Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
SDP 2021-0003; RACEWAY INDUSTRIAL; PRELIMINARY HYDROMODIFICATION CALCULATIONS; 2021-09-24
• Thienes Engineering, Inc. CIVIL ENGINEERING• LAND SURVEYIN G PRELIMINARY HYDROMODIFICATION CALCULATIONS FOR RACEWAY INDUSTRIAL LIONSHEAD A VENUE AND MELROSE DRIVE CARLSBAD, CA PREPARED FOR W-H CARLSBAD OWNER IX L.P. 600WESTBROADWAY, SUITE 1150 SAN DIEGO, CA 92101 P. (858) 435-4018 JULY 12, 2021 REVISED SEPTEMBER 7, 2021 REVISED SEPTEMBER 24, 2021 JOB NO. 3911 PREPARED BY THIENES ENGINEERING 14349 FIRESTONE BLVD. LA MIRADA, CALIFORNIA 90638 P. (714) 521-4811 FAX (714) 521-4173 ( ' Orr •,' r ' -~ 1 ._. / PRE.LIMINARY HYDROMODIFICATION CALCULATIONS FOR RACEWAY INDUSTRIAL PREPARED UNDER THE SUPERVISION OF .. 56155 EXP. 12/31/2022 INTRODUCTION A: PROJECT LOCATION The project site is located on the southerly side of Lionshead A venue between Melrose Drive and Eagle Drive in the city of Carlsbad. See following page for vicinity map. B: STUDY PURPOSE The purpose of this study is to prepare hydromodification calculations for the project site. C: PROJECT STAFF: Thienes Engineering staff involved in this study include: Reinhard Stenzel Brian Weil 6/20/2020 GoogleMaps Google Maps hllps://www.google.com/map!l/@33.1311194,-117.2413988, 17Z --~ ,...., ~--, f--=f•' -1 ,:~--}-:.-: 5. :&.,,--. --!I :;:::=~=::::;.;;;;;;~ -::: ~, ~ Map data @2020 Google 200 ft,__ _ __. 1/2 DISCUSSION The project site encompasses approximately 19.34 acres. Proposed improvements include one warehouse type building with approximately 249,000 square feet. There is a truck loading/unloading area located on the southerly side of the building. Vehicle parking is proposed on the westerly, northerly and easterly sides of the proposed building. There are existing sideslopes at the southerly and westerly portions of the site that will remain. There are two biofiltration areas at the northwesterly portion of the site and landscaping adjacent to Lionshead A venue and Eagle Drive. Master Plan Hydrology The project site is part of the Agua Hedionda Creek Watershed, Basin "B", per the City of Carlsbad Master Plan of Drainage. The site is within Plate C-4 of the Master Plan of Drainage Facilities map. However, this map does not show the existing storm drain facilities within the site and Lionshead A venue. See Appendix "A" for Master Plan of Drainage reference material. Existing Hydrology The project site is part of an existing larger commercial development known as the Carlsbad Raceway. The project site was previously studied by O'Day Consultants in a report titled "Hydrology and Hydraulic Study for Carlsbad Raceway", dated June 20, 2003. This study analyzed the project site as four separate lots assuming Industrial development for a l 00-year storm event. The peak flow rates from this study are the same peak flow rates found on the existing storm drain plans for Lionshead Avenue. See Appendix "A" for reference O'Day hydrology calculations and drainage map relative to the project site. Existing Storm Drains There is an existing storm drain system in Lionshead Avenue (Carlsbad Raceway, Lionshead Avenue, prepared by O'Day Consultants). The storm drain conveys runoff from the project site and areas tributary to the street from east to west, and daylights out to a natural drainage course on the northerly side of Lionshead Avenue. The storm drain varies in size from 42" to 54" and indicates 100-year peak flow rates. The plans also indicate a lateral for each of the four lots that comprise the area of the project site. See Appendix "A" for reference existing storm drain plans. Predeveloped Condition The project site is currently graded dirt lots with natural grasses and vegetation. Each lot is graded to a C.M.P. riser located near Lionshead A venue. The lots feature desilting areas around each riser and erosion control devices. Each riser conveys runoff to the previously mentioned storm drain laterals. Grading plans for each lot were also prepared by O'Day Consultants. There is an existing commercial development to the south of the project site. Grading plans prepared by O'Day Consultants show onsite storm drain systems that convey runoff from this development around the project site. Thus, there is no offsite runoff currently tributary to the project site. For the hydromodification analysis of the predeveloped condition, the project site has two land use types, Natural Vegetation -Flat and Urban -Steep. The Natural Vegetation -Flat land use is associated with the graded dirt lots and the Urban -Steep land use is associated with the irrigated slopes on the perimeter of the project site. The project site contains hydrologic soil types C and D. The lots are numbered 1 to 4 from west to east and hydrologic parameters for the hydromodification analysis are summarized below: .y o og1c Hdrl . P t arame ers-re eve ope on 110n P D l dC d"f Acreage Lot 1 Lot2 Lot 3 Lot4 Total C,NatVeg,Flat 2.23 3.00 2.31 3.75 11.29 D,NatVeg,Flat 1.93 0.96 0.10 0.00 2.99 C, Urban,Steep 0.28 0.22 0.56 0.77 1.83 D,Urban,Steep 1.93 1.30 0.00 0.00 3.23 Total 6.37 5.48 2.97 4.52 19.34 Mitigated Condition The mitigated condition development consists of one commercial/warehouse type building that will span the original four lots. Drainage boundaries interior to the project site will be altered in the mitigated condition due the site layout. The site layout will also alter the drainage areas to the existing points of connection to the storm drain in Lionshead A venue. Only the western point of connection will be utilized, the three existing easterly connections will not. For the hydromodification analysis of the mitigated condition, the project site has four land use types, Urban -Flat, Urban -Steep, Impervious -Flat, and Impervious -Steep. The project site contains hydrologic soil types C and D. The site is divided into eight subareas for the mitigated condition. The drainage characteristics of each subarea are summarized below: Mit 1 Runoff from the northerly portion of the building, in addition to the north and east parking areas, will be collected in curb and gutter to a proposed catch basin that is connected to the easterly biofiltration area. Mit 2 Runoff from the northwesterly portion of the building and the adjacent parking areas will drain to a proposed catch basin that is connected to the easterly biofiltration area. Mit3 Runoff that is directly tributary to the easterly biofiltration area. Discharge from the biofiltration area underdrain will enter the underground storage vault. Mit4 Runoff from the southerly portion of the building and the truck yard area will be intercepted by catch basins located in the truck yard area. A proposed onsite storm drain will convey this flow around the westerly side of the building towards the westerly biofiltration area. This storm drain has been oversized to store the water quality volume requirement that will be pumped to the westerly biofiltration area using a 0.20 cfs pump. When the water quality volume requirement is exceeded, storm flows discharge through a proposed storm drain set above the water quality volume requirement to the underground storage vault. Mit 5 Runoff that is directly tributary to the westerly biofiltration area. Discharge from the biofiltration area underdrain will enter the underground storage vault. Mit6 Runoff from the existing vegetated sideslopes at the southerly and westerly portions of the project site. All runoff from the sideslopes will be intercepted in a storm drain system, conveyed through the project site, and enter the underground storage vault. The underground storage vault has two 54" diameter riser outlet structures that discharge to the existing lateral for Lot 4 in Lionshead Avenue near Sta. 13+92.20. Mit 7 Runoff generated from the driveway to Lionshead A venue will flow to a catch basin that ultimately connects to the existing lateral for Lot 4 in Lionshead Avenue near Sta. 13+92.20. The location and elevation of the catch basin makes it infeasible to direct storm flows to the underground storage chamber. Mit 8 Runoff from areas adjacent to both Lionshead A venue and Eagle A venue that is tributary to both roads. Hydrologic parameters for the hydromodification analysis are summarized below: .y o og1c H dr 1 . P arameters -1t1gate dC d .. on 1t1on Acreage Mit 1 Mit2 Mit 3 Mit4 Mit 5 Mit6 Mit 7 Mit 8 Total C,Urban,Flat 0.15 0.04 0.38 0.06 0.29 0.06 0.01 0.37 1.36 C, Urban,Steep 0.00 0.00 0.01 0.12 0.07 1.05 0.00 0.50 1.75 D, Urban,Flat 0.00 0.00 0.00 0.09 0.00 0.03 0.00 0.00 0.12 D, Urban,Steep 0.00 0.00 0.00 0.00 0.00 3.23 0.00 0.00 3.23 lmpervious,Flat 4.13 0.91 0.01 7.48 0.03 0.00 0.21 0.03 12.80 lmpervious,Steep 0.00 0.00 0.05 0.00 0.00 0.00 0.01 0.02 0.08 Total 4.28 0.95 0.45 7.75 0.39 4.37 0.23 0.92 19.34 Hydromodification The distance from the project site to both the Encinitas and Oceanside rainfall stations is similar. The elevations of the project site range from approximately 365 to 435. The Encinitas rainfall station is at elevation 242. The Oceanside rainfall station is at elevation 30. Therefore, it appears that the Encinitas rainfall station is more appropriate to use for the hydromodification analysis. Based on the Web Soil Survey from the Natural Resources Conservation Service (NRCS), the project site contains hydrologic soil types C and D. See Appendix "B" for the soil map and descriptions. In the predeveloped condition, there are four separate lots that each have an existing riser that connects to individual stubs that collect into the storm drain system in Lionshead A venue. Drainage from all four of the lots collects into the existing storm drain at the split structure located at Sta. 13+91.16 on the storm drain plans for Carlsbad Raceway -Lionshead A venue. In the mitigated condition, drainage from the project is directed to the same location through the existing storm drain lateral associated with Lot 1 as well as through the existing inlets in Lionshead Avenue (for untreated flows from driveways and landscape areas adjacent to public roadways). As such, this location is used as the point of compliance for the hydromodification analysis. A description of the mitigated condition hydromodification model is as follows: Subareas Mitl, Mit 2, and Mit 3 drain to Biofilter East that in tum drains to the Underground Storage Vault. Flows from Subarea Mit 4 are detained in an oversized storm drain system. The detained flows are pumped to Biofilter West that in tum drains to the Underground Storage Vault. If the water quality storage requirement is exceeded, the excess flows drain directly to the Underground Storage Vault. Flows from Subarea Mit 5 drain to Biofilter West that in tum drains to the Underground Storage Vault. Flows from Subarea Mit 6 drain directly to the Underground Storage Vault. The Underground Storage Vault drains through two risers to the existing storm drain lateral associated with Lot 1 and the point of compliance. Subareas Mit 7 and Mit 8 are unmitigated and drain into existing inlets in Lionshead A venue and the point of compliance. The risers in both biofiltration systems and the underground storage vault have been sized to pass the 100-year design flow rates. The results of the hydromodification analysis indicates that the proposed system exceeds the performance standard for discharge rates and flow duration. In fact, the mitigated condition discharge rates and flow durations do not exceed the predeveloped condition rates and durations at all ( standard allows exceedance by up to 10 percent). See Appendix "C" for hydromodification analysis and Appendix D for hydromodification maps. Methodology The hydromodification analysis was completed using the SDHM 3.1 software by Clear Creek Solutions. APPENDIX A B C D E DESCRIPTION REFERENCE MATERIALS SOIL MAP AND REFERENCES HYDROMODIFICATION ELEMENTS HYDROMODIFICA TION ANALYSIS HYDROMODIFICA TION MAPS APPENDIX A REFERENCE MATERIALS :., County of San Diego Hydrology Manual • Rainfall Jsopluvials ll0Ytar.lbiafallt:Nat•68-I 3 0 3 MIIH ~ • • HYDROLOGY AND HYDRAULIC STUDY FOR CARLSBAD RACEWAY C.T. 98-10 J.N. 981012/5 DECEMBER 20, 2002 REVISED: APRIL 17, 2003 REVISED: JUNE 20, 2003 BY O'DAY CONSULTANTS 2710 LOKER A VENUE WEST, SUITE 100 CARLSBAD, CA 92008 (760) 931-7700 San Diego County Rational Hydrology Program CIVILCADD/CIVILDBSIGH Engineering Software, (c) 1993 Rational method hydrology program baaed on Version 3.2 San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date: 04/01/03 CARLSBAD RACEWAY BASIN 5 04-01-03 G:\ACCTS\971035\RACBOS.OUT Hydrology Study Control Information•••••••••• O'Day Consultants, San Deigo, California -S/M 10125 Rational hydrology study storm event year ia Map data precipitation entered: 100.0 6 hour, precipitation(inches) a 3.000 24 hour precipitation(inches) = 5.200 Adjusted 6 hour precipitation (inches) = 3.000 P6/P24 • 57.71 San Diego hydrology manual 'C' values used Runoff coefficients by modified rational method ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 501.000 to Point/Station 502.000 **** INITIAL ARBA BVALUATIOM **** Decimal fraction soil Decimal fraction aoil Decimal fraction soil Decimal fraction ■oil [IBDtJSTRIAL area type group A= group B • group C • group D • Initial aubarea flow distance • Highest elevation= 381.50(Pt.) Lowest elevation• 381.00(Ft.) 0.000 0.000 0.000 1.000 ] 25. 00 (Ft.) Elevation difference• o.so(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 1.07 min. TC= [l.8*(1.l-C)*distanceA.5)/(1 alopeA(l/3)] TC• [l.8*(1.1-0.9500)*( 25.00A.5)/( 2.00A(l/3)]· Setting time of concentration to 5 minutes Rainfall intensity (I) • 7.904 for a 100.0 year Bffective runoff coefficient used for area (Q•KCIA) Subarea runoff• 0.07S(CFS) Total initial stream area= 0. 010 (Ac.) 1.07 storm is C • 0.950 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 502.000 to Point/Station 503.000 **** STRBBT FLOW TRAVEL TIMB + SUBARBA PLOW ADDITION**** Top of street segment elevation• 381.000(Pt.) Bnd of street segment elevation= 367.000(Ft.) Length of street segment • 1015.000(Pt.) • • Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 32.000(Ft.) Distance from crown to crossfall grade break = 30.SOO(Ft.) Slope from gutter to grade break (v/hz) • 0,020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on (1) side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) • 0.020 Gutter width= l.SOO(Ft.) Gutter hike from flowline = l.SOO(In.) Manning's Nin gutter= 0.0150 Manning's N from gutter to grade break= 0.0150 Manning's N from grade break to crown= 0.0150 Estimated mean flow rate at midpoint of street= 0.109(CFS) Depth of flow• 0.108(Ft.), Average velocity= l.570(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width= l.SOO(Ft.) Plow velocity• l.57(Pt/s) Travel time= 10.78 min. TC= 15.78 min. Adding area flow to street Decimal fraction soil group A= 0.000 Decimal fraction soil group B • 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D ~ 1.000 [INDUSTRIAL area type 1 Rainfall intensity• 3.767(In/Hr) for a 100.0 year storm Bffective runoff coefficient used for total area (Q•KCIA) is C • 0.950 CA• 0.874 SUbarea runoff• 3.217(CFS) for 0.910(Ac.) Total runoff= 3.292(CFS) Total area• 0.920(Ac.) Street flow at end of street= 3.292(CFS) Half street flow at end of street= 3.292(CFS) Depth of flow• 0.310(Ft.), Average velocity• 2.685(Pt/s) Flow width (from curb towards crown)• 10.747(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 503.000 to Point/Station 503.000 **** SUBARBA FLOW ADDITION**** Decimal fraction soil Decimal fraction soil Decimal fraction soil Decimal fraction soil [INDUSTRIAL area type group group group group A'"' B • C '"' D = 0.000 0.000 0.000 1.000 Time of concentrations 15.78 min. Rainfall intensity• 3.767(In/Hr) for a 100.0 Bffective runoff coefficient used for total area (Q•KCIA) is C • 0.950 CA= 1.102 Subarea runoff• 0,859(CFS) for 0.240(Ac.) Total runoffs 4.lSl(CFS) Total area• year storm 1.160 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 503.000 to Point/Station 504.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation• 358.00(Pt.) Downstream point/station elevation• 357.67(Ft.) Pipe length a 5.00(Ft.) Manning's N • 0.013 No. of pipes. 