Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
_2023-07-31_Avila Ranch Drainage Report_Addendum1-2
DRAINAGE REPORT For TRACT 3089 - AVILA RANCH PHASES 2, 3, 4, 5, & 6 FINAL IMPROVEMENTS (Volume 2 of 2) July 2023 Prepared by: Wallace Group 612 Clarion Court San Luis Obispo, CA 93401 805 544-4011 Job Number: 1493-0007 REFERENCE: DRAINAGE REPORT TRACT 3089 - AVILA RANCH PHASES 2, 3, 4, 5, & 6 MASS GRADING PLANS (Volume 1 of 2) April 2023 Tract 3089 Avila Ranch Phases 2-6 Improvements Drainage Report July 2023 Page 2 Table of Contents Certification ................................................................................................................................ 4 Scope of Work ........................................................................................................................... 4 I. Project Background ................................................................................................................. 5 I.A. Project Description ........................................................................................................... 5 I.B. Purpose of Report ............................................................................................................ 6 I.C. Regional Drainage Patterns and Regulations ................................................................... 7 II. Topographic Survey and Data Sources .................................................................................. 9 III. Onsite Hydrologic and Hydraulic Analysis ............................................................................. 9 III.A. Hydrologic Analysis ........................................................................................................ 9 Land Use ........................................................................................................................ 9 Rainfall Depth and Distribution ....................................................................................... 9 Drainage Management Areas ......................................................................................... 9 Time of Concentration ...................................................................................................10 Antecedent Moisture Condition ......................................................................................10 Peak Flow Analysis .......................................................................................................10 III.B. Hydraulic Analysis .........................................................................................................10 Network Hydraulics........................................................................................................11 Street Flow and Inlet Capacity .......................................................................................11 Overland Conveyance Paths .........................................................................................11 Rock Slope Protection ...................................................................................................12 List of Figures Figure 1. Avila Ranch Project Location within the City of SLO .................................................... 5 Figure 2. Avila Ranch Phase Map .............................................................................................. 6 Figure 3. Existing Drainage Exhibit .................................................................................... App. A Figure 4. Existing Drainage Exhibit .................................................................................... App. A Figure 5. Overland Conveyance Paths ......................................................................... 12, App. D List of Tables Table 1. Onsite Land Cover Factors ........................................................................................... 