Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
8/25/2021 Item 4a, Corey/Bell - Staff Agenda Correspondence
Memorandum DATE: August 24, 2021 TO: Planning Commission FROM: Tyler Corey, Deputy Director Community Development VIA: Kyle Bell, Associate Planner SUBJECT: Item #4a –ARCH-0587-2020, USE-0412-2021, AFFH-0413-2021, & EID-494- 2021 (279 Bridge Street) – Agenda Correspondence Staff Response Memo DISCUSSION Staff received a letter from the public regarding the environmental analysis of the project proposed at 279 Bridge Street, and determined it would be helpful to provide these questions and responses to all Commissioners and the public, as the responses offer clarification regarding the proposed project. CEQA Guidelines Section 15162 states that when a Mitigated Negative Declaration (MND) has been adopted for a project, no subsequent environmental review shall be prepared for the project unless the lead agency determines, on the basis of substantial evidence in the light of the whole record, one or more of the following: 1.Substantial changes are proposed in the project which will require major revisions of the previously adopted MND; 2.Substantial changes occur with respect to the circumstances under which the project is undertaken which will require major revisions of the previously adopted MND; or 3.New information of substantial importance, which was not known and could not have been known with the exercise of reasonable diligence at the time the previous MND was adopted. CEQA Guidelines Section 15164 states that the lead agency shall prepare an addendum to a previously adopted MND if some changes or additions are necessary but none of the conditions described in Section 15162 calling for preparation of a subsequent EIR/MND have occurred. The letter raises concerns regarding the project’s consistency with the original MND that was provided as Attachment 7 to the agenda report. The letter highlights specific questions from the initial study checklist under sections Hydrology and Transportation. Hydrology “Place housing within a 100-year flood hazard area as mapped on a federal Flood Hazard Boundary or Flood Insurance Rate Map or other flood hazard delineation map?” Memo: 279 Bridge Street, PC Agenda Correspondence Memo Page 2 The original project included two residential units within the project above the ground floor (caretaker quarters), the MND identified that housing above the ground floor was less than significant. The proposed project provides all residential units above the ground floor consistent with the original project. The Hydrologic and Hydraulic Analysis, prepared by Monsoon Consultants (2021), did not identify any new impacts associated with hydrology or flooding (Attachment 1). The four proposed buildings improve upon the original design of the project because the buildings are designed using a flow-under concept, where there is an open path under the buildings to allow the free flow of storm water. The report concludes that the project as proposed will not adversely impact flood levels in the area. As stated in the Addendum, compliance with City standards will be sufficient to ensure that the proposed project does not endanger structures on this and other adjoining sites. Similar to the previously project, the proposed project is required to comply with the City’s Drainage Design Manual of the Waterway Management Plan, Post Construction Requirements for stormwater, and Floodplain Management Regulations (Zoning Regulations Chapter 17.78). Therefore, based on best management practices as established within existing regulations, the proposed project would not create any new impacts, would not increase the severity of any impact, and impacts would remain less than significant. Transportation “Conflict with adopted policies, plans, or programs regarding public transit, bicycle, or pedestrian facilities, or otherwise decrease the performance or safety of such facilities?” The proposed project will generate approximately 29 AM peak vehicle trips and 35 PM peak trips, which are still well within the available capacity of Bridge Street. The project was reviewed by the City’s Public Works Transportation Division, and was found to be consistent with the City’s Circulation Element and Active Transportation Plan, and would not decrease the performance or safety of such facilities such that a new impact would occur. Furthermore, as noted in the Addendum, in 2013, the State of California passed Senate Bill (SB) 743, which mandates that jurisdictions can no longer use LOS or other measures of automobile delay/congestion to evaluate transportation impacts under CEQA. The State then issued guidelines identifying vehicles miles traveled (VMT), which measures the total amount of driving over a given area, as the primary metric to be used for CEQA analysis of transportation impacts, with these changes becoming mandatory on July 1, 2020. The City of San Luis Obispo formally adopted VMT impact thresholds in June of 2020, and these thresholds are applied to projects as the primary metric for evaluating potential project impacts under CEQA. Based on the City’s Multimodal Transportation Impact Study Guidelines, adopted June of 2020, this project falls below the Thresholds of Significance for Mixed-use projects when analyzing the dominant use on the site. The VMT generated from the revised project would be 15% below baseline Regional (County) average Residential VMT per capita. The proposed project complies with the City’s Circulation Element and the Active Transportation Plan regarding public transit, bicycle, and pedestrian facilities, and will not decrease the performance or safety of such facilities. Therefore, no significant impact would occur, consistent with the original MND findings. Attachment 1 - Hydrologic and Hydraulic Analysis HYDROLOGIC & HYDRAULIC ANALYSIS FOR 279 BRIDGE STREET SAN LUIS OBISPO, CALIFORNIA February 4, 2021 Owner: Housing Authority of San Luis Obispo Contact: Michael Burke Phone: (805) 594-5330 Prepared by: Monsoon Consultants P.O. Box 151, San Luis Obispo, CA Phone: (805) 476-6168 TABLE OF CONTENTS 1 Introduction and Background ................................................................................................... 1 2 Watershed Description/Delineation ......................................................................................... 2 2.1 Meadow Creek Watershed .................................................................................................. 2 2.2 Onsite Watersheds ............................................................................................................... 2 3 Hydrologic Analysis ..................................................................................................................... 5 3.1 Meadow Creek Watershed .................................................................................................. 5 3.2 On-Site Watersheds ............................................................................................................. 5 4 Hydraulic Analysis ..................................................................................................................... 13 4.1 On-site Facilities ................................................................................................................. 13 4.2 Meadow Creek ................................................................................................................... 13 5 Geomorphic, Geotechnical and Structural Analysis of Existing and Proposed Drainage Improvements ............................................................................................................................... 16 6 Risk Assessment/Impacts Discussion ........................................................................................ 16 7 Enhancement/Mitigation .......................................................................................................... 16 8 Unusual or Special Conditions .................................................................................................. 16 9 Conclusions ............................................................................................................................... 16 LIST OF FIGURES FIGURE 1: LOCATION MAP FIGURE 2: MEADOW CREEK WATERSHED FIGURE 3: ULITMATE ON-SITE WATERSHEDS FIGURE 4: PERMEABLE PAVEMENT SECTION FIGURE 5: BIORETENTION DETAIL FIGURE 6: PRE-DEVELOPMENT SCHEMATIC FIGURE 7: POST-DEVELOPMENT SCHEMATIC FIGURE 8: HEC-RAS SECTION LOCATIONS LIST OF TABLES TABLE 1: CREEK FLOW RATES TABLE 2: ON-SITE WATERSHED DESCRIPTION TABLE 3: SCM DESCRIPTION TABLE 5: PRE AND POST DEVELOPMENT COMPARISON TABLE 6: HEC-RAS SUMMARY TABLE LIST OF APPENDICES APPENDIX I: HYDROCAD REPORTS APPENDIX II: HEC-RAS REPORTS Hydrologic & Hydraulic Analysis for 279 Bridge Street Page | 1 1 Introduction and Background This is a hydrologic and hydraulic report for 279 Bridge Street. The project proposes four buildings totaling about 36,000 square feet on a 2.72-acre site zoned “Manufacturing”. The project is located in an A0 flood zone with a sheet flow up to 2’ deep. The project is adjacent to Tract 2560 – the Bridge Street subdivision…which has completed all its flood control related improvements. Except for the access bridge the site is currently vacant and primarily covered with non-native annual grasses with an average slope of less than two percent. It is bordered to the north with the Meadow Creek riparian corridor and on the south with an ephemeral swale. There is an existing red bricked parking area on the north section of the site where access is taken from Bridge Street. This parking area is currently leased to the adjacent property owned by King Ventures. Access is from Bridge Street over a new Con-Span culvert installed by the previous owner of the property. The previous owner constructed the culvert, improvements on the north side of the creek and construction of basic access, permeable pavement parking area and a fire department turn- around on the south side of the bridge. This project is development of the remainder of the project on the south side of the bridge. There are two drainage related issues covered by this report; on -site drainage and mitigation, and the impact of the project on the water surface profile of Meadow Creek. Hydrologic & Hydraulic Analysis for 279 Bridge Street Page | 2 Figure 1 Location Map 2 Watershed Description/Delineation 2.1 Meadow Creek Watershed The Meadow Creek watershed is shown in Figure 2 below. Included in the watershed are portions of developed areas within the city and steep terrain of the mountains east of the city and southerly of the project. 2.2 Onsite Watersheds The on-site watersheds or drainage management areas, when developed, will be a mix of hard surfaced roofs and paving, permeable pavement and landscaping. The overall on-site watersheds are shown in Figure 3 below. Site Hydrologic & Hydraulic Analysis for 279 Bridge Street Page | 3 Figure 2 Meadow Creek Watershed Hydrologic & Hydraulic Analysis for 279 Bridge Street Page | 4 Figure 3 Ultimate On-Site Watersheds Hydrologic & Hydraulic Analysis for 279 Bridge Street Page | 5 3 Hydrologic Analysis 3.1 Meadow Creek Watershed The Meadow Creek watershed hydrology has been well documented in the drainage reports for Tract 2560. The flow rates in Meadow Creek are summarized in the table below. Table 1 Creek flow rates 3.2 On-Site Watersheds Because runoff from the onsite watershed must be detained to facilitate mitigation of increased runoff and the potential for increased pollution in the watershed , the computer program HydroCad is used to analyze the runoff as it travels through the various systems. For this analysis the TR-55 method using the SCS Urban Hydrograph and rainfall hyetographs from the Waterway Management plan are used to develop the results. A range of storms is analyzed…from the 2 - year through the 100-year storm. Curve Numbers (CN’s) used in the analysis are: • Hard Surface - 98 • Landscaping - 74 • Pre-development - 83 • Used CN of 98 for porous paving – all the runoff from the porous paving goes into the gravel layer below…the porosity is dealt with in the gravel storage. Flow Rate at Bridge Ret freq Q (cfs) 2-yr 320 10-yr 586 25-yr 747 50-yr 867 100-yr 972 Hydrologic & Hydraulic Analysis for 279 Bridge Street Page | 6 This project will be developed with a mix of hard-surfaces, permeable paving and landscaping. Three types of storage facilities are used to mitigate peak run-off and water quality issues; storage in a gravel layer underneath permeable paving, storage in a detention basin and storage in a bio-swale. The storage in bio-swale is not considered in the peak run-off analysis. The porous paving section is shown in Figure 4 below. Figure 4 Permeable Pavement Section Hydrologic & Hydraulic Analysis for 279 Bridge Street Page | 7 Figure 5 Bioretention Detail Hydrologic & Hydraulic Analysis for 279 Bridge Street Page | 8 Table 2 On-Site Watershed description DMAsArea (sq ft)Surface typeCurve Number (CN)Drains to1 2400 Basin 1 2236 ROOF 98 SCM1 2 1433 LS 74 SCM1 3 276 ROOF 98 SCM1 4 2862 ROOF 98 SCM1 5 666 CONC 98 SCM1 6 2117 ROOF 98 SCM5 7 1715 ROOF 98 SCM4 8 3575 ROOF 98 SCM5 9 1525 ROOF 98 SCM2 10A 134 CONC 98 SCM2 10B 248 LS 74 SCM2 11 1699 LS 74 SCM2 12 346 LS 74 SCM5 13 1250 ROOF 98 SCM2 14 287 CONC 98 SCM5 15A 2710 AC 98 SCM4a 15B 1504 CONC 98 SCM4b 16 141 LS 74 SCM4 17 1747 PERM PAV 98 SCM4a 18 998 PERM PAV 98 SCM6 19 78 LS 74 SCM9 20 1262 ROOF 98 SCM4 21 252 CONC 98 SCM4 22 133 LS 74 SCM6 23 153 ROOF 98 SCM6 24 105 LS 74 SCM9 25 1113 ROOF 98 SCM4 26 646 ROOF 98 SCM4 27 4847 ROOF 98 SCM9 28 4427 ROOF 98 SCM9 29 1306 CONC 98 SCM9 30 1327 ROOF 98 SCM7 31 2135 ROOF 98 SCM7 32 6063 ROOF 98 SCM6 33 1661 LS 74 SCM6 34 526 ROOF 98 OFFSITE Hydrologic & Hydraulic Analysis for 279 Bridge Street Page | 9 Table 2 On-Site Watershed description (continued) DMAsArea (sq ft)Surface typeCurve Number (CN)Drains to1 2400 Basin 35 1772 ROOF 98 SCM8 36 507 ROOF 98 SD SYSTEM 37A 1245 CONC 98 SD SYSTEM 37B 69 LS 74 SD SYSTEM 38 421 ROOF 98 SCM8 39 299 LS 74 SCM8 40 2046 LS 74 SD SYSTEM 41A 266 CONC 98 SCM7 41B 316 LS 74 SCM7 42 927 PERM PAV 98 SCM8 43 4333 PERM PAV 98 SCM4 44 6443 LS 74 OFFSITE 45 1017 LS 74 OFFSITE 46A 99 CONC 98 OFFSITE 46B 427 LS 74 OFFSITE 47 1129 LS 74 OFFSITE 48 196 LS 74 SCM4 49 1615 PERM PAV 98 SCM2 50 1154 PERM PAV 98 SCM5 51 1302 PERM SURF 98 SCM7 52 2114 LS 74 SCM1 Hydrologic & Hydraulic Analysis for 279 Bridge Street Page | 10 Table 3 SCM description The schematics for the HydroCad model for pre- and post-development are shown in Figures 6 and 7 respectively. The runoff rate from the entire site for the various storms for both the predevelopment and post development conditions are summarized below. The complete HydroCad report is in the appendix to this report. Table 3 Pre- and Post-Development Comparison Area (sq ft)Surface typeCurve Number (CN)Drains toSCMAreadepth below perfstotal depthbottom elevSCM sq ft inches inches 1 2400 Basin 2 1672 Porus Pavers 12 16 162.65 3 1008 Porus Pavers 6 10 164.86 4A 1775 Porus Pavers 6 10 163.65 4B 4584 Porus Pavers 6 10 162.61 5 2136 Porus Pavers 8 12 161.67 6 2979 Porus Pavers 8 12 164.38 7 1302 Porus Pavers 12 16 164.55 8 1567 Porus Pavers 6 10 164.65 9 2480 Porus Pavers 18 22 163.51 Ret FreqPredevelopmentpostdevelopmentchangeyrs cfs cfs 2 1.35 0.36 -73% 10 2.54 1.37 -46% 25 3.24 1.93 -40% 50 3.82 2.18 -43% 100 4.29 2.37 -45% Hydrologic & Hydraulic Analysis for 279 Bridge Street Page | 11 Figure 6 Predevelopment Schematic Hydrologic & Hydraulic Analysis for 279 Bridge Street Page | 12 Figure 6 Post-development Schematic Hydrologic & Hydraulic Analysis for 279 Bridge Street Page | 13 4 Hydraulic Analysis 4.1 On-site Facilities On-site storm drains are localized as part of the BMP’s and handle minor flows leaving these facilities. There are no drains proposed to carry surface water to the BMP’s. No further analysis is necessary. 4.2 Meadow Creek A ConSpan bridge, constructed by the previous owner, provides site access over Meadow Creek. No further creek improvements are proposed with the project. HEC-RAS is used to demonstrate the project development will not adversely impact the flood levels. It is important to note the site is located in an A0 zone with up to 2’ of sheet flow. The rules related to A0 zones apply to flood mitigation requirements. Although the resulting calculated water surface profiles closely reflect the A0 flood levels, they are not the defining values used for compliance with City and FEMA regulations. Three of the four proposed buildings are built using a flow-under concept…there is an open path under these buildings to allow the free flow of storm water. To compare pre/post development flood levels the cross sections in the predevelopment model are replaced with cross sections that reflect the proposed topography including areas blocked by the slab-on-grade portion of the three buildings and the independent slab-on-grade building. The cross section locations are shown in Figure 7. Sections below the culvert downstream of this project are not shown. Table 6 below shows the comparison of the pre-development and post-development conditions. The results show the final water surface elevation is, at most, 0.09’ (1.1”) above the pre- development water surface at only 1 section…section 1427. Increases at a few other sections are limited to 0.03’ (1/3”) or less. It is important to note the “obstructions” by buildings with slab-on-grade constructions has virtually no impact on the water surface profile. This is because the water surface profile through the project is virtually flat…a lake. Adding “obstructions” in a “lake” does not increase the water surface. The complete HEC-RAS reports are in the appendix to this report. Hydrologic & Hydraulic Analysis for 279 Bridge Street Page | 14 Figure 7 HEC-RAS Section locations Hydrologic & Hydraulic Analysis for 279 Bridge Street Page | 15 Table 4 HEC-RAS Summary Table River Sta Profile Plan Q Total Min Ch El W.S. Elev Crit W.S.E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width (cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) 1535 PF 1 PreDev 972 163.5 167.99 167.99 168.55 0.012067 6.99 185.66 149.59 1535 PF 1 PostDev 972 163.5 167.24 167.43 0.005258 3.94 292.5 286.38 1491 PF 1 PreDev 972 161.3 167.14 167.24 0.001756 3.05 427.18 292.26 1491 PF 1 PostDev 972 161.7 167.14 167.29 0.001985 3.49 340.92 194.54 1460 PF 1 PreDev 972 161.3 167.09 167.19 0.001388 3.02 438.91 260.63 1460 PF 1 PostDev 972 161.3 167.10 167.22 0.001498 3.14 365.71 224.52 1427 PF 1 PreDev 972 161.25 166.83 167.1 0.0041 4.67 271.75 186.8 1427 PF 1 PostDev 972 161.25 166.92 167.14 0.003309 4.24 277 204.36 1376 PF 1 PreDev 972 161.2 166.83 166.93 0.001477 3.04 433.12 244.65 1376 PF 1 PostDev 972 161.2 166.83 166.99 0.002165 3.68 329.98 217.25 1354 PF 1 PreDev 972 161 166.83 163.9 166.9 0.00083 2.55 514.4 257.39 1354 PF 1 PostDev 972 161 166.86 163.9 166.94 0.000761 2.45 487.19 212.71 1330 Culvert 1307 PF 1 PreDev 972 161 166.80 166.86 0.000878 1.73 533.35 211.21 1307 PF 1 PostDev 972 161 166.82 166.88 0.000651 2.33 541.84 243.27 1285 PF 1 PreDev 972 159.5 166.81 166.84 0.000255 1.68 809.35 465 1285 PF 1 PostDev 972 159.5 166.80 166.87 0.000634 2.46 581.54 424.14 1234 PF 1 PreDev 972 159.5 166.80 166.82 0.000276 1.61 861.65 463.1 1234 PF 1 PostDev 972 159.5 166.80 166.83 0.000312 1.71 820.02 456.49 1179 PF 1 PreDev 972 159 166.80 166.81 0.000146 1.31 1102.17 525.47 1179 PF 1 PostDev 972 159 166.80 166.82 0.00021 1.57 992.52 518.14 1132 PF 1 PreDev 972 159 166.77 166.8 0.00024 1.72 772.47 481.56 1132 PF 1 PostDev 972 159 166.76 166.8 0.00032 1.98 724.26 506.81 1096 PF 1 PreDev 972 158 166.78 162.81 166.79 0.0001 1.08 1205.3 412.85 1096 PF 1 PostDev 972 158 166.78 162.42 166.79 0.000119 1.21 1138.02 412.81 1058 Culvert 1027 PF 1 PreDev 972 158 166.04 166.06 0.000166 1.45 1032.64 445.99 1027 PF 1 PostDev 972 158 166.04 166.06 0.000166 1.45 1032.64 445.99 1016 PF 1 PreDev 972 158 166.05 166.06 0.000135 1.08 1209.09 517.03 1016 PF 1 PostDev 972 158 166.05 166.06 0.000135 1.08 1209.09 517.03 1000 PF 1 PreDev 972 157 166.03 166.06 0.000185 1.3 794.14 314.13 1000 PF 1 PostDev 972 157 166.03 166.06 0.000185 1.3 794.14 314.13 870 PF 1 PreDev 972 157 165.99 166.03 0.000221 2.25 688.61 280.47 870 PF 1 PostDev 972 157 165.99 166.03 0.000221 2.25 688.61 280.47 740 PF 1 PreDev 972 157.2 166.00 162.39 166.01 0.000041 1.04 1484.26 351.73 740 PF 1 PostDev 972 157.2 166.00 162.39 166.01 0.000041 1.04 1484.26 351.73 Hydrologic & Hydraulic Analysis for 279 Bridge Street Page | 16 5 Geomorphic, Geotechnical and Structural Analysis of Existing and Proposed Drainage Improvements Structural analysis of the ConSpan culvert was provided by the manufacturer with project construction plans for phase 1. There are no geomorphic or geotechnical issues. 6 Risk Assessment/Impacts Discussion There are three obvious potential risks and impacts; the 100-year flood, the potential increase to flood levels and the potential for pollutants to enter the runoff. These are discussed below. 7 Enhancement/Mitigation BMP’s are proposed to mitigate increased runoff from the site and the potential increase in pollutant load in the runoff. To mitigate the increase in runoff, storm water detention and infiltration are proposed. Water is stored in surface bioretention ponds and bioswales located adjacent to buildings. Infiltration is also achieved with permeable paving located in parking areas and in the surface bioretention. Details of the enhancement and mitigation measures are contained in a separate report. 8 Unusual or Special Conditions The project is located in an A0 flood zone with a depth up to 2’ and with groundwater encountered at a minimum depth of six feet below the existing grade per project soils report prepared by Beacon Geotechnical, Inc dated April 25, 2014. 