Owner for all costs reasonably incurred by District for work performed to correct the Deficiencies(District Correction Costs) following Owner's failure to correct any Deficiencies in the Facilities. Owner shall pay District the District Correction Costs within thirty(30)days of the date of the invoice.Owner understands and agrees that upon non-payment,District Correction Costs shall be secured by a lien on the Property for the District Correction Cost amount plus interest and penalties. 6. EMERGENCY MEASURES If at any time District reasonably determines that the Facilities create any imminent threat to public health, safety or welfare, District may immediately and without prior notice to Owner take measures reasonably designed to remedy the threat. District shall provide notice of the threat and the measures taken to Owner as soon as reasonably practicable,and charge Owner for the cost of these corrective measures. 7. FORCE AND EFFECT This Agreement has the same force and effect as any deed covenant running with the land and shall benefit and bind all owners of the Property present and future, and their heirs, successors and assigns. 8. AMENDMENTS The terms of this Agreement may be amended only by mutual agreement of the parties.Any amendments shall be in writing,shall refer specifically to this Agreement,and shall be valid only when executed by the owners of the Property,District and recorded in the Official Records of the county where the Property is located. 9. PREVAILING PARTY In any action brought by either party to enforce the terms of this Agreement,the prevailing party shall be entitled to recover all costs,including reasonable attorney's fees as may be determined by the court having jurisdiction, including any appeal. 10. SEVERABILITY The invalidity of any section,clause,sentence,or provision of this Agreement shall not affect ' the validity of any other part of this Agreement,which can be given effect without such invalid part or parts. I Page 2 of 3—Private Stormwater Facility Agreement 1 CleanW ter Services Private Water Quality Facility Management Program Inspection Guide 79 IN WITNESS WHEREOF,Owner and District have signed this Agreement. NOTARIZE DOCUMENT BELOW INDIVIDUAL OWNERS SIGN BELOW CORPORATE, LLC, PARTNERSHIP,TRUST OR OTHER LEGAL ENTITY SIGN BELOW Owner(Individual) (Entity name) Owner(Individual) By: (Sign here for entity) Title: CLEAN WATER SERVICES APPROVED AS TO FORM By: General Manager or Designee District Counsel [Use this notary block if OWNER is an individual.] STATE OF ) ICounty of ) This instrument was acknowledged before me this day of , 20 , by Notary Public [Use this notary block if OWNER is an entity.] STATE OF ) 1 County of ) This instrument was acknowledged before me on (date) Iby (name of person) as (title) of (name of entity). Notary Public Page 3 of 3-Private Stormwater Facility Agreement 80 Private Water Quality Facility Management Program Inspection Guide CteanWateServices M N — - - UN NE N M 1 e - - - i 1 MI EN NM o ro Flow-Through Planter Operation and Maintenance Plan Annual inspections are required. It is recommended that the facility is inspected on a monthly basis to ensure proper function.The plan below describes inspection and maintenance activities, and may be used as an inspection log. Contact the design engineer, Clean Water Services or City representative for more information. Identified Problem Condition to Check for Maintenance Activity Maintenance Timing V Task Complete Comments Sediment Accumulation in Sediment depth exceeds 3 inches Remove sediment from treatment Treatment Area area.Ensure planter is level from side to side and drains freely toward SUMMER FALL outlet;no standing water within 24 hours after any major storm(1-inch in Ideally in dry season 24 hours) Erosion Erosion or channelization that impacts Repair eroded areas and stabilized or effects the function of the facility or using proper erosion control mea-cai r creates a safety concern sures Establish appropriate vegetation FALL WINTER SPRING as needed Inspect after major storm y (1 inch in 24 hours) U) CD Standing Water Standing water in the planter between Remove sediment or trash blockages. storms that does not drain freely. Grade out areas of mounding and a Water should drain after 24 hours of improve end to end grade so there is 'R dry weather. no standing water. WINTER SPRING 3 N ra Flow Not Distributed Flow unevenly distributed through Level the spreader and clean so 6 Evenly planter width due to uneven or that flows spread evenly over entire clogged flow spreader planter width WINTER SPRING IZ rp Obstructed Inlet/Outlet Material such as vegetation,sediment, Remove blockages from facility trash is blocking more than 10%of the inlet/outlet pipe WINTER SPRING Inspect after major storm (1-inch in 24 hours) Flow-Through Planter Operation and Maintenance Plan (continued) Annual inspections are required. It is recommended that the facility is inspected on a monthly basis to ensure proper function.The plan below describes inspection and maintenance activities, and may be used as an inspection log. Contact the design engineer, Clean Water Services or City representative for more information. Identified Problem Condition to Check for Maintenance Activity Maintenance Timing V Task Complete Comments co Poor Vegetation Coverage 80% survival of approved vegetation Determine cause of poor growth and and no bare areas large enough to correct the condition;replant with co