9 Table 2. Onsite Antecedent Moisture Condition Factors ............................................................10 Tract 3089 Avila Ranch Phases 2-6 Improvements Drainage Report July 2023 Page 3 List of Appendices Appendix A – Supporting Calculations and Exhibits, Wallace Group · Existing Watersheds Exhibit (Figure 3) · Proposed Watersheds Exhibit (Figure 4) · Avila Ranch Rainfall Data · StormCAD Drainage Catchments Exhibit · Proposed Drainage Catchments – 10-Year Peak Run-off · Proposed Drainage Catchments – 100-Year Peak Run-off · Run-off Coefficient Calculations for Drainage Catchments Appendix B – Pages from Waterway Management Plan Volume III – Drainage Design Manual, City of SLO Appendix C – Network Hydraulics Calculations and Exhibits · Storm Drain Network Overview Exhibits · 10-Year Storm Hydraulics – Catch Basins/ Inlets, Pipes and Outfalls Tables · 100-Year Storm Hydraulics – Catch Basins/ Inlets, Pipes and Outfalls Tables · Maximum Allowable Spread Width Exhibit · 10-Year Storm Drain Network Profiles · 100-Year Storm Drain Network Profiles Appendix D – Overland Conveyance Calculations and Exhibits · Overland Escape Exhibit for Phases 2-6 · Overland Escape – 100-Year Flow Summary · Overland Escape – Overflow Weir Analysis (Irregular Broad Crested Weir Method) · Overland Escape – Overflow Path Analysis (FlowMaster) Appendix E – Rock Slope Protection (RSP) Sizing Calculations Tract 3089 Avila Ranch Phases 2-6 Improvements Drainage Report July 2023 Page 4 Certification Professional Engineers This report (Volume 2 of 2 Drainage Report for Tract 3089 – Avila Ranch Phases 2, 3, 4, 5, and 6) was prepared by, or under the direction of the following Professional Engineer’s in accordance with the provisions of Section 6700 of the Business and Professions Code of the State of California. ___________________________________ Rachel Hawthorne, PE C73686 Date Signed: 7/31/2023 Director Civil and Transportation Engineering (Wallace Group) Scope of Work This report includes the following: · Hydraulic analysis of storm drain pipe networks · Street flow capacity and inlet sizing calculations · Analysis of safe overflow paths · Calculations for the sizing of rock-slope protection For Volume 1 of 2, please refer to the Drainage Report for Tract 3089 Avila Ranch Phases 2, 3, 4, 5, and 6 Mass Grading Plans, April 2023. Tract 3089 Avila Ranch Phases 2-6 Improvements Drainage Report July 2023 Page 5 I. Project Background I.A. Project Description Avila Ranch is a residential development project located within the City of San Luis Obispo, California (see Figure 1). The project includes 149 acres of proposed mixed-use development including single and multi-family homes, commercial areas, parks, and agricultural open space. The project property is bounded by Vachell Lane to the west, Buckley Road to the south, industrial land uses to the north, and agricultural space to the east. The project site is bisected by Tank Farm Creek, which runs from the north edge of the site to the southwest corner. Due to the large scope of the project, the development schedule has been split into six phases. A phase map is seen in Figure 2. Figure 1. Avila Ranch Project Location within the City of SLO Tract 3089 Avila Ranch Phases 2-6 Improvements Drainage Report July 2023 Page 6 Figure 2. Avila Ranch Phase Map I.B. Purpose of Report The purpose of this report is to assess the expected onsite flows from the Avila Ranch site and document the drainage design for the project in support of the public improvement plans for Phases 2-6 of Tract 3089 Avila Ranch. This report provides relevant data and calculations to meet the requirements set out by the San Luis Obispo Creek Waterway Management Plan Drainage Design Manual and City of San Luis Obispo Municipal Code. For documentation of the drainage design for Phase 1, refer to the Avila Ranch Development Phase 1 Drainage Report prepared by RRM Design Group, dated December 7, 2018. For documentation of the mass-grading drainage design for Phases 2-6, refer to the Mass Grading Drainage Report for Tract 3089 Avila Ranch Phases 2, 3, 4, 5 & 6 (Volume 1) prepared by Wallace Group, dated