1 Required pipe flow • 4.lSl(CPS) • • Given pipe aize • 18.00(In.) Calculated individual pipe flow • 4.lSl(CFS) Normal flow depth in pipe= 4,77(In.) Plow top width inside pipe• 15.89(In.) Critical Depth= 9.37(In.) Pipe flow velocity• 11.06(Ft/s) Travel time through pipe= 0.01 min. Time of concentration (TC) s 15.79 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 503.000 to Point/Station 504.000 **** COBFLUENCB OP MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area• 1.160(Ac.) Runoff from this stream• 4.lSl(CFS) Time of concentration• 15.79 min. Rainfall intensity• 3.766(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 505.000 to Point/Station 506.000 **** INITIAL ARBA BVALOATION **** Decimal fraction soil group A• 0.000 Decimal fraction soil group B • 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D • 1.000 [INDUSTRIAL area type ] Initial aubarea flow distance • 530.00(Pt.) Higheat elevation• 381.00(Ft.) Lowest elevation• 368.00(Pt.) Blevation difference• 13.00(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) • 4.61 min. TC• [1.8*(1.1-C)•diatance·.s)/(t alope4 (1/3)] TC• [l.8*(1.1-0.9500)*(530.00A.5)/( 2.454 (1/3)]-4.61 Setting time of concentration to 5 minutes Rainfall intensity (I) • 7.904 for a 100.0 year storm Effective runoff coefficient used for area (O•KCIA) is c • 0.950 Subarea runoff• 34.391(CPS) Total initial stream area• 4.580(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 506.000 to Point/Station 507.000 **** PIPBPLOW TRAVEL TIMB (User specified size) **** Upstream point/station elevation• 359.0S(Ft.) Downstream point/station elevation• 358.37(Ft.) Pipe length • 62.SO(Pt.) Manning's N • 0.013 No. of pipes• 1 Required pipe flow • J4.391(CFS) Given pipe size• 30.00(In.) Calculated individual pipe flow = 34.39l(CFS) Normal flow depth in pipe~ 20.37(In.) Flow top width inside pipe• 28.0l(In.) Critical Depth• 23.9l(In.) Pipe flow velocity• 9.69(Ft/a) .. • Travel time through pipe= Time of concentration (TC) = 0.11 min. 5.11 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 507.000 to Point/Station 504.000 **** PIPBFLOW TRAVBL TIME (User specified size) **** Upstream point/station elevation= 357.37(Ft.) Downstream point/station elevation= 356.00(Ft.) Pipe length • 167.00(Ft.) Manning's N • 0.013 No. of pipes• 1 Required pipe flow = 34.391(CFS) Given pipe aize • 42.00(In.) Calculated individual pipe flow • 34.391(CFS) Normal flow depth in pipe• 17.88(In.) Flow top width inside pipe• 41.53(In.) Critical Depth• 21.82(In.) Pipe flow velocity• 8.Sl(Ft/s) Travel time through pipe• 0.32 min. Time of concentration (TC) • 5.42 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 507.000 to Point/Station 504.000 **** CONFLUBNCB OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area• 4.580(Ac.) Runoff from this stream= 34.391(CFS) Time of concentration• 5.42 min. Rainfall intensity• 7.500(In/Hr) Program is now starting with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 508.000 to Point/Station 509.000 **** INITIAL AREA EVALUATION**** Decimal fraction soil Decimal fraction soil Decimal fraction ■oil Decimal fraction soil group group group group A• B = C = D .. 0.000 0.000 0.000 1.000 [INDUSTRIAL area type J Initial aubarea flow distance • 420.00(Ft.) Highest elevation• 378.00(Ft.) Lowest elevation• 368.00(Pt.) Blevation difference• 10.00(Ft.) Time of concentration calculated by the urban area■ overland flow method {App X-C) • 4.14 min. TC s [1.8*(1.1-C)*distanceA.S)/(t slopeA(l/3)] TC• [1.8*(1.1-0.9500)*(420.004 .5)/( 2.38A(l/3))- Setting time of concentration to 5 minutes Rainfall intensity (I) • 7.904 for a 100.0 year Effective runoff coefficient used for area (Q•XCIA) Subarea runoff• 22.527(CFS) Total initial stream area• 3. 000 (Ac.) 4.14 storm is C.,. 0.950 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 509.000 to Point/Station 510.000 • • **** PIPEPLOW TRAVEL TIME (User specified size) •••• Upstream point/station elevation• 359.lO(Ft.) Downstream point/station elevation= 358.78(Ft.) Pipe length • 18.00(Ft.) Manning's N • 0.013 Ho. of pipes• 1 Required pipe flow z 22.527(CFS) Given pipe size• 24.00(In.) Calculated individual pipe flow • 22.527(CFS) Normal flow depth in pipe= 15.47(In.) Flow top width inside pipe= 22.98(In.) Critical Depth• 20.31(In.) Pipe flow velocity• 10.Sl(Ft/s) Travel time through pipe• 0.03 min. Time of concentration (TC) = 5.03 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 509.000 to Point/Station 510.000 **** CONFLUBHCB OF MINOR STREAMS**** Along Main Stream number: 3 in normal stream number 1 Stream flow area• 3.000(Ac.) Runoff from thi• stream• 22.527(CFS) Time of concentration= 5.03 min. Rainfall intensity• 7.875(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 511.000 to Point/Station 512.000 **** INITIAL ARBA EVALUATION**** Decimal fraction soil Decimal fraction soil Decimal fraction soil Decimal fraction soil [INDUSTRIAL area type group group group group A"' B • C = D .. Initial aubarea flow distance = Higheat elevation• 373.30(Ft.) Lowest elevation• 372.30(Ft.) 0.000 0.000 0.000 l. 000 J 50.00(Ft.) Elevation difference• l.OO(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 1.52 min. TC• [l.8*(1.1-C)*diatanceA.S)/(I alopeA(l/3)) TC• (1.8*(1.1-0.9500)*( 50.00A.5)/( 2.00A(l/3))- Setting time of concentration to 5 minutes Rainfall intensity (I) • 7.904 for a 100.0 year Effective runoff coefficient used for area (Q•KCIA) Subarea runoff• 0.075(CFS) Total initial stream area• O.OlO(Ac.) 1.52 storm is C"' 0.950 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 512.000 to Point/Station s10.ooo **** STRBBT FLOW TRAVEL TIME+ SUBARBA FLOW ADDITION**** Top of street segment elevation• 372.300(Ft.) Bnd of street segment elevation• 367.000(Ft.) Length of street segment -615.000(Ft.) Height of curb above gutter flowline • 6.0(In.) Width of half street (curb to crown) • 32.000(Ft.) Distance from crown to crossfall grade break • 30.SOO(Ft.) • Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on (1) side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width= l.500(Ft.) Gutter hike from flowline = l.SOO(In.) Manning's Nin gutter• 0.0150 Manning's N from gutter to grade break• 0.0150 Manning's N from grade break to crown= 0.0150 Estimated mean flow rate at midpoint of street• 0.093(CFS) Depth of flow= O.lll(Ft.), Average velocity• l.266(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width= l.SOO(Ft.) Plow velocity• 1.27(Ft/s) Travel time= 8.10 min. TC= 13.10 min. Adding area flow to street Decimal fraction soil group A• 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [IllDUSTRIAL area type ] Rainfall intensity• 4.247(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q•KCIA) ia C • 0.950 CA= 0.475 Subarea runoff• 1.942(CFS) for 0.490(Ac.) Total runoff= 2,017(CFS) Total area• O.SOO(Ac.) Street flow at end of street= 2.017(CPS) Half street flow at end of street= 2.017(CFS) Depth of flow• 0.289(Ft.), Average velocity• 1.997(Ft/s) Plow width (trom curb towards crown)• 9.690(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 510.000 to Point/Station 510.000 **** SUBARBA PLOW ADDITION**** Decimal fraction soil Decimal fraction soil Decimal fraction soil Decimal fraction soil (IllDUSTRIAL area type group group group group A= B • C '"' D = 0.000 0.000 0.000 1.000 Time of concentration• 13.10 min. Rainfall intensity• 4,247(In/Hr) for a 100.0 Bffective runoff coefficient used for total area (Q•!CCIA) is C • 0.950 CA= 0.789 SUbarea runoff• 1.331(CFS) for 0.330(Ac.) Total runoff• 3.349(CFS) Total area• year storm 0,830 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 510.000 to Point/Station 510.000 **** CONPLtralfCB OF MINOR STREAMS**** Along Main Stream number: 3 in normal stream number 2 Stream flow area• O.SJO(Ac.) Runoff from thi■ stream• 3.349(CFS) Time of concentration• 13.10 min. Rainfall intensity= 4.247(In/Hr) Sunmary of stream data: • Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 22.527 5.03 7.875 2 3.349 13.10 4.247 Qmax(l) .. 1.000 * 1.000 * 22.527) + 1.000 * 0.384 * 3. 349) + = 23 .812 Qmax(2) -0.539 * 1. 000 * 22. 527) + 1.000 * 1. 000 * 3. 349) + -15.497 Total of 2 streams to confluence: Flow rates before confluence point: 22.527 3.349 Maximum flow rates at confluence using above data: 23.812 15.497 Area of streams before confluence: 3.000 0.830 Results of confluence: Total flow rate• 23.812(CFS) Time of concentration• 5.028 min. Effective stream area after confluence• 3.830(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Precess from Point/Station 510.000 to Point/Station 504.000 **** PIPBFLOW TRAVEL TIMB (User specified size) **** Upstream point/station elevation• 358.45(Ft.) Downstream point/station elevation• 357.17(Ft.) Pipe length • 43.00(Ft.) Manning's N • 0.013 Ho. of pipes• 1 Required pipe flow • 23.812(CFS) Given pipe size• 24.00(In.) Calculated individual pipe flow • 23.812(CFS) Normal flow depth in pipe• 13.55(In.) Flow top width inside pipe= 23.80(In.) Critical Depth• 20.76(In.) Pipe flow velocity• 13.04(Ft/a) Travel time through pipe=-0.05 min. Time of concentration (TC) = 5.08 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 510.000 to Point/Station 504,000 **** CONFLUBHCB OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area• 3.830(Ac.) Runoff from this stream• 23.812(CPS) Time of concentration• 5.08 min. Rainfall intensity• 7.820(In/Hr) Sunnary of atream data: Stream Ho . 1 Flow rate (CFS) 4.151 TC (min) 15.79 Rainfall Intensity (In/Hr) 3.766 ·, (. • • 2 34.391 5.42 7.500 3 23.812 5.08 7.820 Qmax(l) = 1.000 * 1. 000 * 4 .151) + 0.502 * 1.000 * 34. 391) + 0.482 * 1. 000 * 23. 812) + • 32. 883 Qmax(2) -1. 000 * 0.344 * 4.151) + 1.000 * 1.000 * 34. 391) + 0.959 * 1.000 * 23.812) + • 58.656 Qmax(3) -1. 000 * 0.322 * 4.151) + 1.000 * 0.937 * 34.391) + 1.000 * 1. 000 * 23.812) + = 57.384 Total of 3 main streams to confluence: Flow rates before confluence point: 4.151 34.391 23.812 Maximum flow rates at confluence using above data: 32.883 58.656 57.384 Area of streams before confluence: 1.160 4.580 3.830 Results of confluence: Total flow rate• 57.384(CFS) Time of concentration• 5.083 min. Bffective stream area after confluence • 9,570(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 504.000 to Point/Station 513.000 **** PIPBPLOW TRAVEL TIME (User specified size) **** Up■tream point/station elevation• 355.67(Ft.) Downstream point/station elevation• 353.37(Ft.) Pipe length • 296.00(Ft.) Manning's N • 0.013 No. of pipes• 1 Required pipe flow • 57.384(CFS) Given pipe size• 42.00(In.) Calculated individual pipe flow • 57.384(CFS) Normal flow depth in pipe= 24.61(In.) Flow top width inside pipe• 41.37(In.) Critical Depth• 28.45(In.) Pipe flow velocity• 9.81(Ft/s) Travel time through pipe• o.so min. Time of concentration (TC) = 5.59 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 513.000 to Point/Station 514.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation• 352.87(Ft.) Downstream point/station elevation• 351.90(Ft.) Pipe length • 99.40(Ft.) Manning's N • 0.013 No. of pipes• 1 Required pipe flow • 57.384(CFS) Given pipe size• 48.00(In.) calculated individual pipe flow • 57.384(CFS) Normal flow depth in pipe• 21.23(In.) Flow top width inside pipe= 47.68(In.) Critical Depth• 27.34(In.) Pipe flow velocity c 10.69(Ft/s) Travel time through pipe• 0.15 min. Time of concentration (TC) = 5.74 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 513.000 to Point/Station 514.000 **** CONFLUBHCB OF MINOR STREAMS**** Along Main Stream number: 1 in normal stream number 1 Stream flow area• 9.570(Ac.) Runoff from this stream• 57.384(CFS) Time of concentration• 5.74 min. Rainfall intensity• 7.230(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 515.000 to Point/Station 516.000 **** INITIAL AREA EVALUATION**** Decimal fraction soil Decimal fraction soil Decimal fraction ■oil Decimal fraction soil group A= group B = group C = group D = 0.000 0.000 0.000 1.000 [IHDUSTRIAL area type ] Initial subarea flow distance a 575.00(Ft.) Highest elevation• 383.00(Ft.) Lowest elevation• 368.00(Ft.) Elevation difference• iS.00(Pt.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 4.70 min. TC• [l.8*(1.1-C)•distanceA.S)/(t alopeA(l/3)] TC• [l.8*(1.1-0.9500)*(575.00A.S)/( 2.61A(l/3)1• Setting time of concentration to 5 minutes Rainfall intensity (I) • 7.904 for a 100.0 year Effective runoff coefficient used for area (Q•KCIA) Subarea runoff• 41.7SO(CFS) Total initial stream area• S.560(Ac.) 4.70 storm is C • 0.950 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 516.000 to Point/Station 514.000 **** PIPBFLOW TRAVEL TIMB (User specified size) **** Up■tream point/station elevation• 358.57(Pt.) Downatream point/station elevation= 353.57(Ft.) Pipe length • 67.SO(Ft.) Manning's N & 0.013 No. of pipes• 1 Required pipe flow • 41.750(CFS) Given pipe size• 24.00(In.) Calculated individual pipe flow • 41.750(CFS) Normal flow depth in pipe• 14.48(In.) Flow top width inside pipe• 23,48(In.) Critical depth could not be calculated. Pipe flow velocity• 21.06(Ft/s) Travel time through pipe• 0.05 min. Time of concentration (TC) • s.os min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 516.000 to Point/Station 514.000 **** CONPLUBNCB OF MINOR STREAMS**** • Along Main Stream number: l in normal stream number 2 Stream flow area• S.560(Ac.) Runoff from this stream• 4l.750(CFS) Time of concentration= 5.05 min. Rainfall intensity• 7.8SO(In/Hr) SUmmary of stream data: Stream Plow rate TC Rainfall Intensity No. (CPS) (min) (In/Hr) l 57.384 5.74 7.230 2 41.750 5.05 7.850 Qmax(l) -1.000 * 1.000 * 57.384) + 0.921 * 1.000 * 41.750) + -95.834 Qmax(2) -1.000 * 0.880 * 57.384) + 1.000 * 1.000 * 41.750) + -92.257 Total of 2 streams to confluence: Plow rates before confluence point: 57.384 41.750 Maximum flow rates at confluence using above data: 95.834 92.257 Area of streams before confluence: 9.570 5.560 Results of confluence: Total flow rate• 95.834(CFS) Time of concentration= 5.742 min. Bffective stream area after confluence• 15.lJO(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 514.000 to Point/Station 517.000 **** PIPBFLOW TRAVEL TIMB (User specified size) **** Upstream point/station elevation• 35l.40(Pt.) Downstream point/station elevation• 34l.83(Ft.) Pipe length • 137.27(Pt.) Manning's N • 0.013 No. of pipes• l Required pipe flow = 95.834(CFS) Given pipe size• 54.00(In.) Calculated individual pipe flow • 95.834(CPS) Normal flow depth in pipe• l5.71(In.) Flow top width inside pipe= 49.06(In.) Critical Depth• 34.47(In.) Pipe flow velocity• 24.92(Pt/s) Travel time through pipe• 0.09 min. Time of concentration (TC) = 5.83 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 514.000 to Point/Station 517.000 **** CONFLUBHCB OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area• 15.130(Ac.) Runoff from this stream• 95.834(CFS) Time of concentration• 5.83 min. • Rainfall intensity= 7.156(In/Br) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/station 518.000 to Point/Station 519.000 **** IlfITIAL AREA EVALUATION**** Decimal fraction soil Decimal fraction soil Decimal fraction soil Decimal fraction soil group A= group B • group C • group D ... 0.000 0.000 0.000 1.000 [INDUSTRIAL area type ] Initial subarea flow distance = 600.00(Ft.) Highest elevation= 384.00(Ft.) Lowest elevation• 370.00(Ft.) Elevation difference• 14.00(Ft.) Time of concentration calculated by the urban areas overland flow method (App x-c) = 4.99 min. TC• [l.8*(1.1-C)*distance4 .S)/(1 slope4 (1/3)] TC• [l.8*(1.1-0.9500)*(600.004 ,S)/( 2.33A(l/3)l• Setting time of concentration to 5 minutes Rainfall intensity (I) • 7.904 for a 100.0 year Effective runoff coefficient used for area (Q=KCIA) Subarea runoff= 48.358(CFS) Total initial stream area• 6 .440 (Ac.) 4.99 storm is C • 0.950 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 519.000 to Point/Station 520.000 **** PIPEPLOW TRAVBL TIME (User specified size) **** Upstream point/station elevation• 355.83(Pt.) Downstream point/station elevation• 355.23(Ft.) Pipe length • 15.75(Ft.) Manning's N • 0.013 No. of pipes• 1 Required pipe flow • 48.358(CFS) Given pipe size• 30.00(In.) calculated individual pipe flow • 48.358(CPS) Normal flow depth in pipe• 16.83(In.) Flow top width inside pipe• 29.78(In.) Critical Depth• 27.33(In.) Pipe flow velocity• 17.0B(Ft/s) Travel time through pipe• 0.02 min. Time of concentration (TC) • 5.02 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Proces■ from Point/Station 519.000 to Point/Station 520.000 **** CONPLUBNCB OF MINOR STREAMS**** Along Main Stream number: 2 in normal stream number 1 Stream flow area• 6.440(Ac.) Runoff from this stream• 48.358(CFS) Time of concentration• 5.02 min. Rainfall intensity• 7.889(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 521.000 to Point/Station 522.000 **** INITIAL AREA EVALUATION**** Decimal fraction soil Decimal fraction soil Decimal fraction soil Decimal fraction soil group group group group A,,. B = C • D = 0.000 0.000 0.000 1.000 [INDUSTRIAL area type ] Initial subarea flow distance = 110.00(Pt.) Highest elevation• 373.SO(Pt.) Lowest elevation= 372.90(Pt.) Blevation difference= 0.90(Pt.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 3.03 min. TC• [l.8*(1.l-C)*distanceA.5)/(1 slopeA(l/3)] TC. c1.e•<1.1-o.9500>•<110.00A.s>/< o.s2At1/3)J• Setting time of concentration to 5 minutes Rainfall intensity (I) • 7.904 for a 100.0 year Effective runoff coefficient used for area (Q=KCIA) Subarea runoff z 0.075(CPS) Total initial stream area• O.OlO(Ac.) 3.03 storm is C • 0.950 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 522.000 to Point/Station 520.000 **** STRBBT FLOW TRAVEL TIME+ SUBAREA FLOW ADDITION**** Top of street aegment elevation= 372.900(Ft.) Bnd of street segment elevation~ 367.000(Pt.) 'Length of street segment • 280.000(Pt.) Height of curb above gutter flowline • 6.0(In.) Width of half street (curb to crown) • 32.000(Ft.) Distance from crown to crossfall grade break • 30.SOO(Pt.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) a 0.020 Street flow is on [1) side(s) of the street Distance from curb to property line • 10.000(Pt.) Slope from curb to property line (v/hz) = 0.020 Gutter width• l.SOO(Ft.) Gutter hike from flowline • 1.SOO(In.) Manning's Nin gutter= 0.0150 Manning's N from gutter to grade break• 0.0150 Manning's N from grade break to crown• 0.0150 Estimated mean flow rate at midpoint of street• 0.091(CFS) Depth of flow• 0.093(Ft.), Average velocity• 1.757(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width• 1.SOO(Ft.) Plow velocity• l.76(Ft/s} Travel time= 2.66 min. TC= 7.66 min. Adding area flow to street Decimal fraction soil group A• 0.000 Decimal fraction soil group B • 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D • 1.000 [INDUSTRIAL area type Rainfall intenaity • 6.00S(In/Hr) for a 100.0 year storm Bffective runoff coefficient used for total area (QaKCIA) is C • 0.950 CA• 0.409 Subarea runoff• 2,378(CFS) for 0.420(Ac.) Total runoff• 2.453(CPS) Total area• 0.430(Ac.) Street flow at end of street• 2.453(CPS) Half street flow at end of street~ 2.453(CFS) Depth of flow• 0.270(Pt.), Average velocity• 2.942(Ft/s) Plow width (from curb towards crown)• 8.732(Pt.