affect function of facility. plugs or containerized plants per ap- proved plans and applicable standards Ideal time to plant is spring and at time of construction.Remove ex- fall seasons cessive weeds and all invasive plants. rr Invasive Vegetation as Invasive vegetation found in facility. Remove excessive weeds and all outlined in Appendix A Examples include:Himalayan Blackber- invasive plants.Attempt to control Ty;Reed Canary Grass;Teasel, even if complete eradication is not SPRING SUMMER FALL English Ivy,Nightshade,Clematis, feasible.Refer to Clean Water Services Cattail,Thistle Integrated Pest Management Plan for LO appropriate control methods,includ- ing proper use of chemical treatment. ro ro Excessive Vegetation Vegetation grows so tall it competes Prune over-hanging limbs,if possible; with or shades approved emergent remove brushy vegetation as needed. SPRING wetland grass/shrubs; interferes with Prune emergent wetland grass/shrubs Ideal time to prune emergent access or becomes a fire danger that have become overgrown. wetland grass is spring CD Vector Control Evidence of rodents or water flowing Repair damage to facility. Remove As Needed through facility via rodent holes.Harm- harmful insects,call professional if ful insects such as wasps or hornets needed.Refer to Clean Water Services present Integrated Pest Management Plan for management options. 5. 1111111 1111 11111 EN N i r — n - - - NM MI I 11111 NMI E — N — — — — MI MN NS — EN EN 1 NS NM r Flow-Through Planter Operation and Maintenance Plan (continued) Annual inspections are required. It is recommended that the facility is inspected on a monthly basis to ensure proper function.The plan below describes inspection and maintenance activities, and may be used as an inspection log. Contact the design engineer, Clean Water Services or City representative for more information. 6. Identified Problem Condition to Check for Maintenance Activity Maintenance Timing V Task Complete Comments Trash and Debris Visual evidence of trash,debris or Remove and dispose of trash and debris ki * dumping. from facility. Dispose of properly SPRING SUMMER FALL WINTER Cll fo Contamination and Evidence of oil,gasoline,contaminants, If contaminants or pollutants present, ro Pollution or other pollutants. Look for sheens, coordinate removal/cleanup with local odor or signs of contamination. jurisdiction. SPRING SUMMER FALL WINTER T LL ° Outlet Structure Damaged Grate or overflow structure is missing Repair or replace outlet structure. As Needed or only partially in place and may have missing or broken grate members. uo roro 7 3 co co G1 Q rn co Catch Basin Operation and Maintenance Plan Annual inspections are required.The plan below describes maintenance and inspection activities and may be used as an inspection log. Contact the design engineer, Clean Water Services or City representative for more information. Identified Problem Condition to Check for Maintenance Activity Inspection Frequency ✓Task Complete Comments Vermin and Odors Dead animals or vegetation is Remove dead animals or vegetation Annually or as needed ro observed in catchbasin. that is generating odors or dangerous ? gases(e.g., methane). Dispose of properly a, Contamination and Evidence of oil,gasoline,contaminants, Determine source(s)of contaminant Monthly from November Pollution or other pollutants and coordinate removal/cleanup with through May v local water quality response agency Basin Settlement or Failure of basin has created a safety, Replace or repair basin to design Annually Required a, Misalignment function,or design problem standards Lc i) rD Vegetation,trash or Vegetation or other debris is blocking Remove material that is blocking Annually or as needed �. other debris blocking basin more than 20%of the basin opening basin opening and dispose of properly a opening iy Inlet/Outlet pipe blockage Sediment,trash or vegetation blocking If material is blocking more than 1/3 Annually or as needed N or damaged inlet or outlet pipe.Vegetation in inlet/ of its capacity clear blockage.Remove outlet pipe joints causing separation vegetation in the pipe joints if large o enough to cause damage c) Q Grate damaged,missing or Grate is missing or only partially in Ensure grate is in place and meets Annually or as needed rD not in place place; may have missing or broken design standards.Any open structure grate members needs maintenance; replace grate if missing Catch Basin Cover Catch basin cover is missing or only Repair or replace cover. Any open Annually or as needed (manhole cover) not in partially in place catch basin requires maintenance n place immediately w Catch Basin Cover difficult One maintenance person cannot Determine if cover is rusted/seized or Annually or as needed "4v to Remove remove lid using normal lifting pressure; damaged. Repair lid to allow access difficult to access for maintenance NM OM R ME NM MN MO MN — MN r I NM NM MN NM NM MI iiii N - - i 1 NM - - NM — ! — NE 1 N E EN I — Catch Basin Operation and Maintenance Plan (continued) Annual inspections are required.The plan below describes maintenance and inspection activities and may be used as an inspection log. Contact the design engineer, Clean Water Services or City representative for more information. Identified Problem Condition to Check for Maintenance Activity Inspection Frequency V Task Complete Comments Structure damage to frame Frame not sitting flush on top slab Repair frame so that it is firmly