May 23, 2022. Additional information regarding the adjacent improvements to Buckley Road can be found in the Drainage Report for Buckley Road Widening Final Improvements dated January 2023 and prepared by Wallace Group. For documentation of the stormwater quality provisions of the project, refer to the Stormwater Control Plan for Tract 3089 Avila Ranch Phases 2, 3, 4, 5 & 6 prepared by Wallace Group, dated May 23, 2022. For documentation of the floodplain analysis performed as part of the CLOMR for this project, see the Avila Ranch Application to FEMA for a Conditional Letter of Map Revision prepared by Wallace Group, dated February 8, 2022, and Volume 1 of this report. The following future reports are anticipated: · Phase 2-6 Public Improvement Plan Stormwater Pollution Prevention Plan Amendment (SWPPP) · Phase 2-6 FEMA Letter of Map Revision (LOMR) This report will address the following subjects related to the Phase 2-6 Public Improvements permit: · Drainage design standards Tract 3089 Avila Ranch Phases 2-6 Improvements Drainage Report July 2023 Page 7 · Existing drainage patterns and proposed watersheds · Hydrologic Methodology · Flood Protection I.C. Regional Drainage Patterns and Regulations In general, the contributing watershed that includes the Avila Ranch site drains from the northeast to the southwest. See Figures 3 and 4 (Appendix A) for existing and proposed watershed exhibits for the Avila Ranch site and the offsite watersheds tributary to the site. This area and Tank Farm Creek are tributary to the east branch of San Luis Obispo Creek and are subject to the 2003 City of San Luis Obispo Waterway Management Plan Volume III – Drainage Design Manual (DDM) requirements and the 2020 City of San Luis Obispo Engineering Standards Section 1010 (Uniform Design Criteria, UDC), other governing jurisdictions include the California Department of Fish and Wildlife (CDFW), the Federal Emergency Management Agency (FEMA), and the Post Construction Requirements (PCRs) under Resolution R3-2013- 0032 of the Central Coast Regional Water Quality Control Board (CCRWQCB). This project does not impact waters within the jurisdiction of the US Army Corps of Engineers. The design standards used for the Avila Ranch drainage facilities are summarized below. 1. Peak Flow Management (PCRs and DDM) a. No flow increase from the existing condition for the 2-year through 100-year storms 2. Manholes (UDC 5.1.3) a. Storm Drain Manholes shall be placed at least every 500 feet, at junction points, at major changes in gradient, and where pipes change size. 3. Catch Basins (UDC 5.1.3) a. Shall be designed such that the roadway design event does not spread to inundate the traveled way b. Shall provide sufficient capacity to convey a 100-year storm within the right-of- way and without damage to any structures (UDC 5.1.3.B and DDM 7.2.9) c. No more than 1.0 CFS shall be allowed to bypass a midblock inlet d. No more than 0.3 CFS shall be allowed to bypass a curb return at an intersection e. Sheet flow across a road must not exceed 0.1 CFS 4. Culverts and Storm Drain Hydraulics (DDM 7.2.1) a. 10-year design storm capacity with 6” of freeboard below inlets and grates b. Minimum pipe diameter of 18” (UDC 5.1.7.A) c. Hydraulic grade line shall be a minimum 6 inches below the elevation on inlet grates and manhole covers of all structures (DDM 7.2.10) d. Minimum design velocity in closed conduits shall be 2.0 ft/sec and should not exceed 15.0 ft/sec (DDM 7.2.4 and UDC 5.1.7) 5. Channels and Swales a. 10-year design storm capacity with 1-ft of freeboard (UDC 5.1.6.B) b. Maximum side slope of 2:1(UDC 5.1.6.D) c. Minimum velocity of 2.0 ft/sec (UDC 5.1.6.D) Tract 3089 Avila Ranch Phases 2-6 Improvements Drainage Report July 2023 Page 8 d. Maximum velocity of 10 ft/sec for concrete lined swales and 4 ft/sec maximum velocity for earth swales/channels (UDC 5.1.6.D) 6. Flood Control a. Modified channels must convey the 25-year flow with 1-ft of freeboard (DDM 5.3.3, DDM 5.2) b. Culverts must