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 522.000 to Point/Station 520.000 **** COBFLUENCB OF MIHOR STREAMS**** Along Main Str~am number: 2 in normal stream number 2 Stream flow area• 0.430(Ac.) Runoff from this stream• 2.453(CFS) Time of concentration= 7.66 min. Rainfall intensity• 6.005(In/Hr) Swmnary of stream data: Stream Flow rate TC Rainfall Intensity Ho. (CPS) (min) (In/Hr) 1 48.358 5.02 7.889 2 2.453 7.66 6.005 Qmax(l) "' 1.000 * 1.000 * 48.358) + 1.000 * 0.655 * 2.453) + = 49.965 Qmax(2) -0.761 * 1.000 * 48.358) + l. 000 * 1.000 * 2.453) + = 39.265 Total of 2 streams to confluence: Flow rates before confluence point: 48.358 2.453 MaxilDURI flow rates at confluence using above data: 49.965 39.265 Area of streams before confluence: 6.440 0.430 Results of confluence: Total flow rate• 49,965(CFS) Time of concentration• 5.015 min. Bffective stream area after confluence= 6. 870 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Proceaa from Point/Station 520.000 to Point/Station 520.000 **** SUBAREA FLOW ADDITION**** Decimal fraction soil Decimal fraction ■oil Decimal fraction soil Decimal fraction soil [INDUSTRIAL area type group A• group B = group c = group D = 0.000 0.000 0.000 1.000 Time of concentration• 5.02 min. Rainfall intensity• 7.889(In/Hr) for a 100.0 Effective runoff coefficient used for total area (QaKCIA) is C • 0.950 CA• 6.755 Subarea runoff• 3.318(CFS) for 0 .240 (Ac.) Total runoff• 53.283(CFS) Total area. year storm 7 .110 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Proce■a from Point/Station 520.000 to Point/Station 523.000 **** PIPBFLOW TRAVEL TIME (User specified size) **** Up■tream point/station elevation• 354. 90 (Ft.) ,. (. • Downstream point/station elevation= 352.63(Ft.} Pipe length c 52.SO(Ft.) Manning's N = 0.013 Ho. of pipes c 1 Required pipe flow = 53.283(CFS) Given pipe size= 30.00(In.) Calculated individual pipe flow = 53.283(CFS) Normal flow depth in pipe= 17.18(In.) Plow top width inside pipe• 29.68(In.) Critical Depth• 28.0S(In.) Pipe flow velocity• 18.33(Pt/a) Travel time through pipe= 0.05 min. Time of concentration (TC) = 5.06 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 520.000 to Point/Station 523.000 **** CONFLUENCE OF MIHOR STREAMS**** Along Main Stream number: 2 in normal stream number 1 Stream flow area• 7.llO(Ac.) Runoff from this stream• 53.283(CPS) Time of concentration• 5.06 min. Rainfall intensity= 7.841(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 521.000 to Point/Station 524.000 **** INITIAL ARBA EVALUATION**** Decimal fraction soil Decimal fraction soil Decimal fraction soil Decimal fraction soil [IRDUSTRIAL area type group A= group B = group C = group D.,. Initial sul:>area flow distance • Highest elevation= 373.BO(Ft.) Lowest elevation• 371.40(Pt.) 0.000 0.000 0.000 1,000 J 80.00(Ft.) Elevation difference• 2.40(Pt.) Time of concentration calculated by the urban areas overland flow method (App X-C) • 1.67 min. TC• [l.8*(1.1-C)*diatance•.s)/(1 slope4 (1/3)] Tc. c1.a•(1.1-o.9soo>•< eo.ooA.s)/( J.00·(1/J)J• Setting time of concentration to 5 minutes Rainfall inteneity (I) • 7.904 for a 100.0 year Effective runoff coefficient used for area (Q•KCIA) SUbarea runoff• 0.075(CFS) Total initial stream area= 0. 010 (Ac.) 1.67 storm is C • 0.950 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 524.000 to Point/Station 523.000 **** STRBBT PLOW TRAVBL TIME+ SUBARBA FLOW ADDITION**** Top of street segment elevation• 371.tOO(Pt.) End of street segment elevation• 367.000(Ft.) Length of street segment • 320.000(Ft.) Height of curb above gutter flowline • 6.0(In.) Width of half street (curb to crown) • 32.000(Ft.) Di1tance from crown to crossfall grade break • 30.SOO(Ft.) Slope from gutter to grade break (v/hz) • 0.020 Slope from grade break to crown (v/hz) • 0.020 Street flow is on [11 side(s) of the street Distance from curb to property line = 10.ooo(Ft.) Slope from curb to property line (v/hz) • 0.020 Gutter width• l.500(Pt.) Gutter hike from flowline = l.500(In.) Manning's Nin gutter• 0.0150 Manning's N from gutter to grade break• 0.0150 Manning's N from grade break to crown• 0.0150 Estimated mean flow rate at midpoint of street• 0.086(CFS) Depth of flow• 0.099(Ft.), Average velocity• 1.477(Ft/a) Streetflow hydraulics at midpoint of street travel: Halfatreet flow width• l.500(Pt.) Plow velocity= l.48(Ft/a) Travel time• 3.61 min. TC= 8.61 min. Adding area flow to street Decimal fraction soil group A= 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [DlDUSTRIAL area type ) Rainfall intensity• s.566(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (QaKCIA) is C • 0.950 CA a 0.285 Subarea runoff• 1.Sll(CFS) for 0.290(Ac.) Total runoff• l.586(CFS) Total area• 0.300(Ac.) Street flow at end of street= l.586(CFS) Half street flow at end of street• l.586(CFS) Depth of flow• 0.254(Pt.), Average velocity• 2.257(Ft/s) Plow width (from curb towards crown)• 7.948(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Proceaa from Point/Station 524.000 to Point/Station 523.000 **** CONPLUBNCB OF MIHOR STREAMS**** Along Main Stream number: 2 in normal stream number 2 Stream flow area• 0.300(Ac.) Runoff from this stream• 1.586(CFS) Time of concentration• 8.61 min. Rainfall intensity• S.566(In/Hr) Sunnary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 53.283 5.06 7.841 2 1.586 8.61 5.566 Qmax(l) -1.000 * 1.000 * 53.283) + 1.000 * 0.588 * 1.586) + -54.216 Qmax(2) -0.710 * 1.000 * 53.283) + 1.000 * 1.000 * 1.586) + -39.414 Total of 2 streams to confluence: Plow rates before confluence point: 53.283 1.586 Maximum flow rates at confluence using above data: 54.216 39.414 Area of streams before confluence: 7.110 0.300 • Results of confluence: Total flow rate= 54.216(CFS) Time of concentration= 5.063 min. Effective stream area after confluence= ? .410 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process 'from Point/Station 523.000 to Point/Station 523.000 **** SlJBARBA FLOW ADDITION**** Decimal fraction soil Decimal fraction soil Decimal fraction soil Decimal fraction soil [INDUSTRIAL area type group group group group A= B = C = D = 0.000 0.000 0.000 1.000 Time of concentration= 5.06 min. Rainfall intensity= 7.841(In/Hr) for a 100.0 Effective runoff coefficient used for total area (QsKCIA) is C • 0.950 CA= 7.258 Subarea runoff• 2.69l(CFS) for 0.230 (Ac.) Total runoff• 56.907(CFS) Total area• year storm 7. 640 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 523.000 to Point/Station 517.000 **** PIPBFLOW TRAVBL TIMB (User apecified size) **** Upstream point/station elevation• 352.50(Ft.) Downstream point/station elevation• 343.50(Ft.) Pipe length • 15.74(Ft.) Manning's N = 0.013 No. of pipes• l Required pipe flow • 56.907(CFS) Given pipe size• 30.00(In.) Calculated individual pipe flow • 56.907(CFS) Normal flow depth in pipe• 8.71(In.) Flow top width inside pipe= 27.23(In.) Critical Depth• 28.43(In.) Pipe flow velocity• 48.lS(Ft/s) Travel time through pipe= 0.01 min. Time of concentration (TC) • 5.0? min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 523.000 to Point/Station 517.ooo **** COHFLUBIICB OF MAIN STREAMS**** The following data inside Main Stream ia listed: In Main Stream number: 2 Stream flow area• 7,640(Ac.) Runoff from this stream• 56.907(CFS) Time of concentration• 5.07 min. Rainfall intensity• 7.835(In/Hr) SUmmary of stream data: Stream No. Flow rate (CFS) l 95.834 2 56.907 Qmax(l) • TC (min) 5.83 5.07 Rainfall Intensity (In/Hr) 7.156 7.835 1.000 * 1.000 * 95,834) + • • Qmax(2) - 0.913 * 1.000 * 1.000 * 1.000 * 0.869 * 1.000 * 56.907) + • 95.834) + 56.907) + • Total of 2 main streams to confluence: Plow rates before confluence point: 95.834 56.907 147,809 140.176 Maximum flow rates at confluence using above data: 147.809 140.176 Area of streams before confluence: 15.130 7.640 Results of confluence: Total flow rate• 147.809(CFS) Time of concentration• 5.833 min. Bffective stream area after confluence • 22.770(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 517.000 to Point/Station 525.000 **** PIPBFLOW TRAVEL TIMB (User specified size) **** Upstream point/atation elevation• 341.SO(Ft.) Downstream point/station elevation• 333.83(Ft.) Pipe length • S0.60(Ft.) Manning's N • 0.013 No. of pipea • l Required pipe flow • l47.B09(CFS) Given pipe size• 54.00(In.) calculated individual pipe flow • l47.809(CFS) Normal flow depth in pipe• 16.0B(In.) Plow top width inaide pipe• 49.3B(In.) Critical Depth• 42.82(In.) Pipe flow velocity• 37.2l(Ft/s) Travel time through pipe• 0.02 min. Time of concentration (TC) • 5.86 min. End of computations, total study area• 22.77 (Ac.) . \ \ CD '< ~ ~,~ _?/~~ :::/:_if PLAN -UONSHE.40 AVENUE OESIQC llr. _.ll&IJ,_ DAm WJl]ff8 JQP+ DRAWN 11r. T.Q,,C,,M, rn ~ PIIQJECT WCft:...LQ£_JQ8 HO.~ "AS-BUILT " ~ CONS ULTNT S ~-----'------~ P.E. STJSI EXP...Ibl::1t/JdL· OATt S£W£H DATA ICM DEIJ,l--IWJIJS "~ IEMlilCS I If 77.1.-.r r, ,,.. 'lr-#0 :, A-r rr. 6/P.lltJ I . . , II IIJ"11JY-• c,.,-. . # A~ or, .,,.,,.. .u . . STORM DRAIN DATA l"liT oe.nJJs_., llllDIUS. LENGtll ~- I "-♦£ JllW J/lr IO' ... I.JSl>,-IJ• :, II 'rll" r sz.s. J# 1/l7 • IJSl>-(J s JIN/ , .. , ISJ.,, . . -# 11.tr.st l' !JIJ;IIJ s, --,--s II t , I 7i ,a,,.. t.JSl>-DU'lrnDIJ!I • I ·-.. /S7.7, ~ 11:1 ... fJStJ-11-r 6~0,-. ,a C/.llfT an a ID' ... I.J31>-IJ , " £ IUS Zrl ~ -list>-IJ -. llf,ITQ-/1QIT,-Y • JJS£ SOfJfJ PSI ~ llffH I ti)• IJ£TWEDI MS/IJ£ FACE ANO M1l¥1JflCIII& SEC SHETMl f 11115UFAa: _,-PUNS SEC SIEET Mo JI rr1f sc,,,r; Ii s-,; l'WIS OOTTQNQ CCWlRAC1DR TD lal"Y 1IE £JW:T UJCAll(N OF 0/Sl/Nt: 1111.17ES II TIE FE11J f1R/(// 1D CCNS7/IUC1KN STORM 0/WN CHOSSIN(i STA. 15+30.35 !ZM£: IIOIZ. ,_ ,•• W or-,·-r .Ml1Ill ElEr:TR<NC a.I 1A FUS JIii£ FDR /IUEllENCC IX Y ~ M£ NOT 1D IE USDJ Fat HOlilZDIITAl. ()ff IOIJ::4( '!i1R'EY CtJNHla .,._ .: ··--:....;. [ BflI!1. £If/ST. POll1t !'a.ES 1'11111 l , CRAIJNC AR£4 TD 8£ ROIOtED • lifllIIJ OE1110NIC a4TA FUS ME Flit RE1U/£NCC £KY AND Al£ NOT 10 IE /JS£D FDR lf(Jf//MfT//1. a, lfNIIC4l stRlfY cai7Ra. ~2004 O'Doy Consultants, Inc. »10\lllillf.._.. ..... ....... ---NI0--.>1-7'00 ,. __ no-tJI-IIIO --- "AS-BUILT " DATE R£VICWED BY: -0.~.11. ---IHSP£CTOR OAiE BENCHMARK: 0£SC!N/'110H: STMONID S~ SllRlfl' /JONIMNT LOCA 110N: APPROX /,ioo FFt:T SOI/TH OF PALOMAR AIIIPORT ROAD ON CENT!ll/JI/C OF EI.C-4MfN{)/1£A/. RECORD Fi!OII: NOi/TH COIJNTY 'OIICAL CONTRa DArA R-1800 :J08+76 !l.£VATOI: 297.ZS AI.S.L DAlllll: NfMJ 1!/29 D' H 1CXT SHEET 1 1-----'---1-----------+--+--+--4----ILJICn:!H~C~J!AD ll_m ti---==--=ti--==-+::--==--==--==--==--==--==--==--==--==--:::11-:=--=:t+ -==-"""":t--==-+::--~j I~ ,rMf ~ RACEWAY CT#-M I IAPl'ROYtO I l---l------1,-------------~-I---+----+--~ l10'/PLIUIBS 1---+----lh-------------1----1-----4----1----1 PE 2.11111 DP: 12-ll-415 CITY CNGMtll ~ 1----,.,.=n:.-1--=..,= .... ~..._----------l--.... -,.-+-..,-w.-+-.... -,.---+-....._-~ IDWN BY:--11 PROJECT NO. I OIIAWll'C HD .,._...,,..,.. REVISION DESCRIPTION Ont<I .,,...... CITY-...=~;=== C.T. 98-10 . "19-IA ... ,,,.., 0 I I '"""' ~--i SCAl.f:r •111 SEWER DATA lr::fllTOEI.~--I..ENGlH RElWIICS , 6 -it • IJ/L# 111• ,rr stlltl re--, 2 It IIJ"SJ'U r v.,.,. . . , IIN.S/u, . . • l/611'.Jf ·1.., , IQ.sf> . . ' ~ -+--,L------.:-1~---0------.:.-:~--!--i--l-4:1 -~1:1 PLAN -UONSHEAO AVENUE SCME.· ,._ #' •AS-BUil.T " --:::;::: C-./ ,/41/4) DATE I BENCHMARK; 0£SCRIPTI()N: S1MDNIO S11IECT .SUVIEY IKJNVMOIT Affl'1llC 141/JO FECr StJtllH OF PAl.alM NRPORr ilOAD a-n:ENTERUNC OF a~- R£COlll FT<CW: NORTH CCIJNTY ~lx.4L ctNTHa. DATA 11-1600 :106+~ lliVIIOON: 297.2$ JI.SL DAMI: NfMJ /gzg jtlcll'I I "WAT!J-TIQH .IOllfT$ ~ 3f'ET"" 5 Eal SUIFAIE lllff/OIDENT PlANS ~ 3f'ET M, :J1 IR Fal !f!(NNC ~ s,-PUNS t:AllTXl(Q canRAClrR Tr} tEW"Y lK EXACT I.OCATDi <T EJIISTII& /JTIJTES N 11£ FEJ.D Pf«II TD COiSTR/£1KN .H!J/E!/ E1..£J:11l(HC a.I TA FIES All£ RR R£FDiEJl(E <N. Y ~ All£ NOT TrJ IE /JSED RR Ha//ZrliTM. a, lfRIIC4l .sttl'lfY ctNTRa. 1-----4-----l'-------------+--l--+--+----l !:ml c~ ~A!!!3AD ff5ffi t===j===t========================t===t===t===t===l SRO !IMS# /lf&IC S1DW Oltfll lUIIS RJ/t CAHl.SlWJ HACEWAY lJONSH£AIJ AVCNI/£ t:::jt::jt::::::::::::::::::::::::~::::t:::t:::t::=l ~t •m t===t:::t:=::::::::::;:::::::::::t::::;t:::t==~~=~ 15ii tt"~'= I~-~~, l--aa'°"•,.=-ll-::...,.._=,-+-'-..._ ___________ t-:_.,""=;"=:..-...1+-..:::..,,.._=:.::=-:::·:-➔+--=-:, .. .f,.~JcE'NllAL.ff::§""':., IO'WN 8Y: --11 PROJECT NO. I CRAWII/C NO """""'"""'""' R£'11S10N DESCRIPTION IJDll!_,.,..,_ arr-,._=~~ C.T. 98-10 . 41)9-1 4 I ( ' ~~~ .... ~ -'.'. ·-~~ ~:~~~ ~ ~~:,.,-'4,-~ ,,.---., -----~--:::::::::-:::. ~z-3~~ .-~~~ r~~r - ' J --?· :::;:-::. j ~? ... _ , -~~ ... ~. -,., ... ,,,.... ' ,t 9 ,· I, _ _,::_ --..==:=::- -,.:~~' -~.::~~-; z .:: "_;1~ _'/ I - ~-';'-,; - a:;: ·T-1'--r= xs~, =-=--~ , ... ¼ ~ ... /.,....::::-:; _ _. _ .. / -., UNICORNIO ST PJ.4DIIQIII ................ : a· 10 ... lll'"IIHII• -------llllal --ca --==r-= t.11111,-Ga------A---Basin Basin B--- Basin c--- D -- Basin ---• PLATE ~ FACIUTIES MASTER PUN OF DRAI a1Y fJF CARISIM) B R O J N J.LN t CALDII ... -.~ APPENDIXB SOIL MAP AND REFERENCES 33" B'3"N 33" 7 49"N ~ ; :!; 3 ~ ; $ 3 N A Soil Map-San Diego County Area, California Map Scale: 1 :3,120 l i;rned on A landscape (11" x 8.5") sheet ----=====--------=======Metes o ~ oo ~ m -----=====--------c::========feet 0 150 :m Ero !lXl Map projection: Web Mercator Comer coormates: WGS84 USDA Natural Resources Web Soil Survey National Cooperative Soil Survey iiiiii Conservation Service ~ !!l $ 3 3 6/30/2021 Page 1 of 3 33" B'3"N 33" 7 49"N Soil Map-San Diego County Area, California MAP LEGEND MAP INFORMATION Area of Interest (AOI) ri Area of Interest (AOI) Solis D Soil Map Unit Polygons Soil Map Unit Lines _I_ Soil Map Unit Points Special Point Features ~ Blowout ~ Borrow Pit ~ Clay Spot ◊ Closed Depression ;x; Gravel Pit . Gravelly Spot .. 0 Landfill A. Lava Flow • Marsh or swamp ~ Mine or Quarry 0 Miscellaneous Water 0 Perennial Water V Rock Outcrop + Saline Spot .. Sandy Spot . ' ' 0 Severely Eroded Spot 0 Sinkhole 3, Slide or Slip !!I Sodic Spot USDA Natural Resources :iiiiii Conservation Service § Spoil Area a Stony Spot a) Very Stony Spot 117 Wet Spot 6 Other ~-Special Line Features Water Features Streams and Canals Transportation t-H -Rails Interstate Highways -US Routes Major Roads Local Roads Background • Aerial Photography Web Soil Survey National Cooperative Soil Survey The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: San Diego County Area, California Survey Area Data: Version 15, May 27, 2020 Soil map units are labeled (as space allows) for map scales 1 :50,000 or larger. Date(s) aerial images were photographed: Jan 23, 2020-Feb 13, 2020 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. 6/30/2021 Page 2 of 3 Soil Map-San Diego County Area, California Map Unit Legend .. Unlts,.bol AtC AtE VaB I Totals for Area of Interest Natural Resources Conservation Service MlpUnltN-. AawslnAOI Altamont clay, 5 to 9 percent slopes Altamont clay, 15 to 30 percent slopes, warm MAAT, MLRA 20 Visalia sandy loam, 2 to 5 percent slopes Web Soil Survey National Cooperative Soil Survey 12.5 26.1 6.0 44.6 1 Percent of AOI 28.0% 58.6% 13.4% 100.0% 6/30/2021 Page 3 of 3 Map Unit Description: Altamont clay, 5 to 9 percent slopes-San Diego County Area, California San Diego County Area, California AtC-Altamont clay, 5 to 9 percent slopes USL>A Natural Resources iiiiiiii Conservation Service Map Unit Setting National map unit symbol: hb7y Elevation: 200 to 3,250 feet Mean annual precipitation: 9 to 25 inches Mean annual air temperature: 59 to 63 degrees F Frost-free period: 200 to 310 days Farmland classification: Prime farmland if irrigated Map Unit Composition Altamont and similar soils: 90 percent Minor components: 10 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Altamont Setting Landform: Hillslopes Landform position (two-dimensional): Backslope Landform position (three-dimensional): Side slope Down-slope shape: Convex Across-slope shape: Convex Parent material: Calcareous shale Typical profile H1 -0 to 28 inches: clay H2 -28 to 36 inches: clay, clay loam H2 -28 to 36 inches: weathered bedrock H3 -36 to 40 inches: Properties and qualities Slope: 5 to 9 percent Depth to restrictive feature: 24 to 40 inches to paralithic bedrock Drainage class: Well drained Runoff class: Very high Capacity of the most limiting layer to transmit water (Ksat): Moderately low to moderately high (0.06 to 0.20 in/hr} Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum content: 10 percent Maximum salinity: Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water capacity: Moderate (about 6.7 inches) Interpretive groups Land capability classification (irrigated): 2e Land capability classification (nonirrigated): 2e Web Soil Survey National Cooperative Soil Survey 6/30/2021 Page 1 of 2 Map Unit Description: Altamont clay, 5 to 9 percent slopes-San Diego County Area, California Hydro/ogic Soil Group: D Hydric soil rating: No Minor Components Las flores Percent of map unit: 5 percent Hydric soil rating: No Diablo Percent of map unit: 5 percent Hydric soil rating: No Data Source Information Soil Survey Area: San Diego County Area, California Survey Area Data: Version 15, May 27, 2020 USDA Natural Resources iiiii Conservation Service Web Soil Survey National Cooperative Soil Survey 6/30/2021 Page 2 of 2 Map Unit Description: Altamont clay, 15 to 30 percent slopes, warm MAAT, MLRA 20-San Diego County Area, California San Diego County Area, California USDA Natural Resources Ate-Altamont clay, 15 to 30 percent slopes, warm MAAT, MLRA20 Map Unit Setting National map unit symbol: 2w627 Elevation: 20 to 860 feet Mean annual precipitation: 11 to 15 inches Mean annual air temperature: 62 to 65 degrees F Frost-free period: 300 to 365 days Farmland classification: Not prime farmland Map Unit Composition Altamont and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Altamont Setting Landform: Mountain slopes, hillslopes Down-slope shape: Convex Across-slope shape: Convex Parent material: Residuum weathered from sandstone and shale Typical profile A -0 to 4 inches: clay Bss -4 to 28 inches: clay Bkss -28 to 40 inches: clay Cr -40 to 50 inches: Properties and qualities Slope: 15 to 30 percent Depth to restrictive feature: 40 to 60 inches to paralithic bedrock Drainage class: Well drained Runoff class: High Capacity of the most limiting layer to transmit water (Ksat): Moderately low to moderately high (0.06 to 0.20 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum content: 10 percent Available water capacity: Moderate (about 6.4 inches) Interpretive groups Land capability classification (irrigated): 4e Land capability classification (nonirrigated): 4e Hydrologic Soil Group: C Ecological site: R019XD001CA Hydric soil rating: No iiiii Conservation Service Web Soil Survey National Cooperative Soil Survey 6/30/2021 Page 1 of 2 Map Unit Description: Altamont clay, 15 to 30 percent slopes, warm MMT, MLRA 20-San Diego County Area, California Minor Components Linne Percent of map unit: 5 percent Landform: Mountain slopes, hillslopes Down-slope shape: Convex Across-slope shape: Convex Hydric soil rating: No Las flores Percent of map unit: 5 percent Landform: Mountain slopes, hillslopes Down-slope shape: Convex Across-slope shape: Convex Hydric soil rating: No Diablo Percent of map unit: 5 percent Landform: Mountain slopes, hillslopes Down-slope shape: Convex Across-slope shape: Convex Hydric soil rating: No Data Source Information Soil Survey Area: San Diego County Area, California Survey Area Data: Version 15, May 27, 2020 Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/30/2021 Page 2 of 2 APPENDIXC HYDROMODIFICATION ELEMENTS Facility Name: =:;.::.;._;;;;.;.;1;.. ____ -" Flows To : ·1r;tew ~~ ~f ,----------,,] :=[ =========::::::: r Precipitati>n· AppEd 1 ·1 I r · tEvaporfat·~-r Marjual ,-~at~ Loae:I File: rowser • h ·• 10 1. • •. J,j ,. 