9 Conclusions The project as proposed will not adversely impact flood levels in the area. The BMP’s proposed to mitigate the increased pollutant load and peak runoff limitations meet the requirements for these facilities. Appendix I HydroCad Reports Pre-development Post-development T1 DMA 12345_52 T2 DMA 9_10_11_13_49 T4a 15a_20_21_17 T4B 7_16_25_26_43_48_15b T5 6_8_12_14_50 T6 15_22_23_32_33 T7 31_31_41_51 T8 35_38_39_42 T9 19_24_24_28_29 Site Site Total Routing Diagram for PreDevelopment Prepared by Keith V Crowe, PE, Printed 2/3/2021 HydroCAD® 10.00-22 s/n 04223 © 2018 HydroCAD Software Solutions LLC Subcat Reach Pond Link Bridge Street PredevelopmentD:\!Monsoon\Bridge Street 2\Hydrocad\ PreDevelopment Printed 2/3/2021Prepared by Keith V Crowe, PE Page 2HydroCAD® 10.00‐22 s/n 04223 © 2018 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (sq‐ft) CN Description (subcatchment‐numbers) 2,236 83 DMA1 (T1) 134 83 DMA10A (T2) 248 83 DMA10B (T2) 1,699 83 DMA11 (T2) 346 83 DMA12 (T5) 1,250 83 DMA13 (T2) 287 83 DMA14 (T5) 1,504 83 DMA15B (T4B) 2,710 83 DMA15a (T4a) 141 83 DMA16 (T4B) 1,747 83 DMA17 (T4a) 998 83 DMA18 Perm Pav (T6) 78 83 DMA19 (T9) 1,433 83 DMA2 (T1) 1,262 83 DMA20 (T4a) 252 83 DMA21 (T4a) 133 83 DMA22 (T6) 153 83 DMA23 (T6) 105 83 DMA24 (T9) 1,113 83 DMA25 (T4B) 646 83 DMA26 (T4B) 4,847 83 DMA27 (T9) 4,427 83 DMA28 (T9) 1,306 83 DMA29 (T9) 276 83 DMA3 (T1) 1,327 83 DMA30 (T7) 2,135 83 DMA31 (T7) 6,063 83 DMA32 (T6) 1,661 83 DMA33 (T6) 1,772 83 DMA35 (T8) 421 83 DMA38 (T8) 299 83 DMA39 (T8) 2,862 83 DMA4 (T1) 266 83 DMA41A (T7) 316 83 DMA41B (T7) 927 83 DMA42 PERM PAv (T8) 4,333 83 DMA43 PERM PAV (T4B) 196 83 DMA48 (T4B) 1,615 83 DMA49 Perm Pav (T2) 666 83 DMA5 (T1) 1,154 83 DMA50 PERM PAV (T5) Area (sq‐ft) CN Description (subcatchment‐numbers) 2,114 83 DMA52 (T1) 1,302 83 DMA54 PERM PAV (T7) 2,117 83 DMA6 (T5) 1,715 83 DMA7 (T4B) 3,575 83 DMA8 (T5) 1,525 83 DMA9 (T2) Bridge Street PredevelopmentD:\!Monsoon\Bridge Street 2\Hydrocad\ San_Luis_Obispo D 2‐year Rainfall=3.30ʺPreDevelopment Printed 2/3/2021Prepared by Keith V Crowe, PE Page 3HydroCAD® 10.00‐22 s/n 04223 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment T1: DMA 12345_52 Runoff = 0.19 cfs @ 12.29 hrs, Volume= 1,351 cf, Depth= 1.69ʺ Runoff by SCS TR‐20 method, UH=SCS, Weighted‐CN, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs San_Luis_Obispo D 2‐year Rainfall=3.30ʺ Area (sf) CN Description * 2,236 83 DMA1 * 1,433 83 DMA2 * 276 83 DMA3 * 2,862 83 DMA4 * 666 83 DMA5 * 2,114 83 DMA52 9,587 83 Weighted Average 9,587 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment T2: DMA 9_10_11_13_49 Runoff = 0.13 cfs @ 12.29 hrs, Volume= 912 cf, Depth= 1.69ʺ Runoff by SCS TR‐20 method, UH=SCS, Weighted‐CN, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs San_Luis_Obispo D 2‐year Rainfall=3.30ʺ Area (sf) CN Description * 1,525 83 DMA9 * 134 83 DMA10A * 248 83 DMA10B * 1,699 83 DMA11 * 1,250 83 DMA13 * 1,615 83 DMA49 Perm Pav 6,471 83 Weighted Average 6,471 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment T4a: 15a_20_21_17 Runoff = 0.12 cfs @ 12.29 hrs, Volume= 842 cf, Depth= 1.69ʺ Runoff by SCS TR‐20 method, UH=SCS, Weighted‐CN, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs San_Luis_Obispo D 2‐year Rainfall=3.30ʺ Bridge Street PredevelopmentD:\!Monsoon\Bridge Street 2\Hydrocad\ San_Luis_Obispo D 2‐year Rainfall=3.30ʺPreDevelopment Printed 2/3/2021Prepared by Keith V Crowe, PE Page 4HydroCAD® 10.00‐22 s/n 04223 © 2018 HydroCAD Software Solutions LLC Area (sf) CN Description * 2,710 83 DMA15a * 1,747 83 DMA17 * 1,262 83 DMA20 * 252 83 DMA21 5,971 83 Weighted Average 5,971 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment T4B: 7_16_25_26_43_48_15b Runoff = 0.19 cfs @ 12.29 hrs, Volume= 1,360 cf, Depth= 1.69ʺ Runoff by SCS TR‐20 method, UH=SCS, Weighted‐CN, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs San_Luis_Obispo D 2‐year Rainfall=3.30ʺ Area (sf) CN Description * 1,715 83 DMA7 * 1,504 83 DMA15B * 141 83 DMA16 * 1,113 83 DMA25 * 646 83 DMA26 * 4,333 83 DMA43 PERM PAV * 196 83 DMA48 9,648 83 Weighted Average 9,648 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment T5: 6_8_12_14_50 Runoff = 0.15 cfs @ 12.29 hrs, Volume= 1,054 cf, Depth= 1.69ʺ Runoff by SCS TR‐20 method, UH=SCS, Weighted‐CN, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs San_Luis_Obispo D 2‐year Rainfall=3.30ʺ Bridge Street PredevelopmentD:\!Monsoon\Bridge Street 2\Hydrocad\ San_Luis_Obispo D 2‐year Rainfall=3.30ʺPreDevelopment Printed 2/3/2021Prepared by Keith V Crowe, PE Page 5HydroCAD® 10.00‐22 s/n 04223 © 2018 HydroCAD Software Solutions LLC Area (sf) CN Description * 2,117 83 DMA6 * 3,575 83 DMA8 * 346 83 DMA12 * 287 83 DMA14 * 1,154 83 DMA50 PERM PAV 7,479 83 Weighted Average 7,479 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment T6: 15_22_23_32_33 Runoff = 0.18 cfs @ 12.29 hrs, Volume= 1,270 cf, Depth= 1.69ʺ Runoff by SCS TR‐20 method, UH=SCS, Weighted‐CN, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs San_Luis_Obispo D 2‐year Rainfall=3.30ʺ Area (sf) CN Description * 998 83 DMA18 Perm Pav * 133 83 DMA22 * 153 83 DMA23 * 6,063 83 DMA32 * 1,661 83 DMA33 9,008 83 Weighted Average 9,008 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment T7: 31_31_41_51 Runoff = 0.11 cfs @ 12.29 hrs, Volume= 754 cf, Depth= 1.69ʺ Runoff by SCS TR‐20 method, UH=SCS, Weighted‐CN, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs San_Luis_Obispo D 2‐year Rainfall=3.30ʺ Area (sf) CN Description * 1,327 83 DMA30 * 2,135 83 DMA31 * 266 83 DMA41A * 316 83 DMA41B * 1,302 83 DMA54 PERM PAV 5,346 83 Weighted Average 5,346 100.00% Pervious Area Bridge Street PredevelopmentD:\!Monsoon\Bridge Street 2\Hydrocad\ San_Luis_Obispo D 2‐year Rainfall=3.30ʺPreDevelopment Printed 2/3/2021Prepared by Keith V Crowe, PE Page 6HydroCAD® 10.00‐22 s/n 04223 © 2018 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment T8: 35_38_39_42 Runoff = 0.07 cfs @ 12.29 hrs, Volume= 482 cf, Depth= 1.69ʺ Runoff by SCS TR‐20 method, UH=SCS, Weighted‐CN, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs San_Luis_Obispo D 2‐year Rainfall=3.30ʺ Area (sf) CN Description * 1,772 83 DMA35 * 421 83 DMA38 * 299 83 DMA39 * 927 83 DMA42 PERM PAv 3,419 83 Weighted Average 3,419 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment T9: 19_24_24_28_29 Runoff = 0.22 cfs @ 12.29 hrs, Volume= 1,517 cf, Depth= 1.69ʺ Runoff by SCS TR‐20 method, UH=SCS, Weighted‐CN, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs San_Luis_Obispo D 2‐year Rainfall=3.30ʺ Area (sf) CN Description * 78 83 DMA19 * 105 83 DMA24 * 4,847 83 DMA27 * 4,427 83 DMA28 * 1,306 83 DMA29 10,763 83 Weighted Average 10,763 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Bridge Street PredevelopmentD:\!Monsoon\Bridge Street 2\Hydrocad\ San_Luis_Obispo D 2‐year Rainfall=3.30ʺPreDevelopment Printed 2/3/2021Prepared by Keith V Crowe, PE Page 7HydroCAD® 10.00‐22 s/n 04223 © 2018 HydroCAD Software Solutions LLC Summary for Pond Site: Site Total Inflow Area = 67,692 sf, 0.00% Impervious, Inflow Depth = 1.69ʺ for 2‐year event Inflow = 1.35 cfs @ 12.29 hrs, Volume= 9,542 cf Primary = 1.35 cfs @ 12.29 hrs, Volume= 9,542 cf, Atten= 0%, Lag= 0.0 min Routing by Stor‐Ind method, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs Bridge Street PredevelopmentD:\!Monsoon\Bridge Street 2\Hydrocad\ San_Luis_Obispo D 10‐year Rainfall=4.60ʺPreDevelopment Printed 2/3/2021Prepared by Keith V Crowe, PE Page 8HydroCAD® 10.00‐22 s/n 04223 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment T1: DMA 12345_52 Runoff = 0.36 cfs @ 12.29 hrs, Volume= 2,249 cf, Depth= 2.81ʺ Runoff by SCS TR‐20 method, UH=SCS, Weighted‐CN, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs San_Luis_Obispo D 10‐year Rainfall=4.60ʺ Area (sf) CN Description * 2,236 83 DMA1 * 1,433 83 DMA2 * 276 83 DMA3 * 2,862 83 DMA4 * 666 83 DMA5 * 2,114 83 DMA52 9,587 83 Weighted Average 9,587 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment T2: DMA 9_10_11_13_49 Runoff = 0.24 cfs @ 12.29 hrs, Volume= 1,518 cf, Depth= 2.81ʺ Runoff by SCS TR‐20 method, UH=SCS, Weighted‐CN, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs San_Luis_Obispo D 10‐year Rainfall=4.60ʺ Area (sf) CN Description * 1,525 83 DMA9 * 134 83 DMA10A * 248 83 DMA10B * 1,699 83 DMA11 * 1,250 83 DMA13 * 1,615 83 DMA49 Perm Pav 6,471 83 Weighted Average 6,471 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment T4a: 15a_20_21_17 Runoff = 0.22 cfs @ 12.29 hrs, Volume= 1,401 cf, Depth= 2.81ʺ Runoff by SCS TR‐20 method, UH=SCS, Weighted‐CN, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs San_Luis_Obispo D 10‐year Rainfall=4.60ʺ Bridge Street PredevelopmentD:\!Monsoon\Bridge Street 2\Hydrocad\ San_Luis_Obispo D 10‐year Rainfall=4.60ʺPreDevelopment Printed 2/3/2021Prepared by Keith V Crowe, PE Page 9HydroCAD® 10.00‐22 s/n 04223 © 2018 HydroCAD Software Solutions LLC Area (sf) CN Description * 2,710 83 DMA15a * 1,747 83 DMA17 * 1,262 83 DMA20 * 252 83 DMA21 5,971 83 Weighted Average 5,971 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment T4B: 7_16_25_26_43_48_15b Runoff = 0.36 cfs @ 12.29 hrs, Volume= 2,263 cf, Depth= 2.81ʺ Runoff by SCS TR‐20 method, UH=SCS, Weighted‐CN, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs San_Luis_Obispo D 10‐year Rainfall=4.60ʺ Area (sf) CN Description * 1,715 83 DMA7 * 1,504 83 DMA15B * 141 83 DMA16 * 1,113 83 DMA25 * 646 83 DMA26 * 4,333 83 DMA43 PERM PAV * 196 83 DMA48 9,648 83 Weighted Average 9,648 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment T5: 6_8_12_14_50 Runoff = 0.28 cfs @ 12.29 hrs, Volume= 1,754 cf, Depth= 2.81ʺ Runoff by SCS TR‐20 method, UH=SCS, Weighted‐CN, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs San_Luis_Obispo D 10‐year Rainfall=4.60ʺ Bridge Street PredevelopmentD:\!Monsoon\Bridge Street 2\Hydrocad\ San_Luis_Obispo D 10‐year Rainfall=4.60ʺPreDevelopment Printed 2/3/2021Prepared by Keith V Crowe, PE Page 10HydroCAD® 10.00‐22 s/n 04223 © 2018 HydroCAD Software Solutions LLC Area (sf) CN Description * 2,117 83 DMA6 * 3,575 83 DMA8 * 346 83 DMA12 * 287 83 DMA14 * 1,154 83 DMA50 PERM PAV 7,479 83 Weighted Average 7,479 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment T6: 15_22_23_32_33 Runoff = 0.34 cfs @ 12.29 hrs, Volume= 2,113 cf, Depth= 2.81ʺ Runoff by SCS TR‐20 method, UH=SCS, Weighted‐CN, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs San_Luis_Obispo D 10‐year Rainfall=4.60ʺ Area (sf) CN Description * 998 83 DMA18 Perm Pav * 133 83 DMA22 * 153 83 DMA23 * 6,063 83 DMA32 * 1,661 83 DMA33 9,008 83 Weighted Average 9,008 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment T7: 31_31_41_51 Runoff = 0.20 cfs @ 12.29 hrs, Volume= 1,254 cf, Depth= 2.81ʺ Runoff by SCS TR‐20 method, UH=SCS, Weighted‐CN, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs San_Luis_Obispo D 10‐year Rainfall=4.60ʺ Area (sf) CN Description * 1,327 83 DMA30 * 2,135 83 DMA31 * 266 83 DMA41A * 316 83 DMA41B * 1,302 83 DMA54 PERM PAV 5,346 83 Weighted Average 5,346 100.00% Pervious Area Bridge Street PredevelopmentD:\!Monsoon\Bridge Street 2\Hydrocad\ San_Luis_Obispo D 10‐year Rainfall=4.60ʺPreDevelopment Printed 2/3/2021Prepared by Keith V Crowe, PE Page 11HydroCAD® 10.00‐22 s/n 04223 © 2018 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment T8: 35_38_39_42 Runoff = 0.13 cfs @ 12.29 hrs, Volume= 802 cf, Depth= 2.81ʺ Runoff by SCS TR‐20 method, UH=SCS, Weighted‐CN, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs San_Luis_Obispo D 10‐year Rainfall=4.60ʺ Area (sf) CN Description * 1,772 83 DMA35 * 421 83 DMA38 * 299 83 DMA39 * 927 83 DMA42 PERM PAv 3,419 83 Weighted Average 3,419 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment T9: 19_24_24_28_29 Runoff = 0.40 cfs @ 12.29 hrs, Volume= 2,524 cf, Depth= 2.81ʺ Runoff by SCS TR‐20 method, UH=SCS, Weighted‐CN, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs San_Luis_Obispo D 10‐year Rainfall=4.60ʺ Area (sf) CN Description * 78 83 DMA19 * 105 83 DMA24 * 4,847 83 DMA27 * 4,427 83 DMA28 * 1,306 83 DMA29 10,763 83 Weighted Average 10,763 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Bridge Street PredevelopmentD:\!Monsoon\Bridge Street 2\Hydrocad\ San_Luis_Obispo D 10‐year Rainfall=4.60ʺPreDevelopment Printed 2/3/2021Prepared by Keith V Crowe, PE Page 12HydroCAD® 10.00‐22 s/n 04223 © 2018 HydroCAD Software Solutions LLC Summary for Pond Site: Site Total Inflow Area = 67,692 sf, 0.00% Impervious, Inflow Depth = 2.81ʺ for 10‐year event Inflow = 2.54 cfs @ 12.29 hrs, Volume= 15,877 cf Primary = 2.54 cfs @ 12.29 hrs, Volume= 15,877 cf, Atten= 0%, Lag= 0.0 min Routing by Stor‐Ind method, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs Bridge Street PredevelopmentD:\!Monsoon\Bridge Street 2\Hydrocad\ San_Luis_Obispo D 25‐year Rainfall=5.70ʺPreDevelopment Printed 2/3/2021Prepared by Keith V Crowe, PE Page 13HydroCAD® 10.00‐22 s/n 04223 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment T1: DMA 12345_52 Runoff = 0.46 cfs @ 12.29 hrs, Volume= 3,047 cf, Depth= 3.81ʺ Runoff by SCS TR‐20 method, UH=SCS, Weighted‐CN, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs San_Luis_Obispo D 25‐year Rainfall=5.70ʺ Area (sf) CN Description * 2,236 83 DMA1 * 1,433 83 DMA2 * 276 83 DMA3 * 2,862 83 DMA4 * 666 83 DMA5 * 2,114 83 DMA52 9,587 83 Weighted Average 9,587 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment T2: DMA 9_10_11_13_49 Runoff = 0.31 cfs @ 12.29 hrs, Volume= 2,057 cf, Depth= 3.81ʺ Runoff by SCS TR‐20 method, UH=SCS, Weighted‐CN, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs San_Luis_Obispo D 25‐year Rainfall=5.70ʺ Area (sf) CN Description * 1,525 83 DMA9 * 134 83 DMA10A * 248 83 DMA10B * 1,699 83 DMA11 * 1,250 83 DMA13 * 1,615 83 DMA49 Perm Pav 6,471 83 Weighted Average 6,471 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment T4a: 15a_20_21_17 Runoff = 0.29 cfs @ 12.29 hrs, Volume= 1,898 cf, Depth= 3.81ʺ Runoff by SCS TR‐20 method, UH=SCS, Weighted‐CN, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs San_Luis_Obispo D 25‐year Rainfall=5.70ʺ Bridge Street PredevelopmentD:\!Monsoon\Bridge Street 2\Hydrocad\ San_Luis_Obispo D 25‐year Rainfall=5.70ʺPreDevelopment Printed 2/3/2021Prepared by Keith V Crowe, PE Page 14HydroCAD® 10.00‐22 s/n 04223 © 2018 HydroCAD Software Solutions LLC Area (sf) CN Description * 2,710 83 DMA15a * 1,747 83 DMA17 * 1,262 83 DMA20 * 252 83 DMA21 5,971 83 Weighted Average 5,971 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment T4B: 7_16_25_26_43_48_15b Runoff = 0.46 cfs @ 12.29 hrs, Volume= 3,066 cf, Depth= 3.81ʺ Runoff by SCS TR‐20 method, UH=SCS, Weighted‐CN, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs San_Luis_Obispo D 25‐year Rainfall=5.70ʺ Area (sf) CN Description * 1,715 83 DMA7 * 1,504 83 DMA15B * 141 83 DMA16 * 1,113 83 DMA25 * 646 83 DMA26 * 4,333 83 DMA43 PERM PAV * 196 83 DMA48 9,648 83 Weighted Average 9,648 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment T5: 6_8_12_14_50 Runoff = 0.36 cfs @ 12.29 hrs, Volume= 2,377 cf, Depth= 3.81ʺ Runoff by SCS TR‐20 method, UH=SCS, Weighted‐CN, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs San_Luis_Obispo D 25‐year Rainfall=5.70ʺ Bridge Street PredevelopmentD:\!Monsoon\Bridge Street 2\Hydrocad\ San_Luis_Obispo D 25‐year Rainfall=5.70ʺPreDevelopment Printed 2/3/2021Prepared by Keith V Crowe, PE Page 15HydroCAD® 10.00‐22 s/n 04223 © 2018 HydroCAD Software Solutions LLC Area (sf) CN Description * 2,117 83 DMA6 * 3,575 83 DMA8 * 346 83 DMA12 * 287 83 DMA14 * 1,154 83 DMA50 PERM PAV 7,479 83 Weighted Average 7,479 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment T6: 15_22_23_32_33 Runoff = 0.43 cfs @ 12.29 hrs, Volume= 2,863 cf, Depth= 3.81ʺ Runoff by SCS TR‐20 method, UH=SCS, Weighted‐CN, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs San_Luis_Obispo D 25‐year Rainfall=5.70ʺ Area (sf) CN Description * 998 83 DMA18 Perm Pav * 133 83 DMA22 * 153 83 DMA23 * 6,063 83 DMA32 * 1,661 83 DMA33 9,008 83 Weighted Average 9,008 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment T7: 31_31_41_51 Runoff = 0.26 cfs @ 12.29 hrs, Volume= 1,699 cf, Depth= 3.81ʺ Runoff by SCS TR‐20 method, UH=SCS, Weighted‐CN, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs San_Luis_Obispo D 25‐year Rainfall=5.70ʺ Area (sf) CN Description * 1,327 83 DMA30 * 2,135 83 DMA31 * 266 83 DMA41A * 316 83 DMA41B * 1,302 83 DMA54 PERM PAV 5,346 83 Weighted Average 5,346 100.00% Pervious Area Bridge Street PredevelopmentD:\!Monsoon\Bridge Street 2\Hydrocad\ San_Luis_Obispo D 25‐year Rainfall=5.70ʺPreDevelopment Printed 2/3/2021Prepared by Keith V Crowe, PE Page 16HydroCAD® 10.00‐22 s/n 04223 © 2018 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment T8: 35_38_39_42 Runoff = 0.16 cfs @ 12.29 hrs, Volume= 1,087 cf, Depth= 3.81ʺ Runoff by SCS TR‐20 method, UH=SCS, Weighted‐CN, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs San_Luis_Obispo D 25‐year Rainfall=5.70ʺ Area (sf) CN Description * 1,772 83 DMA35 * 421 83 DMA38 * 299 83 DMA39 * 927 83 DMA42 PERM PAv 3,419 83 Weighted Average 3,419 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment T9: 19_24_24_28_29 Runoff = 0.51 cfs @ 12.29 hrs, Volume= 3,421 cf, Depth= 3.81ʺ Runoff by SCS TR‐20 method, UH=SCS, Weighted‐CN, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs San_Luis_Obispo D 25‐year Rainfall=5.70ʺ Area (sf) CN Description * 78 83 DMA19 * 105 83 DMA24 * 4,847 83 DMA27 * 4,427 83 DMA28 * 1,306 83 DMA29 10,763 83 Weighted Average 10,763 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Bridge Street PredevelopmentD:\!Monsoon\Bridge Street 2\Hydrocad\ San_Luis_Obispo D 25‐year Rainfall=5.70ʺPreDevelopment Printed 2/3/2021Prepared by Keith V Crowe, PE Page 17HydroCAD® 10.00‐22 s/n 04223 © 2018 HydroCAD Software Solutions LLC Summary for Pond Site: Site Total Inflow Area = 67,692 sf, 0.00% Impervious, Inflow Depth = 3.81ʺ for 25‐year event Inflow = 3.24 cfs @ 12.29 hrs, Volume= 21,514 cf Primary = 3.24 cfs @ 12.29 hrs, Volume= 21,514 cf, Atten= 0%, Lag= 0.0 min Routing by Stor‐Ind method, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs Bridge Street PredevelopmentD:\!Monsoon\Bridge Street 2\Hydrocad\ San_Luis_Obispo D 50‐year Rainfall=6.50ʺPreDevelopment Printed 2/3/2021Prepared by Keith V Crowe, PE Page 18HydroCAD® 10.00‐22 s/n 04223 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment T1: DMA 12345_52 Runoff = 0.54 cfs @ 12.29 hrs, Volume= 3,641 cf, Depth= 4.56ʺ Runoff by SCS TR‐20 method, UH=SCS, Weighted‐CN, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs San_Luis_Obispo D 50‐year Rainfall=6.50ʺ Area (sf) CN Description * 2,236 83 DMA1 * 1,433 83 DMA2 * 276 83 DMA3 * 2,862 83 DMA4 * 666 83 DMA5 * 2,114 83 DMA52 9,587 83 Weighted Average 9,587 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment T2: DMA 9_10_11_13_49 Runoff = 0.36 cfs @ 12.29 hrs, Volume= 2,458 cf, Depth= 4.56ʺ Runoff by SCS TR‐20 method, UH=SCS, Weighted‐CN, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs San_Luis_Obispo D 50‐year Rainfall=6.50ʺ Area (sf) CN Description * 1,525 83 DMA9 * 134 83 DMA10A * 248 83 DMA10B * 1,699 83 DMA11 * 1,250 83 DMA13 * 1,615 83 DMA49 Perm Pav 6,471 83 Weighted Average 6,471 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment T4a: 15a_20_21_17 Runoff = 0.34 cfs @ 12.29 hrs, Volume= 2,268 cf, Depth= 4.56ʺ Runoff by SCS TR‐20 method, UH=SCS, Weighted‐CN, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs San_Luis_Obispo D 50‐year Rainfall=6.50ʺ Bridge Street PredevelopmentD:\!Monsoon\Bridge Street 2\Hydrocad\ San_Luis_Obispo D 50‐year Rainfall=6.50ʺPreDevelopment Printed 2/3/2021Prepared by Keith V Crowe, PE Page 19HydroCAD® 10.00‐22 s/n 04223 © 2018 HydroCAD Software Solutions LLC Area (sf) CN Description * 2,710 83 DMA15a * 1,747 83 DMA17 * 1,262 83 DMA20 * 252 83 DMA21 5,971 83 Weighted Average 5,971 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment T4B: 7_16_25_26_43_48_15b Runoff = 0.54 cfs @ 12.29 hrs, Volume= 3,664 cf, Depth= 4.56ʺ Runoff by SCS TR‐20 method, UH=SCS, Weighted‐CN, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs San_Luis_Obispo D 50‐year Rainfall=6.50ʺ Area (sf) CN Description * 1,715 83 DMA7 * 1,504 83 DMA15B * 141 83 DMA16 * 1,113 83 DMA25 * 646 83 DMA26 * 4,333 83 DMA43 PERM PAV * 196 83 DMA48 9,648 83 Weighted Average 9,648 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment T5: 6_8_12_14_50 Runoff = 0.42 cfs @ 12.29 hrs, Volume= 2,841 cf, Depth= 4.56ʺ Runoff by SCS TR‐20 method, UH=SCS, Weighted‐CN, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs San_Luis_Obispo D 50‐year Rainfall=6.50ʺ Bridge Street PredevelopmentD:\!Monsoon\Bridge Street 2\Hydrocad\ San_Luis_Obispo D 50‐year Rainfall=6.50ʺPreDevelopment Printed 2/3/2021Prepared by Keith V Crowe, PE Page 20HydroCAD® 10.00‐22 s/n 04223 © 2018 HydroCAD Software Solutions LLC Area (sf) CN Description * 2,117 83 DMA6 * 3,575 83 DMA8 * 346 83 DMA12 * 287 83 DMA14 * 1,154 83 DMA50 PERM PAV 7,479 83 Weighted Average 7,479 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment T6: 15_22_23_32_33 Runoff = 0.51 cfs @ 12.29 hrs, Volume= 3,421 cf, Depth= 4.56ʺ Runoff by SCS TR‐20 method, UH=SCS, Weighted‐CN, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs San_Luis_Obispo D 50‐year Rainfall=6.50ʺ Area (sf) CN Description * 998 83 DMA18 Perm Pav * 133 83 DMA22 * 153 83 DMA23 * 6,063 83 DMA32 * 1,661 83 DMA33 9,008 83 Weighted Average 9,008 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment T7: 31_31_41_51 Runoff = 0.30 cfs @ 12.29 hrs, Volume= 2,030 cf, Depth= 4.56ʺ Runoff by SCS TR‐20 method, UH=SCS, Weighted‐CN, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs San_Luis_Obispo D 50‐year Rainfall=6.50ʺ Area (sf) CN Description * 1,327 83 DMA30 * 2,135 83 DMA31 * 266 83 DMA41A * 316 83 DMA41B * 1,302 83 DMA54 PERM PAV 5,346 83 Weighted Average 5,346 100.00% Pervious Area Bridge Street PredevelopmentD:\!Monsoon\Bridge Street 2\Hydrocad\ San_Luis_Obispo D 50‐year Rainfall=6.50ʺPreDevelopment Printed 2/3/2021Prepared by Keith V Crowe, PE Page 21HydroCAD® 10.00‐22 s/n 04223 © 2018 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment T8: 35_38_39_42 Runoff = 0.19 cfs @ 12.29 hrs, Volume= 1,299 cf, Depth= 4.56ʺ Runoff by SCS TR‐20 method, UH=SCS, Weighted‐CN, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs San_Luis_Obispo D 50‐year Rainfall=6.50ʺ Area (sf) CN Description * 1,772 83 DMA35 * 421 83 DMA38 * 299 83 DMA39 * 927 83 DMA42 PERM PAv 3,419 83 Weighted Average 3,419 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment T9: 19_24_24_28_29 Runoff = 0.61 cfs @ 12.29 hrs, Volume= 4,088 cf, Depth= 4.56ʺ Runoff by SCS TR‐20 method, UH=SCS, Weighted‐CN, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs San_Luis_Obispo D 50‐year Rainfall=6.50ʺ Area (sf) CN Description * 78 83 DMA19 * 105 83 DMA24 * 4,847 83 DMA27 * 4,427 83 DMA28 * 1,306 83 DMA29 10,763 83 Weighted Average 10,763 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Bridge Street PredevelopmentD:\!Monsoon\Bridge Street 2\Hydrocad\ San_Luis_Obispo D 50‐year Rainfall=6.50ʺPreDevelopment Printed 2/3/2021Prepared by Keith V Crowe, PE Page 22HydroCAD® 10.00‐22 s/n 04223 © 2018 HydroCAD Software Solutions LLC Summary for Pond Site: Site Total Inflow Area = 67,692 sf, 0.00% Impervious, Inflow Depth = 4.56ʺ for 50‐year event Inflow = 3.82 cfs @ 12.29 hrs, Volume= 25,710 cf Primary = 3.82 cfs @ 12.29 hrs, Volume= 25,710 cf, Atten= 0%, Lag= 0.0 min Routing by Stor‐Ind method, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs Bridge Street PredevelopmentD:\!Monsoon\Bridge Street 2\Hydrocad\ San_Luis_Obispo D 100‐year Rainfall=6.70ʺPreDevelopment Printed 2/3/2021Prepared by Keith V Crowe, PE Page 23HydroCAD® 10.00‐22 s/n 04223 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment T1: DMA 12345_52 Runoff = 0.61 cfs @ 12.29 hrs, Volume= 3,791 cf, Depth= 4.75ʺ Runoff by SCS TR‐20 method, UH=SCS, Weighted‐CN, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs San_Luis_Obispo D 100‐year Rainfall=6.70ʺ Area (sf) CN Description * 2,236 83 DMA1 * 1,433 83 DMA2 * 276 83 DMA3 * 2,862 83 DMA4 * 666 83 DMA5 * 2,114 83 DMA52 9,587 83 Weighted Average 9,587 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment T2: DMA 9_10_11_13_49 Runoff = 0.41 cfs @ 12.29 hrs, Volume= 2,559 cf, Depth= 4.75ʺ Runoff by SCS TR‐20 method, UH=SCS, Weighted‐CN, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs San_Luis_Obispo D 100‐year Rainfall=6.70ʺ Area (sf) CN Description * 1,525 83 DMA9 * 134 83 DMA10A * 248 83 DMA10B * 1,699 83 DMA11 * 1,250 83 DMA13 * 1,615 83 DMA49 Perm Pav 6,471 83 Weighted Average 6,471 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment T4a: 15a_20_21_17 Runoff = 0.38 cfs @ 12.29 hrs, Volume= 2,361 cf, Depth= 4.75ʺ Runoff by SCS TR‐20 method, UH=SCS, Weighted‐CN, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs San_Luis_Obispo D 100‐year Rainfall=6.70ʺ Bridge Street PredevelopmentD:\!Monsoon\Bridge Street 2\Hydrocad\ San_Luis_Obispo D 100‐year Rainfall=6.70ʺPreDevelopment Printed 2/3/2021Prepared by Keith V Crowe, PE Page 24HydroCAD® 10.00‐22 s/n 04223 © 2018 HydroCAD Software Solutions LLC Area (sf) CN Description * 2,710 83 DMA15a * 1,747 83 DMA17 * 1,262 83 DMA20 * 252 83 DMA21 5,971 83 Weighted Average 5,971 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment T4B: 7_16_25_26_43_48_15b Runoff = 0.61 cfs @ 12.29 hrs, Volume= 3,815 cf, Depth= 4.75ʺ Runoff by SCS TR‐20 method, UH=SCS, Weighted‐CN, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs San_Luis_Obispo D 100‐year Rainfall=6.70ʺ Area (sf) CN Description * 1,715 83 DMA7 * 1,504 83 DMA15B * 141 83 DMA16 * 1,113 83 DMA25 * 646 83 DMA26 * 4,333 83 DMA43 PERM PAV * 196 83 DMA48 9,648 83 Weighted Average 9,648 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment T5: 6_8_12_14_50 Runoff = 0.47 cfs @ 12.29 hrs, Volume= 2,957 cf, Depth= 4.75ʺ Runoff by SCS TR‐20 method, UH=SCS, Weighted‐CN, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs San_Luis_Obispo D 100‐year Rainfall=6.70ʺ Bridge Street PredevelopmentD:\!Monsoon\Bridge Street 2\Hydrocad\ San_Luis_Obispo D 100‐year Rainfall=6.70ʺPreDevelopment Printed 2/3/2021Prepared by Keith V Crowe, PE Page 25HydroCAD® 10.00‐22 s/n 04223 © 2018 HydroCAD Software Solutions LLC Area (sf) CN Description * 2,117 83 DMA6 * 3,575 83 DMA8 * 346 83 DMA12 * 287 83 DMA14 * 1,154 83 DMA50 PERM PAV 7,479 83 Weighted Average 7,479 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment T6: 15_22_23_32_33 Runoff = 0.57 cfs @ 12.29 hrs, Volume= 3,562 cf, Depth= 4.75ʺ Runoff by SCS TR‐20 method, UH=SCS, Weighted‐CN, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs San_Luis_Obispo D 100‐year