convey the 10-year flow with 1-ft of freeboard (DDM 7.3.2) c. Finished floor elevation of structures to be 1-ft above 100-year water surface elevation (DDM 3.5.3) 7. Stormwater Quality (PCRs) a. Comply with Central Coast Regional Water Quality Control Board Post Construction Stormwater Requirements 8. Safe Overflow a. All components of drainage systems in public improvements must be evaluated to consider the effect of failure of individual components and identify the route of overland escape (UDC 5.1.1.B) b. Catch basins shall provide sufficient capacity to convey a 100-year storm within the right-of-way and without damage to any structures (UDC 5.1.3.B and DDM 7.2.9) c. Overland conveyance of 100-year design storm shall not inundate a building (DDM 7.2.1) Tract 3089 Avila Ranch Phases 2-6 Improvements Drainage Report July 2023 Page 9 II. Topographic Survey and Data Sources The following data sources were utilized for the analysis presented in this report: · Topographic survey prepared by Wallace Group from the following sources: o Existing grade elevation data based on Wallace Group survey and data collection circa 2021 performed at the direction of Clayton Bradshaw, PLS 8298 o Existing grade elevation data based on the publicly available CA AZ FEMA R9 2017 D18 LIDAR Survey performed for the USGS National Geospatial Technical Operations Center, Task Order #140G0218F0027, according to the project report prepared by Woolpert circa 2017. · City of San Luis Obispo Storm Drain GIS Data · Site visits and field observations III. Onsite Hydrologic and Hydraulic Analysis III.A. Hydrologic Analysis Hydrologic modeling of the Avila Ranch site for the 2-year through 100-year storms was prepared in the StormCAD software and used to size the storm water drainage system. For more information on the onsite hydrologic analysis, see Appendix A. Land Use Land use was delineated throughout the project into pervious and impervious areas. For the proposed housing areas, the amount of impervious area was calculated according to the maximum lot cover as outlined in the San Luis Obispo Municipal Code Title 17, Article 2. A summary of the impervious area ratios used for various zoning codes throughout the project is presented in Table 1. Table 1. Onsite Land Cover Factors Land Use Impervious Area Streets 85% Low Density Residential (R-1) 50% Medium Density Residential (R-2) 50% Medium-High Density Residential (R-3) 60% High Density Residential (R-4) 60% Neighborhood Commercial (C-N) 75% Parks 20% Rainfall Depth and Distribution Rainfall intensity and average annual rainfall data was derived from isopluvial maps and rainfall intensity tables according to Table 4-6 of the DDM. See Appendix B for selected pages from the DDM. Drainage Management Areas Drainage Management Areas (or DMAs) were delineated based upon the grading design. DMAs were identified in Phases 2-6, with several offsite areas that flow onto the Avila Ranch property. Appendix A shows the delineation of the DMAs on the Avila Ranch site for Phases 2-6. Tract 3089 Avila Ranch Phases 2-6 Improvements Drainage Report July 2023 Page 10 Time of Concentration The time of concentration (Tc) for a watershed is calculated by adding together the travel time for the following three flow regimes: 1. Overland (Sheet) Flow 2. Shallow Concentrated Flow 3. Channel or Pipe Flow The Tc for each drainage management area was input assuming the minimum time of concentration (10 minutes). Detailed calculations for the ultimate time of concentration for the storm drain networks were performed in StormCAD to account for pipe flow time in the system. Antecedent Moisture Condition To account for the effects on soil infiltration rates and channel base flows as a result of back-to- back storms, Table 4-2 of the DDM includes an antecedent moisture factor that was applied to each of the runoff coefficients discussed previously. A summary of the moisture condition factors applied is shown in Table 2. Table 2. Onsite Antecedent Moisture Condition