11 .,B. . 12 ~ ==~-- Eacil~-Type! ..... s _S"o_· r_-AB_t::_t ______ ____. Outh:~t Structure . . ·0.200000 i O. OOOOOiJi -0:200000. O.OOOOQO, ' <-.: C." • • • .. . . 0:·200001:l 0 .. 000000. d' ~... -• n.200000 0.000000' goo q.gp□q,,~ ti'oo 0.000000 .200000 0. OOOOQO 6;2000PD ci.09oqoo: 0.20:JOOO O.OOOOOCL :0~2.00000 0. 000000 ..:.t;, -.. -~ ... • • -'."( · ·o·-.2rnoou o. ooooon. <-_,. 0.□oooocr J Not Used Not Used No~ Used ----- Tide Ga,~~ I Trme,Serres·I Dema.nd I Determtn_!3~01.rtt'etWrth Tide Gate---·------------------~ r Use Trite ~ate Tide Gate Elevation (ft) Overflow El~vat19'1' (ft) ... D0wnstream Connection Iterations Elevation (ft) 361.00 361.10 361.20 361.30 361.40 36 1.50 361.60 361.70 361.80 361.90 362.00 362.10 362.20 362.30 362.40 362.50 362.60 362.70 362.80 362.90 363.00 363.10 363.20 363.30 363.40 363 .50 363.60 363.70 363.80 363.90 364.00 364.10 364.20 364.30 364.40 364.50 364.60 364.70 364.80 364.90 365.00 365.10 365.20 365.30 365.40 365.50 365.60 365.70 365.80 365.90 366.00 366.10 366.20 366.30 Lionshead -Carlsbad Rating Curve for Pump / Vault to Pump Stage Area Storage Discharge (ft) (ac) (ac-ft) (cfs) 0.00 0.166025 0.000000 0.20 0.10 0.166025 0.000043 0.20 0.20 0.166025 0.000242 0.20 0.30 0.166025 0.000663 0.20 0.40 0.166025 0.001351 0.20 0.50 0.166025 0.002346 0.20 0.60 0.166025 0.003677 0.20 0.70 0.166025 0.005370 0.20 0.80 0.166025 0.007448 0.20 0.90 0.166025 0.009931 0.20 1.00 0.166025 0.012836 0.20 1.10 0.166025 0.016176 0.20 1.20 0.166025 0.019965 0.20 1.30 0.166025 0.023193 0.20 1.40 0.166025 0.027037 0.20 1.50 0.166025 0.031852 0.20 1.60 0.166025 0.037713 0.20 1.70 0.166025 0.044692 0.20 1.80 0.166025 0.052854 0.20 1.90 0.166025 0.061166 0.20 2.00 0.166025 0.070135 0.20 2.10 0.166025 0.079843 0.20 2.20 0.166025 0.090149 0.20 2.30 0.166025 0.100963 0.20 2.40 0.166025 0.112218 0.20 2.50 0.166025 0.123860 0.20 2.60 0.166025 0.135844 0.20 2.70 0.166025 0.148127 0.20 2.80 0.166025 0.160674 0.20 2.90 0.166025 0.173452 0.20 3.00 0.166025 0.186428 0.20 3.10 0.166025 0.199573 0.20 3.20 0.166025 0.212859 0.20 3.30 0.166025 0.226258 0.20 3.40 0.166025 0.239745 0.20 3.50 0.166025 0.253294 0.20 3.60 0.166025 0.266879 0.20 3.70 0.166025 0.280475 0.20 3.80 0.166025 0.294057 0.20 3.90 0.166025 0.307598 0.20 4.00 0.166025 0.321074 0.20 4.10 0.166025 0.334457 0.20 4.20 0.166025 0.347719 0.20 4.30 0.166025 0.360832 0.20 4.40 0.166025 0.373763 0.20 4.50 0.166025 0.386480 0.20 4.60 0.166025 0.398943 0.20 4.70 0.166025 0.41 1108 0.20 4.80 0.166025 0.422919 0.20 4.90 0.166025 0.434295 0.20 5.00 0.166025 0.445055 0.20 5.10 0.166025 0.455075 0.20 5.20 0.166025 0.464855 0.20 5.30 0.166025 0.474366 0.20 to Vault Discharge (cfs) 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 Elevation (ft) 366.40 366.50 366.60 366.70 366.80 366.90 367.00 367.10 367.20 367.30 367.40 367.50 367.60 367.70 367.80 367.90 368.00 368.10 368.20 368.30 368.40 368.50 368.60 368.70 368.80 368.90 369.00 369.10 369.20 369.30 369.40 369.50 369.60 369.70 369.80 369.90 370.00 370.10 370.20 370.30 370.40 370.50 370.60 370.70 370.80 370.90 371.00 Notes: Lionshead -Carlsbad Rating Curve for Pump I Vault to Pump Stage Area Storage Discharge (ft) (ac) (ac-ft) (cfs) 5.40 0.166025 0.483578 0.20 5.50 0.166025 0.492454 0.20 5.60 0.166025 0.500957 0.20 5.70 0.166025 0.509040 0.20 5.80 0.166025 0.516673 0.20 5.90 0.166025 0.52388 1 0.20 6.00 0.166025 0.530628 0.20 6.10 0.166025 0.536810 0.20 6.20 0.166025 0.542155 0.20 6.30 0.166025 0.546085 0.20 6.40 0.166025 0.549946 0.20 6.50 0.166025 0.553854 0.20 6.60 0.166025 0.557179 0.20 6.70 0.166025 0.560393 0.20 6.80 0.166025 0.563243 0.20 6.90 0.166025 0.565308 0.20 7.00 0.166025 0.567361 0.20 7.10 0.166025 0.569508 0.20 7.20 o. 166025 0.571733 0.20 7.30 0.166025 0.574024 0.20 7.40 0.166025 0.576368 0.20 7.50 0.166025 0.578755 0.20 7.60 0.166025 0.58 1175 0.20 7.70 0.166025 0.583618 0.20 7.80 0.166025 0.586075 0.20 7.90 0.166025 0.588537 0.20 8.00 0.166025 0.590995 0.20 8.10 0.166025 0.593441 0.20 8.20 0.166025 0.595864 0.20 8.30 0.166025 0.598256 0.20 8.40 0.166025 0.600607 0.20 8.50 0.166025 0.602905 0.20 8.60 0.166025 0.605140 0.20 8.70 0.166025 0.607299 0.20 8.80 0.166025 0.609365 0.20 8.90 0.166025 0.61 1323 0.20 9.00 0.166025 0.6 I 3146 0.20 9.10 0.166025 0.614801 0.20 9.20 0.166025 0.616212 0.20 9.30 0.166025 0.617263 0.20 9.40 0.166025 0.618245 0.20 9.50 0.166025 0.619165 0.20 9.60 0.166025 0.620010 0.20 9.70 0.166025 0.620767 0.20 9.80 0.166025 0.621417 0.20 9.90 0.166025 0.621926 0.20 10.00 0.166025 0.622208 0.20 Area is Footprint of Storage Pipes to Vault Discharge (cfs) 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 11.121500 15.728180 19.263010 22.243010 24.868450 27.242020 29.424740 31.456370 33.364520 35.169300 36.885870 38.526030 40.099170 41.612870 43.073410 44.486030 45.855150 47.184560 48.477530 49.736900 50.965150 52. 164500 53.336880 54.484040 55.607540 56.708790 57.789050 58.849490 59.891150 60.915010 Volume is Incremental Storage Capacity of Storage Pipes (accounting for invert slope) Discharge to Pump is Pump Rating Discharge to Vault calculated by SDHM3 l Facility Name. Downsfre6'1'1 Connectihn Both Exits µp~tream StocageAf~a l:.erigth l~f Maximum Depth of ROAding(ft] Primary Exit(l) :Structure. I Flow Threshold -:1 Flow T hresho~ (cf s} IO. z Primary E x,~1 ] Secondary E xit(2) · · · "IJ~ we~ 1 1s9a ~d ~ Secondary Exit(2) Structure Vol~·af lop ~f Sti;>rage ~ea.(ac4t) .. (XX) Show ~plittl;!r Table t -_0-~-_n_T_a-bl_e_~ Initial Stag~ (ft) !ct. ·_y. _. Outlet 1 Outlet 2 Outlet 3 Oownstre·a,m Connecti;µn ... ~_V_P ..... .._, __ ____..I !O I __ [o _____ _ w U~e simple· f!~ofilirc;Ct~on ~ Underdrain,"\J$.,t;:,d Quick Biofilter Size Wa.te;r Q4.®tv' J Size Facility I Biofilter· Botto'i'rt Elewti_on (ft) ---~--_ _. Biofilter Dimen.sions B iof ilter Length (ft]'-, ,•: . -~ B iof ilter Bottom W~tff{ffl" ffltQt I ·tsa.-l Free:board.(ft) --~-. lm width of the biofter, · ·' Effectiv~ Tot.~ _0ep~;(ft! _ -==~====- Bottom slope of biofter'.(0-1)" (dlXll ) r Excl_udg__1a.t.ef! uri~r,,1>i.dl!-sJqj!$,. Top side. slope'.{HN,j fa@ 1 Bottomside~_(HNJ ~ I Left Side Slope: (l;:INJ '~ Right Side Sl~J!:I/V,1 ~ Material Layers1or: Bi.ofilter Depth (ft} .Soil Lay_er 1 L-·· .. 1 1:. · 2 L . · 3 '~ ~ -~ lo-250 I ~-• I r~a r ~- Soil La_yer 2 ESM ~::;:;::::;::====::!~ Soil Layer 3: '&AAV[J;; -------- Edit Soil Typs;s I Nativ.e lnfiltiation INO ~ T otaf f nflow ac·ft 186.99 "" Underdrain Oiameter(ft) lo.5 --:-iOffset(in)· Orifice Diametet{in) j-6-_ -~ -;1 Ffow Through Underdrain (ac-ft) 180.372 Total Outflow (ac-ft) 1-80.372 Percent Through U nderdr ain WQ Percent Filtered ~c-ent ot Pr~A,ea 10a 100 0 Facili!Y Drm~nsion DiJigra_m I !Riser Outlet Str.udure Riser Height Above biofilter surface (ft) Ris.er Diamell;lr (in) !24 ~ Riser Type .-IF-lat---~ Odfice Diameter Height ~umber· (in) (ft) 1 lo ~ lo --!7 2 lo --:-1 lo --:-1 3 lo ~ lo --:-i p · Vertical Or ifice ,, B.iofilter Volume ~t Riser H~ad (ac-ft) .350 Show BiofiJter l □pen Table -:'i Precipitation on Facility (acre-ft} E vapor atfon from Facility (acre-ft) 3.268 6.619- Lionshead -Carlsbad BioFilter Basin Storage Rating Curve BioFilter -West Plan SDHM31 Depth Area Volume (ft) (sa -ft) (cu-ft) 0.00 4,389 0 1.25 5,092 5,926 3.00 6,127 15,742 4.00 7,993 22,802 4.50 8,942 27,036 Notes: Basin does not have a Regular Geometric Shaped Footprint SDHM31 requires a Rectangular Shaped Footprint For SDHM3 l Analysis a Square Basin Footprint was assumed Base Width Sideslope Area (SQ-ft) 4,356 5,041 6,084 6,724 7,056 Square Basin dimensions were best fit to the Plan Dimensions (Area and Volume) Square Basin was fit Conservatively so that Area and Volume are less than Plan 66.0 66.0 2.0 Volume (cu-ft) 0 5,873 15,608 22,012 25,457 utlt;!t ,1 , u et -. u et Downstream Connecti;on ..... 1~...;_)?_1'/f __ M......._ __ ....... 1 !CJ I ~rcr:---------, w' Us-e sim_pie: f!i ofiltrafion ~ UnderdrQ.irt ·v:-s~d Quick Biofilter Size We.te;r Qual,i~ J Size~Facility ( l[nderdrajn Diameter(ft) I0.5 ~Offset(in) .. Biofilter Bottom·· ElevQ.ti.ori' (ft) ..... ~-· _ ..... Biofilter Dimen.sions Biofilter Length(ft)<: ,: ..... B iofilter B ortom \,\f idth· i~l I J n I Over road Flooding lftl ~ F reeboard ff t) Effe~tiv~ Tot~ .0e_¢1:lft! , ·-=~=· =· ;:::' ==;;;;;; Bottom-slope ef ~er.(0-T)" ~.txi l r Excl_udgJup~)uicJ~r -sidfis,lqft~s Top side.slope:(~N) ~ Bottom side. s~ (f:tN) ~. LeftSideSloge:(f.:IN) ~ Right Si9e Slope .. (t:{/'{l ~ Material Layers for Biofifter ~-~· 1 t~ 2 Layer 3. Depth (ft) lo;250 j p.500 I fJ.250 j .Soil Layer ·1 Soil Layer 2. Soil Layer 3-_ Edit Soil. Types Native rnfiltr.ation (No ~ 'r c:ital [nflbw ac·U 1'42.23 < Orifice Diam_ete·~.{i~) 1-£--~ ~ flow Through Underdr~rr(ae~ft) 1-30,356 ' :-:,. .'.. . . Total· 0 tltf low (adt )' Percent Through Underdrai11 ... ,c. .. ... 130.51 9!{~8. w'Q Percent Filtered 99. 88 ~ot Pr~ea· O' f'?-ciliJy. Qrmen~~on Dlagra.m I I A is.er Outlet 5 fmduc~ Riser .. H;ight-Above b1ofilter,surface [tti 11 Qiifi"i:e Djametet Hei,ght Number· (in} (ft) 1 lo --:, lo --!1 2 fo --:, -1o--;-1 3 lo ~ lo ~ p : Vertical Orifice 8icifiJter Volum~ ~t A is.er H,;,ad (ac-f~} .S~8 Show BiofiJter; !Open Table --:-1 Precipitation on Facility facre-ftJ Evaporation from Facility (~ere-ft). 6.54i 1.1.723 Lionshead -Carlsbad BioFilter Basin Storage Rating Curve BioFilter -East Plan SDHM31 Depth Area Volume (ft) (sa-ft) (cu-ft) 0.00 9,177 0 1.25 9,924 11 ,938 3.00 11,114 30,346 4.00 12,675 42,241 4.50 13,750 48,847 Notes: Basin does not have a Regular Geometric Shaped Footprint SDHM31 requires a Rectangular Shaped Footprint For SDHM3 l Analysis a Square Basin Footprint was assumed Base Width Sideslope Area (sq-ft) 9,025 9,851 11 ,067 11 ,794 12,166 Square Basin dimensions were best fit to the Plan Dimensions (Area and Volume) Square Basin was fit Conservatively so that Area and Volume are Jess than Plan 95.0 95.0 1.7 Volume (cu-ft) 0 11 ,797 30,100 41,531 47,521 Flows To .:. .....[ -----~f.! _______ ] :::' ==========~f r Precipitation ~d I 11 f r J .:':'.~P.~~~ Facilw·Type ..... fs_so_t_AB_1:g _____ _____,.._~4 r Marjual l~abi;!n Loae:I File: Tide Ga~e I Time,Se.ri'es ·j Dema.nd I betermin_!3-0 u1tetWtth Tide' G~te•-'--· ------------=---------·i r Use Tti:J¼ie· Gate·•. Tide Ga~e Elevation (ft) Overflow El~vatjorr (ft) I ntiti al Sta~~ (ftl Dowr1stream CEnmection Iterations Lionshead -Carlsbad Rating Curve for Underground Storage Vault Riser Riser Elevation Stage Area Storage Discharge Discharge (ft) (ft) (ac) (ac-ft) (cfs) (cfs) 358.00 0.00 0.216001 0.000000 0.000000 0.000000 358.10 0.10 0.216001 0.020307 0.013408 0.013408 358.20 0.20 0.216001 0.040614 0.018962 0.018962 358.30 0.30 0.216001 0.060921 0.023224 0.023224 358.40 0.40 0.216001 0.081228 0.026816 0.026816 358.50 0.50 0.216001 0.101535 0.029982 0.029982 358.60 0.60 0.216001 0.121842 0.032843 0.032843 358.70 0.70 0.216001 0.142149 0.035475 0.035475 358.80 0.80 0.216001 0.162455 0.037924 0.037924 358.90 0.90 0.216001 0.182762 0.040225 0.040225 359.00 1.00 0.216001 0.203069 0.042401 0.042401 359.10 1.10 0.216001 0.223376 0.044470 0.044470 359.20 1.20 0.216001 0.243683 0.046448 0.046448 359.30 1.30 0.216001 0.263990 0.048344 0.048344 359.40 1.40 0.216001 0.284297 0.050169 0.050169 359.50 1.50 0.216001 0.304604 0.051930 0.051930 359.60 1.60 0.216001 0.324911 0.053633 0.053633 359.70 1.70 0.216001 0.345218 0.055284 0.055284 359.80 1.80 0.216001 0.365525 0.056887 0.056887 359.90 1.90 0.216001 0.385832 0.058446 0.058446 360.00 2.00 0.216001 0.406139 0.059964 0.059964 360.10 2.10 0.216001 0.426446 0.061445 0.061445 360.20 2.20 0.216001 0.446753 0.062891 0.062891 360.30 2.30 0.216001 0.467059 0.064304 0.064304 360.40 2.40 0.216001 0.487366 0.065687 0.065687 360.50 2.50 0.216001 0.507673 0.067042 0.067042 360.60 2.60 0.216001 0.527980 0.068370 0.068370 360.70 2.70 0.216001 0.548287 0.069672 0.069672 360.80 2.80 0.216001 0.568594 0.070950 0.070950 360.90 2.90 0.216001 0.588901 0.072206 0.072206 361.00 3.00 0.216001 0.609208 0.073441 0.073441 361.10 3.10 0.216001 0.629515 0.074655 0.074655 361.20 3.20 0.216001 0.649822 0.075849 0.075849 361.30 3.30 0.216001 0.670129 0.077025 0.077025 361.40 3.40 0.216001 0.690436 0.078184 0.078184 361.50 3.50 0.216001 0.710743 0.079325 0.079325 361.60 3.60 0.216001 0.731050 0.080450 0.080450 361.70 3.70 0.216001 0.751357 0.081560 0.081560 361.80 3.80 0.216001 0.771663 0.082655 0.082655 361.90 3.90 0.216001 0.791970 0.083735 0.083735 362.00 4.00 0.216001 0.812277 0.084802 0.084802 362.10 4.10 0.216001 0.832584 0.085856 0.085856 362.20 4.20 0.216001 0.852891 0.086896 0.086896 362.30 4.30 0.216001 0.873198 0.087925 0.087925 362.40 4.40 0.216001 0.893505 0.088941 0.088941 362.50 4.50 0.216001 0.913812 0.089946 0.089946 362.60 4.60 0.216001 0.934119 0.090940 0.090940 362.70 4.70 0.216001 0.954426 0.091923 0.091923 362.80 4.80 0.216001 0.974733 0.092896 0.092896 362.90 4.90 0.216001 0.995040 0.093859 0.093859 363.00 5.00 0.216001 1.015347 0.094812 0.094812 363.10 5.10 0.216001 1.035654 0.095755 0.095755 363.20 5.20 0.216001 1.055961 0.096689 0.096689 363.30 5.30 0.216001 1.076267 0.097615 0.097615 Lionshead -Carlsbad Rating Curve for Underground Storage Vault Riser Riser Elevation Stage Area Storage Discharge Discharge (ft) (ft) (ac) (ac-ft) (cfs) (cfs) 363.40 5.40 0.216001 1.096574 0.098531 0.098531 363.50 5.50 0.216001 1.116881 0.099439 0.099439 363.60 5.60 0.216001 1.137188 0.100339 0.100339 363.70 5.70 0.216001 1.157495 0.101231 0.101231 363.80 5.80 0.216001 1.177802 0.102115 0.102115 363.90 5.90 0.216001 1.198109 0.102992 0.102992 364.00 6.00 0.216001 1.218416 0.103861 0.103861 364.10 6.10 0.216001 1.238723 0.104723 0.104723 364.20 6.20 0.216001 1.259030 0.105578 0.105578 364.30 6.30 0.216001 1.279337 0.106426 0.106426 364.40 6.40 0.216001 1.299644 0.107267 0.107267 364.50 6.50 0.216001 1.319951 0.108102 0.108102 364.60 6.60 0.216001 1.340258 0.108930 0.108930 364.70 6.70 0.216001 1.360565 0.109752 0.109752 364.80 6.80 0.216001 1.380871 0.110569 0.110569 364.90 6.90 0.216001 1.401178 0.111379 0.111379 365.00 7.00 0.216001 1.421485 0.112183 0.112183 365.10 7.10 0.216001 1.441792 0.112981 0.112981 365.20 7.20 0.216001 1.462099 0.113774 0.113774 365.30 7.30 0.216001 1.482406 0.114561 0.114561 365.40 7.40 0.216001 1.502713 0.115343 0.115343 365.50 7.50 0.216001 1.523020 0.116120 0.116120 365.60 7.60 0.216001 1.543327 0.116892 0.116892 365.70 7.70 0.216001 1.563634 0.117658 0.117658 365.80 7.80 0.216001 1.583941 0.118420 0.118420 365.90 7.90 0.216001 1.604248 0.119177 0.119177 366.00 8.00 0.216001 1.624555 0.119928 0.119928 366.10 8.10 0.216001 1.644862 0.120676 0.120676 366.20 8.20 0.216001 1.665169 0.121418 0.121418 366.30 8.30 0.216001 1.685475 0.122156 0.122156 366.40 8.40 0.216001 1.705782 0.122890 0.122890 366.50 8.50 0.216001 1.726089 0.123619 0.123619 366.60 8.60 0.216001 1.746396 0.124344 0.124344 366.70 8.70 0.216001 1.766703 0.125065 0.125065 366.80 8.80 0.216001 1.787010 0.125782 0.125782 366.90 8.90 0.216001 1.807317 0.126495 0.126495 367.00 9.00 0.216001 1.827624 0.127203 0.127203 367.10 9.10 0.216001 1.847931 1.637690 1.637690 367.20 9.20 0.216001 1.868238 4.395098 4.395098 367.30 9.30 0.216001 1.888545 7.957487 7.957487 367.40 9.40 0.216001 1.908852 12.155940 12.155940 367.50 9.50 0.216001 1.929159 16.876890 16.876890 367.60 9.60 0.216001 1.949466 22.024800 22.024800 367.70 9.70 0.216001 1.969772 27.509280 27.509280 367.80 9.80 0.216001 1.990079 33.239860 33.239860 367.90 9.90 0.216001 2.010386 39.124220 39.124220 368.00 10.00 0.216001 2.030693 45.068110 45.068110 Notes: Area is Footprint of Vault Volume is Incremental Storage Capacity of Vault (accounting for structural concrete) Discharge to Riser calculated by SDHM31 Discharge to Riser calculated by SDHM31 APPENDIXD HYDROMODIFICATION ANALYSIS SDHM3.1 PROJECT REPORT General Model Information Project Name: HydroMod Site Name: Site Address: City: Report Date: 9/24/2021 Gage: ENCINITA Data Start: 10/01/1963 Data End: 09/30/2004 Timestep: Hourly Precip Scale: 1.000 Version Date: 2021/04/06 POC Thresholds Low Flow Threshold for POC1: High Flow Threshold for POC1: HydroMod 1 O Percent of the 2 Year 10 Year 9/24/2021 12:00:11 PM Page 2 Landuse Basin Data Predeveloped Land Use Lot 1 Bypass: No GroundWater: No Pervious Land Use acre C,NatVeg,Flat 2.23 D,NatVeg,Flat 1.93 C, U rban,Steep 0.28 D, Urban ,Steep 1.93 Pervious Total 6.37 Impervious Land Use acre Impervious Total 0 Basin Total 6.37 Element Flows To: Surface lnterflow Groundwater HydroMod 9124/2021 12:00:11 PM Page 3 Lot 2 Bypass: No GroundWater: No Pervious Land Use acre C,NatVeg,Flat 3 D,NatVeg,Flat 0.96 C,Urban,Steep 0.22 D, Urban ,Steep 1.3 Pervious Total 5.48 Impervious Land Use acre Impervious Total 0 Basin Total 5.48 Element Flows To: Surface lnterflow Groundwater HydroMod 9/24/2021 12:00:11 PM Page 4 Lot 3 Bypass: No GroundWater: No Pervious Land Use acre C,NatVeg,Flat 2.31 D,NatVeg,Flat 0.1 C, Urban ,Steep 0.56 Pervious Total 2.97 Impervious Land Use acre Impervious Total 0 Basin Total 2.97 Element Flows To: Surface lnterflow Groundwater HydroMod 9/24/2021 12:00:11 PM Page 5 Lot 4 Bypass: No Groundwater: No Pervious Land Use acre C,NatVeg,Flat 3.75 C, Urban,Steep 0.77 Pervious Total 4.52 Impervious Land Use acre Impervious Total 0 Basin Total 4.52 Element Flows To: Surface lnterflow Groundwater HydroMod 9/24/2021 12:00:11 PM Page 6 Mitigated Land Use Mit 1 Bypass: No Groundwater: No Pervious Land Use acre C,Urban,Flat 0.15 Pervious Total 0.15 Impervious Land Use acre IMPERVIOUS-FLAT 4.13 Impervious Total 4.13 Basin Total 4.28 Element Flows To: Surface lnterflow Groundwater Surface filter East Surface filter East HydroMod 9/24/2021 12:00:11 PM Page 7 Mit 2 Bypass: No Groundwater: No Pervious Land Use acre C,Urban,Flat 0.04 Pervious Total 0.04 Impervious Land Use acre IMPERVIOUS-FLAT 0.91 Impervious Total 0.91 Basin Total 0.95 Element Flows To: Surface lnterflow Groundwater Surface filter East Surface filter East HydroMod 9/24/2021 12:00:11 PM Page 8 Mit 3 Bypass: No Groundwater: No Pervious Land Use acre C,Urban,Flat 0.38 C, Urban ,Steep 0.01 Pervious Total 0.39 Impervious Land Use acre IMPERVIOUS-FLAT 0.01 IMPERVIOUS-STEEP 0.05 Impervious Total 0.06 Basin Total 0.45 Element Flows To: Surface lnterflow Groundwater Surface filter East Surface filter East HydroMod 9/24/2021 12:00:11 PM Page 9 Mit 4 Bypass: No Groundwater: No Pervious Land Use acre C,Urban,Flat 0.06 C, Urban ,Steep 0.12 D,Urban,Flat 0.09 Pervious Total 0.27 Impervious Land Use acre IMPERVIOUS-FLAT 7.48 Impervious Total 7.48 Basin Total 7.75 Element Flows To: Surface lnterflow Groundwater SSD Pump SSD Pump HydroMod 9/24/2021 12:00:11 PM Page 10 Mit 5 Bypass: No Groundwater: No Pervious Land Use acre C,Urban,Flat 0.29 C,Urban,Steep 0.07 Pervious Total 0.36 Impervious Land Use acre IMPERVIOUS-FLAT 0.03 Impervious Total 0.03 Basin Total 0.39 Element Flows To: Surface lnterflow Groundwater Surface filter West Surface filter West HydroMod 9/24/2021 12:00:11 PM Page 1·1 Mit 6 Bypass: No Groundwater: No Pervious Land Use acre C,Urban,Flat 0.06 C, Urban ,Steep 1.05 D,Urban,Flat 0.03 D, Urban ,Steep 3.23 Pervious Total 4.37 Impervious Land Use acre Impervious Total 0 Basin Total 4.37 Element Flows To: Surface lnterflow Groundwater SSD Vault SSD Vault HydroMod 9/24/2021 12:00:11 PM Page 12 Mit 7 Bypass: Yes GroundWater: No Pervious Land Use acre C,Urban,Flat 0.01 Pervious Total 0.01 Impervious Land Use acre IMPERVIOUS-FLAT 0.21 IMPERVIOUS-STEEP 0.01 Impervious Total 0.22 Basin Total 0.23 Element Flows To: Surface lnterflow Groundwater HydroMod 9/24/2021 12:00:11 PM Page 13 Mit 8 Bypass: Yes GroundWater: No Pervious Land Use acre D,Urban,Flat 0.37 D,Urban,Steep 0.5 Pervious Total 0.87 Impervious Land Use acre IMPERVIOUS-FLAT 0.03 IMPERVIOUS-STEEP 0.02 Impervious Total 0.05 Basin Total 0.92 Element Flows To: Surface lnterflow Groundwater HydroMod 9/24/2021 12:00:11 PM Page 14 Routing Elements Predeveloped Routing HydroMod 9/24/2021 12:00:11 PM Page 15 Mitigated Routing Biofilter West Bottom Length: Bottom Width: Material thickness of first layer: Material type for first layer: Material thickness of second layer: 66.00 ft. 66.00 ft. 0.25 Mulch 1.5 Material type for second layer: Material thickness of third layer: Material type for third layer: Underdrain used Underdrain Diameter (feet): Orifice Diameter (in.): Offset (in.): ESM 1.25 GRAVEL 0.5 6 Flow Through Underdrain (ac-ft.): 3 180.372 180.372 100 Total Outflow (ac-ft.): Percent Through Underdrain: Discharge Structure Riser Height: 1 ft. Riser Diameter: 24 in. Element Flows To: Outlet 1 Outlet 2 SSD Vault Biofilter Hydraulic Table Stage(feet) 0.0000 0.0495 0.0989 0.1484 0.1978 0.2473 0.2967 0.3462 0.3956 0.4451 0.4945 0.5440 0.5934 0.6429 0.6923 0.7418 0.7912 0.8407 0.8901 0.9396 0.9890 1.0385 1.0879 1.1374 1.1868 1.2363 1.2857 1.3352 1.3846 HydroMod Area(ac.) 0.1397 0.1392 0.1385 0.1378 0.1371 0.1364 0.1357 0.1350 0.1343 0.1336 0.1329 0.1322 0.1315 0.1308 0.1302 0.1295 0.1288 0.1281 0.1274 0.1268 0.1261 0.1254 0.1247 0.1241 0.1234 0.1227 0.1221 0.1214 0.1208 Volume(ac-ft.) Discharge(cfs) lnfilt(cfs) 0.0000 0.0000 0.0000 0.0015 0.0000 0.0000 0.0030 0.0000 0.0000 0.0045 0.0000 0.0000 0.0060 0.0000 0.0000 0.0075 0.0000 0.0000 0.0091 0.0000 0.0000 0.0106 0.0000 0.0000 0.0122 0.0000 0.0000 0.0137 0.0000 0.0000 0.0153 0.0000 0.0000 0.0169 0.0000 0.0000 0.0185 0.0000 0.0000 0.0200 0.0000 0.0000 0.0217 0.0000 0.0000 0.0233 0.0000 0.0000 0.0249 0.0000 0.0000 0.0265 0.0000 0.0000 0.0282 0.0000 0.0000 0.0298 0.0000 0.0000 0.0315 0.0000 0.0000 0.0332 0.0000 0.0000 0.0348 0.0000 0.0000 0.0365 0.0000 0.0000 0.0382 0.0000 0.0000 0.0399 0.0000 0.0000 0.0417 0.0000 0.0000 0.0434 0.0465 0.0000 0.0451 0.0698 0.0000 9/24/2021 12:00:11 PM Page 16 1.4341 0.1201 0.0469 0.1733 0.0000 1.4835 0.1194 0.0486 0.1742 0.0000 1.5330 0.1188 0.0504 0.1775 0.0000 1.5824 0.1181 0.0522 0.1791 0.0000 1.6319 0.1175 0.0540 0.2320 0.0000 1.6813 0.1168 0.0558 0.2350 0.0000 1.7308 0.1162 0.0576 0.2365 0.0000 1.7802 0.1155 0.0601 0.2602 0.0000 1.8297 0.1149 0.0626 0.2720 0.0000 1.8791 0.1143 0.0651 0.2977 0.0000 1.9286 0.1136 0.0677 0.3105 0.0000 1.9780 0.1130 0.0703 0.3344 0.0000 2.0275 0.1123 0.0728 0.3464 0.0000 2.0769 0.1117 0.0754 0.3684 0.0000 2.1264 0.1111 0.0780 0.3793 0.0000 2.1758 0.1104 0.0807 0.3996 0.0000 2.2253 0.1098 0.0833 0.4128 0.0000 2.2747 0.1092 0.0859 0.4459 0.0000 2.3242 0.1086 0.0886 0.4861 0.0000 2.3736 0.1079 0.0913 0.5280 0.0000 2.4231 0.1073 0.0940 0.5692 0.0000 2.4725 0.1067 0.0967 0.6087 0.0000 2.5220 0.1061 0.0994 0.6464 0.0000 2.5714 0.1055 0.1021 0.6822 0.0000 2.6209 0.1049 0.1049 0.7164 0.0000 2.6703 0.1042 0.1077 0.7491 0.0000 2.7198 0.1036 0.1104 0.7804 0.0000 2.7692 0.1030 0.1132 0.8106 0.0000 2.8187 0.1024 0.1160 0.8397 0.0000 2.8681 0.1018 0.1189 0.8679 0.0000 2.9176 0.1012 0.1217 0.8953 0.0000 2.9670 0.1006 0.1245 0.9243 0.0000 3.0000 0.1000 0.1264 0.9243 0.0000 Biofilter Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)To Amended(cfs)lnfilt(cfs) 3.0000 0.1397 0.1264 0.0000 0.5042 0.0000 3.0495 0.1404 0.1334 0.0000 0.5042 0.0000 3.0989 0.1411 0.1403 0.0000 0.6214 0.0000 3.1484 0.1418 0.1473 0.0000 0.6381 0.0000 3.1978 0.1425 0.1544 0.0000 0.6547 0.0000 3.2473 0.1432 0.1614 0.0000 0.6713 0.0000 3.2967 0.1440 0.1685 0.0000 0.6879 0.0000 3.3462 0.1447 0.1757 0.0000 0.7045 0.0000 3.3956 0.1454 0.1828 0.0000 0.7212 0.0000 3.4451 0.1461 0.1900 0.0000 0.7378 0.0000 3.4945 0.1468 0.1973 0.0000 0. 7544 0.0000 3.5440 0.1476 0.2046 0.0000 0.7710 0.0000 3.5934 0.1483 0.2119 0.0000 0.7876 0.0000 3.6429 0.1490 0.2192 0.0000 0.8043 0.0000 3.6923 0.1498 0.2266 0.0000 0.8209 0.0000 3.7418 0.1505 0.2340 0.0000 0.8375 0.0000 3.7912 0.1512 0.2415 0.0000 0.8541 0.0000 3.8407 0.1520 0.2490 0.0000 0.8708 0.0000 3.8901 0.1527 0.2565 0.0000 0.8874 0.0000 3.9396 0.1535 0.2641 0.0000 0.9040 0.0000 3.9890 0.1542 0.2717 0.0000 0.9206 0.0000 4.0385 0.1549 0.2793 0.1601 0.9243 0.0000 HydroMod 9/24/2021 12:00:11 PM Page 17 4.0879 0.1557 0.2870 0.5526 0.9243 0.0000 4.1374 0.1564 0.2947 1.0778 0.9243 0.0000 4.1868 0.1572 0.3025 1.7049 0.9243 0.0000 4.2363 0.1579 0.3103 2.4139 0.9243 0.0000 4.2857 0.1587 0.3181 3.1878 0.9243 0.0000 4.3352 0.1595 0.3260 4.0103 0.9243 0.0000 4.3846 0.1602 0.3339 4.8649 0.9243 0.0000 4.4341 0.1610 0.3418 5.7344 0.9243 0.0000 4.4835 0.1617 0.3498 6.6018 0.9243 0.0000 4.5000 0.1620 0.3525 7.4500 0.9243 0.0000 HydroMod 9124/2021 12:00:11 PM Page 18 Surface filter West Element Flows To: Outlet 1 Outlet 2 SSD Vault Biofilter West HydroMod 9/24/2021 12:00:11 PM Page 19 Flow Split Pump/ Underground Storage Bottom Length: 0.00 ft. Bottom Length: 0.00 ft. Depth: 10 ft. Side slope 1: 0 To 1 Side slope 2: 0 To 1 Side slope 3: 0 To 1 Side slope 4: 0 To 1 Threshold Splitter Hydraulic Table Stage(feet) 0.000 0.111 0.222 0.333 0.444 0.555 0.666 0.777 0.888 1.000 1.111 1.222 1.333 1.444 1.555 1.666 1.777 1.888 2.000 2.111 2.222 2.333 2.444 2.555 2.666 2.777 2.888 3.000 3.111 3.222 3.333 3.444 3.555 3.666 3.777 3.888 4.000 4.111 4.222 4.333 4.444 4.555 4.666 4.777 4.888 5.000 5.111 HydroMod Area(ac.) 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 Volume(ac-ft.) Primary(cfs) 0.000000 0.200 0.000000 0.200 0.000000 0.200 0.000000 0.200 0.000000 0.200 0.000000 0.200 0.000000 0.200 0.000000 0.200 0.000000 0.200 0.000000 0.200 0.000000 0.200 0.000000 0.200 0.000000 0.200 0.000000 0.200 0.000000 0.200 0.000000 0.200 0.000000 0.200 0.000000 0.200 0.000000 0.200 0.000000 0.200 0.000000 0.200 0.000000 0.200 0.000000 0.200 0.000000 0.200 0.000000 0.200 0.000000 0.200 0.000000 0.200 0.000000 0.200 0.000000 0.200 0.000000 0.200 0.000000 0.200 0.000000 0.200 0.000000 0.200 0.000000 0.200 0.000000 0.200 0.000000 0.200 0.000000 0.200 0.000000 0.200 0.000000 0.200 0.000000 0.200 0.000000 0.200 0.000000 0.200 0.000000 0.200 0.000000 0.200 0.000000 0.200 0.000000 0.200 0.000000 0.200 9/24/2021 12:00 11 PM Secondary( cfs) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 Page 20 5.222 0.000000 0.000000 0.200 1000 5.333 0.000000 0.000000 0.200 1000 5.444 0.000000 0.000000 0.200 1000 5.555 0.000000 0.000000 0.200 1000 5.666 0.000000 0.000000 0.200 1000 5.777 0.000000 0.000000 0.200 1000 5.888 0.000000 0.000000 0.200 1000 6.000 0.000000 0.000000 0.200 1000 6.111 0.000000 0.000000 0.200 1000 6.222 0.000000 0.000000 0.200 1000 6.333 0.000000 0.000000 0.200 1000 6.444 0.000000 0.000000 0.200 1000 6.555 0.000000 0.000000 0.200 1000 6.666 0.000000 0.000000 0.200 1000 6.777 0.000000 0.000000 0.200 1000 6.888 0.000000 0.000000 0.200 1000 7.000 0.000000 0.000000 0.200 1000 7.111 0.000000 0.000000 0.200 1000 7.222 0.000000 0.000000 0.200 1000 7.333 0.000000 0.000000 0.200 1000 7.444 0.000000 0.000000 0.200 1000 7.555 0.000000 0.000000 0.200 1000 7.666 0.000000 0.000000 0.200 1000 7.777 0.000000 0.000000 0.200 1000 7.888 0.000000 0.000000 0.200 1000 8.000 0.000000 0.000000 0.200 1000 8.111 0.000000 0.000000 0.200 1000 8.222 0.000000 0.000000 0.200 1000 8.333 0.000000 0.000000 0.200 1000 8.444 0.000000 0.000000 0.200 1000 8.555 0.000000 0.000000 0.200 1000 8.666 0.000000 0.000000 0.200 1000 8.777 0.000000 0.000000 0.200 1000 8.888 0.000000 0.000000 0.200 1000 9.000 0.000000 0.000000 0.200 1000 9.111 0.000000 0.000000 0.200 1000 9.222 0.000000 0.000000 0.200 1000 9.333 0.000000 0.000000 0.200 1000 9.444 0.000000 0.000000 0.200 1000 9.555 0.000000 0.000000 0.200 1000 9.666 0.000000 0.000000 0.200 1000 9.777 0.000000 0.000000 0.200 1000 9.888 0.000000 0.000000 0.200 1000 10.00 0.000000 0.000000 0.200 1000 10.11 0.000000 0.000000 0.200 1000 Discharge Structure Riser Height: 10 ft. Riser Diameter: 24 in. Orifice 1 Diameter: 1.8 in. Elevation :0 ft. Element Flows To: Outlet 1 Outlet 2 Surface filter West SSD Vault HydroMod 9/24/2021 12:00:11 PM Page 21 Biofilter East Bottom Length: Bottom Width: Material thickness of first layer: Material type for first layer: Material thickness of second layer: 95.00 ft. 95.00 ft. 0.25 Mulch 1.5 Material type for second layer: Material thickness of third layer: Material type for third layer: Underdrain used Underdrain Diameter (feet): Orifice Diameter (in.): Offset (in.): ESM 1.25 GRAVEL 0.5 6 Flow Through Underdrain (ac-ft.): 3 130.356 130.51 99.88 Total Outflow (ac-ft.): Percent Through Underdrain: Discharge Structure Riser Height: 1 ft. Riser Diameter: 72 in. Element Flows To: Outlet 1 Outlet 2 SSD Vault Biofilter Hydraulic Table Stage(feet) 0.0000 0.0495 0.0989 0.1484 0.1978 0.2473 0.2967 0.3462 0.3956 0.4451 0.4945 0.5440 0.5934 0.6429 0.6923 0.7418 0.7912 0.8407 0.8901 0.9396 0.9890 1.0385 1.0879 1.1374 1.1868 1.2363 1.2857 1.3352 1.3846 1.4341 1.4835 HydroMod Area(ac.) 0.2541 0.2535 0.2527 0.2519 0.2511 0.2503 0.2495 0.2487 0.2479 0.2471 0.2463 0.2455 0.2447 0.2439 0.2431 0.2423 0.2415 0.2407 0.2399 0.2391 0.2383 0.2376 0.2368 0.2360 0.2352 0.2344 0.2336 0.2329 0.2321 0.2313 0.2305 Volume(ac-ft.) Discharge(cfs) lnfilt(cfs) 0.0000 0.0000 0.0000 0.0031 0.0000 0.0000 0.0062 0.0000 0.0000 0.0093 0.0000 0.0000 0.0124 0.0000 0.0000 0.0155 0.0000 0.0000 0.0186 0.0000 0.0000 0.0218 0.0000 0.0000 0.0249 0.0000 0.0000 0.0281 0.0000 0.0000 0.0313 0.0000 0.0000 0.0345 0.0000 0.0000 0.0377 0.0000 0.0000 0.0409 0.0000 0.0000 0.0441 0.0000 0.0000 0.0473 0.0000 0.0000 0.0506 0.0000 0.0000 0.0538 0.0000 0.0000 0.0571 0.0000 0.0000 0.0604 0.0000 0.0000 0.0637 0.0000 0.0000 0.0670 0.0000 0.0000 0.0703 0.0000 0.0000 0.0736 0.0000 0.0000 0.0769 0.0000 0.0000 0.0803 0.0000 0.0000 0.0836 0.0000 0.0000 0.0870 0.0465 0.0000 0.0904 0.0698 0.0000 0.0938 0.1252 0.0000 0.0972 0.1530 0.0000 9/24/2021 12:00:11 PM Page 22 1.5330 0.2298 0.1006 0.1955 0.0000 1.5824 0.2290 0.1040 0.2167 0.0000 1.6319 0.2282 0.1075 0.2503 0.0000 1.6813 0.2275 0.1109 0.2671 0.0000 1.7308 0.2267 0.1144 0.2952 0.0000 1.7802 0.2259 0.1192 0.3092 0.0000 1.8297 0.2252 0.1240 0.3338 0.0000 1.8791 0.2244 0.1288 0.3461 0.0000 1.9286 0.2236 0.1337 0.3682 0.0000 1.9780 0.2229 0.1386 0.3793 0.0000 2.0275 0.2221 0.1434 0.3995 0.0000 2.0769 0.2214 0.1483 0.4097 0.0000 2.1264 0.2206 0.1533 0.4285 0.0000 2.1758 0.2198 0.1582 0.4379 0.0000 2.2253 0.2191 0.1631 0.4556 0.0000 2.2747 0.2183 0.1681 0.4673 0.0000 2.3242 0.2176 0.1731 0.4968 0.0000 2.3736 0.2168 0.1781 0.5334 0.0000 2.4231 0.2161 0.1831 0.5718 0.0000 2.4725 0.2153 0.1881 0.6100 0.0000 2.5220 0.2146 0.1932 0.6470 0.0000 2.5714 0.2138 0.1982 0.6826 0.0000 2.6209 0.2131 0.2033 0.7166 0.0000 2.6703 0.2124 0.2084 0.7492 0.0000 2.7198 0.2116 0.2135 0.7805 0.0000 2.7692 0.2109 0.2186 0.8106 0.0000 2.8187 0.2101 0.2238 0.8397 0.0000 2.8681 0.2094 0.2289 0.8679 0.0000 2.9176 0.2087 0.2341 0.8953 0.0000 2.9670 0.2079 0.2393 0.9222 0.0000 3.0000 0.2072 0.2428 1.6200 0.0000 Biofilter Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)To Amended(cfs)lnfilt(cfs) 3.0000 0.2541 0.2428 0.0000 1.0446 0.0000 3.0495 0.2549 0.2554 0.0000 1.0446 0.0000 3.0989 0.2557 0.2680 0.0000 1.2875 0.0000 3.1484 0.2565 0.2807 0.0000 1.3220 0.0000 3.1978 0.2573 0.2934 0.0000 1.3564 0.0000 3.2473 0.2581 0.3061 0.0000 1.3908 0.0000 3.2967 0.2590 0.3189 0.0000 1.4253 0.0000 3.3462 0.2598 0.3317 0.0000 1.4597 0.0000 3.3956 0.2606 0.3446 0.0000 1.4941 0.0000 3.4451 0.2614 0.3575 0.0000 1.5286 0.0000 3.4945 0.2623 0.3704 0.0000 1.5630 0.0000 3.5440 0.2631 0.3834 0.0000 1.5975 0.0000 3.5934 0.2639 0.3965 0.0000 1.6200 0.0000 3.6429 0.2647 0.4095 0.0000 1.6200 0.0000 3.6923 0.2656 0.4226 0.0000 1.6200 0.0000 3. 