attached Annually Required or top slab (more than 3/4 inch between frame and and sits flush on top of slab. If holes top slab);frame not securely attached. are large enough to allow material to -O Cracks or holes present. enter basin repair is needed Ladder Rungs Unsafe Ladder is unsafe(missing rungs, not Ladder meets design standards and Annually Required securely attached,misalignment,rust, allows safe access for maintenance cracks,sharp edges,etc.) person Fracture or cracks in Basin Grout fill separated or cracked wider Basin replaced or repaired to design Annually Required Walls and Bottom than 1h inch and longer than 1 foot standards.Maintenance person at the joint of any inlet/outlet pipe; should determine if the structure is evidence of soil entering through cracks unsound v Trash&Debris/Sediment Trash,debris or sediment in the basin Remove material from sump.Attempt Monthly.Inspect after any in sump exceeds 50%of the sump depth from to determine where source of material major storm(1 inch in 24 ro the bottom of basin to invert of the is coming from to reduce future input hours).Annually Required -a lowest pipe into or out of the basin into sump 3 p m CD r-r rn BAYSAVER TECH NOLOGIEW ION:1)150 I BAYFILTERTM INSPECTION AND MAINTENANCE MANUAL , ar: • The BayFilter system requires periodic maintenance '� .,_ ,, Ito continue operating at the design efficiency. The �, maintenance process is comprised of the removal �._ '� 4. maintenancein and replacement of each BayFilter cartridge, I vertical drain down module; and the cleaning of the vault or manhole with a vacuum truck. BayFilter System Cleanout I The maintenance cycle of the BayFilter system will be driven mostly by the actual solids load on the filter. The system should be periodically ' monitored to be certain it is operating correctly. Since stormwater solids loads can be variable, ass.. ', f'' trash�s "_ , ; ` it is possible that the maintenance cycle could , 3 i I Ibe more or less than the projected duration. BayFilter systems in volume-based applications _� g, I are designed to treat the WQv in 24 to 48 hours �: initially. Late in the operational cycle of the BayFilter, the flow rate will diminish as a result of occlusion. ' When the drain down exceeds the regulated Vactor Truck Maintenance standard, maintenance should be performed. IWhen a BayFilter system is first installed, it is recommended that it be inspected every six (6) months. When the filter system exhibits flows below ; ,, design levels the system should be maintained. Filter °. cartridge replacement should also be considered when sediment levels are at or above the level of 1 the manifold system. Please contact the BaySaver \ i Technologies Engineering Department for maintenance 4,, Icycle estimations or assistance at 1.800.229.7283. Jet Vectoring Through Access Hatch n THE MOST ADVANCED NAME IN WATER MANAGEMENT SOLUTIONS" BAYSAVER TECHNOLOGIES* ittiFix• I Maintenance Procedures 1. Contact BaySaver Technologies for replacement filter I cartridge pricing and availability at 1-800-229-7283. 1 2. Remove the manhole covers and open all access hatches. , ' Ilk � \ 3. Before entering the system make sure the air ', is safe per OSHA Standards or use a breathing �� :--'% ,00.4 I apparatus. Use low 02, high CO, or other applicable warning devices per regulatory requirements. I Manifold Tee View of a Cleaned System 4. Using a vacuum truck remove any liquid and sediments that can be removed prior to entry. I 5. Remove the hold down bars. Using a small lift or the boom of the vacuum truck, remove used cartridges by lifting them out. I 6. Any cartridges that cannot be readily lifted can be easily slid along the floor to a location ; `� they can be lifted via a boom lift. + , 4 II 7. When all the cartridges have been removed, it is � ' now practical to remove the balance of the solids i and water. Loosen the stainless clamps on the � ,; Fernco couplings for the manifold and remove the drain pipes as well. Carefully cap the manifold and the Ferncos and rinse the floor, washing away the balance of any remaining collected solids. Cartridge Hoist Point i 8. Clean the manifold pipes, inspect, and reinstall. 9. Install the exchange cartridges, reinstall the I hold down bars and close all covers. 10.The used cartridges may be sent back to BaySaver Technologies for recycling. For more information please see the BaySaver website at www.baysaver.com or contact 1-800-229-7283. THE MOST ADVANCED NAME IN WATER MANAGEMENT SOLUTIONS" Advanced Drainage Systems,Inc. 4640 Trueman Blvd.,Hilliard,OH 43026 1-800-821-6710 www.ads-pipe.com The ADS logo and the Green Stripe are registered trademarks of Advanced Drainage Systems,Inc. BaySaver5 and BayFilter'"are registered trademarks of BaySaver Technologies,LLC ©2018 Advanced Drainage Systems,Inc. #XXXXX 02/18 MH CleanWater Services Private Water Quality Inspection Log Attention: This inspection log is to remain on site and must be made available upon request by District or City employees. Property description: Site address: Inspection Date: Inspected by: Comments: Inspection Date: Inspected by: Comments: ' Inspection Date: Inspected by: Comments: Innropection Date: IJLCIted by: Comments: ' Inspection Date: Inspected by: Comments: ' Inspection Date: Inspected by: Comments: Inspection Date: Inspected by: Comments: ' 2550 SW Hillsboro Highway Hillsboro, Oregon 97123 Phone: (503)681-3600 Fax (503)681-3603 www CleanWaterServices org CleanWater ` Services