Factors Storm Recurrence Interval (Years) Antecedent Moisture Condition Factor 2 – 10 1.0 25 1.1 50 1.2 100 1.25 Peak Flow Analysis Peak flows were calculated with a Rational Method analysis as recommended by the DDM for each DMA. The Rational Method equation (modified for the DDM) is as follows: = ∗ ∗ ∗ where = = = /ℎ = " # $ ℎ A summary of the analysis input parameters and results is attached in Appendix A. Composite Run-Off Coefficients were calculated based on the land use within each DMA and underlying Hydrologic Soils Group (HSG). A map of the soils throughout the project site is presented in Appendix A. Runoff coefficients were provided by the DDM and are reproduced in Appendix B. III.B. Hydraulic Analysis An onsite drainage system is proposed to convey storm water flows from the development to Tank Farm Creek. Small storms are proposed to be retained and infiltrated in roadside bioretention basins or subgrade infiltrators. For more information on storm water retention features, see the Stormwater Control Plan for Tract 3089 Avila Ranch Phases 2, 3, 4, 5 & 6 Tract 3089 Avila Ranch Phases 2-6 Improvements Drainage Report July 2023 Page 11 prepared by Wallace Group, dated May 23, 2022. Peak runoff that exceeds the capacity of stormwater control measures will be conveyed in the proposed storm drain network. Peak flows will be managed in the Phase 1 detention basin up to the 100-year storm. See the Avila Ranch Development Phase 1 Drainage Report prepared by RRM Design Group, dated December 7, 2018, for more information. Network Hydraulics The proposed storm drain network consists of ten sub-networks that outlets to Tank Farm Creek at ten outlet locations. Each of these networks has been sized to handle a 10-year storm event with six inches of HGL freeboard as described in Section I.C. The final pipe sizes have been designed to limit the 100-year depth of flow to within the right of way. Profiles of the storm drain networks are presented in Appendix C for the 10 and 100-year storms. Tailwater elevations at creek outlets were derived from the HEC-RAS model developed for Tank Farm Creek CLOMR Application 22-09-0955R prepared by Wallace Group, dated February 8, 2022. Safe overland conveyance routes for emergency conditions are provided which will convey flood flows through the proposed road corridors and into Tank Farm Creek. Street Flow and Inlet Capacity The proposed street sections and inlets have been evaluated for capacity in two storm conditions. The 10-year storm was evaluated to verify that inlet spacing and street geometry limit the spread of water so that the traveled way is not inundated. The 100-year storm was evaluated to verify that the spread of water will be limited to the right of way. The maximum allowable spread for the street sections within Phases 2-6 varied across the site from 4.65’ to 8’ from the face-of-curb, depending on the street section. See Appendix C (Maximum Allowable Spread Exhibit). Street flow calculations for the 10 and 100-year events are detailed in Appendix C. Inlet lengths were calculated to reflect SLO City Standard Details 3350 and 3360. In the case of continuous grade inlets, the inlet spacing intercepts the tributary area and limits the amount of bypass flow. Inlets are placed so that the flow approaching curb returns is less than 0.3 cfs and no more than 1 cfs is allowed to bypass a mid-block inlet during the 10-year storm. Hydraulic data tables showing bypass flows are included in Appendix C (see Catch Basin Tables). The single-family residential lots in Phases 2 and 3 drain to 20 ft wide motorcourts which include a concrete v-gutter at centerline. Inlets along the flowline of the concrete v-gutter collect stormwater runoff from the adjacent lots. The maximum spread of a motor court watershed was found to be 8.5 ft in the 100-year storm and a spread of 5.1 ft in the 10-year storm. Detailed calculations are included in Appendix C. A similar hydraulic analysis was performed for the 20 ft-wide alley in Phase 