7 418 0.2664 0.4358 0.0000 1.6200 0.0000 3.7912 0.2672 0.4490 0.0000 1.6200 0.0000 3.8407 0.2681 0.4622 0.0000 1.6200 0.0000 3.8901 0.2689 0.4755 0.0000 1.6200 0.0000 3.9396 0.2697 0.4888 0.0000 1.6200 0.0000 3.9890 0.2706 0.5022 0.0000 1.6200 0.0000 4.0385 0.2714 0.5156 0.4805 1.6200 0.0000 4.0879 0.2722 0.5290 1.6599 1.6200 0.0000 4.1374 0.2731 0.5425 3.2407 1.6200 0.0000 HydroMod 9/24/2021 12:00:11 PM Page 23 4.1868 0.2739 0.5560 5.1382 1.6200 0.0000 4.2363 0.2748 0.5696 7.3056 1.6200 0.0000 4.2857 0.2756 0.5832 9.7118 1.6200 0.0000 4.3352 0.2765 0.5969 12.334 1.6200 0.0000 4.3846 0.2773 0.6105 15.154 1.6200 0.0000 4.4341 0.2782 0.6243 18.157 1.6200 0.0000 4.4835 0.2790 0.6381 21.331 1.6200 0.0000 4.5000 0.2793 0.6427 24.662 1.6200 0.0000 HydroMod 9/24/2021 12 :00: 11 PM Page 24 Surface filter East Element Flows To: Outlet 1 Outlet 2 SSD Vault Biofilter East HydroMod 9/24/2021 12:00:11 PM Page 25 SSD Pump Depth: 10 ft. Discharge Structure: 2 Riser Height: 10 ft. Riser Diameter: 60 in. Orifice 1 Diameter: 48 in. Elevation :0 ft. Element Flows To: Outlet 1 Outlet 2 Flow Split Pump/ Underground Storage SSD Table Hydraulic Table Stage Area Volume Outlet (feet) (ac.) (ac-ft.) Manual Struct NotUsed NotUsed NotUsed 0.000 0.166 0.000 0.200 0.000 0.000 0.000 0.000 0.200 0.166 0.000 0.200 0.000 0.000 0.000 0.000 0.400 0.166 0.001 0.200 0.000 0.000 0.000 0.000 0.600 0.166 0.004 0.200 0.000 0.000 0.000 0.000 0.800 0.166 0.007 0.200 0.000 0.000 0.000 0.000 1.000 0.166 0.013 0.200 0.000 0.000 0.000 0.000 1.200 0.166 0.020 0.200 0.000 0.000 0.000 0.000 1.400 0.166 0.027 0.200 0.000 0.000 0.000 0.000 1.600 0.166 0.038 0.200 0.000 0.000 0.000 0.000 1.800 0.166 0.053 0.200 0.000 0.000 0.000 0.000 2.000 0.166 0.070 0.200 0.000 0.000 0.000 0.000 2.200 0.166 0.090 0.200 0.000 0.000 0.000 0.000 2.400 0.166 0.112 0.200 0.000 0.000 0.000 0.000 2.600 0.166 0.136 0.200 0.000 0.000 0.000 0.000 2.800 0.166 0.161 0.200 0.000 0.000 0.000 0.000 3.000 0.166 0.186 0.200 0.000 0.000 0.000 0.000 3.200 0.166 0.213 0.200 0.000 0.000 0.000 0.000 3.400 0.166 0.240 0.200 0.000 0.000 0.000 0.000 3.600 0.166 0.267 0.200 0.000 0.000 0.000 0.000 3.800 0.166 0.294 0.200 0.000 0.000 0.000 0.000 4.000 0.166 0.321 0.200 0.000 0.000 0.000 0.000 4.200 0.166 0.348 0.200 0.000 0.000 0.000 0.000 4.400 0.166 0.374 0.200 0.000 0.000 0.000 0.000 4.600 0.166 0.399 0.200 0.000 0.000 0.000 0.000 4.800 0.166 0.423 0.200 0.000 0.000 0.000 0.000 5.000 0.166 0.445 0.200 0.000 0.000 0.000 0.000 5.200 0.166 0.465 0.200 0.000 0.000 0.000 0.000 5.400 0.166 0.484 0.200 0.000 0.000 0.000 0.000 5.600 0.166 0.501 0.200 0.000 0.000 0.000 0.000 5.800 0.166 0.517 0.200 0.000 0.000 0.000 0.000 6.000 0.166 0.531 0.200 0.000 0.000 0.000 0.000 6.200 0.166 0.542 0.200 0.000 0.000 0.000 0.000 6.400 0.166 0.550 0.200 0.000 0.000 0.000 0.000 6.600 0.166 0.557 0.200 0.000 0.000 0.000 0.000 6.800 0.166 0.563 0.200 0.000 0.000 0.000 0.000 7.000 0.166 0.567 0.200 0.000 0.000 0.000 0.000 7.100 0.166 0.570 0.200 11.12 0.000 0.000 0.000 7.200 0.166 0.572 0.200 15.73 0.000 0.000 0.000 7.300 0.166 0.574 0.200 19.26 0.000 0.000 0.000 7.400 0.166 0.576 0.200 22.24 0.000 0.000 0.000 7.500 0.166 0.579 0.200 24.87 0.000 0.000 0.000 7.600 0.166 0.581 0.200 27.24 0.000 0.000 0.000 7.700 0.166 0.584 0.200 29.42 0.000 0.000 0.000 HydroMod 9/24/2021 12:00:11 PM Page 26 7.800 0.166 0.586 0.200 31.46 0.000 0.000 0.000 7.900 0.166 0.589 0.200 33.36 0.000 0.000 0.000 8.000 0.166 0.591 0.200 35.17 0.000 0.000 0.000 8.100 0.166 0.593 0.200 36.89 0.000 0.000 0.000 8.200 0.166 0.596 0.200 38.53 0.000 0.000 0.000 8.300 0.166 0.598 0.200 40.10 0.000 0.000 0.000 8.400 0.166 0.601 0.200 41.61 0.000 0.000 0.000 8.500 0.166 0.603 0.200 43.07 0.000 0.000 0.000 8.600 0.166 0.605 0.200 44.49 0.000 0.000 0.000 8.700 0.166 0.607 0.200 45.86 0.000 0.000 0.000 8.800 0.166 0.609 0.200 47.18 0.000 0.000 0.000 8.900 0.166 0.611 0.200 48.48 0.000 0.000 0.000 9.000 0.166 0.613 0.200 49.74 0.000 0.000 0.000 9.100 0.166 0.615 0.200 50.97 0.000 0.000 0.000 9.200 0.166 0.616 0.200 52.16 0.000 0.000 0.000 9.300 0.166 0.617 0.200 53.34 0.000 0.000 0.000 9.400 0.166 0.618 0.200 54.48 0.000 0.000 0.000 9.500 0.166 0.619 0.200 55.61 0.000 0.000 0.000 9.600 0.166 0.620 0.200 56.71 0.000 0.000 0.000 9.700 0.166 0.621 0.200 57.79 0.000 0.000 0.000 9.800 0.166 0.621 0.200 58.85 0.000 0.000 0.000 9.900 0.166 0.622 0.200 59.89 0.000 0.000 0.000 10.000 0.166 0.622 0.200 60.92 0.000 0.000 0.000 HydroMod 9/24/2021 12:00:11 PM Page 27 SSD Vault Depth: Discharge Structure: 1 Riser Height: Riser Diameter: Discharge Structure: 2 Riser Height: Riser Diameter: 10 ft. 9 ft. 54 in. 9 ft. 54 in. Orifice 1 Diameter: 1.25 in. Elevation:0 ft. Element Flows To: Outlet 1 Outlet 2 SSD Table Hydraulic Table Stage Area Volume Outlet Outlet (feet) (ac.) (ac-ft.) Struct Struct NotUsed 0.000 0.216 0.000 0.000 0.000 0.000 0.200 0.216 0.041 0.019 0.019 0.000 0.400 0.216 0.081 0.027 0.027 0.000 0.600 0.216 0.122 0.033 0.033 0.000 0.800 0.216 0.162 0.038 0.038 0.000 1.000 0.216 0.203 0.042 0.042 0.000 1.200 0.216 0.244 0.046 0.046 0.000 1.400 0.216 0.284 0.050 0.050 0.000 1.600 0.216 0.325 0.054 0.054 0.000 1.800 0.216 0.366 0.057 0.057 0.000 2.000 0.216 0.406 0.060 0.060 0.000 2.200 0.216 0.447 0.063 0.063 0.000 2.400 0.216 0.487 0.066 0.066 0.000 2.600 0.216 0.528 0.068 0.068 0.000 2.800 0.216 0.569 0.071 0.071 0.000 3.000 0.216 0.609 0.073 0.073 0.000 3.200 0.216 0.650 0.076 0.076 0.000 3.400 0.216 0.690 0.078 0.078 0.000 3.600 0.216 0.731 0.080 0.080 0.000 3.800 0.216 0.772 0.083 0.083 0.000 4.000 0.216 0.812 0.085 0.085 0.000 4.200 0.216 0.853 0.087 0.087 0.000 4.400 0.216 0.894 0.089 0.089 0.000 4.600 0.216 0.934 0.091 0.091 0.000 4.800 0.216 0.975 0.093 0.093 0.000 5.000 0.216 1.015 0.095 0.095 0.000 5.200 0.216 1.056 0.097 0.097 0.000 5.400 0.216 1.097 0.099 0.099 0.000 5.600 0.216 1.137 0.100 0.100 0.000 5.800 0.216 1.178 0.102 0.102 0.000 6.000 0.216 1.218 0.104 0.104 0.000 6.200 0.216 1.259 0.106 0.106 0.000 6.400 0.216 1.300 0.107 0.107 0.000 6.600 0.216 1.340 0.109 0.109 0.000 6.800 0.216 1.381 0.111 0.111 0.000 7.000 0.216 1.421 0.112 0.112 0.000 7.200 0.216 1.462 0.114 0.114 0.000 7.400 0.216 1.503 0.115 0.115 0.000 7.600 0.216 1.543 0.117 0.117 0.000 7.800 0.216 1.584 0.118 0.118 0.000 HydroMod 9/24/2021 12:00:11 PM NotUsed NotUsed 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Page 28 • 8.000 0.216 1.625 0.120 0.120 0.000 0.000 0.000 8.200 0.216 1.665 0.121 0.121 0.000 0.000 0.000 8.400 0.216 1.706 0.123 0.123 0.000 0.000 0.000 8.600 0.216 1.746 0.124 0.124 0.000 0.000 0.000 8.800 0.216 1.787 0.126 0.126 0.000 0.000 0.000 9.000 0.216 1.828 0.127 0.127 0.000 0.000 0.000 9.100 0.216 1.848 1.638 1.638 0.000 0.000 0.000 9.200 0.216 1.868 4.395 4.395 0.000 0.000 0.000 9.300 0.216 1.889 7.957 7.957 0.000 0.000 0.000 9.400 0.216 1.909 12.16 12.16 0.000 0.000 0.000 9.500 0.216 1.929 16.88 16.88 0.000 0.000 0.000 9.600 0.216 1.949 22.02 22.02 0.000 0.000 0.000 9.700 0.216 1.970 27.51 27.51 0.000 0.000 0.000 9.800 0.216 1.990 33.24 33.24 0.000 0.000 0.000 9.900 0.216 2.010 39.12 39.12 0.000 0.000 0.000 10.000 0.216 2.031 45.07 45.07 0.000 0.000 0.000 HydroMod 9/24i2021 12:00:11 PM Page 29 Analysis Results POC 1 'i ~ .. 6-1 ~ 119 f----+-,-----4---------0 .J IL 1.75 f---~~~------ ,111. le,.,.,,_,,, ...... .,,, •111• ... f-10.0 ., - 100 ... +----------------+, .. P•r"'Oen1: Tlm-E~•c:llnu u 1 2 , 10 20 ao &-o 10 to ta • ,. ""' 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area: 19.34 Total Impervious Area: 0 Mitigated Landuse Totals for POC #1 Total Pervious Area: 6.46 Total Impervious Area: 12.88 Flow Frequency Method: Cunnane Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow{cfs) 2 year 2.970081 5 year 4.857895 10 year 6.091662 25 year 8. 721187 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow{cfs) 2 year 0.469681 5 year 0.880694 10 year 2.002112 25 year 3.506136 HydroMod 9/24/2021 12:00:11 PM Page 30 Duration Flows The Facility PASSED Flow(cfs) Predev Mit Percentage Pass/Fail 0.2970 430 350 81 Pass 0.3555 369 263 71 Pass 0.4141 339 203 59 Pass 0.4726 305 172 56 Pass 0.5311 279 148 53 Pass 0.5897 258 132 51 Pass 0.6482 239 112 46 Pass 0.7067 225 98 43 Pass 0.7653 209 89 42 Pass 0.8238 193 77 39 Pass 0.8823 179 73 40 Pass 0.9409 167 69 41 Pass 0.9994 158 59 37 Pass 1.0579 152 57 37 Pass 1.1165 148 52 35 Pass 1.1750 144 47 32 Pass 1.2335 138 42 30 Pass 1.2920 131 37 28 Pass 1.3506 125 31 24 Pass 1.4091 120 29 24 Pass 1.4676 116 26 22 Pass 1.5262 114 22 19 Pass 1.5847 113 19 16 Pass 1.6432 104 17 16 Pass 1.7018 103 16 15 Pass 1.7603 99 15 15 Pass 1.8188 92 15 16 Pass 1.8774 85 12 14 Pass 1.9359 82 12 14 Pass 1.9944 79 11 13 Pass 2.0530 75 10 13 Pass 2.1115 71 10 14 Pass 2.1700 69 8 11 Pass 2.2286 66 8 12 Pass 2.2871 65 8 12 Pass 2.3456 64 6 9 Pass 2.4042 63 5 7 Pass 2.4627 59 5 8 Pass 2.5212 56 5 8 Pass 2.5798 53 4 7 Pass 2.6383 53 4 7 Pass 2.6968 51 4 7 Pass 2.7553 48 4 8 Pass 2.8139 47 3 6 Pass 2.8724 44 3 6 Pass 2.9309 41 3 7 Pass 2.9895 38 3 7 Pass 3.0480 38 3 7 Pass 3.1065 37 2 5 Pass 3.1651 35 2 5 Pass 3.2236 34 2 5 Pass 3.2821 34 2 5 Pass 3.3407 34 2 5 Pass HydroMod 9/24/2021 12:00:17 PM Page 31 3.3992 34 2 5 Pass 3.4577 33 2 6 Pass 3.5163 33 1 3 Pass 3.5748 31 0 0 Pass 3.6333 30 0 0 Pass 3.6919 27 0 0 Pass 3.7504 26 0 0 Pass 3.8089 26 0 0 Pass 3.8675 25 0 0 Pass 3.9260 24 0 0 Pass 3.9845 24 0 0 Pass 4.0430 24 0 0 Pass 4.1016 22 0 0 Pass 4.1601 22 0 0 Pass 4.2186 21 0 0 Pass 4.2772 19 0 0 Pass 4.3357 18 0 0 Pass 4.3942 18 0 0 Pass 4.4528 18 0 0 Pass 4.5113 16 0 0 Pass 4.5698 16 0 0 Pass 4.6284 15 0 0 Pass 4.6869 14 0 0 Pass 4.7454 14 0 0 Pass 4.8040 13 0 0 Pass 4.8625 12 0 0 Pass 4.9210 11 0 0 Pass 4.9796 11 0 0 Pass 5.0381 11 0 0 Pass 5.0966 10 0 0 Pass 5.1552 9 0 0 Pass 5.2137 9 0 0 Pass 5.2722 9 0 0 Pass 5.3307 8 0 0 Pass 5.3893 8 0 0 Pass 5.4478 8 0 0 Pass 5.5063 8 0 0 Pass 5.5649 8 0 0 Pass 5.6234 8 0 0 Pass 5.6819 7 0 0 Pass 5.7405 6 0 0 Pass 5.7990 6 0 0 Pass 5.8575 6 0 0 Pass 5.9161 5 0 0 Pass 5.9746 5 0 0 Pass 6.0331 5 0 0 Pass 6.0917 5 0 0 Pass HydroMod 9/24/2021 12:00·17 PM Page 32 Water Quality HydroMod 9/24/2021 12:00·17 PM Page 33 Model Default Modifications Total of O changes have been made. PERLND Changes No PERLND changes have been made. IMPLND Changes No IMPLND changes have been made. HydroMod 9/24/2021 12·00:17 PM Page 34 Appendix Predeveloped Schematic HydroMod 9/24/2021 12:00·17 PM • + Page 35 Mitigated Schematic .,. + -----+- +-+ HydroMod 9/24/2021 12:00·18 PM Page 36 • Predeveloped UGI File HydroMod 9/24, 2021 12 00 18 PM Page 37 Mitigated UGI File RUN GLOBAL WWHM4 model simulation START 1963 10 01 RUN INTERP OUTPUT LEVEL RESUME O RUN l END GLOBAL FILES END 2004 09 30 3 0 UNIT SYSTEM l <File> <Un#> <-ID-> <-----------File Name------------------------------>*** *** WDM 26 MESSU 25 END FILES 27 28 30 OPN SEQUENCE HydroMod.wdm MitHydroMod.MES MitHydroMod.L61 MitHydroMod.L62 POCHydroModl.dat INGRP INDELT 00:60 PERLND 43 IMPLND l PERLND 45 IMPLND 3 PERLND 46 PERLND 48 RCHRES 1 RCHRES 2 RCHRES 3 RCHRES 4 RCHRES 5 RCHRES 6 RCHRES 7 COPY 1 COPY 501 COPY 601 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFOl # -#<----------Title----------->***TRAN PIVL DIGl FILl PYR DIG2 FIL2 YRND 1 SSD Vault MAX 1 2 30 9 END DISPLY-INFOl END DISPLY COPY TIMESERIES # -# NPT 1 1 501 1 601 1 END TIMESERIES END COPY GENER OPCODE NMN *** 1 1 1 # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO <PLS ><-------Name------->NBLKS # -# 43 C,Urban,Flat 1 HydroMod Unit-systems User t-series in out 1 1 1 Printer Engl Metr 27 0 9/24/2021 12:00:18 PM *** *** *** Page 38 45 C,Urban,Steep 1 1 1 1 27 0 46 D,Urban,Flat 1 1 1 1 27 0 48 D,Urban,Steep 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # -# ATMP SNOW PWAT SEO PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 43 0 0 1 0 0 0 0 0 0 0 0 0 45 0 0 1 0 0 0 0 0 0 0 0 0 46 0 0 1 0 0 0 0 0 0 0 0 0 48 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ***************************** PIVL PYR # -# ATMP SNOW PWAT SEO PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 43 0 0 4 0 0 0 0 0 0 0 0 0 1 9 45 0 0 4 0 0 0 0 0 0 0 0 0 1 9 46 0 0 4 0 0 0 0 0 0 0 0 0 1 9 48 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO PWAT-PARMl <PLS > PWATER variable monthly parameter value flags *** # -# CSNO RTOP UZFG vcs vuz VNN VIFW VIRC VLE INFC HWT *** 43 0 1 1 1 0 0 0 0 1 1 0 45 0 1 1 1 0 0 0 0 1 1 0 46 0 1 1 1 0 0 0 0 1 1 0 48 0 1 1 1 0 0 0 0 1 1 0 END PWAT-PARMl PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # -# ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC 43 0 3.8 0.04 50 0.05 2.5 0.915 45 0 3.2 0.03 50 0.15 2.5 0.915 46 0 3.8 0.03 50 0.05 2.5 0.915 48 0 3.2 0.02 50 0.15 2.5 0.915 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # -# ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 43 0 0 2 2 0 0.05 0.05 45 0 0 2 2 0 0.05 0.05 46 0 0 2 2 0 0.05 0.05 48 0 0 2 2 0 0.05 0.05 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # -# CEPSC UZSN NSUR INTFW IRC LZETP *** 43 0 0.6 0.03 1 0.3 0 45 0 0.6 0.03 1 0.3 0 46 0 0.6 0.03 1 0.3 0 48 0 0.6 0.03 1 0.3 0 END PWAT-PARM4 MON-LZETPARM <PLS > PWATER input info: Part 3 *** # -# JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC *** 43 0.6 0.6 0.6 0.6 0.7 0.7 0.7 0.7 0.7 0.6 0.6 0.6 45 0.6 0.6 0.6 0.6 0.7 0.7 0.7 0.7 0.7 0.6 0.6 0.6 46 0.6 0.6 0.6 0.6 0.7 0.7 0.7 0.7 0.7 0.6 0.6 0.6 48 0.6 0.6 0.6 0.6 0.7 0.7 0.7 0.7 0.7 0.6 0.6 0.6 END MON-LZETPARM MON-INTERCEP <PLS > PWATER input info: Part 3 *** # -# JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC *** 43 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 HydroMod 9/24/2021 1200:18PM Page 39 45 0.1 0.1 46 0.1 0.1 48 0.1 0.1 END MON-INTERCEP PWAT-STATEl 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 conditions at 0.1 0.1 0.1 start 0.1 0.1 0.1 of 0.1 0.1 0.1 0.1 0.1 0.1 simulation <PLS >***Initial ran from 1990 to end of 1992 (pat 1-11-95) # - 43 45 46 48 # *** CEPS 0 0 0 0 END PWAT-STATEl END PERLND IMPLND GEN-INFO SURS 0 0 0 0 <PLS ><-------Name-------> # -# 1 IMPERVIOUS-FLAT 3 IMPERVIOUS-STEEP END GEN-INFO *** Section IWATER*** ACTIVITY uzs 0.15 0.15 0.15 0.15 Unit-systems User t-series in out 1 1 1 1 1 1 IFWS 0 0 0 0 Printer Engl Metr 27 0 27 0 0.1 0.1 0.1 RUN LZS *** *** *** 1 1 1 1 0.1 0.1 0.1 0.1 0.1 0.1 21 *** AGWS 0.05 0.05 0.05 0.05 <PLS >*************Active # -# ATMP SNOW IWAT SLD Sections IWG IQAL ***************************** *** 1 0 0 1 0 3 0 0 1 0 END ACTIVITY PRINT-INFO <ILS >********Print-flags # -# ATMP SNOW IWAT SLD 1 0 0 4 0 3 0 0 4 0 END PRINT-INFO IWAT-PARMl 0 0 0 0 ******** PIVL PYR IWG IQAL ********* 0 0 1 9 0 0 1 9 <PLS # - 1 > IWATER variable monthly parameter value flags # CSNO RTOP VRS VNN RTLI *** 0 0 0 0 1 3 0 0 0 0 1 END IWAT-PARMl IWAT-PARM2 <PLS > # -# *** 1 3 END IWAT-PARM2 IWAT-PARM3 IWATER LSUR 100 100 <PLS > IWATER # -# ***PETMAX 1 0 3 0 END IWAT-PARM3 input info: SLSUR 0.05 0.15 input info: PETMIN 0 0 Part 2 NSUR 0. 011 0. 011 Part 3 RETSC 0.1 0.05 *** *** IWAT-STATEl <PLS > *** # -# *** 1 Initial RETS conditions SURS at start of simulation 3 END IWAT-STATEl END IMPLND HydroMod 0 0 0 0 9/2412021 12:00:18 PM *** GWVS 0 0 0 0 Page 40 SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Mit l*** PERLND 43 0.15 RCHRES 3 2 PERLND 43 0.15 RCHRES 3 3 IMPLND 1 4.13 RCHRES 3 5 Mit 6*** PERLND 43 0.06 RCHRES 7 2 PERLND 43 0.06 RCHRES 7 3 PERLND 45 1. 05 RCHRES 7 2 PERLND 45 1. 05 RCHRES 7 3 PERLND 46 0.03 RCHRES 7 2 PERLND 46 0.03 RCHRES 7 3 PERLND 48 3.23 RCHRES 7 2 PERLND 48 3.23 RCHRES 7 3 Mit 2*** PERLND 43 0.04 RCHRES 3 2 PERLND 43 0.04 RCHRES 3 3 IMPLND 1 0.91 RCHRES 3 5 Mit 3*** PERLND 43 0.38 RCHRES 3 2 PERLND 43 0.38 RCHRES 3 3 PERLND 45 0.01 RCHRES 3 2 PERLND 45 0.01 RCHRES 3 3 IMPLND 1 0.01 RCHRES 3 5 IMPLND 3 0.05 RCHRES 3 5 Mit 4*** PERLND 43 0.06 RCHRES 1 2 PERLND 43 0.06 RCHRES 1 3 PERLND 45 0.12 RCHRES 1 2 PERLND 45 0.12 RCHRES 1 3 PERLND 46 0.09 RCHRES 1 2 PERLND 46 0.09 RCHRES 1 3 IMPLND 1 7.48 RCHRES 1 5 Mit 5*** PERLND 43 0.29 RCHRES 5 2 PERLND 43 0.29 RCHRES 5 3 PERLND 45 0.07 RCHRES 5 2 PERLND 45 0.07 RCHRES 5 3 IMPLND 1 0.03 RCHRES 5 5 Mit 7*** PERLND 43 0.01 COPY 501 12 PERLND 43 0.01 COPY 601 12 PERLND 43 0.01 COPY 501 13 PERLND 43 0.01 COPY 601 13 IMPLND 1 0.21 COPY 501 15 IMPLND 1 0.21 COPY 601 15 IMPLND 3 0.01 COPY 501 15 IMPLND 3 0.01 COPY 601 15 Mit 8*** PERLND 46 0.37 COPY 501 12 PERLND 46 0.37 COPY 601 12 PERLND 46 0.37 COPY 501 13 PERLND 46 0.37 COPY 601 13 PERLND 48 0.5 COPY 501 12 PERLND 48 0.5 COPY 601 12 PERLND 48 0.5 COPY 501 13 PERLND 48 0.5 COPY 601 13 IMPLND 1 0.03 COPY 501 15 IMPLND 1 0.03 COPY 601 15 IMPLND 3 0.02 COPY 501 15 IMPLND 3 0.02 COPY 601 15 ******Routing****** RCHRES 6 1 RCHRES 7 6 RCHRES 6 COPY 1 16 RCHRES 5 1 RCHRES 7 7 RCHRES 5 COPY 1 17 HydroMod 9/24/2021 12:00:18 PM Page 41 RCHRES 5 1 RCHRES 6 8 RCHRES 2 1 RCHRES 5 7 RCHRES 2 1 RCHRES 7 8 RCHRES 2 COPY 1 18 RCHRES 4 1 RCHRES 7 6 RCHRES 4 COPY 1 16 RCHRES 3 1 RCHRES 7 7 RCHRES 3 COPY 1 17 RCHRES 3 1 RCHRES 4 8 PERLND 43 0.06 COPY 1 12 PERLND 45 1. 05 COPY 1 12 PERLND 46 0.03 COPY 1 12 PERLND 48 3.23 COPY 1 12 PERLND 43 0.06 COPY 1 13 PERLND 45 1. 05 COPY 1 13 PERLND 46 0.03 COPY 1 13 PERLND 48 3.23 COPY 1 13 RCHRES 1 1 RCHRES 2 7 RCHRES 7 1 COPY 501 16 END SCHEMATIC NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # COPY 501 OUTPUT MEAN 1 1 12.1 DISPLY 1 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> <Name> # <Name># #<-factor->strg <Name> # # <Name>## END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems Printer # -#<------------------><---> User T-series Engl Metr LKFG in out 1 SSD Pump 2 1 1 1 28 0 1 2 Flow Split Pump -019 2 1 1 1 28 0 1 3 Surface filter -023 2 1 1 1 28 0 1 4 Biofilter East 1 1 1 1 28 0 1 5 Surface filter -017 2 1 1 1 28 0 1 6 Biofilter West 1 1 1 1 28 0 1 7 SSD Vault 2 1 1 1 28 0 1 END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ************* Active Sections ***************************** # -# HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** 1 1 0 0 0 0 0 0 0 0 0 2 1 0 0 0 0 0 0 0 0 0 3 1 0 0 0 0 0 0 0 0 0 4 1 0 0 0 0 0 0 0 0 0 5 1 0 0 0 0 0 0 0 0 0 6 1 0 0 0 0 0 0 0 0 0 7 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ******************* PIVL PYR *** *** *** *** *** *** *** # # HYDR ADCA CONS HEAT SEO GQL OXRX NUTR PLNK PHCB PIVL PYR ********* - 1 4 0 0 0 0 0 0 0 0 0 1 9 2 4 0 0 0 0 0 0 0 0 0 1 9 3 4 0 0 0 0 0 0 0 0 0 1 9 4 4 0 0 0 0 0 0 0 0 0 1 9 5 4 0 0 0 0 0 0 0 0 0 1 9 6 4 0 0 0 0 0 0 0 0 0 1 9 7 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO HydroMod 9/24/2021 12 00:18 PM Page 42 HYDR-PARMl RCHRES Flags for each HYDR Section *** # -# VC Al A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** 1 0 1 0 0 4 5 0 0 0 0 0 0 0 0 2 2 2 2 2 2 0 1 0 0 4 5 0 0 0 0 0 0 0 0 2 2 2 2 2 3 0 1 0 0 4 5 0 0 0 0 0 0 0 0 2 2 2 2 2 4 0 1 0 0 4 0 0 0 0 0 0 0 0 0 2 2 2 2 2 5 0 1 0 0 4 5 0 0 0 0 0 0 0 0 2 2 2 2 2 6 0 1 0 0 4 0 0 0 0 0 0 0 0 0 2 2 2 2 2 7 0 1 0 0 4 5 0 0 0 0 0 0 0 0 2 2 2 2 2 END HYDR-PARMl HYDR-PARM2 # -# FTABNO LEN DELTH STCOR KS DB50 *** <------><--------><--------><--------><--------><--------><--------> *** 1 2 3 4 5 6 7 END HYDR-PARM2 HYDR-INIT 1 2 3 4 5 6 7 0.01 0.0 0.0 0.01 0.0 0.0 0.01 0.0 0.0 0.02 0.0 0.0 0.01 0.0 0.0 0.01 0.0 0.0 0.01 0.0 0.0 RCHRES Initial conditions for each HYDR section # -# *** VOL Initial value of COLIND *** ac-ft for each possible exit <------><--------> <---><---><---><---><---> *** 1 0 4.0 5.0 0.0 0.0 0.0 2 0 4.0 0.0 0.0 0.0 0.0 3 0 4.0 5.0 0.0 0.0 0.0 4 0 4.0 0.0 0.0 0.0 0.0 5 0 4.0 5.0 0.0 0.0 0.0 6 0 4.0 0.0 0.0 0.0 0.0 7 0 4.0 5.0 0.0 0.0 0.0 END HYDR-INIT END RCHRES SPEC-ACTIONS END SPEC-ACTIONS FTABLES FTABLE 6 62 4 0.5 0.0 0.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.5 0.0 *** Initial value of OUTDGT for each possible exit <---><---><---><---><---> 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Depth (ft) 0.000000 0.049451 0.098901 0.148352 0.197802 0.247253 0.296703 0.346154 0.395604 0.445055 0.494505 0.543956 0.593407 0.642857 0.692308 0.741758 0.791209 0.840659 0. 890110 0.939560 0.989011 1.038462 Area (acres) 0. 139669 0.139198 0.138491 0.137787 0.137084 0.136383 0. 135684 0.134987 0.134291 0.133598 0.132906 0.132216 0.131527 0.130841 0.130156 0.129473 0.128792 0. 