Rainfall=6.70ʺ Area (sf) CN Description * 998 83 DMA18 Perm Pav * 133 83 DMA22 * 153 83 DMA23 * 6,063 83 DMA32 * 1,661 83 DMA33 9,008 83 Weighted Average 9,008 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment T7: 31_31_41_51 Runoff = 0.34 cfs @ 12.29 hrs, Volume= 2,114 cf, Depth= 4.75ʺ Runoff by SCS TR‐20 method, UH=SCS, Weighted‐CN, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs San_Luis_Obispo D 100‐year Rainfall=6.70ʺ Area (sf) CN Description * 1,327 83 DMA30 * 2,135 83 DMA31 * 266 83 DMA41A * 316 83 DMA41B * 1,302 83 DMA54 PERM PAV 5,346 83 Weighted Average 5,346 100.00% Pervious Area Bridge Street PredevelopmentD:\!Monsoon\Bridge Street 2\Hydrocad\ San_Luis_Obispo D 100‐year Rainfall=6.70ʺPreDevelopment Printed 2/3/2021Prepared by Keith V Crowe, PE Page 26HydroCAD® 10.00‐22 s/n 04223 © 2018 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment T8: 35_38_39_42 Runoff = 0.22 cfs @ 12.29 hrs, Volume= 1,352 cf, Depth= 4.75ʺ Runoff by SCS TR‐20 method, UH=SCS, Weighted‐CN, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs San_Luis_Obispo D 100‐year Rainfall=6.70ʺ Area (sf) CN Description * 1,772 83 DMA35 * 421 83 DMA38 * 299 83 DMA39 * 927 83 DMA42 PERM PAv 3,419 83 Weighted Average 3,419 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment T9: 19_24_24_28_29 Runoff = 0.68 cfs @ 12.29 hrs, Volume= 4,256 cf, Depth= 4.75ʺ Runoff by SCS TR‐20 method, UH=SCS, Weighted‐CN, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs San_Luis_Obispo D 100‐year Rainfall=6.70ʺ Area (sf) CN Description * 78 83 DMA19 * 105 83 DMA24 * 4,847 83 DMA27 * 4,427 83 DMA28 * 1,306 83 DMA29 10,763 83 Weighted Average 10,763 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Bridge Street PredevelopmentD:\!Monsoon\Bridge Street 2\Hydrocad\ San_Luis_Obispo D 100‐year Rainfall=6.70ʺPreDevelopment Printed 2/3/2021Prepared by Keith V Crowe, PE Page 27HydroCAD® 10.00‐22 s/n 04223 © 2018 HydroCAD Software Solutions LLC Summary for Pond Site: Site Total Inflow Area = 67,692 sf, 0.00% Impervious, Inflow Depth = 4.75ʺ for 100‐year event Inflow = 4.29 cfs @ 12.29 hrs, Volume= 26,768 cf Primary = 4.29 cfs @ 12.29 hrs, Volume= 26,768 cf, Atten= 0%, Lag= 0.0 min Routing by Stor‐Ind method, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs T1 DMA 12345_52 T2 DMA 9_10_11_13_49 T4a 15a_17_20_21 T4B 7_16_25_26_43_48_15b T5 6_8_12_14_50 T6 15_22_23_32_33 T7 31_31_41_51 T8 35_38_39_42 T9 19_24_24_28_29 1 SCM 1 2 SCM 2 Flat 4a SCM 4a flat 4B SCM 4b flat 5a SCM5 Flat 6a SCM6 Flat 7 SCM 7 flat 8 SCM8 flat 9 SCM9 Site Site Total Routing Diagram for PostDevelopment Prepared by Keith V Crowe, PE, Printed 2/3/2021 HydroCAD® 10.00-22 s/n 04223 © 2018 HydroCAD Software Solutions LLC Subcat Reach Pond Link Bridge Street PostdevelopmentD:\!Monsoon\Bridge Street 2\Hydrocad\ PostDevelopment Printed 2/3/2021Prepared by Keith V Crowe, PE Page 2HydroCAD® 10.00‐22 s/n 04223 © 2018 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (sq‐ft) CN Description (subcatchment‐numbers) 2,236 98 DMA1 (T1) 134 98 DMA10A (T2) 248 74 DMA10B (T2) 1,699 74 DMA11 (T2) 346 74 DMA12 (T5) 1,250 98 DMA13 (T2) 287 98 DMA14 (T5) 1,504 98 DMA15B (T4B) 2,710 98 DMA15a (T4a) 141 74 DMA16 (T4B) 1,747 98 DMA17 (T4a) 998 98 DMA18 Perm Pav (T6) 78 74 DMA19 (T9) 1,433 74 DMA2 (T1) 1,262 98 DMA20 (T4a) 252 98 DMA21 (T4a) 133 74 DMA22 (T6) 153 98 DMA23 (T6) 105 74 DMA24 (T9) 1,113 98 DMA25 (T4B) 646 98 DMA26 (T4B) 4,847 98 DMA27 (T9) 4,427 98 DMA28 (T9) 1,306 98 DMA29 (T9) 276 98 DMA3 (T1) 1,327 98 DMA30 (T7) 2,135 98 DMA31 (T7) 6,063 98 DMA32 (T6) 1,661 74 DMA33 (T6) 1,772 98 DMA35 (T8) 421 98 DMA38 (T8) 299 74 DMA39 (T8) 2,862 98 DMA4 (T1) 266 98 DMA41A (T7) 316 74 DMA41B (T7) 927 74 DMA42 PERM PAv (T8) 4,333 98 DMA43 PERM PAV (T4B) 196 74 DMA48 (T4B) 1,615 98 DMA49 Perm Pav (T2) 666 98 DMA5 (T1) 1,154 98 DMA50 PERM PAV (T5) Area (sq‐ft) CN Description (subcatchment‐numbers) 2,114 74 DMA52 (T1) 1,302 98 DMA54 PERM PAV (T7) 2,117 98 DMA6 (T5) 1,715 98 DMA7 (T4B) 3,575 98 DMA8 (T5) 1,525 98 DMA9 (T2) Bridge Street PostdevelopmentD:\!Monsoon\Bridge Street 2\Hydrocad\ San_Luis_Obispo D 2‐year Rainfall=3.30ʺPostDevelopment Printed 2/3/2021Prepared by Keith V Crowe, PE Page 3HydroCAD® 10.00‐22 s/n 04223 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment T1: DMA 12345_52 Runoff = 0.24 cfs @ 12.29 hrs, Volume= 1,736 cf, Depth= 2.17ʺ Runoff by SCS TR‐20 method, UH=SCS, Weighted‐CN, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs San_Luis_Obispo D 2‐year Rainfall=3.30ʺ Area (sf) CN Description * 2,236 98 DMA1 * 1,433 74 DMA2 * 276 98 DMA3 * 2,862 98 DMA4 * 666 98 DMA5 * 2,114 74 DMA52 9,587 89 Weighted Average 3,547 37.00% Pervious Area 6,040 63.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment T2: DMA 9_10_11_13_49 Runoff = 0.17 cfs @ 12.29 hrs, Volume= 1,268 cf, Depth= 2.35ʺ Runoff by SCS TR‐20 method, UH=SCS, Weighted‐CN, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs San_Luis_Obispo D 2‐year Rainfall=3.30ʺ Area (sf) CN Description * 1,525 98 DMA9 * 134 98 DMA10A * 248 74 DMA10B * 1,699 74 DMA11 * 1,250 98 DMA13 * 1,615 98 DMA49 Perm Pav 6,471 91 Weighted Average 1,947 30.09% Pervious Area 4,524 69.91% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Bridge Street PostdevelopmentD:\!Monsoon\Bridge Street 2\Hydrocad\ San_Luis_Obispo D 2‐year Rainfall=3.30ʺPostDevelopment Printed 2/3/2021Prepared by Keith V Crowe, PE Page 4HydroCAD® 10.00‐22 s/n 04223 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment T4a: 15a_17_20_21 Runoff = 0.19 cfs @ 12.28 hrs, Volume= 1,526 cf, Depth= 3.07ʺ Runoff by SCS TR‐20 method, UH=SCS, Weighted‐CN, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs San_Luis_Obispo D 2‐year Rainfall=3.30ʺ Area (sf) CN Description * 2,710 98 DMA15a * 1,747 98 DMA17 * 1,262 98 DMA20 * 252 98 DMA21 5,971 98 Weighted Average 5,971 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment T4B: 7_16_25_26_43_48_15b Runoff = 0.30 cfs @ 12.28 hrs, Volume= 2,376 cf, Depth= 2.96ʺ Runoff by SCS TR‐20 method, UH=SCS, Weighted‐CN, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs San_Luis_Obispo D 2‐year Rainfall=3.30ʺ Area (sf) CN Description * 1,715 98 DMA7 * 1,504 98 DMA15B * 141 74 DMA16 * 1,113 98 DMA25 * 646 98 DMA26 * 4,333 98 DMA43 PERM PAV * 196 74 DMA48 9,648 97 Weighted Average 337 3.49% Pervious Area 9,311 96.51% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment T5: 6_8_12_14_50 Runoff = 0.23 cfs @ 12.28 hrs, Volume= 1,842 cf, Depth= 2.96ʺ Runoff by SCS TR‐20 method, UH=SCS, Weighted‐CN, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs San_Luis_Obispo D 2‐year Rainfall=3.30ʺ Bridge Street PostdevelopmentD:\!Monsoon\Bridge Street 2\Hydrocad\ San_Luis_Obispo D 2‐year Rainfall=3.30ʺPostDevelopment Printed 2/3/2021Prepared by Keith V Crowe, PE Page 5HydroCAD® 10.00‐22 s/n 04223 © 2018 HydroCAD Software Solutions LLC Area (sf) CN Description * 2,117 98 DMA6 * 3,575 98 DMA8 * 346 74 DMA12 * 287 98 DMA14 * 1,154 98 DMA50 PERM PAV 7,479 97 Weighted Average 346 4.63% Pervious Area 7,133 95.37% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment T6: 15_22_23_32_33 Runoff = 0.26 cfs @ 12.29 hrs, Volume= 1,908 cf, Depth= 2.54ʺ Runoff by SCS TR‐20 method, UH=SCS, Weighted‐CN, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs San_Luis_Obispo D 2‐year Rainfall=3.30ʺ Area (sf) CN Description * 998 98 DMA18 Perm Pav * 133 74 DMA22 * 153 98 DMA23 * 6,063 98 DMA32 * 1,661 74 DMA33 9,008 93 Weighted Average 1,794 19.92% Pervious Area 7,214 80.08% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment T7: 31_31_41_51 Runoff = 0.17 cfs @ 12.28 hrs, Volume= 1,317 cf, Depth= 2.96ʺ Runoff by SCS TR‐20 method, UH=SCS, Weighted‐CN, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs San_Luis_Obispo D 2‐year Rainfall=3.30ʺ Bridge Street PostdevelopmentD:\!Monsoon\Bridge Street 2\Hydrocad\ San_Luis_Obispo D 2‐year Rainfall=3.30ʺPostDevelopment Printed 2/3/2021Prepared by Keith V Crowe, PE Page 6HydroCAD® 10.00‐22 s/n 04223 © 2018 HydroCAD Software Solutions LLC Area (sf) CN Description * 1,327 98 DMA30 * 2,135 98 DMA31 * 266 98 DMA41A * 316 74 DMA41B * 1,302 98 DMA54 PERM PAV 5,346 97 Weighted Average 316 5.91% Pervious Area 5,030 94.09% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment T8: 35_38_39_42 Runoff = 0.09 cfs @ 12.29 hrs, Volume= 619 cf, Depth= 2.17ʺ Runoff by SCS TR‐20 method, UH=SCS, Weighted‐CN, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs San_Luis_Obispo D 2‐year Rainfall=3.30ʺ Area (sf) CN Description * 1,772 98 DMA35 * 421 98 DMA38 * 299 74 DMA39 * 927 74 DMA42 PERM PAv 3,419 89 Weighted Average 1,226 35.86% Pervious Area 2,193 64.14% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment T9: 19_24_24_28_29 Runoff = 0.34 cfs @ 12.28 hrs, Volume= 2,751 cf, Depth= 3.07ʺ Runoff by SCS TR‐20 method, UH=SCS, Weighted‐CN, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs San_Luis_Obispo D 2‐year Rainfall=3.30ʺ Bridge Street PostdevelopmentD:\!Monsoon\Bridge Street 2\Hydrocad\ San_Luis_Obispo D 2‐year Rainfall=3.30ʺPostDevelopment Printed 2/3/2021Prepared by Keith V Crowe, PE Page 7HydroCAD® 10.00‐22 s/n 04223 © 2018 HydroCAD Software Solutions LLC Area (sf) CN Description * 78 74 DMA19 * 105 74 DMA24 * 4,847 98 DMA27 * 4,427 98 DMA28 * 1,306 98 DMA29 10,763 98 Weighted Average 183 1.70% Pervious Area 10,580 98.30% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Pond 1: SCM 1 Inflow Area = 9,587 sf, 63.00% Impervious, Inflow Depth = 2.17ʺ for 2‐year event Inflow = 0.24 cfs @ 12.29 hrs, Volume= 1,736 cf Outflow = 0.01 cfs @ 23.35 hrs, Volume= 1,074 cf, Atten= 95%, Lag= 663.7 min Discarded = 0.01 cfs @ 23.35 hrs, Volume= 1,074 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor‐Ind method, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs Peak Elev= 162.59ʹ @ 23.35 hrs Surf.Area= 4,210 sf Storage= 1,220 cf Plug‐Flow detention time= 861.0 min calculated for 1,074 cf (62% of inflow) Center‐of‐Mass det. time= 713.9 min ( 1,558.6 ‐ 844.7 ) Volume Invert Avail.Storage Storage Description #1 160.50ʹ1,039 cf Custom Stage Data (Prismatic) Listed below (Recalc) 4,154 cf Overall x 25.0% Voids #2 162.50ʹ3,850 cf Custom Stage Data (Prismatic) Listed below (Recalc) 4,888 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq‐ft) (cubic‐feet) (cubic‐feet) 160.50 2,077 0 0 162.50 2,077 4,154 4,154 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq‐ft) (cubic‐feet) (cubic‐feet) 162.50 2,077 0 0 163.00 2,400 1,119 1,119 163.50 2,728 1,282 2,401 164.00 3,065 1,448 3,850 Device Routing Invert Outlet Devices #1 Primary 163.50ʹ12.0ʹ long x 8.0ʹ breadth Broad‐Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Bridge Street PostdevelopmentD:\!Monsoon\Bridge Street 2\Hydrocad\ San_Luis_Obispo D 2‐year Rainfall=3.30ʺPostDevelopment Printed 2/3/2021Prepared by Keith V Crowe, PE Page 8HydroCAD® 10.00‐22 s/n 04223 © 2018 HydroCAD Software Solutions LLC Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74 #2 Discarded 160.50ʹ0.110 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 100.00ʹ Discarded OutFlow Max=0.01 cfs @ 23.35 hrs HW=162.59ʹ (Free Discharge) 2=Exfiltration ( Controls 0.01 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=160.50ʹ (Free Discharge) 1=Broad‐Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 2: SCM 2 Flat Inflow Area = 6,471 sf, 69.91% Impervious, Inflow Depth = 2.35ʺ for 2‐year event Inflow = 0.17 cfs @ 12.29 hrs, Volume= 1,268 cf Outflow = 0.02 cfs @ 15.35 hrs, Volume= 954 cf, Atten= 88%, Lag= 183.7 min Discarded = 0.00 cfs @ 15.35 hrs, Volume= 655 cf Primary = 0.02 cfs @ 15.35 hrs, Volume= 300 cf Routing by Stor‐Ind method, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs Peak Elev= 163.72ʹ @ 15.35 hrs Surf.Area= 1,672 sf Storage= 713 cf Plug‐Flow detention time= 725.2 min calculated for 954 cf (75% of inflow) Center‐of‐Mass det. time= 615.4 min ( 1,447.0 ‐ 831.6 ) Volume Invert Avail.Storage Storage Description #1 162.65ʹ1,170 cf 13.27ʹW x 126.00ʹL x 1.75ʹH Prismatoid 2,926 cf Overall x 40.0% Voids Device Routing Invert Outlet Devices #1 Primary 163.65ʹ4.0ʺ Vert. Orifice/Grate C= 0.900 #2 Discarded 162.65ʹ0.110 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 100.00ʹ Discarded OutFlow Max=0.00 cfs @ 15.35 hrs HW=163.72ʹ (Free Discharge) 2=Exfiltration ( Controls 0.00 cfs) Primary OutFlow Max=0.02 cfs @ 15.35 hrs HW=163.72ʹ (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.02 cfs @ 1.32 fps) Summary for Pond 4a: SCM 4a flat Inflow Area = 5,971 sf,100.00% Impervious, Inflow Depth = 3.07ʺ for 2‐year event Inflow = 0.19 cfs @ 12.28 hrs, Volume= 1,526 cf Outflow = 0.13 cfs @ 12.38 hrs, Volume= 1,525 cf, Atten= 28%, Lag= 5.7 min Discarded = 0.00 cfs @ 12.38 hrs, Volume= 726 cf Primary = 0.13 cfs @ 12.38 hrs, Volume= 799 cf Routing by Stor‐Ind method, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs Peak Elev= 164.36ʹ @ 12.38 hrs Surf.Area= 1,776 sf Storage= 501 cf Plug‐Flow detention time= 401.0 min calculated for 1,525 cf (100% of inflow) Bridge Street PostdevelopmentD:\!Monsoon\Bridge Street 2\Hydrocad\ San_Luis_Obispo D 2‐year Rainfall=3.30ʺPostDevelopment Printed 2/3/2021Prepared by Keith V Crowe, PE Page 9HydroCAD® 10.00‐22 s/n 04223 © 2018 HydroCAD Software Solutions LLC Center‐of‐Mass det. time= 400.7 min ( 1,167.4 ‐ 766.7 ) Volume Invert Avail.Storage Storage Description #1 163.65ʹ888 cf 12.00ʹW x 148.00ʹL x 1.25ʹH Prismatoid 2,220 cf Overall x 40.0% Voids Device Routing Invert Outlet Devices #1 Primary 164.15ʹ4.0ʺ Vert. Orifice/Grate X 2 rows with 12.0ʺ cc spacing C= 0.900 #2 Discarded 163.65ʹ0.110 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 100.00ʹ Discarded OutFlow Max=0.00 cfs @ 12.38 hrs HW=164.36ʹ (Free Discharge) 2=Exfiltration ( Controls 0.00 cfs) Primary OutFlow Max=0.13 cfs @ 12.38 hrs HW=164.36ʹ (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.13 cfs @ 2.31 fps) Summary for Pond 4B: SCM 4b flat Inflow Area = 15,619 sf, 97.84% Impervious, Inflow Depth = 2.44ʺ for 2‐year event Inflow = 0.41 cfs @ 12.30 hrs, Volume= 3,175 cf Outflow = 0.09 cfs @ 13.29 hrs, Volume= 3,173 cf, Atten= 77%, Lag= 59.4 min Discarded = 0.01 cfs @ 13.29 hrs, Volume= 1,839 cf Primary = 0.08 cfs @ 13.29 hrs, Volume= 1,334 cf Routing by Stor‐Ind method, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs Peak Elev= 163.27ʹ @ 13.29 hrs Surf.Area= 4,588 sf Storage= 1,206 cf Plug‐Flow detention time= 480.2 min calculated for 3,173 cf (100% of inflow) Center‐of‐Mass det. time= 479.7 min ( 1,286.5 ‐ 806.7 ) Volume Invert Avail.Storage Storage Description #1 162.61ʹ2,294 cf 62.00ʹW x 74.00ʹL x 1.25ʹH Prismatoid 5,735 cf Overall x 40.0% Voids Device Routing Invert Outlet Devices #1 Primary 163.11ʹ4.0ʺ Vert. Orifice/Grate C= 0.900 #2 Discarded 162.61ʹ0.110 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 100.00ʹ Discarded OutFlow Max=0.01 cfs @ 13.29 hrs HW=163.27ʹ (Free Discharge) 2=Exfiltration ( Controls 0.01 cfs) Primary OutFlow Max=0.08 cfs @ 13.29 hrs HW=163.27ʹ (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.08 cfs @ 2.02 fps) Bridge Street PostdevelopmentD:\!Monsoon\Bridge Street 2\Hydrocad\ San_Luis_Obispo D 2‐year Rainfall=3.30ʺPostDevelopment Printed 2/3/2021Prepared by Keith V Crowe, PE Page 10HydroCAD® 10.00‐22 s/n 04223 © 2018 HydroCAD Software Solutions LLC Summary for Pond 5a: SCM5 Flat Inflow Area = 7,479 sf, 95.37% Impervious, Inflow Depth = 2.96ʺ for 2‐year event Inflow = 0.23 cfs @ 12.28 hrs, Volume= 1,842 cf Outflow = 0.10 cfs @ 12.44 hrs, Volume= 1,718 cf, Atten= 55%, Lag= 9.7 min Discarded = 0.01 cfs @ 12.44 hrs, Volume= 890 cf Primary = 0.10 cfs @ 12.44 hrs, Volume= 828 cf Routing by Stor‐Ind method, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs Peak Elev= 162.51ʹ @ 12.44 hrs Surf.Area= 2,136 sf Storage= 721 cf Plug‐Flow detention time= 497.7 min calculated for 1,718 cf (93% of inflow) Center‐of‐Mass det. time= 457.2 min ( 1,236.5 ‐ 779.3 ) Volume Invert Avail.Storage Storage Description #1 161.67ʹ1,213 cf 46.22ʹW x 46.22ʹL x 1.42ʹH Prismatoid 3,034 cf Overall x 40.0% Voids Device Routing Invert Outlet Devices #1 Primary 162.34ʹ4.0ʺ Vert. Orifice/Grate C= 0.900 #2 Discarded 161.67ʹ0.110 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 100.00ʹ Discarded OutFlow Max=0.01 cfs @ 12.44 hrs HW=162.51ʹ (Free Discharge) 2=Exfiltration ( Controls 0.01 cfs) Primary OutFlow Max=0.10 cfs @ 12.44 hrs HW=162.51ʹ (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.10 cfs @ 2.13 fps) Summary for Pond 6a: SCM6 Flat Inflow Area = 9,008 sf, 80.08% Impervious, Inflow Depth = 2.54ʺ for 2‐year event Inflow = 0.26 cfs @ 12.29 hrs, Volume= 1,908 cf Outflow = 0.04 cfs @ 14.43 hrs, Volume= 1,734 cf, Atten= 85%, Lag= 128.8 min Discarded = 0.01 cfs @ 14.43 hrs, Volume= 1,176 cf Primary = 0.03 cfs @ 14.43 hrs, Volume= 558 cf Routing by Stor‐Ind method, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs Peak Elev= 165.14ʹ @ 14.43 hrs Surf.Area= 2,980 sf Storage= 909 cf Plug‐Flow detention time= 642.2 min calculated for 1,734 cf (91% of inflow) Center‐of‐Mass det. time= 591.8 min ( 1,408.7 ‐ 816.9 ) Volume Invert Avail.Storage Storage Description #1 164.38ʹ1,693 cf 20.00ʹW x 149.00ʹL x 1.42ʹH Prismatoid 4,232 cf Overall x 40.0% Voids Device Routing Invert Outlet Devices #1 Primary 165.05ʹ4.0ʺ Vert. Orifice/Grate C= 0.900 #2 Discarded 164.38ʹ0.110 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 100.00ʹ Bridge Street PostdevelopmentD:\!Monsoon\Bridge Street 2\Hydrocad\ San_Luis_Obispo D 2‐year Rainfall=3.30ʺPostDevelopment Printed 2/3/2021Prepared by Keith V Crowe, PE Page 11HydroCAD® 10.00‐22 s/n 04223 © 2018 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.01 cfs @ 14.43 hrs HW=165.14ʹ (Free Discharge) 2=Exfiltration ( Controls 0.01 cfs) Primary OutFlow Max=0.03 cfs @ 14.43 hrs HW=165.14ʹ (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.03 cfs @ 1.55 fps) Summary for Pond 7: SCM 7 flat Inflow Area = 5,346 sf, 94.09% Impervious, Inflow Depth = 2.96ʺ for 2‐year event Inflow = 0.17 cfs @ 12.28 hrs, Volume= 1,317 cf Outflow = 0.04 cfs @ 12.63 hrs, Volume= 1,073 cf, Atten= 74%, Lag= 20.7 min Discarded = 0.00 cfs @ 12.63 hrs, Volume= 546 cf Primary = 0.04 cfs @ 12.63 hrs, Volume= 527 cf Routing by Stor‐Ind method, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs Peak Elev= 165.66ʹ @ 12.63 hrs Surf.Area= 1,302 sf Storage= 576 cf Plug‐Flow detention time= 557.9 min calculated for 1,073 cf (81% of inflow) Center‐of‐Mass det. time= 464.7 min ( 1,244.0 ‐ 779.3 ) Volume Invert Avail.Storage Storage Description #1 164.55ʹ911 cf 21.70ʹW x 60.00ʹL x 1.75ʹH Prismatoid 2,279 cf Overall x 40.0% Voids Device Routing Invert Outlet Devices #1 Primary 165.55ʹ4.0ʺ Vert. Orifice/Grate C= 0.900 #2 Discarded 164.55ʹ0.110 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 100.00ʹ Discarded OutFlow Max=0.00 cfs @ 12.63 hrs HW=165.66ʹ (Free Discharge) 2=Exfiltration ( Controls 0.00 cfs) Primary OutFlow Max=0.04 cfs @ 12.63 hrs HW=165.66ʹ (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.04 cfs @ 1.66 fps) Summary for Pond 8: SCM8 flat Inflow Area = 3,419 sf, 64.14% Impervious, Inflow Depth = 2.17ʺ for 2‐year event Inflow = 0.09 cfs @ 12.29 hrs, Volume= 619 cf Outflow = 0.01 cfs @ 17.60 hrs, Volume= 619 cf, Atten= 90%, Lag= 318.5 min Discarded = 0.00 cfs @ 17.60 hrs, Volume= 562 cf Primary = 0.00 cfs @ 17.60 hrs, Volume= 56 cf Routing by Stor‐Ind method, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs Peak Elev= 165.18ʹ @ 17.60 hrs Surf.Area= 1,568 sf Storage= 334 cf Plug‐Flow detention time= 708.1 min calculated for 619 cf (100% of inflow) Center‐of‐Mass det. time= 707.9 min ( 1,552.6 ‐ 844.7 ) Bridge Street PostdevelopmentD:\!Monsoon\Bridge Street 2\Hydrocad\ San_Luis_Obispo D 2‐year Rainfall=3.30ʺPostDevelopment Printed 2/3/2021Prepared by Keith V Crowe, PE Page 12HydroCAD® 10.00‐22 s/n 04223 © 2018 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 164.65ʹ1,098 cf 14.00ʹW x 112.00ʹL x 1.75ʹH Prismatoid 2,744 cf Overall x 40.0% Voids Device Routing Invert Outlet Devices #1 Primary 165.15ʹ4.0ʺ Vert. Orifice/Grate C= 0.900 #2 Discarded 164.65ʹ0.110 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 100.00ʹ Discarded OutFlow Max=0.00 cfs @ 17.60 hrs HW=165.18ʹ (Free Discharge) 2=Exfiltration ( Controls 0.00 cfs) Primary OutFlow Max=0.00 cfs @ 17.60 hrs HW=165.18ʹ (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.00 cfs @ 0.92 fps) Summary for Pond 9: SCM9 Inflow Area = 10,763 sf, 98.30% Impervious, Inflow Depth = 3.07ʺ for 2‐year event Inflow = 0.34 cfs @ 12.28 hrs, Volume= 2,751 cf Outflow = 0.23 cfs @ 12.39 hrs, Volume= 2,751 cf, Atten= 32%, Lag= 6.1 min Discarded = 0.01 cfs @ 12.39 hrs, Volume= 525 cf Primary = 0.22 cfs @ 12.39 hrs, Volume= 2,226 cf Routing by Stor‐Ind method, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs Peak Elev= 163.80ʹ @ 12.39 hrs Surf.Area= 2,480 sf Storage= 290 cf Plug‐Flow detention time= 38.0 min calculated for 2,751 cf (100% of inflow) Center‐of‐Mass det. time= 37.9 min ( 804.6 ‐ 766.7 ) Volume Invert Avail.Storage Storage Description #1 163.51ʹ2,232 cf 16.00ʹW x 155.00ʹL x 2.25ʹH Prismatoid 5,580 cf Overall x 40.0% Voids Device Routing Invert Outlet Devices #1 Primary 163.51ʹ4.0ʺ Vert. Orifice/Grate C= 0.900 #2 Discarded 163.51ʹ0.110 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 100.00ʹ Discarded OutFlow Max=0.01 cfs @ 12.39 hrs HW=163.80ʹ (Free Discharge) 2=Exfiltration ( Controls 0.01 cfs) Primary OutFlow Max=0.22 cfs @ 12.39 hrs HW=163.80ʹ (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.22 cfs @ 2.76 fps) Summary for Pond Site: Site Total Inflow Area = 67,692 sf, 85.68% Impervious, Inflow Depth = 1.03ʺ for 2‐year event Inflow = 0.36 cfs @ 12.46 hrs, Volume= 5,829 cf Primary = 0.36 cfs @ 12.46 hrs, Volume= 5,829 cf, Atten= 0%, Lag= 0.0 min Routing by Stor‐Ind method, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs Bridge Street PostdevelopmentD:\!Monsoon\Bridge Street 2\Hydrocad\ San_Luis_Obispo D 10‐year Rainfall=4.60ʺPostDevelopment Printed 2/3/2021Prepared by Keith V Crowe, PE Page 13HydroCAD® 10.00‐22 s/n 04223 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment T1: DMA 12345_52 Runoff = 0.42 cfs @ 12.29 hrs, Volume= 2,708 cf, Depth= 3.39ʺ Runoff by SCS TR‐20 method, UH=SCS, Weighted‐CN, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs San_Luis_Obispo D 10‐year Rainfall=4.60ʺ Area (sf) CN Description * 2,236 98 DMA1 * 1,433 74 DMA2 * 276 98 DMA3 * 2,862 98 DMA4 * 666 98 DMA5 * 2,114 74 DMA52 9,587 89 Weighted Average 3,547 37.00% Pervious Area 6,040 63.