5. The inlets in this location have a maximum spread width of 9 ft in the 100-year storm and 6.5 ft in the 10-year storm. Detailed calculations are included in Appendix C. Overland Conveyance Paths In the case that the proposed drainage network fails for a reason such as a blockage or pipe break, overland conveyance paths for storm water runoff were identified throughout the project. Tract 3089 Avila Ranch Phases 2-6 Improvements Drainage Report July 2023 Page 12 These overflow paths were found to have sufficient capacity for the 100-year flow without causing damage to buildings. See Appendix D for more detailed calculations. Figure 3. Overland Conveyance Paths Rock Slope Protection Rock slope protection (RSP) was designed for erosion protection at the outlet of each storm drain pipe network. RSP sizing calculations can be found in Appendix E and were performed following the method described in the County of San Luis Obispo Public Works Standard H-5 as a minimum sizing criteria. For storm drains that have outlets in the bypass channel, sizing calculations included consideration of the velocities and total flow through the pipe and the bypass channel. APPENDIX A Appendix A – Supporting Calculations and Exhibits, Wallace Group · Existing Watersheds Exhibit (Figure 3) · Proposed Watersheds Exhibit (Figure 4) · Avila Ranch Rainfall Data · StormCAD Drainage Catchments Exhibit · Proposed Drainage Catchments – 10-Year Peak Run-off · Proposed Drainage Catchments – 100-Year Peak Run-off · Run-off Coefficient Calculations for Drainage Catchments A E R O D R M A D O N N A R D CREEKSIDEST AIRPORT DR O CEANAIRE DR VIA SANBLAS CEDAR CT CENTER ST MAPLESTREDWOOD ST UNNAMED ST UNNAMED ST DEL ORO CT A LY S S U M C T C O R A L S T 101 N RAMP M U I R F I E L DSTCALLE JOAQUIN SEQUOIA DR CALLE JAZMIN KENTWOOD DR SPOONER DR VIA E S T E B A N SAWLEAFCT F R O O M R A N C H W A Y L A P O S A D A D R H U M B E R T S T W NE W PO RT ST FONTANAAVE BRIARWOODDR TANK FARM RD TANGLEWOOD DR C A N T E R B E R R Y S T U N N A M E D S T GRANADA DR CHUPARROSA DR BAY LEAF DR UNNAMED ST BEECH ST FENNEL ST J A M I L E E C T LAS PRADERAS DR S O L ACT CHUMASH ST GREGORYCT T O N I N I D R MIT CHE LLDR L A W R E N C E D R G O L D E N R O D L N M A R I N E R S C O V E W O O D SID E D R F U L L E R R D BLUEBELL WAY VILLA CT MELLO LN C A Y U C O S D R MCMILLAN AVE SUNFLO W ER W AY A T A S C A D E R O S T VISTA LAGO L A K E VIE W S T BONETTI DR PIN E C O V E D R PROSPECT ST ROYAL W AY G ALLEO N W AY SNAPDRAGON WAY EL M IRADO R CT FELICIA WAY LIL Y L N BALB O A ST SACRAMENTO DR MORRISONST CROSS ST HOLLYHOCK WAY F R A N C IS S T MARGARITAAVE HIND LN R O C K VIE W P L A Z A L E A C T SISQUOC ST LAWNWOOD DR D A H L I A L N K E N D A L L R D GAIL PLLA D E R A C T H U A S N A D R CHANDLER ST MEADOW ST F A R R I E R C T IRONBARK ST R O C K VIE W C T D E V A U L R A N C H R D WILLO W CIR ROSEMARY CT LAUREL LN T A N G L E W O O D D RFERNWOOD D R BOXWOOD CT I N D U S T R I A L W A Y 101 N ON BUTTONMWOOD WAY B L U E R O C K D R CUCARACHA CT C O R A L S T TULIP CT LOMA BONITA DR CALLE LUPITA SUELDO ST ACCESS ROAD ASHMORE ST SOUTHWOOD DR DRAKE CIR RIC A R D O ST RUSTIC WAY S W E E N E Y L N A C C ES S R O A D L O S O S O S V A L L E Y R D THREAD LN P U R P L ESAGE L N STONERIDGE DR ACCESS ROAD A U T O P A R K W A Y BARRANCA CT VACHELL LN EMPLEO ST LOS PALOS DR ACCESS ROAD S W EETB AY LN BUCKLEY RD OLD WINDMILL LN LEXINGTON CT VENTURE DR C A P I T O L I O W A Y M A D O N N A R D U N N A M E D S T FARMHOUSE LN SHORT ST LAWRENCE DR M A S O N D R S PIT FI R E S T A C C E S S R O A D ACCESS ROAD A C C E S S R O A D F I E R O L N M A D O N N A R D ZACA LN UNNAMED ST A C C E S S R O A D P OIN S E T TIA S T SANTA FE RD E L C A P I T A N W A Y R OYAL CT UNNAMEDST LARKSPUR ST101 N ON S HIGUERA ST SANTA FE RD HARMONY WAY MARIPOSA DR JESPERSON RD 101 S ON LONG ST S H I G U E R A S T V I A L A P A Z A L L E N E W A Y A VA L O N ST A C C ES S R O A D B O U G A I N V I L L E A S T M O R A BIT O P L A C C E S S R O A D GARIBALDI