128113 0.127435 0.126759 0.126085 0.125413 Volume (acre-ft) 0.000000 0.001488 0.002985 0.004491 0.006005 0.007529 0.009062 0.010604 0.012155 0.013715 0.015284 0.016863 0.018450 0.020047 0.021653 0.023268 0.024893 0.026527 0.028170 0.029822 0.031484 0.033156 Outflowl Velocity (cfs) (ft/sec) Travel Time*** (Minutes)*** 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 HydroMod 9/24/2021 12:00:18 PM Page 43 1.087912 0.124743 0.034837 0.000000 1.137363 0.124074 0.036527 0.000000 1.186813 0.123407 0.038227 0.000000 1.236264 0.122742 0.039936 0.000000 1.285714 0.122079 0.041655 0.000000 1.335165 0.121418 0.043384 0.046521 1.384615 0.120758 0.045122 0.069781 1.434066 0.120101 0.046870 0.173341 1.483516 0.119445 0.048627 0.174242 1. 532967 0.118790 0.050394 0.177477 1.582418 0.118138 0.052171 0.179095 1.631868 0.117487 0.053958 0.232016 1.681319 0.116839 0.055754 0.234996 1.730769 0.116192 0.057560 0.236486 1.780220 0.115546 0.060072 0.260182 1.829670 0.114903 0.062598 0.272030 1.879121 0. 114261 0.065137 0.297665 1.928571 0. 113622 0.067690 0.310483 1.978022 0 .112984 0.070257 0.334438 2.027473 0.112347 0. 072838 0.346415 2.076923 0.111713 0.075432 0.368370 2.126374 0. 111080 0.078041 0.379348 2.175824 0.110449 0.080663 0.399586 2.225275 0.109820 0.083299 0.412843 2.274725 0.109193 0.085949 0.445862 2.324176 0.108568 0.088613 0.486116 2.373626 0.107944 0.091291 0.528009 2.423077 0.107322 0.093983 0.569168 2.472527 0.106702 0.096689 0.608701 2.521978 0.106084 0.099410 0.646372 2.571429 0.105467 0.102144 0.682225 2.620879 0.104853 0.104893 0.716404 2.670330 0.104240 0.107656 0.749081 2.719780 0.103629 0.110434 0.780421 2.769231 0.103019 0.113225 0.810577 2.818681 0.102412 0.116031 0. 839688 2.868132 0.101806 0. 118852 0.867884 2.917582 0.101202 0.121687 0.895310 2. 967033 0.100600 0.124536 0.924306 3.000000 0.100000 0.202833 0.924306 END FTABLE 6 FTABLE 5 32 5 Depth Area Volume Outflowl Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.100000 0.000000 0.000000 0.000000 0.049451 0.140379 0.006924 0.000000 0.504167 0.098901 0.141090 0.013884 0.000000 0.621437 0.148352 0.141803 0.020878 0.000000 0.638058 0.197802 0.142517 0.027908 0.000000 0.654678 0.247253 0.143234 0.034973 0.000000 0.671299 0.296703 0.143952 0.042074 0.000000 0.687920 0.346154 0. 144672 0.049210 0.000000 0.704541 0.395604 0.145394 0.056382 0.000000 0. 721162 0.445055 0.146118 0.063590 0.000000 0.737783 0.494505 0.146843 0.070834 0.000000 0.754404 0.543956 0.147570 0.078113 0.000000 0.771025 0.593407 0.148299 0.085429 0.000000 0.787646 0.642857 0.149030 0. 092780 0.000000 0.804267 0.692308 0.149763 0.100168 0.000000 0.820887 0.741758 0.150497 0.107592 0.000000 0.837508 0.791209 0.151233 0. 115052 0.000000 0.854129 0.840659 0.151972 0.122549 0.000000 0.870750 0. 890110 0.152711 0.130082 0.000000 0.887371 0.939560 0.153453 0.137652 0.000000 0.903992 0. 989011 0.154196 0.145259 0.000000 0.920613 1.038462 0.154942 0.152903 0.160076 0.924306 1.087912 0.155689 0.160583 0.552618 0.924306 1.137363 0.156437 0.168301 1.077788 0.924306 1.186813 0.157188 0.176055 1.704888 0.924306 HydroMod 9/24/2021 12:00:18 PM Page 44 1.236264 0.157940 0.183847 2.413902 0.924306 1.285714 0.158695 0.191675 3.187839 0.924306 1.335165 0.159451 0.199542 4.010349 0.924306 1.384615 0.160208 0.207445 4.864869 ::J.924306 1.434066 0.160968 0.215387 5.734435 D.924306 1.483516 0.161729 0.223365 6.601841 D.924306 1.500000 0.161983 0.226033 7.450016 D.924306 END FTABLE 5 FTABLE 2 90 5 Depth Area Volume Outflowl Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.000000 0.000000 0.200000 0.000000 0.111111 0.000000 0.000000 0.200000 0.000000 0.222222 0.000000 0.000000 0.200000 0.000000 0.333333 0.000000 0.000000 0.200000 0.000000 0.444444 0.000000 0.000000 0.200000 0.000000 0.555556 0.000000 0.000000 0.200000 0.000000 0.666667 0.000000 0.000000 0.200000 11. 00000 0.777778 0.000000 0.000000 0.200000 21.00000 0.888889 0.000000 0.000000 0.200000 31.00000 1.000000 0.000000 0.000000 0.200000 41.00000 1.111111 0.000000 0.000000 0.200000 51.00000 1.222222 0.000000 0.000000 0.200000 61.00000 1.333333 0.000000 0.000000 0.200000 71.00000 1.444444 0.000000 0.000000 0.200000 81.00000 1.555556 0.000000 0.000000 0.200000 91.00000 1.666667 0.000000 0.000000 0.200000 101.0000 1.777778 0.000000 0.000000 0.200000 111.0000 1.888889 0.000000 0.000000 0.200000 121.0000 2.000000 0.000000 0.000000 0.200000 131.0000 2. 111111 0.000000 0.000000 0.200000 141.0000 2.222222 0.000000 0.000000 0.200000 151.0000 2.333333 0.000000 0.000000 0.200000 161.0000 2.444444 0.000000 0.000000 0.200000 171.0000 2.555556 0.000000 0.000000 0.200000 181.0000 2.666667 0.000000 0.000000 0.200000 191.0000 2.777778 0.000000 0.000000 0.200000 201.0000 2.888889 0.000000 0.000000 0.200000 211.0000 3.000000 0.000000 0.000000 0.200000 221.0000 3.111111 0.000000 0.000000 0.200000 231.0000 3.222222 0.000000 0.000000 0.200000 241.0000 3.333333 0.000000 0.000000 0.200000 251.0000 3.444444 0.000000 0.000000 0.200000 261.0000 3.555556 0.000000 0.000000 0.200000 271. 0000 3.666667 0.000000 0.000000 0.200000 281.0000 3.777778 0.000000 0.000000 0.200000 291.0000 3.888889 0.000000 0.000000 0.200000 301.0000 4.000000 0.000000 0.000000 0.200000 311. 0000 4. 111111 0.000000 0.000000 0.200000 321.0000 4.222222 0.000000 0.000000 0.200000 331.0000 4.333333 0.000000 0.000000 0.200000 341.0000 4.444444 0.000000 0.000000 0.200000 351.0000 4.555556 0.000000 0.000000 0.200000 361.0000 4.666667 0.000000 0.000000 0.200000 371.0000 4.777778 0.000000 0.000000 0.200000 381.0000 4.888889 0.000000 0.000000 0.200000 391.0000 5.000000 0.000000 0.000000 0.200000 401.0000 5.111111 0.000000 0.000000 0.200000 411.0000 5.222222 0.000000 0.000000 0.200000 421.0000 5.333333 0.000000 0.000000 0.200000 431.0000 5.444444 0.000000 0.000000 0.200000 441.0000 5.555556 0.000000 0.000000 0.200000 451.0000 5.666667 0.000000 0.000000 0.200000 461.0000 5. 777778 0.000000 0.000000 0.200000 471. 0000 5.888889 0.000000 0.000000 0.200000 481.0000 6.000000 0.000000 0.000000 0.200000 491.0000 6.111111 0.000000 0.000000 0.200000 501.0000 6.222222 0.000000 0.000000 0.200000 511.0000 6.333333 0.000000 0.000000 0.200000 521.0000 HydroMod 9/24/2021 1200:18 PM Page 45 6.444444 0.000000 0.000000 0.200000 531.0000 6.555556 0.000000 0.000000 0.200000 541.0000 6.666667 0.000000 0.000000 0.200000 551.0000 6.777778 0.000000 0.000000 0.200000 561.0000 6.888889 0.000000 0.000000 0.200000 571.0000 7.000000 0.000000 0.000000 0.200000 581.0000 7. 111111 0.000000 0.000000 0.200000 591.0000 7.222222 0.000000 0.000000 0.200000 601.0000 7.333333 0.000000 0.000000 0.200000 611. 0000 7.444444 0.000000 0.000000 0.200000 621.0000 7.555556 0.000000 0.000000 0.200000 631.0000 7.666667 0.000000 0.000000 0.200000 641.0000 7. 777778 0.000000 0.000000 0.200000 651.0000 7.888889 0.000000 0.000000 0.200000 661.0000 8.000000 0.000000 0.000000 0.200000 671.0000 8.111111 0.000000 0.000000 0.200000 681.0000 8.222222 0.000000 0.000000 0.200000 691.0000 8.333333 0.000000 0.000000 0.200000 701.0000 8.444444 0.000000 0.000000 0.200000 711.0000 8.555556 0.000000 0.000000 0.200000 721.0000 8.666667 0.000000 0.000000 0.200000 731.0000 8.777778 0.000000 0.000000 0.200000 741.0000 8.888889 0.000000 0.000000 0.200000 751.0000 9.000000 0.000000 0.000000 0.200000 761.0000 9.111111 0.000000 0.000000 0.200000 771.0000 9.222222 0.000000 0.000000 0.200000 781.0000 9.333333 0.000000 0.000000 0.200000 791.0000 9.444444 0.000000 0.000000 0.200000 801.0000 9.555556 0.000000 0.000000 0.200000 811.0000 9.666667 0.000000 0.000000 0.200000 821.0000 9.777778 0.000000 0.000000 0.200000 831.0000 9.888889 0.001000 0.000000 0.200000 841.0000 END FTABLE 2 FTABLE 4 62 4 Depth Area Volume Outflowl Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (ft/sec) (Minutes)*** 0.000000 0.254064 0.000000 0.000000 0.049451 0.253523 0.003079 0.000000 0.098901 0.252713 0.006169 0.000000 0.148352 0.251903 0.009270 0.000000 0.197802 0.251095 0.012382 0.000000 0.247253 0.250289 0.015505 0.000000 0.296703 0.249483 0.018638 0.000000 0.346154 0.248679 0.021783 0.000000 0.395604 0.247876 0.024939 0.000000 0.445055 0.247075 0.028106 0.000000 0.494505 0.246275 0.031284 0.000000 0.543956 0.245476 0.034472 0.000000 0.593407 0.244678 0.037672 0.000000 0.642857 0.243882 0.040884 0.000000 0.692308 0.243087 0.044106 0.000000 0.741758 0.242293 0.047339 0.000000 0.791209 0.241501 0.050584 0.000000 0.840659 0.240710 0.053840 0.000000 0.890110 0.239920 0.057107 0.000000 0.939560 0.239131 0.060385 0.000000 0.989011 0.238344 0.063674 0.000000 1.038462 0.237558 0.066975 0.000000 1.087912 0.236773 0.070287 0.000000 1.137363 0.235990 0.073610 0.000000 1.186813 0.235208 0.076945 0.000000 1.236264 0.234427 0.080291 0.000000 1.285714 0.233648 0.083648 0.000000 1.335165 0.232870 0.087017 0.046521 1.384615 0.232093 0.090397 0.069781 1.434066 0.231317 0.093788 0.125247 1.483516 0.230543 0.097191 0.152979 1.532967 0.229770 0.100606 0.195477 1.582418 0.228999 0.104032 0.216726 HydroMod 9/24/2021 12:0018 PM Page 46 <•.,---~----... -•--~~--•••••---~a --, ____ , __ ~---------·- .. 1.631868 0.228228 0.107469 0.250302 1.681319 0.227459 0.110918 0.267090 1.730769 0.226691 0. 114378 0.295196 1.780220 0.225925 0.119181 0.309248 1. 829670 0.225160 0.124000 0.333820 1.879121 0.224396 0.128835 0.346107 1.928571 0.223633 0.133686 0.368216 1.978022 0.222872 0.138553 0.379271 2.027473 0.222112 0.143437 0.399547 2.076923 0.221354 0.148336 0.409686 2.126374 0. 220596 0.153251 0.428528 2.175824 0.219840 0.158183 0.437949 2.225275 0.219085 0.163131 0.455629 2.274725 0.218332 0.168095 0.467255 2.324176 0.217580 0.173076 0.496813 2.373626 0.216829 0.178073 0.533357 2.423077 0.216079 0.183086 0.571842 2.472527 0.215331 0.188115 0.610038 2.521978 0.214584 0.193161 0.647041 2.571429 0.213838 0.198223 0.682560 2.620879 0.213094 0.203302 0. 716572 2.670330 0.212351 0.208397 0.749164 2.719780 0.211609 0.213509 0.780462 2.769231 0.210869 0.218637 0.810598 2.818681 0.210129 0.223782 0. 839698 2.868132 0.209391 0.228943 0. 867889 2.917582 0.208655 0.234121 0.895312 2. 967033 0.207919 0.239315 0.922224 3.000000 0. 207185 0.376676 1.620047 END FTABLE 4 FTABLE 3 32 5 Depth Area Volume Outflowl Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.207185 0.000000 0.000000 0.000000 0.049451 0.254877 0.012584 0.000000 1.044561 0.098901 0.255691 0.025208 0.000000 1.287527 0.148352 0.256506 0.037872 0.000000 1.321963 0.197802 0.257323 0.050576 0.000000 1.356399 0.247253 0.258141 0.063321 0.000000 1.390835 0.296703 0.258960 0.076107 0.000000 1. 425271 0.346154 0.259781 0.088933 0.000000 1.459707 0.395604 0.260603 0.101800 0.000000 1.494143 0.445055 0.261426 0.114707 0.000000 1.528579 0.494505 0.262250 0.127655 0.000000 1.563015 0.543956 0.263076 0.140644 0.000000 1.597451 0.593407 0.263903 0.153673 0.000000 1.620047 0.642857 0.264731 0.166744 0.000000 1.620047 0.692308 0.265561 0.179856 0.000000 1.620047 0.741758 0.266392 0.193008 0.000000 1.620047 0.791209 0.267224 0.206202 0.000000 1.620047 0.840659 0.268057 0.219437 0.000000 1.620047 0. 890110 0.268892 0.232713 0.000000 1.620047 0.939560 0.269728 0.246031 0.000000 1.620047 0.989011 0. 270566 0.259390 0.000000 1.620047 1.038462 0.271405 0.272790 0.480533 1.620047 1.087912 0. 272245 0.286232 1.659855 1.620047 1.137363 0.273086 0.299715 3.240738 1.620047 1.186813 0.273928 0.313241 5.138194 1.620047 1.236264 0.274772 0.326807 7.305553 1.620047 1.285714 0.275617 0.340416 9. 711805 1.620047 1.335165 0.276464 0.354066 12.33409 1.620047 1.384615 0.277312 0.367758 15.15434 1.620047 1.434066 0.278161 0.381493 18.15750 1.620047 1.483516 0.279011 0.395269 21.33051 1.620047 1.500000 0.279295 0.399870 24.66164 1.620047 END FTABLE 3 FTABLE 1 66 5 Depth Area Volume Outflowl Outflow2 Velocity Travel Time*** HydroMod 9/24/2021 12:00:18 PM Page 47 (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.166025 0.000000 0.200000 0.000000 0.200000 0.166025 0.000242 0.200000 0.000000 0.400000 0.166025 0.001351 0.200000 0.000000 0.600000 0.166025 0.003677 0.200000 0.000000 0.800000 0.166025 0.007448 0.200000 0.000000 1.000000 0.166025 0.012836 0.200000 0.000000 1.200000 0.166025 0.019965 0.200000 0.000000 1.400000 0.166025 0.027037 0.200000 0.000000 1.600000 0.166025 0.037713 0.200000 0.000000 1.800000 0.166025 0.052854 0.200000 0.000000 2.000000 0.166025 0.070135 0.200000 0.000000 2.200000 0.166025 0.090149 0.200000 0.000000 2.400000 0.166025 0.112218 0.200000 0.000000 2.600000 0.166025 0.135844 0.200000 0.000000 2.800000 0.166025 0.160674 0.200000 0.000000 3.000000 0.166025 0.186428 0.200000 0.000000 3.200000 0.166025 0.212859 0.200000 0.000000 3.400000 0.166025 0.239745 0.200000 0.000000 3.600000 0.166025 0.266879 0.200000 0.000000 3.800000 0.166025 0.294057 0.200000 0.000000 4.000000 0.166025 0.321074 0.200000 0.000000 4.200000 0.166025 0.347719 0.200000 0.000000 4.400000 0.166025 0.373763 0.200000 0.000000 4.600000 0.166025 0.398943 0.200000 0.000000 4.800000 0.166025 0.422919 0.200000 0.000000 5.000000 0.166025 0.445055 0.200000 0.000000 5.200000 0.166025 0.464855 0.200000 0.000000 5.400000 0.166025 0.483578 0.200000 0.000000 5.600000 0.166025 0.500957 0.200000 0.000000 5.800000 0.166025 0.516673 0.200000 0.000000 6.000000 0.166025 0.530628 0.200000 0.000000 6.200000 0.166025 0.542155 0.200000 0.000000 6.400000 0.166025 0.549946 0.200000 0.000000 6.600000 0.166025 0.557179 0.200000 0.000000 6.800000 0.166025 0.563243 0.200000 0.000000 7.000000 0.166025 0.567361 0.200000 0.000000 7.100000 0.166025 0.569508 0.200000 11.12151 7.200000 0.166025 0.571733 0.200000 15.72819 7.300000 0.166025 0.574024 0.200000 19.26302 7.400000 0.166025 0.576368 0.200000 22.24302 7.500000 0.166025 0.578755 0.200000 24.86845 7.600000 0.166025 0.581175 0.200000 27.24202 7.700000 0.166025 0.583618 0.200000 29.42475 7.800000 0.166025 0.586075 0.200000 31.45638 7.900000 0.166025 0.588537 0.200000 33.36453 8.000000 0.166025 0.590995 0.200000 35.16930 8.100000 0.166025 0.593441 0.200000 36.88587 8.200000 0.166025 0.595864 0.200000 38.52604 8.300000 0.166025 0.598256 0.200000 40.09917 8.400000 0.166025 0.600607 0.200000 41.61288 8.500000 0.166025 0.602905 0.200000 43.07342 8.600000 0.166025 0.605140 0.200000 44.48604 8.700000 0.166025 0.607299 0.200000 45.85516 8.800000 0.166025 0.609365 0.200000 47.18457 8.900000 0.166025 0.611323 0.200000 48.47753 9.000000 0.166025 0.613146 0.200000 49.73690 9.100000 0.166025 0.614801 0.200000 50. 96516 9.200000 0.166025 0.616212 0.200000 52.16450 9.300000 0.166025 0.617263 0.200000 53.33688 9.400000 0.166025 0.618245 0.200000 54.48405 9.500000 0.166025 0.619165 0.200000 55.60755 9.600000 0.166025 0.620010 0.200000 56.70879 9.700000 0.166025 0.620767 0.200000 57.78906 9.800000 0.166025 0.621417 0.200000 58.84949 9.900000 0.166025 0.621926 0.200000 59. 89116 10.00000 0.166025 0.622208 0.200000 60.91501 END FTABLE 1 FTABLE 7 56 5 HydroMod 9/24/2021 12 00 18 PM Page 48 -.... -----,-~--·-- . .. Depth Area Volume Outflowl Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.216001 0.000000 0.000000 0.000000 0.200000 0.216001 0.040614 0.018962 0.018962 0.400000 0.216001 0.081228 0.026817 0.026817 0.600000 0.216001 0. 121842 0.032844 0.032844 0.800000 0.216001 0.162455 0.037925 0.037925 1.000000 0.216001 0.203069 0.042401 0.042401 1.200000 0.216001 0.243683 0.046448 0.046448 1.400000 0.216001 0.284297 0.050170 0.050170 1.600000 0.216001 0.324911 0.053634 0.053634 1.800000 0.216001 0.365525 0.056887 0.056887 2.000000 0.216001 0.406139 0. 059964 0. 059964 2.200000 0.216001 0.446753 0.062891 0.062891 2.400000 0.216001 0.487366 0.065688 0.065688 2.600000 0.216001 0.527980 0.068370 0.068370 2.800000 0.216001 0.568594 0.070951 0.070951 3.000000 0.216001 0.609208 0.073441 0.073441 3.200000 0.216001 0.649822 0.075850 0.075850 3.400000 0.216001 0.690436 0.078184 0.078184 3.600000 0.216001 0.731050 0.080451 0.080451 3.800000 0.216001 0.771663 0.082655 0.082655 4.000000 0.216001 0.812277 0.084803 0.084803 4.200000 0.216001 0.852891 0.086897 0.086897 4.400000 0.216001 0.893505 0.088942 0.088942 4.600000 0.216001 0.934119 0.090941 0.090941 4.800000 0.216001 0.974733 0.092897 0.092897 5.000000 0.216001 1.015347 0.094812 0.094812 5.200000 0.216001 1.055961 0. 096690 0. 096690 5.400000 0.216001 1. 096574 0.098532 0.098532 5.600000 0.216001 1. 137188 0.100340 0.100340 5.800000 0.216001 1.177802 0.102116 0.102116 6.000000 0.216001 1.218416 0.103861 0.103861 6.200000 0.216001 1.259030 0.105578 0.105578 6.400000 0.216001 1.299644 0.107268 0.107268 6.600000 0.216001 1.340258 0.108931 0.108931 6.800000 0.216001 1. 380871 0. 110569 0. 110569 7.000000 0.216001 1.421485 0. 112183 0.112183 7.200000 0.216001 1.462099 0.113775 0.113775 7.400000 0.216001 1.502713 0.115344 0. 115344 7.600000 0.216001 1.543327 0.116892 0.116892 7.800000 0.216001 1.583941 0.118420 0. 118420 8.000000 0.216001 1.624555 0.119929 0.119929 8.200000 0.216001 1.665169 0.121419 0.121419 8.400000 0.216001 1.705782 0.122891 0.122891 8.600000 0.216001 1.746396 0.124345 0.124345 8.800000 0.216001 1.787010 0.125782 0.125782 9.000000 0.216001 1.827624 0.127204 0.127204 9.100000 0.216001 1.847931 1.637690 1.637690 9.200000 0.216001 1.868238 4.395099 4.395099 9.300000 0.216001 1.888545 7.957487 7.957487 9.400000 0.216001 1.908852 12.15595 12.15595 9.500000 0.216001 1.929159 16.87689 16.87689 9.600000 0.216001 1.949466 22.02480 22.02480 9.700000 0.216001 1. 969772 27.50928 27.50928 9.800000 0.216001 1.990079 33.23987 33.23987 9.900000 0.216001 2.010386 39.12422 39.12422 10.00000 0.216001 2.030693 45. 06811 45. 