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment T2: DMA 9_10_11_13_49 Runoff = 0.30 cfs @ 12.29 hrs, Volume= 1,938 cf, Depth= 3.59ʺ Runoff by SCS TR‐20 method, UH=SCS, Weighted‐CN, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs San_Luis_Obispo D 10‐year Rainfall=4.60ʺ Area (sf) CN Description * 1,525 98 DMA9 * 134 98 DMA10A * 248 74 DMA10B * 1,699 74 DMA11 * 1,250 98 DMA13 * 1,615 98 DMA49 Perm Pav 6,471 91 Weighted Average 1,947 30.09% Pervious Area 4,524 69.91% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Bridge Street PostdevelopmentD:\!Monsoon\Bridge Street 2\Hydrocad\ San_Luis_Obispo D 10‐year Rainfall=4.60ʺPostDevelopment Printed 2/3/2021Prepared by Keith V Crowe, PE Page 14HydroCAD® 10.00‐22 s/n 04223 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment T4a: 15a_17_20_21 Runoff = 0.30 cfs @ 12.28 hrs, Volume= 2,171 cf, Depth= 4.36ʺ Runoff by SCS TR‐20 method, UH=SCS, Weighted‐CN, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs San_Luis_Obispo D 10‐year Rainfall=4.60ʺ Area (sf) CN Description * 2,710 98 DMA15a * 1,747 98 DMA17 * 1,262 98 DMA20 * 252 98 DMA21 5,971 98 Weighted Average 5,971 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment T4B: 7_16_25_26_43_48_15b Runoff = 0.48 cfs @ 12.28 hrs, Volume= 3,416 cf, Depth= 4.25ʺ Runoff by SCS TR‐20 method, UH=SCS, Weighted‐CN, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs San_Luis_Obispo D 10‐year Rainfall=4.60ʺ Area (sf) CN Description * 1,715 98 DMA7 * 1,504 98 DMA15B * 141 74 DMA16 * 1,113 98 DMA25 * 646 98 DMA26 * 4,333 98 DMA43 PERM PAV * 196 74 DMA48 9,648 97 Weighted Average 337 3.49% Pervious Area 9,311 96.51% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment T5: 6_8_12_14_50 Runoff = 0.37 cfs @ 12.28 hrs, Volume= 2,648 cf, Depth= 4.25ʺ Runoff by SCS TR‐20 method, UH=SCS, Weighted‐CN, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs San_Luis_Obispo D 10‐year Rainfall=4.60ʺ Bridge Street PostdevelopmentD:\!Monsoon\Bridge Street 2\Hydrocad\ San_Luis_Obispo D 10‐year Rainfall=4.60ʺPostDevelopment Printed 2/3/2021Prepared by Keith V Crowe, PE Page 15HydroCAD® 10.00‐22 s/n 04223 © 2018 HydroCAD Software Solutions LLC Area (sf) CN Description * 2,117 98 DMA6 * 3,575 98 DMA8 * 346 74 DMA12 * 287 98 DMA14 * 1,154 98 DMA50 PERM PAV 7,479 97 Weighted Average 346 4.63% Pervious Area 7,133 95.37% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment T6: 15_22_23_32_33 Runoff = 0.43 cfs @ 12.28 hrs, Volume= 2,857 cf, Depth= 3.81ʺ Runoff by SCS TR‐20 method, UH=SCS, Weighted‐CN, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs San_Luis_Obispo D 10‐year Rainfall=4.60ʺ Area (sf) CN Description * 998 98 DMA18 Perm Pav * 133 74 DMA22 * 153 98 DMA23 * 6,063 98 DMA32 * 1,661 74 DMA33 9,008 93 Weighted Average 1,794 19.92% Pervious Area 7,214 80.08% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment T7: 31_31_41_51 Runoff = 0.27 cfs @ 12.28 hrs, Volume= 1,893 cf, Depth= 4.25ʺ Runoff by SCS TR‐20 method, UH=SCS, Weighted‐CN, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs San_Luis_Obispo D 10‐year Rainfall=4.60ʺ Bridge Street PostdevelopmentD:\!Monsoon\Bridge Street 2\Hydrocad\ San_Luis_Obispo D 10‐year Rainfall=4.60ʺPostDevelopment Printed 2/3/2021Prepared by Keith V Crowe, PE Page 16HydroCAD® 10.00‐22 s/n 04223 © 2018 HydroCAD Software Solutions LLC Area (sf) CN Description * 1,327 98 DMA30 * 2,135 98 DMA31 * 266 98 DMA41A * 316 74 DMA41B * 1,302 98 DMA54 PERM PAV 5,346 97 Weighted Average 316 5.91% Pervious Area 5,030 94.09% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment T8: 35_38_39_42 Runoff = 0.15 cfs @ 12.29 hrs, Volume= 966 cf, Depth= 3.39ʺ Runoff by SCS TR‐20 method, UH=SCS, Weighted‐CN, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs San_Luis_Obispo D 10‐year Rainfall=4.60ʺ Area (sf) CN Description * 1,772 98 DMA35 * 421 98 DMA38 * 299 74 DMA39 * 927 74 DMA42 PERM PAv 3,419 89 Weighted Average 1,226 35.86% Pervious Area 2,193 64.14% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment T9: 19_24_24_28_29 Runoff = 0.54 cfs @ 12.28 hrs, Volume= 3,914 cf, Depth= 4.36ʺ Runoff by SCS TR‐20 method, UH=SCS, Weighted‐CN, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs San_Luis_Obispo D 10‐year Rainfall=4.60ʺ Bridge Street PostdevelopmentD:\!Monsoon\Bridge Street 2\Hydrocad\ San_Luis_Obispo D 10‐year Rainfall=4.60ʺPostDevelopment Printed 2/3/2021Prepared by Keith V Crowe, PE Page 17HydroCAD® 10.00‐22 s/n 04223 © 2018 HydroCAD Software Solutions LLC Area (sf) CN Description * 78 74 DMA19 * 105 74 DMA24 * 4,847 98 DMA27 * 4,427 98 DMA28 * 1,306 98 DMA29 10,763 98 Weighted Average 183 1.70% Pervious Area 10,580 98.30% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Pond 1: SCM 1 Inflow Area = 9,587 sf, 63.00% Impervious, Inflow Depth = 3.39ʺ for 10‐year event Inflow = 0.42 cfs @ 12.29 hrs, Volume= 2,708 cf Outflow = 0.01 cfs @ 24.08 hrs, Volume= 1,578 cf, Atten= 97%, Lag= 707.4 min Discarded = 0.01 cfs @ 24.08 hrs, Volume= 1,578 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor‐Ind method, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs Peak Elev= 162.97ʹ @ 24.08 hrs Surf.Area= 4,460 sf Storage= 2,093 cf Plug‐Flow detention time= 1,021.9 min calculated for 1,578 cf (58% of inflow) Center‐of‐Mass det. time= 880.1 min ( 1,699.0 ‐ 818.9 ) Volume Invert Avail.Storage Storage Description #1 160.50ʹ1,039 cf Custom Stage Data (Prismatic) Listed below (Recalc) 4,154 cf Overall x 25.0% Voids #2 162.50ʹ3,850 cf Custom Stage Data (Prismatic) Listed below (Recalc) 4,888 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq‐ft) (cubic‐feet) (cubic‐feet) 160.50 2,077 0 0 162.50 2,077 4,154 4,154 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq‐ft) (cubic‐feet) (cubic‐feet) 162.50 2,077 0 0 163.00 2,400 1,119 1,119 163.50 2,728 1,282 2,401 164.00 3,065 1,448 3,850 Device Routing Invert Outlet Devices #1 Primary 163.50ʹ12.0ʹ long x 8.0ʹ breadth Broad‐Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Bridge Street PostdevelopmentD:\!Monsoon\Bridge Street 2\Hydrocad\ San_Luis_Obispo D 10‐year Rainfall=4.60ʺPostDevelopment Printed 2/3/2021Prepared by Keith V Crowe, PE Page 18HydroCAD® 10.00‐22 s/n 04223 © 2018 HydroCAD Software Solutions LLC Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74 #2 Discarded 160.50ʹ0.110 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 100.00ʹ Discarded OutFlow Max=0.01 cfs @ 24.08 hrs HW=162.97ʹ (Free Discharge) 2=Exfiltration ( Controls 0.01 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=160.50ʹ (Free Discharge) 1=Broad‐Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 2: SCM 2 Flat Inflow Area = 6,471 sf, 69.91% Impervious, Inflow Depth = 3.59ʺ for 10‐year event Inflow = 0.30 cfs @ 12.29 hrs, Volume= 1,938 cf Outflow = 0.11 cfs @ 12.48 hrs, Volume= 1,622 cf, Atten= 62%, Lag= 11.7 min Discarded = 0.00 cfs @ 12.48 hrs, Volume= 666 cf Primary = 0.11 cfs @ 12.48 hrs, Volume= 956 cf Routing by Stor‐Ind method, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs Peak Elev= 163.83ʹ @ 12.48 hrs Surf.Area= 1,672 sf Storage= 791 cf Plug‐Flow detention time= 468.2 min calculated for 1,622 cf (84% of inflow) Center‐of‐Mass det. time= 391.1 min ( 1,199.6 ‐ 808.5 ) Volume Invert Avail.Storage Storage Description #1 162.65ʹ1,170 cf 13.27ʹW x 126.00ʹL x 1.75ʹH Prismatoid 2,926 cf Overall x 40.0% Voids Device Routing Invert Outlet Devices #1 Primary 163.65ʹ4.0ʺ Vert. Orifice/Grate C= 0.900 #2 Discarded 162.65ʹ0.110 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 100.00ʹ Discarded OutFlow Max=0.00 cfs @ 12.48 hrs HW=163.83ʹ (Free Discharge) 2=Exfiltration ( Controls 0.00 cfs) Primary OutFlow Max=0.11 cfs @ 12.48 hrs HW=163.83ʹ (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.11 cfs @ 2.19 fps) Summary for Pond 4a: SCM 4a flat Inflow Area = 5,971 sf,100.00% Impervious, Inflow Depth = 4.36ʺ for 10‐year event Inflow = 0.30 cfs @ 12.28 hrs, Volume= 2,171 cf Outflow = 0.23 cfs @ 12.37 hrs, Volume= 2,170 cf, Atten= 25%, Lag= 5.2 min Discarded = 0.00 cfs @ 12.37 hrs, Volume= 735 cf Primary = 0.22 cfs @ 12.37 hrs, Volume= 1,435 cf Routing by Stor‐Ind method, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs Peak Elev= 164.44ʹ @ 12.37 hrs Surf.Area= 1,776 sf Storage= 562 cf Plug‐Flow detention time= 299.1 min calculated for 2,170 cf (100% of inflow) Bridge Street PostdevelopmentD:\!Monsoon\Bridge Street 2\Hydrocad\ San_Luis_Obispo D 10‐year Rainfall=4.60ʺPostDevelopment Printed 2/3/2021Prepared by Keith V Crowe, PE Page 19HydroCAD® 10.00‐22 s/n 04223 © 2018 HydroCAD Software Solutions LLC Center‐of‐Mass det. time= 298.6 min ( 1,056.5 ‐ 757.9 ) Volume Invert Avail.Storage Storage Description #1 163.65ʹ888 cf 12.00ʹW x 148.00ʹL x 1.25ʹH Prismatoid 2,220 cf Overall x 40.0% Voids Device Routing Invert Outlet Devices #1 Primary 164.15ʹ4.0ʺ Vert. Orifice/Grate X 2 rows with 12.0ʺ cc spacing C= 0.900 #2 Discarded 163.65ʹ0.110 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 100.00ʹ Discarded OutFlow Max=0.00 cfs @ 12.37 hrs HW=164.44ʹ (Free Discharge) 2=Exfiltration ( Controls 0.00 cfs) Primary OutFlow Max=0.22 cfs @ 12.37 hrs HW=164.44ʹ (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.22 cfs @ 2.75 fps) Summary for Pond 4B: SCM 4b flat Inflow Area = 15,619 sf, 97.84% Impervious, Inflow Depth = 3.73ʺ for 10‐year event Inflow = 0.68 cfs @ 12.30 hrs, Volume= 4,851 cf Outflow = 0.32 cfs @ 12.54 hrs, Volume= 4,846 cf, Atten= 54%, Lag= 14.1 min Discarded = 0.01 cfs @ 12.54 hrs, Volume= 1,882 cf Primary = 0.30 cfs @ 12.54 hrs, Volume= 2,965 cf Routing by Stor‐Ind method, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs Peak Elev= 163.51ʹ @ 12.54 hrs Surf.Area= 4,588 sf Storage= 1,651 cf Plug‐Flow detention time= 341.9 min calculated for 4,845 cf (100% of inflow) Center‐of‐Mass det. time= 341.6 min ( 1,132.5 ‐ 790.9 ) Volume Invert Avail.Storage Storage Description #1 162.61ʹ2,294 cf 62.00ʹW x 74.00ʹL x 1.25ʹH Prismatoid 5,735 cf Overall x 40.0% Voids Device Routing Invert Outlet Devices #1 Primary 163.11ʹ4.0ʺ Vert. Orifice/Grate C= 0.900 #2 Discarded 162.61ʹ0.110 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 100.00ʹ Discarded OutFlow Max=0.01 cfs @ 12.54 hrs HW=163.51ʹ (Free Discharge) 2=Exfiltration ( Controls 0.01 cfs) Primary OutFlow Max=0.30 cfs @ 12.54 hrs HW=163.51ʹ (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.30 cfs @ 3.49 fps) Bridge Street PostdevelopmentD:\!Monsoon\Bridge Street 2\Hydrocad\ San_Luis_Obispo D 10‐year Rainfall=4.60ʺPostDevelopment Printed 2/3/2021Prepared by Keith V Crowe, PE Page 20HydroCAD® 10.00‐22 s/n 04223 © 2018 HydroCAD Software Solutions LLC Summary for Pond 5a: SCM5 Flat Inflow Area = 7,479 sf, 95.37% Impervious, Inflow Depth = 4.25ʺ for 10‐year event Inflow = 0.37 cfs @ 12.28 hrs, Volume= 2,648 cf Outflow = 0.26 cfs @ 12.38 hrs, Volume= 2,521 cf, Atten= 31%, Lag= 5.9 min Discarded = 0.01 cfs @ 12.38 hrs, Volume= 900 cf Primary = 0.25 cfs @ 12.38 hrs, Volume= 1,621 cf Routing by Stor‐Ind method, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs Peak Elev= 162.67ʹ @ 12.38 hrs Surf.Area= 2,136 sf Storage= 852 cf Plug‐Flow detention time= 360.9 min calculated for 2,521 cf (95% of inflow) Center‐of‐Mass det. time= 331.3 min ( 1,098.8 ‐ 767.5 ) Volume Invert Avail.Storage Storage Description #1 161.67ʹ1,213 cf 46.22ʹW x 46.22ʹL x 1.42ʹH Prismatoid 3,034 cf Overall x 40.0% Voids Device Routing Invert Outlet Devices #1 Primary 162.34ʹ4.0ʺ Vert. Orifice/Grate C= 0.900 #2 Discarded 161.67ʹ0.110 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 100.00ʹ Discarded OutFlow Max=0.01 cfs @ 12.38 hrs HW=162.67ʹ (Free Discharge) 2=Exfiltration ( Controls 0.01 cfs) Primary OutFlow Max=0.25 cfs @ 12.38 hrs HW=162.67ʹ (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.25 cfs @ 2.92 fps) Summary for Pond 6a: SCM6 Flat Inflow Area = 9,008 sf, 80.08% Impervious, Inflow Depth = 3.81ʺ for 10‐year event Inflow = 0.43 cfs @ 12.28 hrs, Volume= 2,857 cf Outflow = 0.20 cfs @ 12.44 hrs, Volume= 2,677 cf, Atten= 54%, Lag= 9.4 min Discarded = 0.01 cfs @ 12.44 hrs, Volume= 1,197 cf Primary = 0.19 cfs @ 12.44 hrs, Volume= 1,480 cf Routing by Stor‐Ind method, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs Peak Elev= 165.31ʹ @ 12.44 hrs Surf.Area= 2,980 sf Storage= 1,106 cf Plug‐Flow detention time= 443.9 min calculated for 2,676 cf (94% of inflow) Center‐of‐Mass det. time= 407.8 min ( 1,204.7 ‐ 796.9 ) Volume Invert Avail.Storage Storage Description #1 164.38ʹ1,693 cf 20.00ʹW x 149.00ʹL x 1.42ʹH Prismatoid 4,232 cf Overall x 40.0% Voids Device Routing Invert Outlet Devices #1 Primary 165.05ʹ4.0ʺ Vert. Orifice/Grate C= 0.900 #2 Discarded 164.38ʹ0.110 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 100.00ʹ Bridge Street PostdevelopmentD:\!Monsoon\Bridge Street 2\Hydrocad\ San_Luis_Obispo D 10‐year Rainfall=4.60ʺPostDevelopment Printed 2/3/2021Prepared by Keith V Crowe, PE Page 21HydroCAD® 10.00‐22 s/n 04223 © 2018 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.01 cfs @ 12.44 hrs HW=165.31ʹ (Free Discharge) 2=Exfiltration ( Controls 0.01 cfs) Primary OutFlow Max=0.19 cfs @ 12.44 hrs HW=165.31ʹ (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.19 cfs @ 2.59 fps) Summary for Pond 7: SCM 7 flat Inflow Area = 5,346 sf, 94.09% Impervious, Inflow Depth = 4.25ʺ for 10‐year event Inflow = 0.27 cfs @ 12.28 hrs, Volume= 1,893 cf Outflow = 0.22 cfs @ 12.36 hrs, Volume= 1,647 cf, Atten= 18%, Lag= 4.5 min Discarded = 0.00 cfs @ 12.36 hrs, Volume= 551 cf Primary = 0.21 cfs @ 12.36 hrs, Volume= 1,096 cf Routing by Stor‐Ind method, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs Peak Elev= 165.83ʹ @ 12.36 hrs Surf.Area= 1,302 sf Storage= 668 cf Plug‐Flow detention time= 391.6 min calculated for 1,647 cf (87% of inflow) Center‐of‐Mass det. time= 324.1 min ( 1,091.6 ‐ 767.5 ) Volume Invert Avail.Storage Storage Description #1 164.55ʹ911 cf 21.70ʹW x 60.00ʹL x 1.75ʹH Prismatoid 2,279 cf Overall x 40.0% Voids Device Routing Invert Outlet Devices #1 Primary 165.55ʹ4.0ʺ Vert. Orifice/Grate C= 0.900 #2 Discarded 164.55ʹ0.110 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 100.00ʹ Discarded OutFlow Max=0.00 cfs @ 12.36 hrs HW=165.83ʹ (Free Discharge) 2=Exfiltration ( Controls 0.00 cfs) Primary OutFlow Max=0.21 cfs @ 12.36 hrs HW=165.83ʹ (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.21 cfs @ 2.72 fps) Summary for Pond 8: SCM8 flat Inflow Area = 3,419 sf, 64.14% Impervious, Inflow Depth = 3.39ʺ for 10‐year event Inflow = 0.15 cfs @ 12.29 hrs, Volume= 966 cf Outflow = 0.04 cfs @ 12.70 hrs, Volume= 965 cf, Atten= 76%, Lag= 25.0 min Discarded = 0.00 cfs @ 12.70 hrs, Volume= 578 cf Primary = 0.03 cfs @ 12.70 hrs, Volume= 387 cf Routing by Stor‐Ind method, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs Peak Elev= 165.24ʹ @ 12.70 hrs Surf.Area= 1,568 sf Storage= 373 cf Plug‐Flow detention time= 495.8 min calculated for 965 cf (100% of inflow) Center‐of‐Mass det. time= 495.6 min ( 1,314.6 ‐ 818.9 ) Bridge Street PostdevelopmentD:\!Monsoon\Bridge Street 2\Hydrocad\ San_Luis_Obispo D 10‐year Rainfall=4.60ʺPostDevelopment Printed 2/3/2021Prepared by Keith V Crowe, PE Page 22HydroCAD® 10.00‐22 s/n 04223 © 2018 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 164.65ʹ1,098 cf 14.00ʹW x 112.00ʹL x 1.75ʹH Prismatoid 2,744 cf Overall x 40.0% Voids Device Routing Invert Outlet Devices #1 Primary 165.15ʹ4.0ʺ Vert. Orifice/Grate C= 0.900 #2 Discarded 164.65ʹ0.110 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 100.00ʹ Discarded OutFlow Max=0.00 cfs @ 12.70 hrs HW=165.24ʹ (Free Discharge) 2=Exfiltration ( Controls 0.00 cfs) Primary OutFlow Max=0.03 cfs @ 12.70 hrs HW=165.24ʹ (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.03 cfs @ 1.57 fps) Summary for Pond 9: SCM9 Inflow Area = 10,763 sf, 98.30% Impervious, Inflow Depth = 4.36ʺ for 10‐year event Inflow = 0.54 cfs @ 12.28 hrs, Volume= 3,914 cf Outflow = 0.33 cfs @ 12.40 hrs, Volume= 3,914 cf, Atten= 38%, Lag= 6.9 min Discarded = 0.01 cfs @ 12.40 hrs, Volume= 537 cf Primary = 0.33 cfs @ 12.40 hrs, Volume= 3,377 cf Routing by Stor‐Ind method, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs Peak Elev= 163.95ʹ @ 12.40 hrs Surf.Area= 2,480 sf Storage= 435 cf Plug‐Flow detention time= 33.4 min calculated for 3,913 cf (100% of inflow) Center‐of‐Mass det. time= 33.4 min ( 791.3 ‐ 757.9 ) Volume Invert Avail.Storage Storage Description #1 163.51ʹ2,232 cf 16.00ʹW x 155.00ʹL x 2.25ʹH Prismatoid 5,580 cf Overall x 40.0% Voids Device Routing Invert Outlet Devices #1 Primary 163.51ʹ4.0ʺ Vert. Orifice/Grate C= 0.900 #2 Discarded 163.51ʹ0.110 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 100.00ʹ Discarded OutFlow Max=0.01 cfs @ 12.40 hrs HW=163.95ʹ (Free Discharge) 2=Exfiltration ( Controls 0.01 cfs) Primary OutFlow Max=0.33 cfs @ 12.40 hrs HW=163.95ʹ (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.33 cfs @ 3.76 fps) Summary for Pond Site: Site Total Inflow Area = 67,692 sf, 85.68% Impervious, Inflow Depth = 2.11ʺ for 10‐year event Inflow = 1.37 cfs @ 12.42 hrs, Volume= 11,881 cf Primary = 1.37 cfs @ 12.42 hrs, Volume= 11,881 cf, Atten= 0%, Lag= 0.0 min Routing by Stor‐Ind method, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs Bridge Street PostdevelopmentD:\!Monsoon\Bridge Street 2\Hydrocad\ San_Luis_Obispo D 25‐year Rainfall=5.70ʺPostDevelopment Printed 2/3/2021Prepared by Keith V Crowe, PE Page 23HydroCAD® 10.00‐22 s/n 04223 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment T1: DMA 12345_52 Runoff = 0.52 cfs @ 12.29 hrs, Volume= 3,551 cf, Depth= 4.45ʺ Runoff by SCS TR‐20 method, UH=SCS, Weighted‐CN, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs San_Luis_Obispo D 25‐year Rainfall=5.70ʺ Area (sf) CN Description * 2,236 98 DMA1 * 1,433 74 DMA2 * 276 98 DMA3 * 2,862 98 DMA4 * 666 98 DMA5 * 2,114 74 DMA52 9,587 89 Weighted Average 3,547 37.00% Pervious Area 6,040 63.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment T2: DMA 9_10_11_13_49 Runoff = 0.36 cfs @ 12.29 hrs, Volume= 2,515 cf, Depth= 4.66ʺ Runoff by SCS TR‐20 method, UH=SCS, Weighted‐CN, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs San_Luis_Obispo D 25‐year Rainfall=5.70ʺ Area (sf) CN Description * 1,525 98 DMA9 * 134 98 DMA10A * 248 74 DMA10B * 1,699 74 DMA11 * 1,250 98 DMA13 * 1,615 98 DMA49 Perm Pav 6,471 91 Weighted Average 1,947 30.09% Pervious Area 4,524 69.91% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Bridge Street PostdevelopmentD:\!Monsoon\Bridge Street 2\Hydrocad\ San_Luis_Obispo D 25‐year Rainfall=5.70ʺPostDevelopment Printed 2/3/2021Prepared by Keith V Crowe, PE Page 24HydroCAD® 10.00‐22 s/n 04223 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment T4a: 15a_17_20_21 Runoff = 0.35 cfs @ 12.28 hrs, Volume= 2,718 cf, Depth= 5.46ʺ Runoff by SCS TR‐20 method, UH=SCS, Weighted‐CN, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs San_Luis_Obispo D 25‐year Rainfall=5.70ʺ Area (sf) CN Description * 2,710 98 DMA15a * 1,747 98 DMA17 * 1,262 98 DMA20 * 252 98 DMA21 5,971 98 Weighted Average 5,971 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment T4B: 7_16_25_26_43_48_15b Runoff = 0.57 cfs @ 12.28 hrs, Volume= 4,297 cf, Depth= 5.34ʺ Runoff by SCS TR‐20 method, UH=SCS, Weighted‐CN, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs San_Luis_Obispo D 25‐year Rainfall=5.70ʺ Area (sf) CN Description * 1,715 98 DMA7 * 1,504 98 DMA15B * 141 74 DMA16 * 1,113 98 DMA25 * 646 98 DMA26 * 4,333 98 DMA43 PERM PAV * 196 74 DMA48 9,648 97 Weighted Average 337 3.49% Pervious Area 9,311 96.51% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment T5: 6_8_12_14_50 Runoff = 0.44 cfs @ 12.28 hrs, Volume= 3,331 cf, Depth= 5.34ʺ Runoff by SCS TR‐20 method, UH=SCS, Weighted‐CN, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs San_Luis_Obispo D 25‐year Rainfall=5.70ʺ Bridge Street PostdevelopmentD:\!Monsoon\Bridge Street 2\Hydrocad\ San_Luis_Obispo D 25‐year Rainfall=5.70ʺPostDevelopment Printed 2/3/2021Prepared by Keith V Crowe, PE Page 25HydroCAD® 10.00‐22 s/n 04223 © 2018 HydroCAD Software Solutions LLC Area (sf) CN Description * 2,117 98 DMA6 * 3,575 98 DMA8 * 346 74 DMA12 * 287 98 DMA14 * 1,154 98 DMA50 PERM PAV 7,479 97 Weighted Average 346 4.63% Pervious Area 7,133 95.37% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment T6: 15_22_23_32_33 Runoff = 0.51 cfs @ 12.28 hrs, Volume= 3,668 cf, Depth= 4.89ʺ Runoff by SCS TR‐20 method, UH=SCS, Weighted‐CN, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs San_Luis_Obispo D 25‐year Rainfall=5.70ʺ Area (sf) CN Description * 998 98 DMA18 Perm Pav * 133 74 DMA22 * 153 98 DMA23 * 6,063 98 DMA32 * 1,661 74 DMA33 9,008 93 Weighted Average 1,794 19.92% Pervious Area 7,214 80.08% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment T7: 31_31_41_51 Runoff = 0.32 cfs @ 12.28 hrs, Volume= 2,381 cf, Depth= 5.34ʺ Runoff by SCS TR‐20 method, UH=SCS, Weighted‐CN, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs San_Luis_Obispo D 25‐year Rainfall=5.70ʺ Bridge Street PostdevelopmentD:\!Monsoon\Bridge Street 2\Hydrocad\ San_Luis_Obispo D 25‐year Rainfall=5.70ʺPostDevelopment Printed 2/3/2021Prepared by Keith V Crowe, PE Page 26HydroCAD® 10.00‐22 s/n 04223 © 2018 HydroCAD Software Solutions LLC Area (sf) CN Description * 1,327 98 DMA30 * 2,135 98 DMA31 * 266 98 DMA41A * 316 74 DMA41B * 1,302 98 DMA54 PERM PAV 5,346 97 Weighted Average 316 5.91% Pervious Area 5,030 94.09% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment T8: 35_38_39_42 Runoff = 0.18 cfs @ 12.29 hrs, Volume= 1,267 cf, Depth= 4.45ʺ Runoff by SCS TR‐20 method, UH=SCS, Weighted‐CN, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs San_Luis_Obispo D 25‐year Rainfall=5.70ʺ Area (sf) CN Description * 1,772 98 DMA35 * 421 98 DMA38 * 299 74 DMA39 * 927 74 DMA42 PERM PAv 3,419 89 Weighted Average 1,226 35.86% Pervious Area 2,193 64.14% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment T9: 19_24_24_28_29 Runoff = 0.64 cfs @ 12.28 hrs, Volume= 4,899 cf, Depth= 5.46ʺ Runoff by SCS TR‐20 method, UH=SCS, Weighted‐CN, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs San_Luis_Obispo D 25‐year Rainfall=5.70ʺ Bridge Street PostdevelopmentD:\!Monsoon\Bridge Street 2\Hydrocad\ San_Luis_Obispo D 25‐year Rainfall=5.70ʺPostDevelopment Printed 2/3/2021Prepared by Keith V Crowe, PE Page 27HydroCAD® 10.00‐22 s/n 04223 © 2018 HydroCAD Software Solutions LLC Area (sf) CN Description * 78 74 DMA19 * 105 74 DMA24 * 4,847 98 DMA27 * 4,427 98 DMA28 * 1,306 98 DMA29 10,763 98 Weighted Average 183 1.70% Pervious Area 10,580 98.30% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Pond 1: SCM 1 Inflow Area = 9,587 sf, 63.00% Impervious, Inflow Depth = 4.45ʺ for 25‐year event Inflow = 0.52 cfs @ 12.29 hrs, Volume= 3,551 cf Outflow = 0.01 cfs @ 24.11 hrs, Volume= 1,677 cf, Atten= 98%, Lag= 709.3 min Discarded = 0.01 cfs @ 24.11 hrs, Volume= 1,677 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor‐Ind method, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs Peak Elev= 163.29ʹ @ 24.11 hrs Surf.Area= 4,669 sf Storage= 2,888 cf Plug‐Flow detention time= 1,047.1 min calculated for 1,677 cf (47% of inflow) Center‐of‐Mass det. time= 876.5 min ( 1,686.5 ‐ 809.9 ) Volume Invert Avail.Storage Storage Description #1 160.50ʹ1,039 cf Custom Stage Data (Prismatic) Listed below (Recalc) 4,154 cf Overall x 25.0% Voids #2 162.50ʹ3,850 cf Custom Stage Data (Prismatic) Listed below (Recalc) 4,888 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq‐ft) (cubic‐feet) (cubic‐feet) 160.50 2,077 0 0 162.50 2,077 4,154 4,154 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq‐ft) (cubic‐feet) (cubic‐feet) 162.50 2,077 0 0 163.00 2,400 1,119 1,119 163.50 2,728 1,282 2,401 164.00 3,065 1,448 3,850 Device Routing Invert Outlet Devices #1 Primary 163.50ʹ12.0ʹ long x 8.0ʹ breadth Broad‐Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Bridge Street PostdevelopmentD:\!Monsoon\Bridge Street 2\Hydrocad\ San_Luis_Obispo D 25‐year Rainfall=5.70ʺPostDevelopment Printed 2/3/2021Prepared by Keith V Crowe, PE Page 28HydroCAD® 10.00‐22 s/n 04223 © 2018 HydroCAD Software Solutions LLC Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74 #2 Discarded 160.50ʹ0.110 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 100.00ʹ Discarded OutFlow Max=0.01 cfs @ 24.11 hrs HW=163.29ʹ (Free Discharge) 2=Exfiltration ( Controls 0.01 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=160.50ʹ (Free Discharge) 1=Broad‐Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 2: SCM 2 Flat Inflow Area = 6,471 sf, 69.91% Impervious, Inflow Depth = 4.66ʺ for 25‐year event Inflow = 0.36 cfs @ 12.29 hrs, Volume= 2,515 cf Outflow = 0.26 cfs @ 12.38 hrs, Volume= 2,196 cf, Atten= 28%, Lag= 5.6 min Discarded = 0.00 cfs @ 12.38 hrs, Volume= 682 cf Primary = 0.25 cfs @ 12.38 hrs, Volume= 1,514 cf Routing by Stor‐Ind method, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs Peak Elev= 163.98ʹ @ 12.38 hrs Surf.Area= 1,672 sf Storage= 887 cf Plug‐Flow detention time= 372.0 min calculated for 2,196 cf (87% of inflow) Center‐of‐Mass det. time= 307.1 min ( 1,107.2 ‐ 800.1 ) Volume Invert Avail.Storage Storage Description #1 162.65ʹ1,170 cf 13.27ʹW x 126.00ʹL x 1.75ʹH Prismatoid 2,926 cf Overall x 40.0% Voids Device Routing Invert Outlet Devices #1 Primary 163.65ʹ4.0ʺ Vert. Orifice/Grate C= 0.900 #2 Discarded 162.65ʹ0.110 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 100.00ʹ Discarded OutFlow Max=0.00 cfs @ 12.38 hrs HW=163.98ʹ (Free Discharge) 2=Exfiltration ( Controls 0.00 cfs) Primary OutFlow Max=0.25 cfs @ 12.38 hrs HW=163.98ʹ (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.25 cfs @ 2.92 fps) Summary for Pond 4a: SCM 4a flat Inflow Area = 5,971 sf,100.00% Impervious, Inflow Depth = 5.46ʺ for 25‐year event Inflow = 0.35 cfs @ 12.28 hrs, Volume= 2,718 cf Outflow = 0.26 cfs @ 12.37 hrs, Volume= 2,716 cf, Atten= 26%, Lag= 5.4 min Discarded = 0.00 cfs @ 12.37 hrs, Volume= 745 cf Primary = 0.26 cfs @ 12.37 hrs, Volume= 1,971 cf Routing by Stor‐Ind method, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs Peak Elev= 164.48ʹ @ 12.37 hrs Surf.Area= 1,776 sf Storage= 591 cf Plug‐Flow detention time= 253.2 min calculated for 2,716 cf (100% of inflow) Bridge Street PostdevelopmentD:\!Monsoon\Bridge Street 2\Hydrocad\ San_Luis_Obispo D 25‐year Rainfall=5.70ʺPostDevelopment Printed 2/3/2021Prepared by Keith V Crowe, PE Page 29HydroCAD® 10.00‐22 s/n 04223 © 2018 HydroCAD Software Solutions LLC Center‐of‐Mass det. time= 253.0 min ( 1,006.8 ‐ 753.8 ) Volume Invert Avail.Storage Storage Description #1 163.65ʹ888 cf 12.00ʹW x 148.00ʹL x 1.25ʹH Prismatoid 2,220 cf Overall x 40.0% Voids Device Routing Invert Outlet Devices #1 Primary 164.15ʹ4.0ʺ Vert. Orifice/Grate X 2 rows with 12.0ʺ cc spacing C= 0.900 #2 Discarded 163.65ʹ0.110 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 100.00ʹ Discarded OutFlow Max=0.00 cfs @ 12.37 hrs HW=164.48ʹ (Free Discharge) 2=Exfiltration ( Controls 0.00 cfs) Primary OutFlow Max=0.26 cfs @ 12.37 hrs HW=164.48ʹ (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.26 cfs @ 2.94 fps) Summary for Pond 4B: SCM 4b flat Inflow Area = 15,619 sf, 97.84% Impervious, Inflow Depth = 4.82ʺ for 25‐year event Inflow = 0.81 cfs @ 12.30 hrs, Volume= 6,268 cf Outflow = 0.39 cfs @ 12.53 hrs, Volume= 6,260 cf, Atten= 52%, Lag= 13.7 min Discarded = 0.01 cfs @ 12.53 hrs, Volume= 1,927 cf Primary = 0.37 cfs @ 12.53 hrs, Volume= 4,334 cf Routing by Stor‐Ind method, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs Peak Elev= 163.63ʹ @ 12.53 hrs Surf.Area= 4,588 sf Storage= 1,869 cf Plug‐Flow detention time= 286.1 min calculated for 6,260 cf (100% of inflow) Center‐of‐Mass det. time= 285.2 min ( 1,071.0 ‐ 785.8 ) Volume Invert Avail.Storage Storage Description #1 162.61ʹ2,294 cf 62.00ʹW x 74.00ʹL x 1.25ʹH Prismatoid 5,735 cf Overall x 40.0% Voids Device Routing Invert Outlet Devices #1 Primary 163.11ʹ4.0ʺ Vert. Orifice/Grate C= 0.900 #2 Discarded 162.61ʹ0.110 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 100.00ʹ Discarded OutFlow Max=0.01 cfs @ 12.53 hrs HW=163.63ʹ (Free Discharge) 2=Exfiltration ( Controls 0.01 cfs) Primary OutFlow Max=0.37 cfs @ 12.53 hrs HW=163.63ʹ (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.37 cfs @ 4.28 fps) Bridge Street PostdevelopmentD:\!Monsoon\Bridge Street 2\Hydrocad\ San_Luis_Obispo D 25‐year Rainfall=5.70ʺPostDevelopment Printed 2/3/2021Prepared by Keith V Crowe, PE Page 30HydroCAD® 10.00‐22 s/n 04223 © 2018 HydroCAD Software Solutions LLC Summary for Pond 5a: SCM5 Flat Inflow Area = 7,479 sf, 95.37% Impervious, Inflow Depth = 5.34ʺ for 25‐year event Inflow = 0.44 cfs @ 12.28 hrs, Volume= 3,331 cf Outflow = 0.30 cfs @ 12.39 hrs, Volume= 3,200 cf, Atten= 33%, Lag= 6.2 min Discarded = 0.01 cfs @ 12.39 hrs, Volume= 911 cf Primary = 0.29 cfs @ 12.39 hrs, Volume= 2,289 cf Routing by Stor‐Ind method, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs Peak Elev= 162.72ʹ @ 12.39 hrs Surf.Area= 2,136 sf Storage= 899 cf Plug‐Flow detention time= 301.5 min calculated for 3,200 cf (96% of inflow) Center‐of‐Mass det. time= 276.6 min ( 1,039.0 ‐ 762.4 ) Volume Invert Avail.Storage Storage Description #1 161.67ʹ1,213 cf 46.22ʹW x 46.22ʹL x 1.42ʹH Prismatoid 3,034 cf Overall x 40.0% Voids Device Routing Invert Outlet Devices #1 Primary 162.34ʹ4.0ʺ Vert. Orifice/Grate C= 0.900 #2 Discarded 161.67ʹ0.110 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 100.00ʹ Discarded OutFlow Max=0.01 cfs @ 12.39 hrs HW=162.72ʹ (Free Discharge) 2=Exfiltration ( Controls 0.01 cfs) Primary OutFlow Max=0.29 cfs @ 12.39 hrs HW=162.72ʹ (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.29 cfs @ 3.35 fps) Summary for Pond 6a: SCM6 Flat Inflow Area = 9,008 sf, 80.08% Impervious, Inflow Depth = 4.89ʺ for 25‐year event Inflow = 0.51 cfs @ 12.28 hrs, Volume= 3,668 cf Outflow = 0.30 cfs @ 12.41 hrs, Volume= 3,481 cf, Atten= 42%, Lag= 7.4 min Discarded = 0.01 cfs @ 12.41 hrs, Volume= 1,224 cf Primary = 0.29 cfs @ 12.41 hrs, Volume= 2,258 cf Routing by Stor‐Ind method, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs Peak Elev= 165.43ʹ @ 12.41 hrs Surf.Area= 2,980 sf Storage= 1,250 cf Plug‐Flow detention time= 362.1 min calculated for 3,481 cf (95% of inflow) Center‐of‐Mass det. time= 331.6 min ( 1,120.8 ‐ 789.2 ) Volume Invert Avail.Storage Storage Description #1 164.38ʹ1,693 cf 20.00ʹW x 149.00ʹL x 1.42ʹH Prismatoid 4,232 cf Overall x 40.0% Voids Device Routing Invert Outlet Devices #1 Primary 165.05ʹ4.0ʺ Vert. Orifice/Grate C= 0.900 #2 Discarded 164.38ʹ0.110 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 100.00ʹ Bridge Street PostdevelopmentD:\!Monsoon\Bridge Street 2\Hydrocad\ San_Luis_Obispo D 25‐year Rainfall=5.70ʺPostDevelopment Printed 2/3/2021Prepared by Keith V Crowe, PE Page 31HydroCAD® 10.00‐22 s/n 04223 © 2018 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.01 cfs @ 12.41 hrs HW=165.43ʹ (Free Discharge) 2=Exfiltration ( Controls 0.01 cfs) Primary OutFlow Max=0.29 cfs @ 12.41 hrs HW=165.43ʹ (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.29 cfs @ 3.32 fps) Summary for Pond 7: SCM 7 flat Inflow Area = 5,346 sf, 94.09% Impervious, Inflow Depth = 5.34ʺ for 25‐year event Inflow = 0.32 cfs @ 12.28 hrs, Volume= 2,381 cf Outflow = 0.26 cfs @ 12.36 hrs, Volume= 2,134 cf, Atten= 19%, Lag= 4.6 min Discarded = 0.00 cfs @ 12.36 hrs, Volume= 558 cf Primary = 0.25 cfs @ 12.36 hrs, Volume= 1,577 cf Routing by Stor‐Ind method, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs Peak Elev= 165.88ʹ @ 12.36 hrs Surf.Area= 1,302 sf Storage= 690 cf Plug‐Flow detention time= 325.8 min calculated for 2,134 cf (90% of inflow) Center‐of‐Mass det. time= 268.1 min ( 1,030.5 ‐ 762.4 ) Volume Invert Avail.Storage Storage Description #1 164.55ʹ911 cf 21.70ʹW x 60.00ʹL x 1.75ʹH Prismatoid 2,279 cf Overall x 40.0% Voids Device Routing Invert Outlet Devices #1 Primary 165.55ʹ4.0ʺ Vert. Orifice/Grate C= 0.900 #2 Discarded 164.55ʹ0.110 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 100.00ʹ Discarded OutFlow Max=0.00 cfs @ 12.36 hrs HW=165.88ʹ (Free Discharge) 2=Exfiltration ( Controls 0.00 cfs) Primary OutFlow Max=0.25 cfs @ 12.36 hrs HW=165.88ʹ (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.25 cfs @ 2.91 fps) Summary for Pond 8: SCM8 flat Inflow Area = 3,419 sf, 64.14% Impervious, Inflow Depth = 4.45ʺ for 25‐year event Inflow = 0.18 cfs @ 12.29 hrs, Volume= 1,267 cf Outflow = 0.12 cfs @ 12.40 hrs, Volume= 1,266 cf, Atten= 37%, Lag= 6.7 min Discarded = 0.00 cfs @ 12.40 hrs, Volume= 597 cf Primary = 0.11 cfs @ 12.40 hrs, Volume= 669 cf Routing by Stor‐Ind method, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs Peak Elev= 165.34ʹ @ 12.40 hrs Surf.Area= 1,568 sf Storage= 431 cf Plug‐Flow detention time= 399.8 min calculated for 1,266 cf (100% of inflow) Center‐of‐Mass det. time= 399.4 min ( 1,209.4 ‐ 809.9 ) Bridge Street PostdevelopmentD:\!Monsoon\Bridge Street 2\Hydrocad\ San_Luis_Obispo D 25‐year Rainfall=5.70ʺPostDevelopment Printed 2/3/2021Prepared by Keith V Crowe, PE Page 32HydroCAD® 10.00‐22 s/n 04223 © 2018 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 164.65ʹ1,098 cf 14.00ʹW x 112.00ʹL x 1.75ʹH Prismatoid 2,744 cf Overall x 40.0% Voids Device Routing Invert Outlet Devices #1 Primary 165.15ʹ4.0ʺ Vert. Orifice/Grate C= 0.900 #2 Discarded 164.65ʹ0.110 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 100.00ʹ Discarded OutFlow Max=0.00 cfs @ 12.40 hrs HW=165.34ʹ (Free Discharge) 2=Exfiltration ( Controls 0.00 cfs) Primary OutFlow Max=0.11 cfs @ 12.40 hrs HW=165.34ʹ (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.11 cfs @ 2.21 fps) Summary for Pond 9: SCM9 Inflow Area = 10,763 sf, 98.30% Impervious, Inflow Depth = 5.46ʺ for 25‐year event Inflow = 0.64 cfs @ 12.28 hrs, Volume= 4,899 cf Outflow = 0.38 cfs @ 12.40 hrs, Volume= 4,899 cf, Atten= 41%, Lag= 7.2 min Discarded = 0.01 cfs @ 12.40 hrs, Volume= 551 cf Primary = 0.37 cfs @ 12.40 hrs, Volume= 4,348 cf Routing by Stor‐Ind method, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs Peak Elev= 164.03ʹ @ 12.40 hrs Surf.Area= 2,480 sf Storage= 513 cf Plug‐Flow detention time= 31.8 min calculated for 4,899 cf (100% of inflow) Center‐of‐Mass det. time= 31.7 min ( 785.5 ‐ 753.8 ) Volume Invert Avail.Storage Storage Description #1 163.51ʹ2,232 cf 16.00ʹW x 155.00ʹL x 2.25ʹH Prismatoid 5,580 cf Overall x 40.0% Voids Device Routing Invert Outlet Devices #1 Primary 163.51ʹ4.0ʺ Vert. Orifice/Grate C= 0.900 #2 Discarded 163.51ʹ0.110 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 100.00ʹ Discarded OutFlow Max=0.01 cfs @ 12.40 hrs HW=164.03ʹ (Free Discharge) 2=Exfiltration ( Controls 0.01 cfs) Primary OutFlow Max=0.37 cfs @ 12.40 hrs HW=164.03ʹ (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.37 cfs @ 4.27 fps) Summary for Pond Site: Site Total Inflow Area = 67,692 sf, 85.68% Impervious, Inflow Depth = 3.01ʺ for 25‐year event Inflow = 1.93 cfs @ 12.39 hrs, Volume= 16,989 cf Primary = 1.93 cfs @ 12.39 hrs, Volume= 16,989 cf, Atten= 0%, Lag= 0.0 min Routing by Stor‐Ind method, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs Bridge Street PostdevelopmentD:\!Monsoon\Bridge Street 2\Hydrocad\ San_Luis_Obispo D 50‐year Rainfall=6.50ʺPostDevelopment Printed 2/3/2021Prepared by Keith V Crowe, PE Page 33HydroCAD® 10.00‐22 s/n 04223 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment T1: DMA 12345_52 Runoff = 0.60 cfs @ 12.29 hrs, Volume= 4,171 cf, Depth= 5.22ʺ Runoff by SCS TR‐20 method, UH=SCS, Weighted‐CN, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs San_Luis_Obispo D 50‐year Rainfall=6.50ʺ Area (sf) CN Description * 2,236 98 DMA1 * 1,433 74 DMA2 * 276 98 DMA3 * 2,862 98 DMA4 * 666 98 DMA5 * 2,114 74 DMA52 9,587 89 Weighted Average 3,547 37.00% Pervious Area 6,040 63.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment T2: DMA 9_10_11_13_49 Runoff = 0.41 cfs @ 12.28 hrs, Volume= 2,937 cf, Depth= 5.45ʺ Runoff by SCS TR‐20 method, UH=SCS, Weighted‐CN, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs San_Luis_Obispo D 50‐year Rainfall=6.50ʺ Area (sf) CN Description * 1,525 98 DMA9 * 134 98 DMA10A * 248 74 DMA10B * 1,699 74 DMA11 * 1,250 98 DMA13 * 1,615 98 DMA49 Perm Pav 6,471 91 Weighted Average 1,947 30.09% Pervious Area 4,524 69.91% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Bridge Street PostdevelopmentD:\!Monsoon\Bridge Street 2\Hydrocad\ San_Luis_Obispo D 50‐year Rainfall=6.50ʺPostDevelopment Printed 2/3/2021Prepared by Keith V Crowe, PE Page 34HydroCAD® 10.00‐22 s/n 04223 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment T4a: 15a_17_20_21 Runoff = 0.40 cfs @ 12.28 hrs, Volume= 3,116 cf, Depth= 6.26ʺ Runoff by SCS TR‐20 method, UH=SCS, Weighted‐CN, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs San_Luis_Obispo D 50‐year Rainfall=6.50ʺ Area (sf) CN Description * 2,710 98 DMA15a * 1,747 98 DMA17 * 1,262 98 DMA20 * 252 98 DMA21 5,971 98 Weighted Average 5,971 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment T4B: 7_16_25_26_43_48_15b Runoff = 0.65 cfs @ 12.28 hrs, Volume= 4,939 cf, Depth= 6.14ʺ Runoff by SCS TR‐20 method, UH=SCS, Weighted‐CN, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs San_Luis_Obispo D 50‐year Rainfall=6.50ʺ Area (sf) CN Description * 1,715 98 DMA7 * 1,504 98 DMA15B * 141 74 DMA16 * 1,113 98 DMA25 * 646 98 DMA26 * 4,333 98 DMA43 PERM PAV * 196 74 DMA48 9,648 97 Weighted Average 337 3.49% Pervious Area 9,311 96.51% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment T5: 6_8_12_14_50 Runoff = 0.50 cfs @ 12.28 hrs, Volume= 3,829 cf, Depth= 6.14ʺ Runoff by SCS TR‐20 method, UH=SCS, Weighted‐CN, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs San_Luis_Obispo D 50‐year Rainfall=6.50ʺ Bridge Street PostdevelopmentD:\!Monsoon\Bridge Street 2\Hydrocad\ San_Luis_Obispo D 50‐year Rainfall=6.50ʺPostDevelopment Printed 2/3/2021Prepared by Keith V Crowe, PE Page 35HydroCAD® 10.00‐22 s/n 04223 © 2018 HydroCAD Software Solutions LLC Area (sf) CN Description * 2,117 98 DMA6 * 3,575 98 DMA8 * 346 74 DMA12 * 287 98 DMA14 * 1,154 98 DMA50 PERM PAV 7,479 97 Weighted Average 346 4.63% Pervious Area 7,133 95.37% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment T6: 15_22_23_32_33 Runoff = 0.59 cfs @ 12.28 hrs, Volume= 4,261 cf, Depth= 5.68ʺ Runoff by SCS TR‐20 method, UH=SCS, Weighted‐CN, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs San_Luis_Obispo D 50‐year Rainfall=6.50ʺ Area (sf) CN Description * 998 98 DMA18 Perm Pav * 133 74 DMA22 * 153 98 DMA23 * 6,063 98 DMA32 * 1,661 74 DMA33 9,008 93 Weighted Average 1,794 19.92% Pervious Area 7,214 80.08% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment T7: 31_31_41_51 Runoff = 0.36 cfs @ 12.28 hrs, Volume= 2,737 cf, Depth= 6.14ʺ Runoff by SCS TR‐20 method, UH=SCS, Weighted‐CN, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs San_Luis_Obispo D 50‐year Rainfall=6.50ʺ Bridge Street PostdevelopmentD:\!Monsoon\Bridge Street 2\Hydrocad\ San_Luis_Obispo D 50‐year Rainfall=6.50ʺPostDevelopment Printed 2/3/2021Prepared by Keith V Crowe, PE Page 36HydroCAD® 10.00‐22 s/n 04223 © 2018 HydroCAD Software Solutions LLC Area (sf) CN Description * 1,327 98 DMA30 * 2,135 98 DMA31 * 266 98 DMA41A * 316 74 DMA41B * 1,302 98 DMA54 PERM PAV 5,346 97 Weighted Average 316 5.91% Pervious Area 5,030 94.09% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment T8: 35_38_39_42 Runoff = 0.21 cfs @ 12.29 hrs, Volume= 1,488 cf, Depth= 5.22ʺ Runoff by SCS TR‐20 method, UH=SCS, Weighted‐CN, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs San_Luis_Obispo D 50‐year Rainfall=6.50ʺ Area (sf) CN Description * 1,772 98 DMA35 * 421 98 DMA38 * 299 74 DMA39 * 927 74 DMA42 PERM PAv 3,419 89 Weighted Average 1,226 35.86% Pervious Area 2,193 64.14% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment T9: 19_24_24_28_29 Runoff = 0.73 cfs @ 12.28 hrs, Volume= 5,616 cf, Depth= 6.26ʺ Runoff by SCS TR‐20 method, UH=SCS, Weighted‐CN, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs San_Luis_Obispo D 50‐year Rainfall=6.50ʺ Bridge Street PostdevelopmentD:\!Monsoon\Bridge Street 2\Hydrocad\ San_Luis_Obispo D 50‐year Rainfall=6.50ʺPostDevelopment Printed 2/3/2021Prepared by Keith V Crowe, PE Page 37HydroCAD® 10.00‐22 s/n 04223 © 2018 HydroCAD Software Solutions LLC Area (sf) CN Description * 78 74 DMA19 * 105 74 DMA24 * 4,847 98 DMA27 * 4,427 98 DMA28 * 1,306 98 DMA29 10,763 98 Weighted Average 183 1.70% Pervious Area 10,580 98.30% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Pond 1: SCM 1 Inflow Area = 9,587 sf, 63.00% Impervious, Inflow Depth = 5.22ʺ for 50‐year event Inflow = 0.60 cfs @ 12.29 hrs, Volume= 4,171 cf Outflow = 0.02 cfs @ 24.04 hrs, Volume= 1,774 cf, Atten= 96%, Lag= 705.1 min Discarded = 0.01 cfs @ 24.04 hrs, Volume= 1,750 cf Primary = 0.01 cfs @ 24.04 hrs, Volume= 24 cf Routing by Stor‐Ind method, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs Peak Elev= 163.50ʹ @ 24.04 hrs Surf.Area= 4,807 sf Storage= 3,448 cf Plug‐Flow detention time= 1,060.1 min calculated for 1,774 cf (43% of inflow) Center‐of‐Mass det. time= 862.2 min ( 1,669.6 ‐ 807.3 ) Volume Invert Avail.Storage Storage Description #1 160.50ʹ1,039 cf Custom Stage Data (Prismatic) Listed below (Recalc) 4,154 cf Overall x 25.0% Voids #2 162.50ʹ3,850 cf Custom Stage Data (Prismatic) Listed below (Recalc) 4,888 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq‐ft) (cubic‐feet) (cubic‐feet) 160.50 2,077 0 0 162.50 2,077 4,154 4,154 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq‐ft) (cubic‐feet) (cubic‐feet) 162.50 2,077 0 0 163.00 2,400 1,119 1,119 163.50 2,728 1,282 2,401 164.00 3,065 1,448 3,850 Device Routing Invert Outlet Devices #1 Primary 163.50ʹ12.0ʹ long x 8.0ʹ breadth Broad‐Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Bridge Street PostdevelopmentD:\!Monsoon\Bridge Street 2\Hydrocad\ San_Luis_Obispo D 50‐year Rainfall=6.50ʺPostDevelopment Printed 2/3/2021Prepared by Keith V Crowe, PE Page 38HydroCAD® 10.00‐22 s/n 04223 © 2018 HydroCAD Software Solutions LLC Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74 #2 Discarded 160.50ʹ0.110 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 100.00ʹ Discarded OutFlow Max=0.01 cfs @ 24.04 hrs HW=163.50ʹ (Free Discharge) 2=Exfiltration ( Controls 0.01 cfs) Primary OutFlow Max=0.00 cfs @ 24.04 hrs HW=163.50ʹ (Free Discharge) 1=Broad‐Crested Rectangular Weir (Weir Controls 0.00 cfs @ 0.13 fps) Summary for Pond 2: SCM 2 Flat Inflow Area = 6,471 sf, 69.91% Impervious, Inflow Depth = 5.45ʺ for 50‐year event Inflow = 0.41 cfs @ 12.28 hrs, Volume= 2,937 cf Outflow = 0.30 cfs @ 12.38 hrs, Volume= 2,617 cf, Atten= 28%, Lag= 5.5 min Discarded = 0.00 cfs @ 12.38 hrs, Volume= 694 cf Primary = 0.29 cfs @ 12.38 hrs, Volume= 1,922 cf Routing by Stor‐Ind method, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs Peak Elev= 164.04ʹ @ 12.38 hrs Surf.Area= 1,672 sf Storage= 926 cf Plug‐Flow detention time= 332.5 min calculated for 2,617 cf (89% of inflow) Center‐of‐Mass det. time= 272.7 min ( 1,070.1 ‐ 797.4 ) Volume Invert Avail.Storage Storage Description #1 162.65ʹ1,170 cf 13.27ʹW x 126.00ʹL x 1.75ʹH Prismatoid 2,926 cf Overall x 40.0% Voids Device Routing Invert Outlet Devices #1 Primary 163.65ʹ4.0ʺ Vert. Orifice/Grate C= 0.900 #2 Discarded 162.65ʹ0.110 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 100.00ʹ Discarded OutFlow Max=0.00 cfs @ 12.38 hrs HW=164.03ʹ (Free Discharge) 2=Exfiltration ( Controls 0.00 cfs) Primary OutFlow Max=0.29 cfs @ 12.38 hrs HW=164.03ʹ (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.29 cfs @ 3.37 fps) Summary for Pond 4a: SCM 4a flat Inflow Area = 5,971 sf,100.00% Impervious, Inflow Depth = 6.26ʺ for 50‐year event Inflow = 0.40 cfs @ 12.28 hrs, Volume= 3,116 cf Outflow = 0.29 cfs @ 12.38 hrs, Volume= 3,114 cf, Atten= 28%, Lag= 5.6 min Discarded = 0.00 cfs @ 12.38 hrs, Volume= 753 cf Primary = 0.29 cfs @ 12.38 hrs, Volume= 2,361 cf Routing by Stor‐Ind method, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs Peak Elev= 164.52ʹ @ 12.38 hrs Surf.Area= 1,776 sf Storage= 619 cf Plug‐Flow detention time= 232.5 min calculated for 3,114 cf (100% of inflow) Bridge Street PostdevelopmentD:\!Monsoon\Bridge Street 2\Hydrocad\ San_Luis_Obispo D 50‐year Rainfall=6.50ʺPostDevelopment Printed 2/3/2021Prepared by Keith V Crowe, PE Page 39HydroCAD® 10.00‐22 s/n 04223 © 2018 HydroCAD Software Solutions LLC Center‐of‐Mass det. time= 232.0 min ( 984.1 ‐ 752.0 ) Volume Invert Avail.Storage Storage Description #1 163.65ʹ888 cf 12.00ʹW x 148.00ʹL x 1.25ʹH Prismatoid 2,220 cf Overall x 40.0% Voids Device Routing Invert Outlet Devices #1 Primary 164.15ʹ4.0ʺ Vert. Orifice/Grate X 2 rows with 12.0ʺ cc spacing C= 0.900 #2 Discarded 163.65ʹ0.110 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 100.00ʹ Discarded OutFlow Max=0.00 cfs @ 12.38 hrs HW=164.52ʹ (Free Discharge) 2=Exfiltration ( Controls 0.00 cfs) Primary OutFlow Max=0.29 cfs @ 12.38 hrs HW=164.52ʹ (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.29 cfs @ 3.27 fps) Summary for Pond 4B: SCM 4b flat Inflow Area = 15,619 sf, 97.84% Impervious, Inflow Depth = 5.61ʺ for 50‐year event Inflow = 0.91 cfs @ 12.30 hrs, Volume= 7,300 cf Outflow = 0.42 cfs @ 12.55 hrs, Volume= 7,286 cf, Atten= 54%, Lag= 15.1 min Discarded = 0.01 cfs @ 12.55 hrs, Volume= 1,956 cf Primary = 0.41 cfs @ 12.55 hrs, Volume= 5,330 cf Routing by Stor‐Ind method, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs Peak Elev= 163.70ʹ @ 12.55 hrs Surf.Area= 4,588 sf Storage= 2,000 cf Plug‐Flow detention time= 261.1 min calculated for 7,284 cf (100% of inflow) Center‐of‐Mass det. time= 260.0 min ( 1,044.5 ‐ 784.5 ) Volume Invert Avail.Storage Storage Description #1 162.61ʹ2,294 cf 62.00ʹW x 74.00ʹL x 1.25ʹH Prismatoid 5,735 cf Overall x 40.0% Voids Device Routing Invert Outlet Devices #1 Primary 163.11ʹ4.0ʺ Vert. Orifice/Grate C= 0.900 #2 Discarded 162.61ʹ0.110 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 100.00ʹ Discarded OutFlow Max=0.01 cfs @ 12.55 hrs HW=163.70ʹ (Free Discharge) 2=Exfiltration ( Controls 0.01 cfs) Primary OutFlow Max=0.41 cfs @ 12.55 hrs HW=163.70ʹ (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.41 cfs @ 4.70 fps) Bridge Street PostdevelopmentD:\!Monsoon\Bridge Street 2\Hydrocad\ San_Luis_Obispo D 50‐year Rainfall=6.50ʺPostDevelopment Printed 2/3/2021Prepared by Keith V Crowe, PE Page 40HydroCAD® 10.00‐22 s/n 04223 © 2018 HydroCAD Software Solutions LLC Summary for Pond 5a: SCM5 Flat Inflow Area = 7,479 sf, 95.37% Impervious, Inflow Depth = 6.14ʺ for 50‐year event Inflow = 0.50 cfs @ 12.28 hrs, Volume= 3,829 cf Outflow = 0.33 cfs @ 12.39 hrs, Volume= 3,695 cf, Atten= 35%, Lag= 6.4 min Discarded = 0.01 cfs @ 12.39 hrs, Volume= 919 cf Primary = 0.32 cfs @ 12.39 hrs, Volume= 2,776 cf Routing by Stor‐Ind method, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs Peak Elev= 162.77ʹ @ 12.39 hrs Surf.Area= 2,136 sf Storage= 940 cf Plug‐Flow detention time= 275.0 min calculated for 3,695 cf (97% of inflow) Center‐of‐Mass det. time= 252.3 min ( 1,012.5 ‐ 760.2 ) Volume Invert Avail.Storage Storage Description #1 161.67ʹ1,213 cf 46.22ʹW x 46.22ʹL x 1.42ʹH Prismatoid 3,034 cf Overall x 40.0% Voids Device Routing Invert Outlet Devices #1 Primary 162.34ʹ4.0ʺ Vert. Orifice/Grate C= 0.900 #2 Discarded 161.67ʹ0.110 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 100.00ʹ Discarded OutFlow Max=0.01 cfs @ 12.39 hrs HW=162.77ʹ (Free Discharge) 2=Exfiltration ( Controls 0.01 cfs) Primary OutFlow Max=0.32 cfs @ 12.39 hrs HW=162.77ʹ (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.32 cfs @ 3.71 fps) Summary for Pond 6a: SCM6 Flat Inflow Area = 9,008 sf, 80.08% Impervious, Inflow Depth = 5.68ʺ for 50‐year event Inflow = 0.59 cfs @ 12.28 hrs, Volume= 4,261 cf Outflow = 0.34 cfs @ 12.41 hrs, Volume= 4,069 cf, Atten= 43%, Lag= 7.5 min Discarded = 0.01 cfs @ 12.41 hrs, Volume= 1,245 cf Primary = 0.33 cfs @ 12.41 hrs, Volume= 2,824 cf Routing by Stor‐Ind method, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs Peak Elev= 165.49ʹ @ 12.41 hrs Surf.Area= 2,980 sf Storage= 1,320 cf Plug‐Flow detention time= 325.8 min calculated for 4,069 cf (95% of inflow) Center‐of‐Mass det. time= 298.0 min ( 1,084.6 ‐ 786.5 ) Volume Invert Avail.Storage Storage Description #1 164.38ʹ1,693 cf 20.00ʹW x 149.00ʹL x 1.42ʹH Prismatoid 4,232 cf Overall x 40.0% Voids Device Routing Invert Outlet Devices #1 Primary 165.05ʹ4.0ʺ Vert. Orifice/Grate C= 0.900 #2 Discarded 164.38ʹ0.110 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 100.00ʹ Bridge Street PostdevelopmentD:\!Monsoon\Bridge Street 2\Hydrocad\ San_Luis_Obispo D 50‐year Rainfall=6.50ʺPostDevelopment Printed 2/3/2021Prepared by Keith V Crowe, PE Page 41HydroCAD® 10.00‐22 s/n 04223 © 2018 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.01 cfs @ 12.41 hrs HW=165.49ʹ (Free Discharge) 2=Exfiltration ( Controls 0.01 cfs) Primary OutFlow Max=0.33 cfs @ 12.41 hrs HW=165.49ʹ (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.33 cfs @ 3.76 fps) Summary for Pond 7: SCM 7 flat Inflow Area = 5,346 sf, 94.09% Impervious, Inflow Depth = 6.14ʺ for 50‐year event Inflow = 0.36 cfs @ 12.28 hrs, Volume= 2,737 cf Outflow = 0.28 cfs @ 12.36 hrs, Volume= 2,488 cf, Atten= 21%, Lag= 4.8 min Discarded = 0.00 cfs @ 12.36 hrs, Volume= 562 cf Primary = 0.28 cfs @ 12.36 hrs, Volume= 1,926 cf Routing by Stor‐Ind method, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs Peak Elev= 165.91ʹ @ 12.36 hrs Surf.Area= 1,302 sf Storage= 711 cf Plug‐Flow detention time= 297.9 min calculated for 2,488 cf (91% of inflow) Center‐of‐Mass det. time= 244.4 min ( 1,004.6 ‐ 760.2 ) Volume Invert Avail.Storage Storage Description #1 164.55ʹ911 cf 21.70ʹW x 60.00ʹL x 1.75ʹH Prismatoid 2,279 cf Overall x 40.0% Voids Device Routing Invert Outlet Devices #1 Primary 165.55ʹ4.0ʺ Vert. Orifice/Grate C= 0.900 #2 Discarded 164.55ʹ0.110 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 100.00ʹ Discarded OutFlow Max=0.00 cfs @ 12.36 hrs HW=165.91ʹ (Free Discharge) 2=Exfiltration ( Controls 0.00 cfs) Primary OutFlow Max=0.28 cfs @ 12.36 hrs HW=165.91ʹ (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.28 cfs @ 3.21 fps) Summary for Pond 8: SCM8 flat Inflow Area = 3,419 sf, 64.14% Impervious, Inflow Depth = 5.22ʺ for 50‐year event Inflow = 0.21 cfs @ 12.29 hrs, Volume= 1,488 cf Outflow = 0.16 cfs @ 12.37 hrs, Volume= 1,487 cf, Atten= 25%, Lag= 5.2 min Discarded = 0.00 cfs @ 12.37 hrs, Volume= 613 cf Primary = 0.15 cfs @ 12.37 hrs, Volume= 874 cf Routing by Stor‐Ind method, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs Peak Elev= 165.38ʹ @ 12.37 hrs Surf.Area= 1,568 sf Storage= 457 cf Plug‐Flow detention time= 355.2 min calculated for 1,487 cf (100% of inflow) Center‐of‐Mass det. time= 354.8 min ( 1,162.1 ‐ 807.3 ) Bridge Street PostdevelopmentD:\!Monsoon\Bridge Street 2\Hydrocad\ San_Luis_Obispo D 50‐year Rainfall=6.50ʺPostDevelopment Printed 2/3/2021Prepared by Keith V Crowe, PE Page 42HydroCAD® 10.00‐22 s/n 04223 © 2018 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 164.65ʹ1,098 cf 14.00ʹW x 112.00ʹL x 1.75ʹH Prismatoid 2,744 cf Overall x 40.0% Voids Device Routing Invert Outlet Devices #1 Primary 165.15ʹ4.0ʺ Vert. Orifice/Grate C= 0.900 #2 Discarded 164.65ʹ0.110 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 100.00ʹ Discarded OutFlow Max=0.00 cfs @ 12.37 hrs HW=165.38ʹ (Free Discharge) 2=Exfiltration ( Controls 0.00 cfs) Primary OutFlow Max=0.15 cfs @ 12.37 hrs HW=165.38ʹ (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.15 cfs @ 2.44 fps) Summary for Pond 9: SCM9 Inflow Area = 10,763 sf, 98.30% Impervious, Inflow Depth = 6.26ʺ for 50‐year event Inflow = 0.73 cfs @ 12.28 hrs, Volume= 5,616 cf Outflow = 0.41 cfs @ 12.41 hrs, Volume= 5,616 cf, Atten= 43%, Lag= 7.5 min Discarded = 0.01 cfs @ 12.41 hrs, Volume= 562 cf Primary = 0.41 cfs @ 12.41 hrs, Volume= 5,054 cf Routing by Stor‐Ind method, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs Peak Elev= 164.10ʹ @ 12.41 hrs Surf.Area= 2,480 sf Storage= 582 cf Plug‐Flow detention time= 31.0 min calculated for 5,615 cf (100% of inflow) Center‐of‐Mass det. time= 31.1 min ( 783.1 ‐ 752.0 ) Volume Invert Avail.Storage Storage Description #1 163.51ʹ2,232 cf 16.00ʹW x 155.00ʹL x 2.25ʹH Prismatoid 5,580 cf Overall x 40.0% Voids Device Routing Invert Outlet Devices #1 Primary 163.51ʹ4.0ʺ Vert. Orifice/Grate C= 0.900 #2 Discarded 163.51ʹ0.110 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 100.00ʹ Discarded OutFlow Max=0.01 cfs @ 12.41 hrs HW=164.10ʹ (Free Discharge) 2=Exfiltration ( Controls 0.01 cfs) Primary OutFlow Max=0.41 cfs @ 12.41 hrs HW=164.10ʹ (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.41 cfs @ 4.68 fps) Summary for Pond Site: Site Total Inflow Area = 67,692 sf, 85.68% Impervious, Inflow Depth = 3.67ʺ for 50‐year event Inflow = 2.18 cfs @ 12.39 hrs, Volume= 20,729 cf Primary = 2.18 cfs @ 12.39 hrs, Volume= 20,729 cf, Atten= 0%, Lag= 0.0 min Routing by Stor‐Ind method, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs Bridge Street PostdevelopmentD:\!Monsoon\Bridge Street 2\Hydrocad\ San_Luis_Obispo D 100‐year Rainfall=6.70ʺPostDevelopment Printed 2/3/2021Prepared by Keith V Crowe, PE Page 43HydroCAD® 10.00‐22 s/n 04223 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment T1: DMA 12345_52 Runoff = 0.67 cfs @ 12.29 hrs, Volume= 4,327 cf, Depth= 5.42ʺ Runoff by SCS TR‐20 method, UH=SCS, Weighted‐CN, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs San_Luis_Obispo D 100‐year Rainfall=6.70ʺ Area (sf) CN Description * 2,236 98 DMA1 * 1,433 74 DMA2 * 276 98 DMA3 * 2,862 98 DMA4 * 666 98 DMA5 * 2,114 74 DMA52 9,587 89 Weighted Average 3,547 37.00% Pervious Area 6,040 63.