06811 END FTABLE 7 END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tern strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1 IMPLND 1 999 EXTNL PREC WDM 1 EVAP ENGL 1 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 1 IMPLND 1 999 EXTNL PETINP WDM 22 IRRG ENGL 0.7 SAME PERLND 43 EXTNL SURLI WDM 22 IRRG ENGL 0.7 SAME PERLND 45 EXTNL SURLI HydroMod 9/24/2021 12:00:18 PM Page 49 WDM 22 IRRG ENGL 0.7 SAME PERLND 46 EXTNL SURLI WDM 22 IRRG ENGL 0.7 SAME PERLND 48 EXTNL SURLI WDM 2 PREC ENGL 1 RCHRES 3 EXTNL PREC WDM 2 PREC ENGL 1 RCHRES 5 EXTNL PREC WDM 1 EVAP ENGL 0.5 RCHRES 3 EXTNL POTEV WDM 1 EVAP ENGL 0.7 RCHRES 4 EXTNL POTEV WDM 1 EVAP ENGL 0.5 RCHRES 5 EXTNL POTEV WDM 1 EVAP ENGL 0.7 RCHRES 6 EXTNL POTEV END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tern strg strg*** COPY 1 OUTPUT MEAN 1 1 12.1 WDM 701 FLOW ENGL REPL COPY 501 OUTPUT MEAN 1 1 12.1 WDM 801 FLOW ENGL REPL COPY 601 OUTPUT MEAN 1 1 12.1 WDM 901 FLOW ENGL REPL RCHRES 7 HYDR RO 1 1 1 WDM 1002 FLOW ENGL REPL RCHRES 7 HYDR 0 1 1 1 WDM 1003 FLOW ENGL REPL RCHRES 7 HYDR 0 2 1 1 WDM 1004 FLOW ENGL REPL RCHRES 7 HYDR STAGE 1 1 1 WDM 1005 STAG ENGL REPL END EXT TARGETS MASS-LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name># #*** MASS-LINK 2 PERLND PWATER SURO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 2 MASS-LINK 3 PERLND PWATER IFWO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 3 MASS-LINK 5 IMPLND IWATER SURO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 5 MASS-LINK 6 RCHRES ROFLOW RCHRES INFLOW END MASS-LINK 6 MASS-LINK 7 RCHRES OFLOW OVOL 1 RCHRES INFLOW IVOL END MASS-LINK 7 MASS-LINK 8 RCHRES OFLOW OVOL 2 RCHRES INFLOW IVOL END MASS-LINK 8 MASS-LINK 12 PERLND PWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 12 MASS-LINK 13 PERLND PWATER IFWO 0.083333 COPY INPUT MEAN END MASS-LINK 13 MASS-LINK 15 IMPLND IWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 15 MASS-LINK 16 RCHRES ROFLOW COPY INPUT MEAN END MASS-LINK 16 MASS-LINK 17 RCHRES OFLOW OVOL 1 COPY INPUT MEAN END MASS-LINK 17 HydroMod 9/24/2021 12:00:18 PM Page 50 MASS-LINK RCHRES OF LOW END MASS-LINK END MASS-LINK END RUN HydroMod 18 OVOL 18 2 COPY INPUT MEAN 9/24.12021 12:00:18 PM Page 51 ' ' . Predeveloped HSPF Message File HydroMod 9/24/2021 12:00:18 PM Page 52 Mitigated HSPF Message File HydroMod 9/24/2021 12:00:18 PM Page 53 Disclaimer Legal Notice This program and accompanying documentation are provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright© by : Clear Creek Solutions, Inc. 2005-2021; All Rights Reserved. Clear Creek Solutions, Inc. 6200 Capitol Blvd. Ste F Olympia, WA. 98501 Toll Free 1 (866)943-0304 Local (360)943-0304 www .clearcreeksolutions.com HydroMod 9/24 2021 12:00 18 PM Page 54 APPENDIXE HYDROMODIFICATION MAPS .• C •. , -~ ":\.-:>"'" As;• ... , .. --.. :-__ ,_'_ ,-. ·.--. ·t'. -·. -- ' -· -'. ' , ... - ·cJ/~:- : .. ' . / .· ·. _-.... ,.'...: .·· :/ :· -)\t . ,i .... -..../_ J? ... '.;.-.·/-)l . ·-/ ·--· .-__ . --_:. -,::: ·--- ··0· .... -· .. -. _. ---~-·-- •,\ ~.\, "\:;.\:;. - .0 . ,~;(;,, .;· :)~:;{}j ,. ii ' ; j · .. ,>·-i '-j / '· /; .. -;ii".<''"'••·i:'.'.,:; BlllflLTRJl110N DISCH "TO Hi'DROMOOlfJ~AllON . STA. 1o+3&l '•BEGIN PIPE> 36\.00INV. ' . 553"28'51 "W '33 24' HOPE S=O.' STA.ti :a/~ I. //Ji 1·r, 1//, i ·srliir+J?.55 r,', I:. ·, .//.'.-. , ... : --;,11c,c,i;11;,. -... . . 'i ATW, ,,; ./ · . '· 17· •siOOM ;) iDRN~ =1i::_:·.r1-: I: -d . ····•··:':;:; . :.;;t;;~~~2:ft~ ·'· •. -_.: .·· >\;n(•:•c. ,•,•. •··· _'···· ···v ... , ... -~._; ___ ---s-•.-· -- j .... , ·~---· -·~:::::·~,,"' :<·t:<.< ~---_\.-r>' :·Y:: ::::r , / , . .. 00 \, STA. 17 . BEGIN _ \ 366".89 INV. ··\J>RQPQSED ... 01.E ' i (,," Sf28'31"W 12 19' 6P~ .HDPE S=O 25 i STAJ 12+06.12 . ,i END P1?E 361.~2 iNV. 12·x12' C.B. , 8' STORM ! DRALN \ '" \ s I s I ~--- i / -- l I ·,_ C.B TI?E 11G11 (3 GRATES STA 15+27.07 £h~i F 581"31'29':: 218.63 24' HDPE S=D. ! STA 19+95.86 • ,::, 'END f'IPE ~ 367.!!B INV . 18".STORM / I / I I - I .. ' ' [ I I "·, I I ' j .. ·581"3 'E 340.00' J.~ ea·· HDBf. -o.002s =-= STA. 2o+00.52 BEGIN PIPE ::=-----.=:: s ..,. 21+0Q 12• " -. I STORM ·-·- ~ 22±.0{) 581'31'29'E 291;54r----- 24 • Hlli'E S=0.0050 END PIPE 369.46 INV 12' STORM N / ~~F S81'31'29'E 193.14' 18' l t L.. 0 20 40 80 120 SCALE: 1 "=40' CL _J >< 0::: LU 0::: z ~ ~ 0 0 <( w ca 0::: :3 <( 0::: 0.... <( w () 0::: I 0.... t z 0 en > w 0::: en "' "' .,: 2 w "' w I-.,: 0 PM• AC . DRAWN BY.: A.C. JOB NO.: 3911 CGP SHEET C9 OF C16 Last Update: 9/6/21 0: 3900-3999 3911 3911 CGP-09CSD.c:lw r-s i +· I CD r I ~ :, ' I,/ I .. , m I' w, " ',~ '•, - ~. ffl i f ·· ·· ·c·•·• w p>h I I I I A 0 F STA 24+89. . • END PIPE .·•· 370.45,INV I ' ·:HA 20+99.42 . · END PIPE :i67,5.0 INV ' --" ...... , ," ..... ,>~ .................. 6 .. 67 STA 27+6 ;. BEGIN PIPE .. . .. J.JNV / :687 s [foot rrniJ Qer 24'.NYL ... MANHOLE e.··+· B····B ----.--~ ~ • T . s 24" NYL MA!".HOLE / Hfsr . DRAIN . .. · ,· .·.,,0 CAUTION: IF THIS SHEET IS •·. '/ •(_, . ',. ~ 0 20 40 80 120 SCALE: 1 " 40' \J >=o~ ··=·-., •-.r".-.<v. ;:-.-'-'":•,,_ ' '.':'._., ', ._,;:❖<r '• ti~' ~ft i , ___ ,_.,;-.. NOT 24"x36" IT O::'. LL 0 w O::'. <( a.. w O::'. a.. z 0 -Cl) > w O::'. PM: IS A REDUCED u Ji ~ Cl". <( 2 w Cl". w f--<( 0 AC. DRAWN BY.: AC. JOB NO. 3911 CGP SHEET PRINT 8 0 0 ' ~ 81 N (J) 2 ~ 0 0 0 ' ~ N 0 N O,_ 0 I C') 0 0 0 ' ~ N 0 N O,_ 0 (J) C10OF C16 Last Update: 9/\¾~1, \3911 CGP-10CSD.dwg 0:\3900-3999 i. ' v "" " + 0 0 "" " 1- - " + 0 0 "" " 0 0 ~, . f ? bf ' ~ , 01 ~~ ~~ r- <" ~ c.n ~ Im i: : l ~ "' nJ ; ~- · .. . :· · ~ o I 7J 0 I ; i s: _. } . z _. } . OJ :< () 0 Gl ~, , ~ , ~ , ~ ,, m m 0 -- l _. } . en RE V I S I O N DA T E RE M A R K S CO N C E P T U A L ST O R M DR A I N PL A N RA C E W A Y IN D U S T R I A L CA R L S B A D , CA L I F O R N I A 1- - " 0 + 0 0 1- - " 1- - " ~ + 0 0 1- - " cc + 0 0 1- - " e. o + 0 0 S! ~ " ' ~ ;~ ~ ~ >u , O ~ ~? i : i ' i i o rn c: , o :: c .. . , -= ' ., , ~ !; : ! 0 ~~ g j ~ d~ ~ ~ ~z ~ ~ 0 §l ; , ; =I o 0 cn o z- . , z !! l > ?i: ?i : ~ ~ C, C, 0 "' - g ~~ ;z ~: ' ! ! "' .. . . . . ' . II II ~~ • "1 . PR E P A R E D FO R : W- H CA R L S B A D OW N E R IX LP . 60 0 WE S T BR O A D W A Y SU I T B 11 5 0 SA N DI E G O , CA 92 1 0 1 PH O N E • (6 5 8 ) 43 5 - 4 0 1 8 EM A I L : BE N T O N . S W I F T @ I - I I N E S . C O M ar c h i t e c t u r e pl a n n i n g in t e r i o r s gr a p h i c s ci v i l en g i n e e r i n g ~ 'l h i e n e s En g i n e e r i n g , In c . 39 1 1 So r r e n t o Va l l e y Bl v d , St r i t e #1 2 0 Sa n Di e g o , CA 92 1 2 1 P 85 8 . 6 3 8 . 7 2 7 7 I' 85 8 . 6 3 8 . 7 5 0 6 il l , l w w 1" 9 Th i e n e s En g i n e e r i n g , In c . ,w · •. s , .. _- r CIV I L £N G / N £ f f i / N G • LA N D SU R l / £ Y / N G ,i f t Ef J ;{ : 14 3 4 9 RR E S T O N E BO U L E V A R D f, 'l ! f ! 1 i. lA MI R A a 4 , CA L I F O R N I A 90 6 3 8 ,, , , Li i l . " PH . ( 7 l 1 } 5 2 1 - # J I I FA X ( 7 1 1 } 5 2 l - 4 1 7 J SO P 20 2 1 - 0 0 0 3 I HO P 20 2 1 - 0 0 0 1 I MS 20 2 1 - 0 0 0 3 ~ C :: : ! 0 z ., , -- i I (J ) (J ) I rn C'1 (J ) z 0 -- i "' .. , ~ 0) -- i (J ) :, , , ;; o rn 0 C () rn 0 -c , ;; o z -- i !i j~ -- j ' ~ J ~ i! O + 0 0 N N + 0 0 "' " - , , , f i %, 1 ;: : -~- /' - , , _ 0 _. i , , . N 0 "T l 0 -l o . 0) ' S! ~ f ! l < ' I t ~ ~o ~ ~i : : ~ ! : i JV J O ~ t5 ~ B i ~ ~p : : : i ~ :; a ., , ~ Q c J ~~ g j ! l j "' z- -- - 1 1 " 1 1 G ' ) ~ oz ~~ 3 5 !i j § ~ ; • • : : 8a e l ~ z- . , , . . ~ i: ES 3l : c" ' 1 o g "' - 0 ~§ ;z ~~ ,. , , .. . . . . . ' II II ~ ~ I i I I 0 OJ z ~ 0 .. ~I I I 0 ~1 1 ~ 1 ~ , ~ I . rn rn -- l I DA T E RE V I S I O N I RE M A R K S CO N C E P T U A L ST O R M DR A I N PL A N RA C E W A Y IN D U S T R I A L CA R L S B A D , CA L I F O R N I A ~ co + 0 0 ~ i! O + 0 0 li l ~ f! l 8 £~ ~ ~ ; V) ~ ~ ,, , , ., , . , , , ,, , , Q~ " ' a c: p : : , a ::: 0 z. . , - - < -o o ~ O ~ ~ gj !l j ,. , , .. , .. . ,, cJ ~ i ! l : : ! ~~ 3 5 !i j § ~ 8 0 Cl o z- . , z ~ l: ~ 3l: ,, . . .. . · c" ' 1 o (" " ) 0 - 5 ~§ ;z ~~ .. . .. . . ' II II ,. , , PR E P A R E D FO R : W- H CA R L S B A D OW N E R IX LP . 60 0 WE S T BR O A D W A Y SU I T E 11 5 0 SA N DI E G O , CA 92 1 0 1 PH O N E : (8 5 8 ) 43 5 - 4 0 1 8 EM A I L : BE N T O N , S W I F T @ H I N E S . C O M ar c h i t e c t u r e pl a n n i n g in t e r i o r s gr a p h i c s ci v i l en g i n e e r i 1 1 g - 'l ' h i e n e s En g i n e e r i n g , In c . 39 1 1 So r r e n t o Va l l e y Bl v d , Su l t e #1 2 0 Sa n Di e g o , CA 92 1 2 1 P 85 8 . 6 3 8 . 7 2 7 7 F 85 8 . 6 3 8 . 7 5 0 6 , 8 Th i e n e s En g i n e e r i n g , In c . • ... "' r J l .. ·,' . " ' CI V I L EN G I N E E R I N G • LA N O SU R V E Y I N G , .. j' 14 3 4 9 F/ R E : S T O N £ BO U L £ V A R O 17 ! 1 -W IA MI R A D A , CA L I F O R N I A 90 6 : J B ti l l ,. , , PH . ( 7 1 4 ) 5 2 1 - 4 8 1 1 FA X ( 7 1 4 } 5 2 1 - 4 1 7 J SO P 20 2 1 - 0 0 0 3 I HO P 20 2 1 - 0 0 0 1 I MS 20 2 1 - 0 0 0 3 0 E: -I 0 z -, , -I I (/ ) (/ ) I m C! 1 (/ ) z 0 -I ', ; ; ' ~ °l -I (/ ) )> ;o m 0 C 0 m 0 "U ;o z -I IBIOFlL1RAllON BASIN /.:I--, . ·24~ .NYLOPLAST RISER ' / +:c: TO HYDROldODIFICAllOW Iv --_,_ · A I I I ( I I I I I I I I / / 37 .1 I V I I I I I I I I I I I I I I I I I I I I I I ' I I -.ll"--.. t ··-t I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Ull.ET I I BIOFIL1R 372.97 NV NE "B"/ I I / I I I I 6 1s6 I I J I . / r ,s; le: I : HIGH FLOW B!PASS \ TO HYDROMODIFICA llON \ 1 o• LOW FLOW PIPt TO 368.bo INY ;o❖• <· :,·,,-<t.:_:: r----- FLOW ABOVE BIOFIL 1RA 110 1o ,--- I / L I ·1·· . . UNEl"D" I I I /·· J I WSE BMP 373.97 ELEV TOP OF MULCH EI.EV.=372.97 6, 127 SQ. FT BOTTOM OF SOIL MEDIA EI.EV.=371.22 5,092 SQ. FT. ·. AGGREGATE STORAGE BOT OF MEDIA BOT OF ROCK 6" PERFORATED SUBDRAINS 370.13 INV. SECTION "A-A" N.T.S. 12" 2 " ST RM DRAIN TO YDROMOD NE "E" PROPOSED CURBSIDE GRATES {. .-.,, ___ , . , .... ,. --~~\)/'"-"·. ·-__ , .. -\ :~,-:.:>·, ·........ / ~:, ',\._{ -:-, •-,• •, ·c; >::\,,/ SUBDRAIN (TYP.) 375.50 MAX. SURFACE ~ 0 15 30 60 90 SCALE:1 "=30' SITE SPECIFIC DATA* Pl?OJECT NUMBER 12954 PROJECT NAME R4CEWAY INDUSTRIAL PROJECT LOCATION SAN DIEGO, ~ STRUCTURE JD URBANPOND ,9£QWRED STORAGE VOLUME (CF) /00,555 1.£. MATERIAL DIAMETER !Nl.ll PiPE 1 TBD TBD TBD OUTLET PIP[ 1 TED TED TBD FJNISHED GRADE £1..£1/A T!ON TBD SURFACE LOADING REQUIREMENT HS20 FRAME AND COvFR COF<ROSIV£ SOIL COND!T!ONS NA KNOWN GROUNDWATER ELEVATION NA NOTES: CONCEPT ONLY, NOT FOR CONSTRUCTION. "'PER ENGINEER OF RECORD URBANPOND MODULES TYPE HEIGHT COUNT 1 B'x16' /NJ. WP 5'-0" 25 8'Xt6' INT. 845£ 5'-0" 25 8'XJ 5' PERIM. TOP 5'-0" 22 8'X16' P£R!M. BASE 5'-0" 22 9'X17' L/NKUP SU.B 7" 25 8'Xi6' BASE SLAB 7" 25 O/JTlIT MODUI..£ 0 SIDEWALLS LENGTH (0) I HE!GlfT /0) COUNT 3'-7" li'-2" 4 TOTAL STORAGE CAPACITY WATER VOLUME AT 10' WATER DEPTH = 88,457 HEAVIEST PIECE 9'.r.17' UNKUP St.AB = 9,09 TONS GRADE ADJUSTMENT RISERS ;,, 1:200 SCALE J a I J DISCHARGE TO HYDROMOD. 3" MULCH (~ .. ~~, ~.: J I DISCHARGE TO HYDROMOD. 4" FILTER COURSE 12" STORM DRAIN TO HYDROMOD. STORAGE EI.EV.=368.00 ~ 10' HIGH UNDERGROUND HYDROMOD. STORAGE - CEMENT CONC. OVER 6" BASE SECONO-ARY OUTLET 367.00 TG ELEV.=368.00 (2) 54" DIA. Ct.IP RISER 10' HIGH UNDERGROUND HYDROMOD. STORAGE 36" OUTLET TO LINE "A" 1o c::i 1.5' DEEP (MAX) 13,750 SQ. FT I"-. WSE BMP 371.27 El.EV 1.0' DEEP 12,675 SQ. FT 3:1 ~---.----,:~!f-="-='--='=-==-:_-'--=--==-="=--'~7 4" FILTER COURSE OF MULC \lfuv.=37 • \1 · ; _] • : I l:=-1 3" MULCH BOTTOM OF SOIL t.!EDIA ELEV.=368.52 9,924 SQ. FT. .8 L,..!d:=db=...!!==:!ics==dia.=!78'c!,;"(·· ,..: BOTTOM OF ROCK ElEV.=367.18 9,177 SQ. FT 24" STORM DRAIN TO HYDROMOD. STORAGE 6" PER FORA TED SUBDRAINS 367.43 INV. AGGREGATE STORAGE SECTION "B-B" N.T.S. ELEV.=358.00 ......IW:(,-'--EI.EV=c..·=..c358=.00;.:_c..._ __ ..., (1) 1-1/4" TC WHERE APPLICABLE BOT OF FlLTER COURSE P OF ROCK DIA. HOLE @ EA. RISER BIOFIL TRA TION DETAIL NOTES CD Pl.ANTING PER LANDSCAPING PLANS. @ 30 MIL P.V.C. LINER. ALL JOINTS TO BE SEALED WITH 12" MINIMUM OVERLAY. SEAL ALL PENE1RAllONS 0 6" SLOTTED P.V.C. SUBDRAIN (ASTM D-3034), 3" MIN. FROM BOTTOM. © INSTALL WELL AGED SHREDDED HARDWOOD MULCH THAT HAS BEEN STOCl(PILED OR STORED FOR AT LEAST 12 MONTHS. MULCH MUST BE NON-FLOATING, 3" THICK LAYER © FILTER COURSE TO BE 4• CLEAN AND WASHED SAND (ASTM NO. 33) OR 4" LAYER OF ASTM NO. 8 STONE. I 8' MIN. 5 1NVERf'~i'i•:ROCK 112" MIN. I © SOIL MEDIA BSM SPECIFICATION PER APPENDIX F.2 OF "COUNTY OF SAN DIEGO BMP INIFLTRATJON = 5 IN/HR DESIGN MANUAL APPENDICES," DATED SEPTEMBER 15, 2020. BSM SHALL 60% TO 80% SAND CONFORM TO REQUIREMENTS LISTED IN SECTIONS 803-3, 803-4, AND UP TO 20% TOPSOIL 803-5. CON1RACTOR WILL NEED TO SUPPLY TEST RESULTS TO CITY UP TO 20% COMPOST AND/OR CONTACT CML ENGINEER WITH /lm QUESTIONS. BIOFIL TRAITON BASIN (TYP.) 0 AGGREGATE STORAGE LAYER ASTM NO. 57 ROCK, 12" MINIMUM. N.T.S. © 12" PONDING (ADDmONAL 2" FREEBtlARD) @ 0\/ERFLOW/CLfANOIJT /DISCHARGE PIPE CAUTION: IF THIS SHEET IS NOT 24"x36" IT IS A REDUCED PRINT 10' INSIDE HEIGHT URBANPOND MODULES fNV=_ INTERIOR B'xf6' MODULE PERIMETER 8'x 16' M0DUl£ 9'xf7' LINKUP SLAB PLACED ON TOP OF ADJACENT MOOU/Ei B'x16' BAfE Si.AB Pl.ACED ON SUB-GRAD£ 30"¢ MANHOl£ ACCESS {TtP.) WITH RISERS TD GRADE 8'-7" LONG EXTERIOR lt4L1. PANEL AT CORNERS PIPE CONNECTION IN!/=_ PIPE CONNECTION /NV= f--------97'-4¾· INCL 1/4' G4P B£7WEEN MODULES /IYP.}1~----~- fflfS PRO!XJCr IVW 8£ Pf/OT£Cfil) £!Y ONE OR !./ORc OF 7HE FVUOlt!Nr; US />ATUITS: [)795,JSS; {)828,902; D82S.MJ: 10,151,9!!3; 10.151.(/96. REI/i/Fn RJ&"'(;N P.'-mr!S OR OlHE/1 ~--PROPR/fTARY AND CONRDE/ofTIAL: rH[ /IIFOFl!./Al/ON CO!{T}JNW IN 7HIS DOCIJIJB/T IS 1'li£ SOI£ PROP5tlY OF FOmfJIRJ. AND ns COMPANIES. ii/IS WJ.JM£Nr. NOR AN'f PART 11/EREOF, l,W 8t /JSEJJ, !&fr(J/)IJCEI) OR Af(J/)/r7£!) IN Al« Wi/lrER WITH (JUT THE H1W1Th' CONSElff OF FINmJIRA PLAN VIEW A.....,_Cam URBANPOND PRECAST CONCRETE STORMWATER DETENTION PLAN VIEW HYDROMODIFICA TION STORAGE t .C.E. NO. 56155 r fxp. 12-31-22 C/V\\. 21 a.. ....l >< 0::: UJ 0:: z 0~ U..o 0 <( W CD o:::~ ~~ WI 8: t fJ ..!:::; " ;;;; ~§., ., •;-,,;: §'<ca~ ~ !ij~::l! Q) "':5~~ -~ ~ &l;:. :!: ~-.. ~!::'. I.ti~:;:~~ ti);~~~ ~~[,! -~ "lo, El, i"t:::: ~s-.., I.;::: si!., "'~ ••• <3:!:::'.lit ·~ ·,,s ,,;c':ci,~\- • C •i'iiu 'i;ji~ ·;.-;_ _J <( <( --z z<C O'.'.'. O'.'.'. I-0 _J ....I C/) <(a..:J~ =>zo_j I-<( z <( 0.. o:::'. -0 ~o >-o z~ ~ <( 0 a:::: > (0 UQW(I) 1--0 _J (/) <( et: (J) " a: <( z :a w 0 a: -Cl) > w 0::: w >-<( 0 PM• DRAWN BY.• JOB NO.: O'.'.'. <( 0 AC. AC. 3911 CGP SHEET "' 0 0 0 ' ~ N 0 N (f) 2 ~ 0 0 0 ' ~ N 0 N a. 0 I "' 0 0 0 ' ~ N 0 N a. 0 (f) C13 OF C16 LG1t Update:&/6/21 0:\31i100-3"0\3911\3911CGP-1~,dlr9 C,No\Veg,Flat D, Not\!eg, =-io , C,Urbon,S\eeo D,Urbon,Steep I .TTroto l Lot 1 2 23 1 93 O 28 193 6.37 Lot 2 3 00 0 96 O 22 1.3C 5 48 Ac reage Lo: 3 010 O 56 Lot 4 O 00 Tota l 11 .29 2 99 1.83 0 77 O 00 -~~o~o~o~l~~~=-_J~~--9 .3L 4 52 2 97 3 23 -- Lot 0 0.00 Ac:; Projec t Boundo ry Suboreo D vide Suboreo Nome Subo reo /1.crecge C,Not\/eg,=-10T D,l\atVeg ,F lat r I lrban,S\eep v,v D,Urban,Steep ) nLOl'AR AIRPORT RD VICINITY MAP NTS 50 100 , SCALE,1 "=50' Public Works Director Sheet 1 of 1 XXKXX R.C.E. Sheets 150 t:;:; w :r: (/) u.. 0 ~ - / .- f.llit S C.39 Ac :51 !Jf :j/ ---i ' ,, ... f 171 .. jl I .::s;~ · W/;YIIJ,'f/l:ll~~ --r-1 -j I 4n iv'. ~------1'---::,, :::Jlri.o ~ ::ltA rJ17N.!Hf--!-----I t -·"" I, 1..._1i ~- ':Tt/'lf-+---I OJ . • :t )'._ . I •fZr, f ., i._ /rJ~·-t-,----/l;llice/-1,1 Jll_, ==es cc'= 2C Ii/ , i \\ ' ' ,; \11 (1 .~ l ~ "" -~ ~ Mit 2 095 Ac ""'sss '-1./!,r:i.".11• ~ . i ·•/ I HYDROMODIFICATION MANAGEMENT NOTES: 1. UNDERLYING HYDROLOGIC SOIL GROUP: SOIL TYPES C AND D APPROXIMATELY DEPTH TO GROUNDWATER: PER THE GEOTECHNICAL ENGINEERING REPORT BY LANGEN DATED APRIL 16, 2021, GROUNDWATER WAS NOT ENCOUNTERED TO THE MAXIMUM DEPTI-l EXPLORED OF 26.5 FEET. 2. EXISTING NATURAL HYDROLOGIC FEATURES {WATERCOURSES, SEEPS, SPRINGS, WETLANDS): N/A 3. CRITICAL COARSE SEDIMENT YIELD AREAS TO BE PROTECTED: N/A 4 EXISTING TOPOGRAPHY AND IMPERVIOUS AREAS: SHOV\/N ON THIS EXHIBIT 5. EXISTING AND PROPOSED SITE DRAINAGE NET\NORKAND CONNECTIONS TO DRAINAGE OFFSITE: SHOWN ON THIS EXHIBIT 6 PROPOSED GRADING: SHOWN ON THIS EXHIBIT 7. PROPOSED IMPERVIOUS FEATURES: SHOVVN ON THIS EXHIBIT 8. PROPOSED DESIGN FEATURES AND SURFACE TREATMENTS USED TO MINIMIZED IMPERVIOUSNESS: N/A 9. POINT(S) OF COMPLIANCE (POC) FOR HYOROMODIFICATION MANAGEMENT: SHOWN ON THIS EXHIBIT 10. EXISTING AND PROPOSED DRAINAGE BOUNDARY AND DRAINAGE AREA TO EACH POC (WHEN NECESSARY, CREATE SEPARATE EXHIBITS FOR PRE-DEVELOPMENT ANO POST-PROJECT CONDITIONS): SHOWN ON THIS EXHIBIT AND ON THE PREDEVELOPED CONDITION EXHIBIT 11. STRUCTURAL BMPS FOR HYDROMOOIFICATION MANAGEMENT (IDENTIFY LOCATION, TYPE OF BMP, AND SIZE/DETAIL): SHOWN ON SINGLE SHEET BMP SITE PLAN llr1 it 1 Mit 2 Mit 3 Mit 4 C,Urban,Flot 0.15 0.04 0.38 0.06 C,Urbon,Steep 0.00 0.00 0.01 0.12 D,Ur bon,F lot 0.00 0.00 0 00 0 09 D,Urbon,Steep 0.00 0.00 O.OCi 0.00 lmpervious,Flo t 4.13 0. 91 0.01 7.48 mperv ious,Steep 0.00 0.00 0.05 0.00 4.28 0.9 5 0.45 7.75 Mit 3 ~~ 0.45 Ac .- ...... -- ,.-\-.., .... .,_ ,=;;-.... -,......____,_ /. '' IL~ Acreage Mit 5 fA it 6 M t 7 0 29 0 ni:; .vu 0 01 0.07 1.05 0.00 0 00 0 n '\ .u~ 0.00 0.00 3.23 0.00 0.03 0.00 C.2 1 0.00 0.00 C.01 0.39 4.37 0.23 -, - Mit B Tota l 0 37 1.36 0 50 1.75 0 00 0.12 0.00 3.23 0.03 12 80 0.02 0.08 0.92 19 34 r '·1 /t." i -~r , .... ~ ';;t.t, t-t+1+1··i· -t = -. . ..... - --• • '., I ' . ~ ' ~ _ ...... - -1 l"AEPAAED FOR- _,... ... . -·--- , . . ~· c"!/ --I/ W-H CARLSBAD O\\NER IX L.P. 600 Wc:ST BROADWAY SUITE 1150 SAN DIEGO, CA 92101 PH0N2 (858) 435-4018 EMAIL : BENTON.SW.Fl'Q-IINES.COM -- -- Lot 0 0 00 Ac LEGEND PROJECT BOUNDARY SUBAREA BOUNDARY SUBAREA 10 SUBAREA ACREAGE Project Boun da ry Subareo Divid e Suboreo Nome Suborea Acreage C,Urbon,Flot C,U rbo n,Steep D,U rbon Flot D,U rbon,Stee p lmperv ious,Flat lmpe,vious,S~eep s, VICINITY MAP N.T.S. 50 100 150 SCALE: r·=so· W:nrt Ul)do'lll: 7 /1 J/21 O; \3900---3009\3911\3911h)'d-hydromocl_mIHgatod.dwg CITY OF CARLSBAD PUBLIC WORKS DEPARTMENT HYDROMODIRCATION MAP MmGATED CONDmON RACEWAY INDUSTRIAL LIONSHEAD AVE. AND MELROSE DRIVE De:signed by ---- Dote Checked by ---- Dote Approved by Dot, __ _ Designed by ----~_!::Pu~bli~o !:Wo~rl<S:_!D~ire,:!cl~oc ___ _.!:,R,£!CE=.=:::C"cc"cc' ~ Date Checked by ----I Dote Sheet 1 of 1 Sheets f-w w ::c (/) "-