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment T2: DMA 9_10_11_13_49 Runoff = 0.46 cfs @ 12.28 hrs, Volume= 3,043 cf, Depth= 5.64ʺ Runoff by SCS TR‐20 method, UH=SCS, Weighted‐CN, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs San_Luis_Obispo D 100‐year Rainfall=6.70ʺ Area (sf) CN Description * 1,525 98 DMA9 * 134 98 DMA10A * 248 74 DMA10B * 1,699 74 DMA11 * 1,250 98 DMA13 * 1,615 98 DMA49 Perm Pav 6,471 91 Weighted Average 1,947 30.09% Pervious Area 4,524 69.91% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Bridge Street PostdevelopmentD:\!Monsoon\Bridge Street 2\Hydrocad\ San_Luis_Obispo D 100‐year Rainfall=6.70ʺPostDevelopment Printed 2/3/2021Prepared by Keith V Crowe, PE Page 44HydroCAD® 10.00‐22 s/n 04223 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment T4a: 15a_17_20_21 Runoff = 0.45 cfs @ 12.28 hrs, Volume= 3,215 cf, Depth= 6.46ʺ Runoff by SCS TR‐20 method, UH=SCS, Weighted‐CN, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs San_Luis_Obispo D 100‐year Rainfall=6.70ʺ Area (sf) CN Description * 2,710 98 DMA15a * 1,747 98 DMA17 * 1,262 98 DMA20 * 252 98 DMA21 5,971 98 Weighted Average 5,971 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment T4B: 7_16_25_26_43_48_15b Runoff = 0.72 cfs @ 12.28 hrs, Volume= 5,099 cf, Depth= 6.34ʺ Runoff by SCS TR‐20 method, UH=SCS, Weighted‐CN, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs San_Luis_Obispo D 100‐year Rainfall=6.70ʺ Area (sf) CN Description * 1,715 98 DMA7 * 1,504 98 DMA15B * 141 74 DMA16 * 1,113 98 DMA25 * 646 98 DMA26 * 4,333 98 DMA43 PERM PAV * 196 74 DMA48 9,648 97 Weighted Average 337 3.49% Pervious Area 9,311 96.51% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment T5: 6_8_12_14_50 Runoff = 0.56 cfs @ 12.28 hrs, Volume= 3,953 cf, Depth= 6.34ʺ Runoff by SCS TR‐20 method, UH=SCS, Weighted‐CN, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs San_Luis_Obispo D 100‐year Rainfall=6.70ʺ Bridge Street PostdevelopmentD:\!Monsoon\Bridge Street 2\Hydrocad\ San_Luis_Obispo D 100‐year Rainfall=6.70ʺPostDevelopment Printed 2/3/2021Prepared by Keith V Crowe, PE Page 45HydroCAD® 10.00‐22 s/n 04223 © 2018 HydroCAD Software Solutions LLC Area (sf) CN Description * 2,117 98 DMA6 * 3,575 98 DMA8 * 346 74 DMA12 * 287 98 DMA14 * 1,154 98 DMA50 PERM PAV 7,479 97 Weighted Average 346 4.63% Pervious Area 7,133 95.37% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment T6: 15_22_23_32_33 Runoff = 0.66 cfs @ 12.28 hrs, Volume= 4,410 cf, Depth= 5.87ʺ Runoff by SCS TR‐20 method, UH=SCS, Weighted‐CN, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs San_Luis_Obispo D 100‐year Rainfall=6.70ʺ Area (sf) CN Description * 998 98 DMA18 Perm Pav * 133 74 DMA22 * 153 98 DMA23 * 6,063 98 DMA32 * 1,661 74 DMA33 9,008 93 Weighted Average 1,794 19.92% Pervious Area 7,214 80.08% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment T7: 31_31_41_51 Runoff = 0.40 cfs @ 12.28 hrs, Volume= 2,826 cf, Depth= 6.34ʺ Runoff by SCS TR‐20 method, UH=SCS, Weighted‐CN, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs San_Luis_Obispo D 100‐year Rainfall=6.70ʺ Bridge Street PostdevelopmentD:\!Monsoon\Bridge Street 2\Hydrocad\ San_Luis_Obispo D 100‐year Rainfall=6.70ʺPostDevelopment Printed 2/3/2021Prepared by Keith V Crowe, PE Page 46HydroCAD® 10.00‐22 s/n 04223 © 2018 HydroCAD Software Solutions LLC Area (sf) CN Description * 1,327 98 DMA30 * 2,135 98 DMA31 * 266 98 DMA41A * 316 74 DMA41B * 1,302 98 DMA54 PERM PAV 5,346 97 Weighted Average 316 5.91% Pervious Area 5,030 94.09% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment T8: 35_38_39_42 Runoff = 0.24 cfs @ 12.29 hrs, Volume= 1,543 cf, Depth= 5.42ʺ Runoff by SCS TR‐20 method, UH=SCS, Weighted‐CN, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs San_Luis_Obispo D 100‐year Rainfall=6.70ʺ Area (sf) CN Description * 1,772 98 DMA35 * 421 98 DMA38 * 299 74 DMA39 * 927 74 DMA42 PERM PAv 3,419 89 Weighted Average 1,226 35.86% Pervious Area 2,193 64.14% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment T9: 19_24_24_28_29 Runoff = 0.81 cfs @ 12.28 hrs, Volume= 5,795 cf, Depth= 6.46ʺ Runoff by SCS TR‐20 method, UH=SCS, Weighted‐CN, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs San_Luis_Obispo D 100‐year Rainfall=6.70ʺ Bridge Street PostdevelopmentD:\!Monsoon\Bridge Street 2\Hydrocad\ San_Luis_Obispo D 100‐year Rainfall=6.70ʺPostDevelopment Printed 2/3/2021Prepared by Keith V Crowe, PE Page 47HydroCAD® 10.00‐22 s/n 04223 © 2018 HydroCAD Software Solutions LLC Area (sf) CN Description * 78 74 DMA19 * 105 74 DMA24 * 4,847 98 DMA27 * 4,427 98 DMA28 * 1,306 98 DMA29 10,763 98 Weighted Average 183 1.70% Pervious Area 10,580 98.30% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Pond 1: SCM 1 Inflow Area = 9,587 sf, 63.00% Impervious, Inflow Depth = 5.42ʺ for 100‐year event Inflow = 0.67 cfs @ 12.29 hrs, Volume= 4,327 cf Outflow = 0.03 cfs @ 20.13 hrs, Volume= 1,930 cf, Atten= 96%, Lag= 470.7 min Discarded = 0.01 cfs @ 20.13 hrs, Volume= 1,751 cf Primary = 0.01 cfs @ 20.13 hrs, Volume= 180 cf Routing by Stor‐Ind method, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs Peak Elev= 163.50ʹ @ 20.13 hrs Surf.Area= 4,808 sf Storage= 3,452 cf Plug‐Flow detention time= 1,013.7 min calculated for 1,930 cf (45% of inflow) Center‐of‐Mass det. time= 836.8 min ( 1,639.5 ‐ 802.7 ) Volume Invert Avail.Storage Storage Description #1 160.50ʹ1,039 cf Custom Stage Data (Prismatic) Listed below (Recalc) 4,154 cf Overall x 25.0% Voids #2 162.50ʹ3,850 cf Custom Stage Data (Prismatic) Listed below (Recalc) 4,888 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq‐ft) (cubic‐feet) (cubic‐feet) 160.50 2,077 0 0 162.50 2,077 4,154 4,154 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq‐ft) (cubic‐feet) (cubic‐feet) 162.50 2,077 0 0 163.00 2,400 1,119 1,119 163.50 2,728 1,282 2,401 164.00 3,065 1,448 3,850 Device Routing Invert Outlet Devices #1 Primary 163.50ʹ12.0ʹ long x 8.0ʹ breadth Broad‐Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Bridge Street PostdevelopmentD:\!Monsoon\Bridge Street 2\Hydrocad\ San_Luis_Obispo D 100‐year Rainfall=6.70ʺPostDevelopment Printed 2/3/2021Prepared by Keith V Crowe, PE Page 48HydroCAD® 10.00‐22 s/n 04223 © 2018 HydroCAD Software Solutions LLC Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74 #2 Discarded 160.50ʹ0.110 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 100.00ʹ Discarded OutFlow Max=0.01 cfs @ 20.13 hrs HW=163.50ʹ (Free Discharge) 2=Exfiltration ( Controls 0.01 cfs) Primary OutFlow Max=0.01 cfs @ 20.13 hrs HW=163.50ʹ (Free Discharge) 1=Broad‐Crested Rectangular Weir (Weir Controls 0.01 cfs @ 0.16 fps) Summary for Pond 2: SCM 2 Flat Inflow Area = 6,471 sf, 69.91% Impervious, Inflow Depth = 5.64ʺ for 100‐year event Inflow = 0.46 cfs @ 12.28 hrs, Volume= 3,043 cf Outflow = 0.33 cfs @ 12.38 hrs, Volume= 2,723 cf, Atten= 29%, Lag= 5.7 min Discarded = 0.00 cfs @ 12.38 hrs, Volume= 691 cf Primary = 0.32 cfs @ 12.38 hrs, Volume= 2,032 cf Routing by Stor‐Ind method, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs Peak Elev= 164.08ʹ @ 12.38 hrs Surf.Area= 1,672 sf Storage= 956 cf Plug‐Flow detention time= 315.6 min calculated for 2,723 cf (89% of inflow) Center‐of‐Mass det. time= 259.1 min ( 1,052.7 ‐ 793.6 ) Volume Invert Avail.Storage Storage Description #1 162.65ʹ1,170 cf 13.27ʹW x 126.00ʹL x 1.75ʹH Prismatoid 2,926 cf Overall x 40.0% Voids Device Routing Invert Outlet Devices #1 Primary 163.65ʹ4.0ʺ Vert. Orifice/Grate C= 0.900 #2 Discarded 162.65ʹ0.110 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 100.00ʹ Discarded OutFlow Max=0.00 cfs @ 12.38 hrs HW=164.08ʹ (Free Discharge) 2=Exfiltration ( Controls 0.00 cfs) Primary OutFlow Max=0.32 cfs @ 12.38 hrs HW=164.08ʹ (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.32 cfs @ 3.70 fps) Summary for Pond 4a: SCM 4a flat Inflow Area = 5,971 sf,100.00% Impervious, Inflow Depth = 6.46ʺ for 100‐year event Inflow = 0.45 cfs @ 12.28 hrs, Volume= 3,215 cf Outflow = 0.32 cfs @ 12.38 hrs, Volume= 3,213 cf, Atten= 30%, Lag= 5.8 min Discarded = 0.00 cfs @ 12.38 hrs, Volume= 750 cf Primary = 0.31 cfs @ 12.38 hrs, Volume= 2,463 cf Routing by Stor‐Ind method, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs Peak Elev= 164.56ʹ @ 12.38 hrs Surf.Area= 1,776 sf Storage= 648 cf Plug‐Flow detention time= 222.6 min calculated for 3,212 cf (100% of inflow) Bridge Street PostdevelopmentD:\!Monsoon\Bridge Street 2\Hydrocad\ San_Luis_Obispo D 100‐year Rainfall=6.70ʺPostDevelopment Printed 2/3/2021Prepared by Keith V Crowe, PE Page 49HydroCAD® 10.00‐22 s/n 04223 © 2018 HydroCAD Software Solutions LLC Center‐of‐Mass det. time= 222.4 min ( 973.6 ‐ 751.2 ) Volume Invert Avail.Storage Storage Description #1 163.65ʹ888 cf 12.00ʹW x 148.00ʹL x 1.25ʹH Prismatoid 2,220 cf Overall x 40.0% Voids Device Routing Invert Outlet Devices #1 Primary 164.15ʹ4.0ʺ Vert. Orifice/Grate X 2 rows with 12.0ʺ cc spacing C= 0.900 #2 Discarded 163.65ʹ0.110 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 100.00ʹ Discarded OutFlow Max=0.00 cfs @ 12.38 hrs HW=164.56ʹ (Free Discharge) 2=Exfiltration ( Controls 0.00 cfs) Primary OutFlow Max=0.31 cfs @ 12.38 hrs HW=164.56ʹ (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.31 cfs @ 3.57 fps) Summary for Pond 4B: SCM 4b flat Inflow Area = 15,619 sf, 97.84% Impervious, Inflow Depth = 5.81ʺ for 100‐year event Inflow = 1.01 cfs @ 12.30 hrs, Volume= 7,562 cf Outflow = 0.45 cfs @ 12.57 hrs, Volume= 7,550 cf, Atten= 55%, Lag= 16.3 min Discarded = 0.01 cfs @ 12.57 hrs, Volume= 1,948 cf Primary = 0.44 cfs @ 12.57 hrs, Volume= 5,602 cf Routing by Stor‐Ind method, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs Peak Elev= 163.77ʹ @ 12.57 hrs Surf.Area= 4,588 sf Storage= 2,128 cf Plug‐Flow detention time= 250.6 min calculated for 7,548 cf (100% of inflow) Center‐of‐Mass det. time= 249.7 min ( 1,031.0 ‐ 781.3 ) Volume Invert Avail.Storage Storage Description #1 162.61ʹ2,294 cf 62.00ʹW x 74.00ʹL x 1.25ʹH Prismatoid 5,735 cf Overall x 40.0% Voids Device Routing Invert Outlet Devices #1 Primary 163.11ʹ4.0ʺ Vert. Orifice/Grate C= 0.900 #2 Discarded 162.61ʹ0.110 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 100.00ʹ Discarded OutFlow Max=0.01 cfs @ 12.57 hrs HW=163.77ʹ (Free Discharge) 2=Exfiltration ( Controls 0.01 cfs) Primary OutFlow Max=0.44 cfs @ 12.57 hrs HW=163.77ʹ (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.44 cfs @ 5.07 fps) Bridge Street PostdevelopmentD:\!Monsoon\Bridge Street 2\Hydrocad\ San_Luis_Obispo D 100‐year Rainfall=6.70ʺPostDevelopment Printed 2/3/2021Prepared by Keith V Crowe, PE Page 50HydroCAD® 10.00‐22 s/n 04223 © 2018 HydroCAD Software Solutions LLC Summary for Pond 5a: SCM5 Flat Inflow Area = 7,479 sf, 95.37% Impervious, Inflow Depth = 6.34ʺ for 100‐year event Inflow = 0.56 cfs @ 12.28 hrs, Volume= 3,953 cf Outflow = 0.36 cfs @ 12.39 hrs, Volume= 3,820 cf, Atten= 36%, Lag= 6.6 min Discarded = 0.01 cfs @ 12.39 hrs, Volume= 917 cf Primary = 0.35 cfs @ 12.39 hrs, Volume= 2,904 cf Routing by Stor‐Ind method, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs Peak Elev= 162.82ʹ @ 12.39 hrs Surf.Area= 2,136 sf Storage= 982 cf Plug‐Flow detention time= 262.7 min calculated for 3,819 cf (97% of inflow) Center‐of‐Mass det. time= 241.3 min ( 1,000.2 ‐ 758.9 ) Volume Invert Avail.Storage Storage Description #1 161.67ʹ1,213 cf 46.22ʹW x 46.22ʹL x 1.42ʹH Prismatoid 3,034 cf Overall x 40.0% Voids Device Routing Invert Outlet Devices #1 Primary 162.34ʹ4.0ʺ Vert. Orifice/Grate C= 0.900 #2 Discarded 161.67ʹ0.110 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 100.00ʹ Discarded OutFlow Max=0.01 cfs @ 12.39 hrs HW=162.82ʹ (Free Discharge) 2=Exfiltration ( Controls 0.01 cfs) Primary OutFlow Max=0.35 cfs @ 12.39 hrs HW=162.82ʹ (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.35 cfs @ 4.03 fps) Summary for Pond 6a: SCM6 Flat Inflow Area = 9,008 sf, 80.08% Impervious, Inflow Depth = 5.87ʺ for 100‐year event Inflow = 0.66 cfs @ 12.28 hrs, Volume= 4,410 cf Outflow = 0.36 cfs @ 12.41 hrs, Volume= 4,219 cf, Atten= 45%, Lag= 7.7 min Discarded = 0.01 cfs @ 12.41 hrs, Volume= 1,239 cf Primary = 0.36 cfs @ 12.41 hrs, Volume= 2,981 cf Routing by Stor‐Ind method, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs Peak Elev= 165.54ʹ @ 12.41 hrs Surf.Area= 2,980 sf Storage= 1,378 cf Plug‐Flow detention time= 311.4 min calculated for 4,218 cf (96% of inflow) Center‐of‐Mass det. time= 285.3 min ( 1,068.7 ‐ 783.5 ) Volume Invert Avail.Storage Storage Description #1 164.38ʹ1,693 cf 20.00ʹW x 149.00ʹL x 1.42ʹH Prismatoid 4,232 cf Overall x 40.0% Voids Device Routing Invert Outlet Devices #1 Primary 165.05ʹ4.0ʺ Vert. Orifice/Grate C= 0.900 #2 Discarded 164.38ʹ0.110 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 100.00ʹ Bridge Street PostdevelopmentD:\!Monsoon\Bridge Street 2\Hydrocad\ San_Luis_Obispo D 100‐year Rainfall=6.70ʺPostDevelopment Printed 2/3/2021Prepared by Keith V Crowe, PE Page 51HydroCAD® 10.00‐22 s/n 04223 © 2018 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.01 cfs @ 12.41 hrs HW=165.54ʹ (Free Discharge) 2=Exfiltration ( Controls 0.01 cfs) Primary OutFlow Max=0.36 cfs @ 12.41 hrs HW=165.54ʹ (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.36 cfs @ 4.08 fps) Summary for Pond 7: SCM 7 flat Inflow Area = 5,346 sf, 94.09% Impervious, Inflow Depth = 6.34ʺ for 100‐year event Inflow = 0.40 cfs @ 12.28 hrs, Volume= 2,826 cf Outflow = 0.31 cfs @ 12.37 hrs, Volume= 2,578 cf, Atten= 23%, Lag= 5.0 min Discarded = 0.00 cfs @ 12.37 hrs, Volume= 561 cf Primary = 0.31 cfs @ 12.37 hrs, Volume= 2,017 cf Routing by Stor‐Ind method, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs Peak Elev= 165.95ʹ @ 12.37 hrs Surf.Area= 1,302 sf Storage= 731 cf Plug‐Flow detention time= 283.0 min calculated for 2,578 cf (91% of inflow) Center‐of‐Mass det. time= 232.3 min ( 991.2 ‐ 758.9 ) Volume Invert Avail.Storage Storage Description #1 164.55ʹ911 cf 21.70ʹW x 60.00ʹL x 1.75ʹH Prismatoid 2,279 cf Overall x 40.0% Voids Device Routing Invert Outlet Devices #1 Primary 165.55ʹ4.0ʺ Vert. Orifice/Grate C= 0.900 #2 Discarded 164.55ʹ0.110 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 100.00ʹ Discarded OutFlow Max=0.00 cfs @ 12.37 hrs HW=165.95ʹ (Free Discharge) 2=Exfiltration ( Controls 0.00 cfs) Primary OutFlow Max=0.31 cfs @ 12.37 hrs HW=165.95ʹ (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.31 cfs @ 3.52 fps) Summary for Pond 8: SCM8 flat Inflow Area = 3,419 sf, 64.14% Impervious, Inflow Depth = 5.42ʺ for 100‐year event Inflow = 0.24 cfs @ 12.29 hrs, Volume= 1,543 cf Outflow = 0.18 cfs @ 12.37 hrs, Volume= 1,542 cf, Atten= 24%, Lag= 5.1 min Discarded = 0.00 cfs @ 12.37 hrs, Volume= 608 cf Primary = 0.18 cfs @ 12.37 hrs, Volume= 934 cf Routing by Stor‐Ind method, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs Peak Elev= 165.40ʹ @ 12.37 hrs Surf.Area= 1,568 sf Storage= 469 cf Plug‐Flow detention time= 340.3 min calculated for 1,542 cf (100% of inflow) Center‐of‐Mass det. time= 339.9 min ( 1,142.7 ‐ 802.7 ) Bridge Street PostdevelopmentD:\!Monsoon\Bridge Street 2\Hydrocad\ San_Luis_Obispo D 100‐year Rainfall=6.70ʺPostDevelopment Printed 2/3/2021Prepared by Keith V Crowe, PE Page 52HydroCAD® 10.00‐22 s/n 04223 © 2018 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 164.65ʹ1,098 cf 14.00ʹW x 112.00ʹL x 1.75ʹH Prismatoid 2,744 cf Overall x 40.0% Voids Device Routing Invert Outlet Devices #1 Primary 165.15ʹ4.0ʺ Vert. Orifice/Grate C= 0.900 #2 Discarded 164.65ʹ0.110 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 100.00ʹ Discarded OutFlow Max=0.00 cfs @ 12.37 hrs HW=165.40ʹ (Free Discharge) 2=Exfiltration ( Controls 0.00 cfs) Primary OutFlow Max=0.18 cfs @ 12.37 hrs HW=165.40ʹ (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.18 cfs @ 2.54 fps) Summary for Pond 9: SCM9 Inflow Area = 10,763 sf, 98.30% Impervious, Inflow Depth = 6.46ʺ for 100‐year event Inflow = 0.81 cfs @ 12.28 hrs, Volume= 5,795 cf Outflow = 0.45 cfs @ 12.41 hrs, Volume= 5,795 cf, Atten= 45%, Lag= 7.8 min Discarded = 0.01 cfs @ 12.41 hrs, Volume= 559 cf Primary = 0.44 cfs @ 12.41 hrs, Volume= 5,236 cf Routing by Stor‐Ind method, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs Peak Elev= 164.17ʹ @ 12.41 hrs Surf.Area= 2,480 sf Storage= 653 cf Plug‐Flow detention time= 30.6 min calculated for 5,795 cf (100% of inflow) Center‐of‐Mass det. time= 30.5 min ( 781.7 ‐ 751.2 ) Volume Invert Avail.Storage Storage Description #1 163.51ʹ2,232 cf 16.00ʹW x 155.00ʹL x 2.25ʹH Prismatoid 5,580 cf Overall x 40.0% Voids Device Routing Invert Outlet Devices #1 Primary 163.51ʹ4.0ʺ Vert. Orifice/Grate C= 0.900 #2 Discarded 163.51ʹ0.110 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 100.00ʹ Discarded OutFlow Max=0.01 cfs @ 12.41 hrs HW=164.17ʹ (Free Discharge) 2=Exfiltration ( Controls 0.01 cfs) Primary OutFlow Max=0.44 cfs @ 12.41 hrs HW=164.17ʹ (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.44 cfs @ 5.07 fps) Summary for Pond Site: Site Total Inflow Area = 67,692 sf, 85.68% Impervious, Inflow Depth = 3.88ʺ for 100‐year event Inflow = 2.37 cfs @ 12.39 hrs, Volume= 21,886 cf Primary = 2.37 cfs @ 12.39 hrs, Volume= 21,886 cf, Atten= 0%, Lag= 0.0 min Routing by Stor‐Ind method, Time Span= 0.00‐48.00 hrs, dt= 0.01 hrs Appendix II HEC-RAS Report Pre-development Post-development BridgeStreet2.rep HEC‐RAS HEC‐RAS 5.0.5 June 2018 U.S. Army Corps of Engineers Hydrologic Engineering Center 609 Second Street Davis, California X X XXXXXX XXXX XXXX XX XXXX X X X X X X X X X X X X X X X X X X X XXXXXXX XXXX X XXX XXXX XXXXXX XXXX X X X X X X X X X X X X X X X X X X X X X XXXXXX XXXX X X X X XXXXX ******************************************************************************** PROJECT DATA Project Title: Bridge Street 2 Project File : BridgeStreet2.prj Run Date and Time: Project in English units ******************************************************************************** PLAN DATA Plan Title: Plan File : Geometry Title: Two Bridges Geometry File : d:\!Monsoon\Bridge Street 2\newer Hec\BridgeStreet2.g02 Flow Title : 100yr Flow File : d:\!Monsoon\Bridge Street 2\newer Hec\BridgeStreet2.f02 Plan Summary Information: Number of: Cross Sections = 17 Multiple Openings = 0 Culverts = 2 Inline Structures = 0 Bridges = 0 Lateral Structures = 0 Computational Information Water surface calculation tolerance = 0.01 Critical depth calculation tolerance = 0.01 Maximum number of iterations = 20 Page 1 BridgeStreet2.rep Maximum difference tolerance = 0.3 Flow tolerance factor = 0.001 Computation Options Critical depth computed only where necessary Conveyance Calculation Method: At breaks in n values only Friction Slope Method: Average Conveyance Computational Flow Regime: Subcritical Flow ******************************************************************************** FLOW DATA Flow Title: 100yr Flow File : d:\!Monsoon\Bridge Street 2\newer Hec\BridgeStreet2.f02 Flow Data (cfs) ************************************************************* * River Reach RS * PF 1 * * Meadow Creek Bridge St Neighb1535 * 972 * ************************************************************* Boundary Conditions ******************************************************************************************************** * River Reach Profile * Upstream Downstream * ******************************************************************************************************** * Meadow Creek Bridge St NeighbPF 1 * Critical Known WS = 166 * ******************************************************************************************************** ******************************************************************************** GEOMETRY DATA Geometry Title: Two Bridges Geometry File : d:\!Monsoon\Bridge Street 2\newer Hec\BridgeStreet2.g02 CROSS SECTION RIVER: Meadow Creek REACH: Bridge St Neighb RS: 1535 INPUT Description: Station Elevation Data num= 10 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** Page 2 BridgeStreet2.rep 976 172 996 164 1000 163.5 1004 164 1019 167 1064 167 1108 167.2 1136 168 1237 169 1258 169.3 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 976 .04 976 .045 1019 .04 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 976 1019 44 44 44 .1 .3 CROSS SECTION OUTPUT Profile #PF 1 *********************************************************************************************** * E.G. Elev (ft) * 167.43 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 0.19 * Wt. n‐Val. * 0.040 * 0.045 * 0.040 * * W.S. Elev (ft) * 167.24 * Reach Len. (ft) * 44.00 * 44.00 * 44.00 * * Crit W.S. (ft) * * Flow Area (sq ft) * 210.61 * 64.61 * 17.28 * * E.G. Slope (ft/ft) *0.005258 * Area (sq ft) * 210.61 * 64.61 * 17.28 * * Q Total (cfs) * 972.00 * Flow (cfs) * 702.01 * 254.56 * 15.43 * * Top Width (ft) * 286.38 * Top Width (ft) * 166.38 * 29.49 * 90.51 * * Vel Total (ft/s) * 3.32 * Avg. Vel. (ft/s) * 3.33 * 3.94 * 0.89 * * Max Chl Dpth (ft) * 3.74 * Hydr. Depth (ft) * 1.27 * 2.19 * 0.19 * * Conv. Total (cfs) * 13405.1 * Conv. (cfs) * 9681.6 * 3510.7 * 212.9 * * Length Wtd. (ft) * 44.00 * Wetted Per. (ft) * 179.68 * 30.61 * 90.51 * * Min Ch El (ft) * 163.50 * Shear (lb/sq ft) * 0.38 * 0.69 * 0.06 * * Alpha * 1.10 * Stream Power (lb/ft s) * 1.28 * 2.73 * 0.06 * * Frctn Loss (ft) * 0.13 * Cum Volume (acre‐ft) * 3.83 * 4.11 * 5.87 * * C & E Loss (ft) * 0.01 * Cum SA (acres) * 2.42 * 0.72 * 3.04 * *********************************************************************************************** Warning: Divided flow computed for this cross‐section. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. CROSS SECTION RIVER: Meadow Creek REACH: Bridge St Neighb RS: 1491 INPUT Description: Station Elevation Data num= 19 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 700 170 715 165 725 163 727 163 737 165 745 166.2 787 166.4 808 166.4 829 166.6 842 166.6 866 167.6 929 165.8 972 167.3 985 166.3 1000 161.3 Page 3 BridgeStreet2.rep 1017 162.3 1024 162.3 1040 169.3 1092 169.3 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 700 .04 972 .045 1040 .04 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 972 1040 31 31 31 .1 .3 CROSS SECTION RIVER: Meadow Creek REACH: Bridge St Neighb RS: 1460 INPUT Description: Station Elevation Data num= 13 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 734 168.3 751 162.3 755 162.2 768 165.3 854 166.3 960 167.3 972 167.3 985 166.3 1000 161.3 1017 162.3 1024 162.3 1040 169.3 1092 169.3 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 734 .04 985 .045 1040 .04 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 985 1040 33 33 33 .1 .3 Ineffective Flow num= 1 Sta L Sta R Elev Permanent 734 742 F CROSS SECTION RIVER: Meadow Creek REACH: Bridge St Neighb RS: 1427 INPUT Description: Station Elevation Data num= 14 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 750 167.75 762 165.75 767 162.25 781 165.75 891 166.75 Page 4 BridgeStreet2.rep 972 167.75 984 167.75 996 161.75 1000 161.25 1006 161.75 1008 162.75 1023 163.75 1035 168.75 1136 168.75 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 750 .04 984 .045 1035 .04 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 984 1035 51 51 51 .1 .3 Ineffective Flow num= 1 Sta L Sta R Elev Permanent 750 762 F CROSS SECTION RIVER: Meadow Creek REACH: Bridge St Neighb RS: 1376 INPUT Description: Station Elevation Data num= 20 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 755 190 755 164 763 162 772 165 780 163.8 785 164.9 875 166 963 167 984 167 988 166 998 162 1000 161.2 1015 162 1026 163 1039 168 1114 169 1154 168 1161 168.3 1161 167.8 1182 168.4 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 755 .04 988 .045 1039 .04 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 988 1039 22 22 22 .1 .3 CROSS SECTION RIVER: Meadow Creek REACH: Bridge St Neighb RS: 1354 INPUT Description: Station Elevation Data num= 19 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev Page 5 BridgeStreet2.rep ******************************************************************************** 752 190 752 164 762 162 771 165 783 164.1 788 165 883 166 970 167 977 167 986 161 1014 161 1024 163 1034 168 1038 169 1071 169 1153 168 1159 168.2 1159 167.7 1177 168.2 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 752 .04 977 .045 1034 .04 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 977 1034 47 47 47 .1 .3 CULVERT RIVER: Meadow Creek REACH: Bridge St Neighb RS: 1330 INPUT Description: Distance from Upstream XS = 3 Deck/Roadway Width = 32 Weir Coefficient = 2.6 Upstream Deck/Roadway Coordinates num= 11 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord ************************************************************************ 883 166 160 925 166.2 160 940 167.2 160 962 167.24 160 987 171.63 160 1000 172.5 160 1013 171.63 160 1023 170.52 160 1034 169.52 160 1051 168.7 160 1156 168 160 Upstream Bridge Cross Section Data Station Elevation Data num= 19 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 752 190 752 164 762 162 771 165 783 164.1 788 165 883 166 970 167 977 167 986 161 1014 161 1024 163 1034 168 1038 169 1071 169 1153 168 1159 168.2 1159 167.7 1177 168.2 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 752 .04 977 .045 1034 .04 Page 6 BridgeStreet2.rep Bank Sta: Left Right Coeff Contr. Expan. 977 1034 .1 .3 Downstream Deck/Roadway Coordinates num= 12 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord ************************************************************************ 863 163.5 160 879 165 160 925 166.2 160 940 167.2 160 962 167.24 160 987 171.63 160 1000 172.5 160 1013 171.63 160 1023 170.52 160 1034 169.52 160 1051 168.7 160 1156 168 160 Downstream Bridge Cross Section Data Station Elevation Data num= 15 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 828 190 828 164 838 162 847 164 852 165 863 163.5 879 165 984 166 986 161 1014 161 1032 165 1044 168 1156 168 1168 167 1186 167.5 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 828 .04 852 .045 1044 .04 Bank Sta: Left Right Coeff Contr. Expan. 852 1044 .1 .3 Upstream Embankment side slope = 0 horiz. to 1.0 vertical Downstream Embankment side slope = 0 horiz. to 1.0 vertical Maximum allowable submergence for weir flow = .98 Elevation at which weir flow begins = Energy head used in spillway design = Spillway height used in design = Weir crest shape = Broad Crested Number of Culverts = 1 Culvert Name Shape Rise Span Culvert #1 Conspan Arch 5.75 28 FHWA Chart # 60‐ Span/Rise ratio approximate 2:1 FHWA Scale # 1 ‐ 0 degree wing wall angle Solution Criteria = Highest U.S. EG Culvert Upstrm Dist Length Top n Bottom n Depth Blocked Entrance Loss Coef Exit Loss Coef 3 31 .015 .015 0 .3 .6 Upstream Elevation = 161.05 Centerline Station = 1000 Downstream Elevation = 161 Page 7 BridgeStreet2.rep Centerline Station = 1000 CROSS SECTION RIVER: Meadow Creek REACH: Bridge St Neighb RS: 1307 INPUT Description: Station Elevation Data num= 15 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 828 190 828 164 838 162 847 164 852 165 863 163.5 879 165 984 166 986 161 1014 161 1032 165 1044 168 1156 168 1168 167 1186 167.5 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 828 .04 852 .045 1044 .04 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 852 1044 22 22 22 .1 .3 CROSS SECTION RIVER: Meadow Creek REACH: Bridge St Neighb RS: 1285 INPUT Description: Station Elevation Data num= 18 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 722 170.5 737 166.5 782 165.5 793 165 802 164.5 832 163.5 924 164.5 966 164.5 977 163.5 989 159.5 1004 159.5 1014 164.5 1024 165.5 1138 168.5 1145 170.5 1158 166.5 1203 166 1803 172 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 722 .04 977 .045 1014 .04 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 977 1014 51 51 51 .1 .3 Page 8 BridgeStreet2.rep Ineffective Flow num= 2 Sta L Sta R Elev Permanent 737 795 190.5 T 1247 1417 190.5 T CROSS SECTION RIVER: Meadow Creek REACH: Bridge St Neighb RS: 1234 INPUT Description: Station Elevation Data num= 19 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 733 167 764 165 778 161.2 784 161.2 795 164 834 164 890 164.7 969 166 977 163.5 989 159.5 1000 159.5 1004 159.5 1014 164.5 1024 165.5 1138 168.5 1145 170.5 1158 166.5 1203 166 1803 172 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 733 .04 969 .045 1014 .04 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 969 1014 55 55 55 .1 .3 CROSS SECTION RIVER: Meadow Creek REACH: Bridge St Neighb RS: 1179 INPUT Description: Station Elevation Data num= 18 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 739 167 786 165 805 161 811 161 823 163 856 163.7 913 164 981 164 989 159 1000 159 1004 159 1014 164 1024 165 1138 168 1145 170 1158 166 1203 165.5 1803 171.5 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ Page 9 BridgeStreet2.rep 739 .04 981 .045 1014 .04 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 981 1014 47 47 47 .1 .3 CROSS SECTION RIVER: Meadow Creek REACH: Bridge St Neighb RS: 1132 INPUT Description: Station Elevation Data num= 19 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 784 164 795 162 800 161 805 161 817 163 883 164 960 164 966 164 977 163 989 159 1000 159 1004 159 1014 164 1024 165 1138 168 1145 170 1158 166 1203 165.5 1803 171.5 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 784 .04 977 .045 1014 .04 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 977 1014 36 36 36 .1 .3 Ineffective Flow num= 3 Sta L Sta R Elev Permanent 737 802 190 T 844 911 190 T 1247 1417 190 T CROSS SECTION RIVER: Meadow Creek REACH: Bridge St Neighb RS: 1096 INPUT Description: Station Elevation Data num= 10 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 744 167 800 164 821 160.6 827 160.6 841 163 979 163.5 995 158 1000 158 1014 164 1161 166.5 Page 10 BridgeStreet2.rep Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 744 .04 979 .045 1014 .04 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 979 1014 69 69 69 .1 .3 CULVERT RIVER: Meadow Creek REACH: Bridge St Neighb RS: 1058 INPUT Description: Distance from Upstream XS = 13 Deck/Roadway Width = 40 Weir Coefficient = 2.6 Upstream Deck/Roadway Coordinates num= 24 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord ************************************************************************ 753 170 150 773 169.33 150 790 168.45 150 790 167.95 150 830 166.5 150 830 167 150 842 166.9 150 853 167.05 150 853 166.65 150 864 166.85 150 969 166.85 150 989 167.77 150 1000 167.89 150 1018 167.23 150 1032 166.58 150 1053 165.85 150 1203 165.85 150 1219 165.59 150 1229 165.2 150 1229 164.7 150 1247 165.2 150 1265 164.7 150 1265 165.2 150 1865 170 150 Upstream Bridge Cross Section Data Station Elevation Data num= 10 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 744 167 800 164 821 160.6 827 160.6 841 163 979 163.5 995 158 1000 158 1014 164 1161 166.5 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 744 .04 979 .045 1014 .04 Bank Sta: Left Right Coeff Contr. Expan. 979 1014 .1 .3 Downstream Deck/Roadway Coordinates Page 11 BridgeStreet2.rep num= 26 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord ************************************************************************ 783 167.9 150 802 166.8 150 818 166.2 150 835 166.12 150 836 166.4 150 880 166.4 150 903 166.2 150 969 166.7 150 969 166.7 150 987 167 150 991 167.2 150 1000 167.4 150 1009 167.6 150 1016 167.8 150 1018 168 150 1048 166.3 150 1065 165.8 150 1092 165.7 150 1138 165.5 150 1187 165.3 150 1197 165.2 150 1197 164.7 150 1215 165.2 150 1233 164.7 150 1233 165.2 150 1833 170 150 Downstream Bridge Cross Section Data Station Elevation Data num= 18 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 833 171 854 162 867 161 895 164 901 164.5 941 165 972 165 981 164.7 986 158 1014 158 1029 163.5 1046 163 1060 163 1143 164 1159 165 1236 165 1236.1 165.5 1836 171.5 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 833 .04 981 .045 1029 .04 Bank Sta: Left Right Coeff Contr. Expan. 981 1029 .1 .3 Upstream Embankment side slope = 1 horiz. to 1.0 vertical Downstream Embankment side slope = 1 horiz. to 1.0 vertical Maximum allowable submergence for weir flow = .95 Elevation at which weir flow begins = Energy head used in spillway design = Spillway height used in design = Weir crest shape = Broad Crested Number of Culverts = 2 Culvert Name Shape Rise Span Culvert #2 Box 2.67 3.75 FHWA Chart # 8 ‐ flared wingwalls FHWA Scale # 1 ‐ Wingwall flared 30 to 75 deg. Solution Criteria = Highest U.S. EG Culvert Upstrm Dist Length Top n Bottom n Depth Blocked Entrance Loss Coef Exit Loss Coef 15 32 .012 .012 0 .5 1 Upstream Elevation = 161.5 Page 12 BridgeStreet2.rep Centerline Station = 792 Downstream Elevation = 161.2 Centerline Station = 867 Culvert Name Shape Rise Span Culvert #1 Conspan Arch 5.1 28 FHWA Chart # 61‐ Span/Rise ratio approximate 4:1 FHWA Scale # 2 ‐ 45 degree wing wall angle Solution Criteria = Highest U.S. EG Culvert Upstrm Dist Length Top n Bottom n Depth Blocked Entrance Loss Coef Exit Loss Coef 6 40 .012 .03 0 .2 1 Upstream Elevation = 158 Centerline Station = 1000 Downstream Elevation = 158 Centerline Station = 1000 CROSS SECTION RIVER: Meadow Creek REACH: Bridge St Neighb RS: 1027 INPUT Description: Station Elevation Data num= 18 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 833 171 854 162 867 161 895 164 901 164.5 941 165 972 165 981 164.7 986 158 1014 158 1029 163.5 1046 163 1060 163 1143 164 1159 165 1236 165 1236.1 165.5 1836 171.5 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 833 .04 981 .045 1029 .04 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 981 1029 11 11 11 .1 .3 CROSS SECTION RIVER: Meadow Creek REACH: Bridge St Neighb RS: 1016 INPUT Description: Page 13 BridgeStreet2.rep Station Elevation Data num= 19 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 863 173 890 161 896 160 917 161 927 162 967 165 973 165 980 164 991 162 996 158 1007 158 1011 162 1023 163 1045 163.5 1075 163 1158 164 1241 164 1241.1 164.5 1840 170.5 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 863 .04 980 .045 1023 .04 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 980 1023 16 16 16 .1 .3 CROSS SECTION RIVER: Meadow Creek REACH: Bridge St Neighb RS: 1000 INPUT Description: DS Limit Station Elevation Data num= 16 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 865 173 892 161 919 160 925 160 933 162 952 163 974 164.5 988 163 1000 157 1010 158 1017 162 1024 162.5 1060 163 1100 164 1166 164 1251 170 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 865 .04 974 .045 1024 .04 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 974 1024 130 130 130 .1 .3 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 1076 1191 190 T 1336 1516 190 T CROSS SECTION RIVER: Meadow Creek Page 14 BridgeStreet2.rep REACH: Bridge St Neighb RS: 870 INPUT Description: thru ironworks bldg Station Elevation Data num= 11 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 984 172.26 997 157.5 1003 157 1014 161.8 1034 162.6 1075 163.1 1201 163.4 1207 162.99 1227 163.1 1249 162.44 1270 163.3 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 984 .04 984 .03 1014 .04 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 984 1014 131 131 131 .1 .3 Ineffective Flow num= 1 Sta L Sta R Elev Permanent 1124 1209 190 T CROSS SECTION RIVER: Meadow Creek REACH: Bridge St Neighb RS: 740 INPUT Description: Cl BeeBee st extended Station Elevation Data num= 15 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 970 174.9 991 165.2 995 157.2 1000 157.5 1008 157.7 1021 161.9 1051 162.4 1126 162.4 1199 162.3 1211 162.7 1216 162.2 1222 161.52 1241 161.81 1259 161.11 1341 161.8 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 970 .04 991 .03 1021 .04 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 991 1021 0 0 0 .1 .3 ******************************************************************************** SUMMARY OF MANNING'S N VALUES Page 15 BridgeStreet2.rep River:Meadow Creek ***************************************************************** * Reach * River Sta. * n1 * n2 * n3 * ***************************************************************** *Bridge St Neighb* 1535 * .04* .045* .04* *Bridge St Neighb* 1491 * .04* .045* .04* *Bridge St Neighb* 1460 * .04* .045* .04* *Bridge St Neighb* 1427 * .04* .045* .04* *Bridge St Neighb* 1376 * .04* .045* .04* *Bridge St Neighb* 1354 * .04* .045* .04* *Bridge St Neighb* 1330 *Culvert * * * *Bridge St Neighb* 1307 * .04* .045* .04* *Bridge St Neighb* 1285 * .04* .045* .04* *Bridge St Neighb* 1234 * .04* .045* .04* *Bridge St Neighb* 1179 * .04* .045* .04* *Bridge St Neighb* 1132 * .04* .045* .04* *Bridge St Neighb* 1096 * .04* .045* .04* *Bridge St Neighb* 1058 *Culvert * * * *Bridge St Neighb* 1027 * .04* .045* .04* *Bridge St Neighb* 1016 * .04* .045* .04* *Bridge St Neighb* 1000 * .04* .045* .04* *Bridge St Neighb* 870 * .04* .03* .04* *Bridge St Neighb* 740 * .04* .03* .04* ***************************************************************** ******************************************************************************** SUMMARY OF REACH LENGTHS River: Meadow Creek ***************************************************************** * Reach * River Sta. * Left * Channel * Right * ***************************************************************** *Bridge St Neighb* 1535 * 44* 44* 44* *Bridge St Neighb* 1491 * 31* 31* 31* *Bridge St Neighb* 1460 * 33* 33* 33* *Bridge St Neighb* 1427 * 51* 51* 51* *Bridge St Neighb* 1376 * 22* 22* 22* *Bridge St Neighb* 1354 * 47* 47* 47* *Bridge St Neighb* 1330 *Culvert * * * *Bridge St Neighb* 1307 * 22* 22* 22* *Bridge St Neighb* 1285 * 51* 51* 51* *Bridge St Neighb* 1234 * 55* 55* 55* *Bridge St Neighb* 1179 * 47* 47* 47* *Bridge St Neighb* 1132 * 36* 36* 36* *Bridge St Neighb* 1096 * 69* 69* 69* *Bridge St Neighb* 1058 *Culvert * * * Page 16 BridgeStreet2.rep *Bridge St Neighb* 1027 * 11* 11* 11* *Bridge St Neighb* 1016 * 16* 16* 16* *Bridge St Neighb* 1000 * 130* 130* 130* *Bridge St Neighb* 870 * 131* 131* 131* *Bridge St Neighb* 740 * 0* 0* 0* ***************************************************************** ******************************************************************************** SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTS River: Meadow Creek ******************************************************* * Reach * River Sta. * Contr. * Expan. * ******************************************************* *Bridge St Neighb* 1535 * .1* .3* *Bridge St Neighb* 1491 * .1* .3* *Bridge St Neighb* 1460 * .1* .3* *Bridge St Neighb* 1427 * .1* .3* *Bridge St Neighb* 1376 * .1* .3* *Bridge St Neighb* 1354 * .1* .3* *Bridge St Neighb* 1330 *Culvert * * *Bridge St Neighb* 1307 * .1* .3* *Bridge St Neighb* 1285 * .1* .3* *Bridge St Neighb* 1234 * .1* .3* *Bridge St Neighb* 1179 * .1* .3* *Bridge St Neighb* 1132 * .1* .3* *Bridge St Neighb* 1096 * .1* .3* *Bridge St Neighb* 1058 *Culvert * * *Bridge St Neighb* 1027 * .1* .3* *Bridge St Neighb* 1016 * .1* .3* *Bridge St Neighb* 1000 * .1* .3* *Bridge St Neighb* 870 * .1* .3* *Bridge St Neighb* 740 * .1* .3* ******************************************************* Profile Output Table ‐ Standard Table 1 ********************************************************************************************************************************************************************* * Reach * River Sta * Profile * Q Total * Min Ch El * W.S. Elev * Crit W.S. * E.G. Elev * E.G. Slope * Vel Chnl * Flow Area * Top Width * Froude # Chl * * * * * (cfs) * (ft) * (ft) * (ft) * (ft) * (ft/ft) * (ft/s) * (sq ft) * (ft) * * ********************************************************************************************************************************************************************* * Bridge St Neighb * 1535 * PF 1 * 972.00 * 163.50 * 167.24 * * 167.43 * 0.005258 * 3.94 * 292.50 * 286.38 * 0.47 * * Bridge St Neighb * 1491 * PF 1 * 972.00 * 161.70 * 167.14 * * 167.29 * 0.001985 * 3.49 * 340.92 * 194.54 * 0.31 * * Bridge St Neighb * 1460 * PF 1 * 972.00 * 161.30 * 167.10 * * 167.22 * 0.001498 * 3.14 * 365.71 * 224.52 * 0.28 * * Bridge St Neighb * 1427 * PF 1 * 972.00 * 161.25 * 166.92 * * 167.14 * 0.003309 * 4.24 * 277.00 * 204.36 * 0.40 * * Bridge St Neighb * 1376 * PF 1 * 972.00 * 161.20 * 166.83 * * 166.99 * 0.002165 * 3.68 * 329.98 * 217.25 * 0.33 * * Bridge St Neighb * 1354 * PF 1 * 972.00 * 161.00 * 166.86 * 163.90 * 166.94 * 0.000761 * 2.45 * 487.19 * 212.71 * 0.20 * * Bridge St Neighb * 1330 * * Culvert * * * * * * * * * * Page 17 BridgeStreet2.rep * Bridge St Neighb * 1307 * PF 1 * 972.00 * 161.00 * 166.82 * * 166.88 * 0.000651 * 2.33 * 541.84 * 243.27 * 0.18 * * Bridge St Neighb * 1285 * PF 1 * 972.00 * 159.50 * 166.80 * * 166.87 * 0.000634 * 2.46 * 581.54 * 424.14 * 0.18 * * Bridge St Neighb * 1234 * PF 1 * 972.00 * 159.50 * 166.80 * * 166.83 * 0.000312 * 1.71 * 820.02 * 456.49 * 0.13 * * Bridge St Neighb * 1179 * PF 1 * 972.00 * 159.00 * 166.80 * * 166.82 * 0.000210 * 1.57 * 992.52 * 518.14 * 0.11 * * Bridge St Neighb * 1132 * PF 1 * 972.00 * 159.00 * 166.76 * * 166.80 * 0.000320 * 1.98 * 724.26 * 506.81 * 0.14 * * Bridge St Neighb * 1096 * PF 1 * 972.00 * 158.00 * 166.78 * 162.42 * 166.79 * 0.000119 * 1.21 * 1138.02 * 412.81 * 0.08 * * Bridge St Neighb * 1058 * * Culvert * * * * * * * * * * * Bridge St Neighb * 1027 * PF 1 * 972.00 * 158.00 * 166.04 * * 166.06 * 0.000166 * 1.45 * 1032.64 * 445.99 * 0.10 * * Bridge St Neighb * 1016 * PF 1 * 972.00 * 158.00 * 166.05 * * 166.06 * 0.000135 * 1.08 * 1209.09 * 517.03 * 0.08 * * Bridge St Neighb * 1000 * PF 1 * 972.00 * 157.00 * 166.03 * * 166.06 * 0.000185 * 1.30 * 794.14 * 314.13 * 0.10 * * Bridge St Neighb * 870 * PF 1 * 972.00 * 157.00 * 165.99 * * 166.03 * 0.000221 * 2.25 * 688.61 * 280.47 * 0.16 * * Bridge St Neighb * 740 * PF 1 * 972.00 * 157.20 * 166.00 * 162.39 * 166.01 * 0.000041 * 1.04 * 1484.26 * 351.73 * 0.07 * ********************************************************************************************************************************************************************* Profile Output Table ‐ Standard Table 2 **************************************************************************************************************************************************** * Reach * River Sta * Profile * E.G. Elev * W.S. Elev * Vel Head * Frctn Loss * C & E Loss * Q Left * Q Channel * Q Right * Top Width * * * * * (ft) * (ft) * (ft) * (ft) * (ft) * (cfs) * (cfs) * (cfs) * (ft) * **************************************************************************************************************************************************** * Bridge St Neighb * 1535 * PF 1 * 167.43 * 167.24 * 0.19 * 0.13 * 0.01 * 702.01 * 254.56 * 15.43 * 286.38 * * Bridge St Neighb * 1491 * PF 1 * 167.29 * 167.14 * 0.15 * 0.05 * 0.01 * 333.00 * 639.00 * * 194.54 * * Bridge St Neighb * 1460 * PF 1 * 167.22 * 167.10 * 0.12 * 0.07 * 0.01 * 345.08 * 626.92 * * 224.52 * * Bridge St Neighb * 1427 * PF 1 * 167.14 * 166.92 * 0.22 * 0.13 * 0.02 * 304.15 * 667.85 * * 204.36 * * Bridge St Neighb * 1376 * PF 1 * 166.99 * 166.83 * 0.17 * 0.03 * 0.03 * 296.76 * 675.24 * * 217.25 * * Bridge St Neighb * 1354 * PF 1 * 166.94 * 166.86 * 0.07 * * * 350.33 * 621.67 * * 212.71 * * Bridge St Neighb * 1330 * * Culvert * * * * * * * * * * Bridge St Neighb * 1307 * PF 1 * 166.88 * 166.82 * 0.06 * 0.01 * 0.00 * 411.08 * 555.16 * 5.77 * 243.27 * * Bridge St Neighb * 1285 * PF 1 * 166.87 * 166.80 * 0.06 * 0.02 * 0.01 * 439.67 * 457.75 * 74.58 * 424.14 * * Bridge St Neighb * 1234 * PF 1 * 166.83 * 166.80 * 0.03 * 0.01 * 0.00 * 513.23 * 406.98 * 51.79 * 456.49 * * Bridge St Neighb * 1179 * PF 1 * 166.82 * 166.80 * 0.02 * 0.01 * 0.00 * 532.43 * 333.62 * 105.95 * 518.14 * * Bridge St Neighb * 1132 * PF 1 * 166.80 * 166.76 * 0.04 * 0.01 * 0.01 * 382.32 * 471.40 * 118.28 * 506.81 * * Bridge St Neighb * 1096 * PF 1 * 166.79 * 166.78 * 0.01 * * * 529.95 * 321.70 * 120.35 * 412.81 * * Bridge St Neighb * 1058 * * Culvert * * * * * * * * * * Bridge St Neighb * 1027 * PF 1 * 166.06 * 166.04 * 0.02 * 0.00 * 0.00 * 219.56 * 475.25 * 277.19 * 445.99 * * Bridge St Neighb * 1016 * PF 1 * 166.06 * 166.05 * 0.01 * 0.00 * 0.00 * 331.15 * 237.29 * 403.56 * 517.03 * * Bridge St Neighb * 1000 * PF 1 * 166.06 * 166.03 * 0.02 * 0.03 * 0.00 * 466.97 * 335.09 * 169.94 * 314.13 * * Bridge St Neighb * 870 * PF 1 * 166.03 * 165.99 * 0.04 * 0.01 * 0.01 * * 352.30 * 619.70 * 280.47 * * Bridge St Neighb * 740 * PF 1 * 166.01 * 166.00 * 0.01 * * * 0.08 * 217.87 * 754.05 * 351.73 * **************************************************************************************************************************************************** Page 18 BridgeStreet2.rep HEC‐RAS HEC‐RAS 5.0.5 June 2018 U.S. Army Corps of Engineers Hydrologic Engineering Center 609 Second Street Davis, California X X XXXXXX XXXX XXXX XX XXXX X X X X X X X X X X X X X X X X X X X XXXXXXX XXXX X XXX XXXX XXXXXX XXXX X X X X X X X X X X X X X X X X X X X X X XXXXXX XXXX X X X X XXXXX ******************************************************************************** PROJECT DATA Project Title: Bridge Street 2 Project File : BridgeStreet2.prj Run Date and Time: Project in English units ******************************************************************************** PLAN DATA Plan Title: Plan File : Geometry Title: Final Configuration Geometry File : d:\!Monsoon\Bridge Street 2\newer Hec\BridgeStreet2.g03 Flow Title : 100yr Flow File : d:\!Monsoon\Bridge Street 2\newer Hec\BridgeStreet2.f02 Plan Summary Information: Number of: Cross Sections = 17 Multiple Openings = 0 Culverts = 2 Inline Structures = 0 Bridges = 0 Lateral Structures = 0 Computational Information Water surface calculation tolerance = 0.01 Critical depth calculation tolerance = 0.01 Maximum number of iterations = 20 Page 1 BridgeStreet2.rep Maximum difference tolerance = 0.3 Flow tolerance factor = 0.001 Computation Options Critical depth computed only where necessary Conveyance Calculation Method: At breaks in n values only Friction Slope Method: Average Conveyance Computational Flow Regime: Subcritical Flow ******************************************************************************** FLOW DATA Flow Title: 100yr Flow File : d:\!Monsoon\Bridge Street 2\newer Hec\BridgeStreet2.f02 Flow Data (cfs) ************************************************************* * River Reach RS * PF 1 * * Meadow Creek Bridge St Neighb1535 * 972 * ************************************************************* Boundary Conditions ******************************************************************************************************** * River Reach Profile * Upstream Downstream * ******************************************************************************************************** * Meadow Creek Bridge St NeighbPF 1 * Critical Known WS = 166 * ******************************************************************************************************** ******************************************************************************** GEOMETRY DATA Geometry Title: Final Configuration Geometry File : d:\!Monsoon\Bridge Street 2\newer Hec\BridgeStreet2.g03 CROSS SECTION RIVER: Meadow Creek REACH: Bridge St Neighb RS: 1535 INPUT Description: Station Elevation Data num= 27 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** Page 2 BridgeStreet2.rep 688 175 701 170 713 165 717 164 723 163.5 729 164 731 165 735 165.5 741 167 741 166.5 796 166 825.25 166.2 881 166.3 881 166.8 889 166.8 927 169.3 939 172 984 170 996 164 1000 163.5 1004 164 1019 167 1064 167 1108 167.2 1136 168 1237 169 1258 169.3 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 688 .04 984 .045 1019 .04 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 984 1019 44 44 44 .1 .3 Blocked Obstructions num= 7 Sta L Sta R Elev Sta L Sta R Elev Sta L Sta R Elev ************************************************************************ 741 743.5 180 755 757.5 180 792 794.5 180 826 828.5 180 838 840.5 180 860 862.5 180 889 927 180 CROSS SECTION OUTPUT Profile #PF 1 *********************************************************************************************** * E.G. Elev (ft) * 167.43 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 0.19 * Wt. n‐Val. * 0.040 * 0.045 * 0.040 * * W.S. Elev (ft) * 167.24 * Reach Len. (ft) * 44.00 * 44.00 * 44.00 * * Crit W.S. (ft) * * Flow Area (sq ft) * 210.61 * 64.61 * 17.28 * * E.G. Slope (ft/ft) *0.005258 * Area (sq ft) * 210.61 * 64.61 * 17.28 * * Q Total (cfs) * 972.00 * Flow (cfs) * 702.01 * 254.56 * 15.43 * * Top Width (ft) * 286.38 * Top Width (ft) * 166.38 * 29.49 * 90.51 * * Vel Total (ft/s) * 3.32 * Avg. Vel. (ft/s) * 3.33 * 3.94 * 0.89 * * Max Chl Dpth (ft) * 3.74 * Hydr. Depth (ft) * 1.27 * 2.19 * 0.19 * * Conv. Total (cfs) * 13405.1 * Conv. (cfs) * 9681.6 * 3510.7 * 212.9 * * Length Wtd. (ft) * 44.00 * Wetted Per. (ft) * 179.68 * 30.61 * 90.51 * * Min Ch El (ft) * 163.50 * Shear (lb/sq ft) * 0.38 * 0.69 * 0.06 * * Alpha * 1.10 * Stream Power (lb/ft s) * 1.28 * 2.73 * 0.06 * * Frctn Loss (ft) * 0.13 * Cum Volume (acre‐ft) * 3.83 * 4.11 * 5.87 * * C & E Loss (ft) * 0.01 * Cum SA (acres) * 2.42 * 0.72 * 3.04 * *********************************************************************************************** Warning: Divided flow computed for this cross‐section. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. CROSS SECTION RIVER: Meadow Creek Page 3 BridgeStreet2.rep REACH: Bridge St Neighb RS: 1491 INPUT Description: Station Elevation Data num= 21 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 721 170 734 165 746 163 759 166 760 166 800 166.4 800 166.9 804 167 826 167 859 166.4 883 166.3 924 166.4 924 166.9 946 168 947 168.4 985 168 1000 161.7 1017 162.3 1024 162.3 1040 169.3 1092 169.3 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 721 .04 985 .045 1040 .04 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 985 1040 31 31 31 .1 .3 Blocked Obstructions num= 6 Sta L Sta R Elev Sta L Sta R Elev Sta L Sta R Elev ************************************************************************ 760 760.25 180 774 776.5 180 804 826 180 859 883 180 889 891.5 180 921 923.5 180 CROSS SECTION RIVER: Meadow Creek REACH: Bridge St Neighb RS: 1460 INPUT Description: Station Elevation Data num= 21 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 734 168.3 751 162.3 755 162.2 772 166.66 772 166.16 791 166.4 791 166.9 808 166.8 850 166.5 904 166.5 914 166.6 914 167.1 924 168 960 167.3 972 167.3 985 166.3 1000 161.3 1017 162.3 1024 162.3 1040 169.3 1092 169.3 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 734 .04 985 .045 1040 .04 Page 4 BridgeStreet2.rep Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 985 1040 33 33 33 .1 .3 Ineffective Flow num= 1 Sta L Sta R Elev Permanent 734 742 F Blocked Obstructions num= 6 Sta L Sta R Elev Sta L Sta R Elev Sta L Sta R Elev ************************************************************************ 772 774.5 180 786 788.5 180 850 852.5 180 873 875.5 180 896 898.5 180 926 928.5 180 CROSS SECTION RIVER: Meadow Creek REACH: Bridge St Neighb RS: 1427 INPUT Description: Station Elevation Data num= 23 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 750 167.75 762 165.75 767 162.25 781 165.75 792 166 792 166.16 847 166.2 854 166.2 854 166.7 880 167 934 166.5 945 166.6 945 167.1 963 167.4 972 167.75 984 167.75 996 161.75 1000 161.25 1006 161.75 1008 162.75 1023 163.75 1035 168.75 1136 168.75 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 750 .04 984 .045 1035 .04 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 984 1035 51 51 51 .1 .3 Ineffective Flow num= 1 Sta L Sta R Elev Permanent 750 762 F Blocked Obstructions num= 7 Sta L Sta R Elev Sta L Sta R Elev Sta L Sta R Elev ************************************************************************ 792 794.5 180 810 812.5 180 835 837.5 180 845 847.5 180 880 882.5 180 902 904.5 180 932 934.5 180 CROSS SECTION Page 5 BridgeStreet2.rep RIVER: Meadow Creek REACH: Bridge St Neighb RS: 1376 INPUT Description: Station Elevation Data num= 29 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 755 190 755 164 763 162 772 165 779.5 165.6 804.5 166 823.5 166.2 860.5 166.2 865.5 166.2 865.5 166.6 876.5 166.6 904.5 166.9 908.5 166.9 908.5 166.4 969.5 166.6 977.5 166.6 977.5 167.1 984 167 988 166 998 162 1000 161.2 1015 162 1026 163 1039 168 1114 169 1154 168 1161 168.3 1161 167.8 1182 168.4 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 755 .04 988 .045 1039 .04 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 988 1039 22 22 22 .1 .3 Blocked Obstructions num= 5 Sta L Sta R Elev Sta L Sta R Elev Sta L Sta R Elev ************************************************************************ 805 824 180 830 832.5 180 840 842.5 180 876 904 180 904 906.5 180 CROSS SECTION RIVER: Meadow Creek REACH: Bridge St Neighb RS: 1354 INPUT Description: Station Elevation Data num= 19 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 752 190 752 164 762 162 771 165 783 164.1 788 165 883 166 970 167 977 167 986 161 1014 161 1024 163 1034 168 1038 169 1071 169 1153 168 1159 168.2 1159 167.7 1177 168.2 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 752 .04 977 .045 1034 .04 Page 6 BridgeStreet2.rep Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 977 1034 47 47 47 .1 .3 Blocked Obstructions num= 6 Sta L Sta R Elev Sta L Sta R Elev Sta L Sta R Elev ************************************************************************ 798 800.5 180 812 814.5 180 838 840.5 180 848 850.5 180 887 922.5 180 950 952.5 180 CULVERT RIVER: Meadow Creek REACH: Bridge St Neighb RS: 1330 INPUT Description: Distance from Upstream XS = 3 Deck/Roadway Width = 32 Weir Coefficient = 2.6 Upstream Deck/Roadway Coordinates num= 11 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord ************************************************************************ 883 166 160 925 166.2 160 940 167.2 160 962 167.24 160 987 171.63 160 1000 172.5 160 1013 171.63 160 1023 170.52 160 1034 169.52 160 1051 168.7 160 1156 168 160 Upstream Bridge Cross Section Data Station Elevation Data num= 19 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 752 190 752 164 762 162 771 165 783 164.1 788 165 883 166 970 167 977 167 986 161 1014 161 1024 163 1034 168 1038 169 1071 169 1153 168 1159 168.2 1159 167.7 1177 168.2 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 752 .04 977 .045 1034 .04 Bank Sta: Left Right Coeff Contr. Expan. 977 1034 .1 .3 Blocked Obstructions num= 6 Sta L Sta R Elev Sta L Sta R Elev Sta L Sta R Elev ************************************************************************ Page 7 BridgeStreet2.rep 798 800.5 180 812 814.5 180 838 840.5 180 848 850.5 180 887 922.5 180 950 952.5 180 Downstream Deck/Roadway Coordinates num= 12 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord ************************************************************************ 863 163.5 160 879 165 160 925 166.2 160 940 167.2 160 962 167.24 160 987 171.63 160 1000 172.5 160 1013 171.63 160 1023 170.52 160 1034 169.52 160 1051 168.7 160 1156 168 160 Downstream Bridge Cross Section Data Station Elevation Data num= 19 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 758.5 165 775.5 162 791.5 165 819.5 165 896.5 165.8 901.5 166.1 901.5 165.6 918.5 165.8 918.5 166.4 943.5 166.5 948 166.5 984 166 986 161 1014 161 1032 165 1044 168 1156 168 1168 167 1186 167.5 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 758.5 .04 984 .045 1032 .04 Bank Sta: Left Right Coeff Contr. Expan. 984 1032 .1 .3 Blocked Obstructions num= 6 Sta L Sta R Elev Sta L Sta R Elev Sta L Sta R Elev ************************************************************************ 820 822.5 180 834 836.5 180 857 859.5 180 878 880.5 180 886 888.5 180 918.5 943.5 180 Upstream Embankment side slope = 0 horiz. to 1.0 vertical Downstream Embankment side slope = 0 horiz. to 1.0 vertical Maximum allowable submergence for weir flow = .98 Elevation at which weir flow begins = Energy head used in spillway design = Spillway height used in design = Weir crest shape = Broad Crested Number of Culverts = 1 Culvert Name Shape Rise Span Culvert #1 Conspan Arch 5.75 28 FHWA Chart # 60‐ Span/Rise ratio approximate 2:1 FHWA Scale # 1 ‐ 0 degree wing wall angle Page 8 BridgeStreet2.rep Solution Criteria = Highest U.S. EG Culvert Upstrm Dist Length Top n Bottom n Depth Blocked Entrance Loss Coef Exit Loss Coef 3 31 .015 .015 0 .3 .6 Upstream Elevation = 161.05 Centerline Station = 1000 Downstream Elevation = 161 Centerline Station = 1000 CROSS SECTION RIVER: Meadow Creek REACH: Bridge St Neighb RS: 1307 INPUT Description: Station Elevation Data num= 19 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 758.5 165 775.5 162 791.5 165 819.5 165 896.5 165.8 901.5 166.1 901.5 165.6 918.5 165.8 918.5 166.4 943.5 166.5 948 166.5 984 166 986 161 1014 161 1032 165 1044 168 1156 168 1168 167 1186 167.5 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 758.5 .04 984 .045 1032 .04 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 984 1032 22 22 22 .1 .3 Blocked Obstructions num= 6 Sta L Sta R Elev Sta L Sta R Elev Sta L Sta R Elev ************************************************************************ 820 822.5 180 834 836.5 180 857 859.5 180 878 880.5 180 886 888.5 180 918.5 943.5 180 CROSS SECTION RIVER: Meadow Creek REACH: Bridge St Neighb RS: 1285 INPUT Description: Station Elevation Data num= 20 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** Page 9 BridgeStreet2.rep 722 170.5 737 166.5 782 165.5 793 165 802 164.5 810 165 835 164.5 912 164 935 166 957 166.8 982 166 989 159.5 1004 159.5 1014 164.5 1024 165.5 1138 168.5 1145 170.5 1158 166.5 1203 166 1803 172 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 722 .04 982 .045 1014 .04 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 982 1014 51 51 51 .1 .3 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 737 795 190.5 T 1247 1417 190.5 T Blocked Obstructions num= 4 Sta L Sta R Elev Sta L Sta R Elev Sta L Sta R Elev ************************************************************************ 835 837.5 180 848 850.5 180 912 922 180 957 982 180 CROSS SECTION RIVER: Meadow Creek REACH: Bridge St Neighb RS: 1234 INPUT Description: Station Elevation Data num= 24 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 733 167 764 165 778 161.2 784 161.2 795 164 804 164.5 804 163.9 832 164.2 882 164.5 882 165 888 165 935 165.7 969 166 977 163.5 989 159.5 1000 159.5 1004 159.5 1014 164.5 1024 165.5 1138 168.5 1145 170.5 1158 166.5 1203 166 1803 172 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 733 .04 969 .045 1014 .04 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 969 1014 55 55 55 .1 .3 Blocked Obstructions num= 3 Sta L Sta R Elev Sta L Sta R Elev Sta L Sta R Elev Page 10 BridgeStreet2.rep ************************************************************************ 836 838.5 180 861 863.5 180 883 885.5 180 CROSS SECTION RIVER: Meadow Creek REACH: Bridge St Neighb RS: 1179 INPUT Description: Station Elevation Data num= 25 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 739 167 786 165 805 161 811 161 823 164 828 164 833 162.5 843 162.5 843 164 855 164 905 164.5 905 165 912 165 941 165.2 981 164 989 159 1000 159 1004 159 1014 164 1024 165 1138 168 1145 170 1158 166 1203 165.5 1803 171.5 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 739 .04 981 .045 1014 .04 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 981 1014 47 47 47 .1 .3 Blocked Obstructions num= 3 Sta L Sta R Elev Sta L Sta R Elev Sta L Sta R Elev ************************************************************************ 859 861.5 180 885 887.5 180 907 909.5 180 CROSS SECTION RIVER: Meadow Creek REACH: Bridge St Neighb RS: 1132 INPUT Description: Station Elevation Data num= 25 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 713 167 784 164 795 162 800 161 805 161 812 163 814 164 819 164 824 162.5 834 162.5 834 164 880 165 917 165 966 164 977 163 989 159 1000 159 1004 159 1014 164 1024 165 1138 168 1145 170 1158 166 1203 165.5 1803 171.5 Page 11 BridgeStreet2.rep Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 713 .04 977 .045 1014 .04 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 977 1014 36 36 36 .1 .3 Ineffective Flow num= 3 Sta L Sta R Elev Permanent 737 802 190 T 844 911 190 T 1247 1417 190 T Blocked Obstructions num= 2 Sta L Sta R Elev Sta L Sta R Elev ************************************************ 850 852.5 180 880 917 180 CROSS SECTION RIVER: Meadow Creek REACH: Bridge St Neighb RS: 1096 INPUT Description: Station Elevation Data num= 13 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 744 167 800 164 821 160.6 827 160.6 844 163 847 164 938 164 973 164 995 158 1000 158 1005 158 1014 164 1161 166.5 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 744 .04 973 .045 1014 .04 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 973 1014 69 69 69 .1 .3 CULVERT RIVER: Meadow Creek REACH: Bridge St Neighb RS: 1058 INPUT Page 12 BridgeStreet2.rep Description: Distance from Upstream XS = 13 Deck/Roadway Width = 40 Weir Coefficient = 2.6 Upstream Deck/Roadway Coordinates num= 24 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord ************************************************************************ 753 170 150 773 169.33 150 790 168.45 150 790 167.95 150 830 166.5 150 830 167 150 842 166.9 150 853 167.05 150 853 166.65 150 864 166.85 150 969 166.85 150 989 167.77 150 1000 167.89 150 1018 167.23 150 1032 166.58 150 1053 165.85 150 1203 165.85 150 1219 165.59 150 1229 165.2 150 1229 164.7 150 1247 165.2 150 1265 164.7 150 1265 165.2 150 1865 170 150 Upstream Bridge Cross Section Data Station Elevation Data num= 13 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 744 167 800 164 821 160.6 827 160.6 844 163 847 164 938 164 973 164 995 158 1000 158 1005 158 1014 164 1161 166.5 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 744 .04 973 .045 1014 .04 Bank Sta: Left Right Coeff Contr. Expan. 973 1014 .1 .3 Downstream Deck/Roadway Coordinates num= 26 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord ************************************************************************ 783 167.9 150 802 166.8 150 818 166.2 150 835 166.12 150 836 166.4 150 880 166.4 150 903 166.2 150 969 166.7 150 969 166.7 150 987 167 150 991 167.2 150 1000 167.4 150 1009 167.6 150 1016 167.8 150 1018 168 150 1048 166.3 150 1065 165.8 150 1092 165.7 150 1138 165.5 150 1187 165.3 150 1197 165.2 150 1197 164.7 150 1215 165.2 150 1233 164.7 150 1233 165.2 150 1833 170 150 Downstream Bridge Cross Section Data Page 13 BridgeStreet2.rep Station Elevation Data num= 18 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 833 171 854 162 867 161 895 164 901 164.5 941 165 972 165 981 164.7 986 158 1014 158 1029 163.5 1046 163 1060 163 1143 164 1159 165 1236 165 1236.1 165.5 1836 171.5 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 833 .04 981 .045 1029 .04 Bank Sta: Left Right Coeff Contr. Expan. 981 1029 .1 .3 Upstream Embankment side slope = 1 horiz. to 1.0 vertical Downstream Embankment side slope = 1 horiz. to 1.0 vertical Maximum allowable submergence for weir flow = .95 Elevation at which weir flow begins = Energy head used in spillway design = Spillway height used in design = Weir crest shape = Broad Crested Number of Culverts = 2 Culvert Name Shape Rise Span Culvert #2 Box 2.67 3.75 FHWA Chart # 8 ‐ flared wingwalls FHWA Scale # 1 ‐ Wingwall flared 30 to 75 deg. Solution Criteria = Highest U.S. EG Culvert Upstrm Dist Length Top n Bottom n Depth Blocked Entrance Loss Coef Exit Loss Coef 15 32 .012 .012 0 .5 1 Upstream Elevation = 161.5 Centerline Station = 792 Downstream Elevation = 161.2 Centerline Station = 867 Culvert Name Shape Rise Span Culvert #1 Conspan Arch 5.1 28 FHWA Chart # 61‐ Span/Rise ratio approximate 4:1 FHWA Scale # 2 ‐ 45 degree wing wall angle Solution Criteria = Highest U.S. EG Culvert Upstrm Dist Length Top n Bottom n Depth Blocked Entrance Loss Coef Exit Loss Coef 6 40 .012 .03 0 .2 1 Upstream Elevation = 158 Centerline Station = 1000 Downstream Elevation = 158 Page 14 BridgeStreet2.rep Centerline Station = 1000 CROSS SECTION RIVER: Meadow Creek REACH: Bridge St Neighb RS: 1027 INPUT Description: Station Elevation Data num= 18 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 833 171 854 162 867 161 895 164 901 164.5 941 165 972 165 981 164.7 986 158 1014 158 1029 163.5 1046 163 1060 163 1143 164 1159 165 1236 165 1236.1 165.5 1836 171.5 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 833 .04 981 .045 1029 .04 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 981 1029 11 11 11 .1 .3 CROSS SECTION RIVER: Meadow Creek REACH: Bridge St Neighb RS: 1016 INPUT Description: Station Elevation Data num= 19 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 863 173 890 161 896 160 917 161 927 162 967 165 973 165 980 164 991 162 996 158 1007 158 1011 162 1023 163 1045 163.5 1075 163 1158 164 1241 164 1241.1 164.5 1840 170.5 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 863 .04 980 .045 1023 .04 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. Page 15 BridgeStreet2.rep 980 1023 16 16 16 .1 .3 CROSS SECTION RIVER: Meadow Creek REACH: Bridge St Neighb RS: 1000 INPUT Description: DS Limit Station Elevation Data num= 16 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 865 173 892 161 919 160 925 160 933 162 952 163 974 164.5 988 163 1000 157 1010 158 1017 162 1024 162.5 1060 163 1100 164 1166 164 1251 170 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 865 .04 974 .045 1024 .04 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 974 1024 130 130 130 .1 .3 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 1076 1191 190 T 1336 1516 190 T CROSS SECTION RIVER: Meadow Creek REACH: Bridge St Neighb RS: 870 INPUT Description: thru ironworks bldg Station Elevation Data num= 11 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 984 172.26 997 157.5 1003 157 1014 161.8 1034 162.6 1075 163.1 1201 163.4 1207 162.99 1227 163.1 1249 162.44 1270 163.3 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ Page 16 BridgeStreet2.rep 984 .04 984 .03 1014 .04 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 984 1014 131 131 131 .1 .3 Ineffective Flow num= 1 Sta L Sta R Elev Permanent 1124 1209 190 T CROSS SECTION RIVER: Meadow Creek REACH: Bridge St Neighb RS: 740 INPUT Description: Cl BeeBee st extended Station Elevation Data num= 15 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 970 174.9 991 165.2 995 157.2 1000 157.5 1008 157.7 1021 161.9 1051 162.4 1126 162.4 1199 162.3 1211 162.7 1216 162.2 1222 161.52 1241 161.81 1259 161.11 1341 161.8 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 970 .04 991 .03 1021 .04 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 991 1021 0 0 0 .1 .3 ******************************************************************************** SUMMARY OF MANNING'S N VALUES River:Meadow Creek ***************************************************************** * Reach * River Sta. * n1 * n2 * n3 * ***************************************************************** *Bridge St Neighb* 1535 * .04* .045* .04* *Bridge St Neighb* 1491 * .04* .045* .04* *Bridge St Neighb* 1460 * .04* .045* .04* *Bridge St Neighb* 1427 * .04* .045* .04* *Bridge St Neighb* 1376 * .04* .045* .04* *Bridge St Neighb* 1354 * .04* .045* .04* *Bridge St Neighb* 1330 *Culvert * * * *Bridge St Neighb* 1307 * .04* .045* .04* *Bridge St Neighb* 1285 * .04* .045* .04* Page 17 BridgeStreet2.rep *Bridge St Neighb* 1234 * .04* .045* .04* *Bridge St Neighb* 1179 * .04* .045* .04* *Bridge St Neighb* 1132 * .04* .045* .04* *Bridge St Neighb* 1096 * .04* .045* .04* *Bridge St Neighb* 1058 *Culvert * * * *Bridge St Neighb* 1027 * .04* .045* .04* *Bridge St Neighb* 1016 * .04* .045* .04* *Bridge St Neighb* 1000 * .04* .045* .04* *Bridge St Neighb* 870 * .04* .03* .04* *Bridge St Neighb* 740 * .04* .03* .04* ***************************************************************** ******************************************************************************** SUMMARY OF REACH LENGTHS River: Meadow Creek ***************************************************************** * Reach * River Sta. * Left * Channel * Right * ***************************************************************** *Bridge St Neighb* 1535 * 44* 44* 44* *Bridge St Neighb* 1491 * 31* 31* 31* *Bridge St Neighb* 1460 * 33* 33* 33* *Bridge St Neighb* 1427 * 51* 51* 51* *Bridge St Neighb* 1376 * 22* 22* 22* *Bridge St Neighb* 1354 * 47* 47* 47* *Bridge St Neighb* 1330 *Culvert * * * *Bridge St Neighb* 1307 * 22* 22* 22* *Bridge St Neighb* 1285 * 51* 51* 51* *Bridge St Neighb* 1234 * 55* 55* 55* *Bridge St Neighb* 1179 * 47* 47* 47* *Bridge St Neighb* 1132 * 36* 36* 36* *Bridge St Neighb* 1096 * 69* 69* 69* *Bridge St Neighb* 1058 *Culvert * * * *Bridge St Neighb* 1027 * 11* 11* 11* *Bridge St Neighb* 1016 * 16* 16* 16* *Bridge St Neighb* 1000 * 130* 130* 130* *Bridge St Neighb* 870 * 131* 131* 131* *Bridge St Neighb* 740 * 0* 0* 0* ***************************************************************** ******************************************************************************** SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTS River: Meadow Creek ******************************************************* * Reach * River Sta. * Contr. * Expan. * Page 18 BridgeStreet2.rep ******************************************************* *Bridge St Neighb* 1535 * .1* .3* *Bridge St Neighb* 1491 * .1* .3* *Bridge St Neighb* 1460 * .1* .3* *Bridge St Neighb* 1427 * .1* .3* *Bridge St Neighb* 1376 * .1* .3* *Bridge St Neighb* 1354 * .1* .3* *Bridge St Neighb* 1330 *Culvert * * *Bridge St Neighb* 1307 * .1* .3* *Bridge St Neighb* 1285 * .1* .3* *Bridge St Neighb* 1234 * .1* .3* *Bridge St Neighb* 1179 * .1* .3* *Bridge St Neighb* 1132 * .1* .3* *Bridge St Neighb* 1096 * .1* .3* *Bridge St Neighb* 1058 *Culvert * * *Bridge St Neighb* 1027 * .1* .3* *Bridge St Neighb* 1016 * .1* .3* *Bridge St Neighb* 1000 * .1* .3* *Bridge St Neighb* 870 * .1* .3* *Bridge St Neighb* 740 * .1* .3* ******************************************************* Page 19