AVE B R O A D S T 101 N OFF A C C ES S R O A D L O S V E R D E S D R VIC E N T E D R M A D O N N A R D ALDER LN 101 N OFF 101 S OFF ACCESS ROAD CRESTVIEW CIR A C C E S S R O A D S A N S I M E O N S T M A D O N N A R D C A L L E C R O T A L O A C C E S S R O A D TIBURON WAY A C C E S S R O A D DALIDIO DR C H A P A R R A L C I R A E R O VIS T A P L 101 S OFF DRIVEWAY UNNAMED ST DRIVEWAY ESPERANZA LN OCTAGON WAY 101 N OFF CAVALIER LN H W Y 1 0 1 HOPKINS LN 1 0 1 S O N A C C E S S R O A D B U L L O C K L N EL MERCADO ST SUBURBAN RD PRADO RD DIRT ROAD A C C E S S R O A D MEISSNER ST ELKS LN 9 3 21 EX1 4 6 7 5 8 EX1 10 11 Phase 1 EX3 EX2 EX4 BUCKLEY ROAD 1 EXHIBIT NOTES:WALLACE GROUP DID NOT PERFORM SURVEY SERVICES FOR THIS MAP. NOT A LEGAL DOCUMENT. AV I L A R A N C HEXISTING W AT E R S H E D SFIGURE 31 inch = 1,200 Feet 0 2,4001,200 O JOB NO: 1493-0007-00MAP DOC: EXISTING WATERSHEDSCREATED BY: DJGDATE: 05/11/2022 !!Exisiting Contours (5 ft) Tank Farm Creek Parcels SLO City Limits CIVIL ENGINEERINGCONSTRUCTION MANAGEMENTLANDSCAPE ARCHITECTUREMECHANICAL ENGINEERINGPLANNINGPUBLIC WORKS ADMINISTRATIONSURVEYING/GIS SOLUTIONSWATER RESOURCESWALLACE SWANSON INTERNATIONAL612 CLARION COURTSAN LUIS OBISPO, CA 93401T 805 544-4011 F 805 544-4294www.wallacegroup.us >>>>>>>>> > c c c c c c c c c ccccccccccccccccccccccccccccccccc c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c SD SD SD SD SS SS SD SD SD SDSD SS SD SS SD SS SS SS SD SD SD SD SS SS SD SD SD SD SD SS SS SD SS SD SS SS SD SS SD SD SD SD SD SD SD SD SD SD SS SD SD SS SS SS SD SD SD SS SS SD SD SD SD SD SS SS SD SS S D SD SD SS SD SS SD SD SD SDSD SD SD SD SD SD SD SD SD SD SD SD SD SS SS SD SDSD SD SD SD SD SSSS SD SD SD SD SD SD SD SD SD SD SD SD SS SS SD SD SD SD SD SD SD SS SD SS SD SS SDSD SD SD SD SD SS S S 1 2 5 1 2 4 1 2 6 127 128 1 2 0 125 1 1 9 1 2 1 122 122 12 2 123 124 126 127 SD SD SD SD SD SD SDSD SD SD SD SD SD SD SD 5-1 5-2 5-3 5-4 5-5 5-6 5-7 5-8 5-9 5-10 5-11 5-12 5-13 5-14 5-15 5-16 5-17 5-18 5-19 5-20 5-21 5-22 5-23 5-24 5-51 5-52 5-53 5-54 5-55 5-25 5-26 5-27 5-50 5-49 5-48 5-47 5-46 5-28 5-29 5-30 5-45 5-44 5-31 5-32 5-43 5-42 5-33 5-34 5-41 5-40 5-35 5-36 5-39 5-38 5-37 5-95 5-94 5-93 5-76 5-75 5-74 5-73 5-72 5-71 5-705-775-92 5-91 5-78 5-69 5-685-795-90 5-89 5-80 5-67 5-88 5-81 5-66 5-655-825-87 5-86 5-83 5-64 5-635-845-85 5-62 5-61 5-60 5-59 5-58 5-57 5-56 5-96 5-97 5-98 5-99 5-100 5-101 232 231 228 227 226229230233 205 206 209 208 207 212 211 210 215 214 213 218 217 216 221 220 219 222 223 225 224 234 239 238235 240 241 242237236 243 244 246 245 248 247 249 250 251 254 253 252 257 256 255 260 259 258 261 262 263 266 265 264 267 268 269 270 271 272 273 276 275 274 277 278 279 282 281 280 283 284 285 287 286 288 289 290 291 292 293 297 296 295 294 307 306 305 304 308 309 310 311 321 320 319 318 322 323 324 325 298 299 300 301 302 303 314 313 312 315 316 317 192 193 197 194 195 196 199 198 200 201 330 326 327 186 187 329 202 201 203 204 5-102 5-103 5-104 5-105 328 SD WATERSHED A 1.39 AC OUTLET "A" OUTLET "B" OUTLET "D" WATERSHED B 10.75 AC WATERSHED C 3.9 AC OUTLET "C" OUTLET "E"OUTLET "F" W A T E R S H E D G 0 . 5 A C OUTLET "G" WATERSHED H 15.6 AC WATERSHED I 14.2 AC WATERSHED J 7.9 AC OUTLET "J" OUTLET "I" OUTLET "H" WATERSHED F 3.0 AC WATERSHED E 6.4 AC WATERSHED H-PH4 PARK I PARK H PARK G COMM. 1 COMM. 2 VEG. C H A N N E L PARK F (SOUTH) PARK F (NORTH) PARK E WATERSHED D 1.0 AC BYPASS CHANNEL BYP A S S CHA N N E L PAGE 1 OF 1 JE S P E R S E N R O A D HUGHES LANE DOOLITTLE DRIVE FOXTROT CT. VEN T U R E D R I V E MEMPHIS BELLE VENTURE DRIVE WRIGHT BROTHERS WAYWRIGHT BROTHERS WAY EA R H A R T W A Y PH 0 5 A L L E Y BUCKLEY ROAD YE A G E R C T . Tract 3089 Avila Ranch Proposed Watershed Exhibit - Figure 4 WATERSHED L 6.0 AC WATERSHED K 14.3 AC WATERSHED M 8.0 AC SEE IMPROVEMENT PLANS FOR BUCKLEY ROAD WIDENING FOR OFFSITE WATERSHEDS THAT FLOW TO STORM DRAIN SYSTEM EA R T H W O O D L A N E ( P H A S E 1 ) SEE OFFSITE ANALYSIS SECTION FOR WATERSHEDS OUTSIDE OF PROJECT BOUNDARY (AVILA RANCH PHASES 2-6 MASS GRADING REPORT, VOLUME 1 OF 2, DATED APRIL 2023) WATERSHED N 2.5 AC OFFSITE WATERSHED 9 OFFSITE WATERSHED 10 OFFSITE WATERSHED 11 WATERSHED O 100 YEAR FLOODPLAIN PHASE I EXISTING FEMA SFHA (FLOOD ZONE A). EXISTING FEMA SFHA (FLOOD ZONE A). RACH E L A . HAWTH O R N E C I V I L No. 73686 A L A T T S OF E C A O NRFI I REGISTE R E D P R O F E SSIONAL E N G I N E E R 100 200 1 IN = 100 FT 50001493-0007 Avila Ranch BY: RAH/ ZKP Date: 7/17/2023 SD INLET FES #314 SE E O F F S I T E A N A L Y S I S S E C T I O N F O R W A T E R S H E D S O U T S I D E O F P R O J E C T B O U N D A R Y (A V I L A R A N C H P H A S E S 2 - 6 M A S S G R A D I N G R E P O R T , V O L U M E 1 O F 2 , D A T E D A P R I L 2 0 2 3 ) BUCKLEY WATERSHED #1BUCKLEY WATERSHED #2b BUCKLEY WATERSHED #2a BUCKLEY WATERSHED #3 WETLAND WETLAND PHASE 1 (BY RRM) WETLAND TANK FARM CREEK LEGEND: Surface Flow Direction Proposed Storm Drain (for reference only) Original Rainfall Intensity Table (mm/hr) (Table 4-6 SLO DDM) 10 min 15 min 30 min 1 hr 2 hrs 3 hrs 6 hrs 10 hrs 2 53 46 30 19 14 12 9.1 7.1 5 74 64 43 27 19 17 13 10 10 91 76 53 33 23 21 16 12 25 102 89 61 38 28 25 20 15 50 117 99 66 43 33 29 23 18 100 127 109 74 47 35 31 25 19 Antecedent Moisture Factors (Table 4-2 SLO DDM) Event Frequency (yrs) 2-10 25 50 100 10 min 15 min 30 min 1 hr 2 hrs 3 hrs 6 hrs 10 hrs 2 2.087 1.811 1.181 0.748 0.551 0.472 0.358 0.280 5 2.913 2.520 1.693 1.063 0.748 0.669 0.512 0.394 10 3.583 2.992 2.087 1.299 0.906 0.827 0.630 0.472 25 4.417 3.854 2.642 1.646 1.213 1.083 0.866 0.650 50 5.528 4.677 3.118 2.031 1.559 1.370 1.087 0.850 100 6.250 5.364 3.642 2.313 1.722 1.526 1.230 0.935 1.2 1.25 Event Frequency (yrs) Duration Event Frequency (yrs) Duration Antecedent Moisture Factor (Ca) 1.0 1.1 Modified Rainfall Intensity Table (in/hr) (Combined intensity, antecedent moisture factor, and converted units) AVILA RANCH RAINFALL DATA 6/1/2022 1 of 1 > > c c c c c c c c c c c c c c c c c ccccccccccccccccccccccccccccccccccccccccccccccccccccccc c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c SD SD SD SD SS SD SD SDSD SD SD SS SD SS SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD S D SD SD SD SD SD SD SDSD SD SD SD SD SD SD SD SD SD SDSD SD SD SDSD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD S S SD SD SD SD SD SD SD SDSD SD SD SD SD SD 115 115 120 115 12 0 120 120 119 118 119 12 0 1 1 8 11 9 12 1 117 118 1 2 1 116 1 1 7 1 1 9 11 9 1 2 0 119 1 1 7 1 1 8 1 1 9 1 1 5 1 1 3 1 1 4 113 VENTURE DRIVE EA R T H W O O D L A N E JE S P E R S E N R O A D PAGE 1 OF 3 LEGEND: WATERSHED A (1.4 AC) WATERSHED B (10.7 AC) WATERSHED C (3.9 AC) WATERSHED D (1.0 AC) PROPOSED STORM DRAIN NETWORKSD WRIGHT BROTHERS WAY DRAWN BY: ZKP 7/18/2023 1493-0007 60 120 1 IN = 60 FT 3000Tract 3089 Avila Ranch Proposed Watersheds - StormCAD Catchments Exhibit A-1 A-2 A-3 A-5 A-9, A-10 B-1 B-2 B-3 B-5 B-6a,6b B-10 B-9 B-4 B-42 B-11 B-12B-13 B-16 B-14 B-15 B-19 B-21 B-20 B-18B-17 B-22 B-23 D-2 D-4 D-1 D-3 B-24 B-25 B-27 B-26 B-31 B-23 B-33 B-28 B-7 B-32B-30 B-29 C-10 C-9 C-1 C-5 C-2 C-3 C-4 C-6 C-7 B-34 B-35 VENTURE DRIVE KITTY HAWK CT. PI P E R L A N E FOXTROT CT. MEMPHIS BELLE WAY KITTY HAWK CT. B-37 B-38 B-39 B-40 B-41 B-8B-61 B-43 B-44 B-45 B-46 B-47 B-48 B-49 B-50 B-50 B-52 B-53 B-54 B-59 B-60 B-58 B-57 B-55 B-56 C-11 C-20 C-12 C-13 C-14 C-15 C-16 C-21 C-17 A-6 A-8 A-4 A-7 C-18 C-19 > > c c c c c c c c c c c c c c c c c cccccccccccccccccccccccccc c c c c c c c c c SD SD SD SD SS SS SD SD SDSD SD SS SD SD SDSD SD SD SS SD SS SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD S D SD SD SD SD SD SDSD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD 115 115 120 115 12 0 12 0 120 120 119 118 119 12 0 1 1 8 11 9 12 1 117 118 119 1 2 1 116 1 1 7 1 1 9 11 9 1 2 0 119 1 2 1 1 2 2 1 2 2 123 1 1 5 1 1 6 116 116 117 12 5 12 3 12 4 12 6 12 7 12 8 12 9 12 0 12 5 12 1 12 2 12 3 12 4 12 0 1 1 7 1 1 8 1 1 9 121 122 1 1 5 1 1 3 1 1 4 113 VENTURE DRIVE JE S P E R S E N R O A D WRIGHT BROTHERS WAY PAGE 2 OF 3 LEGEND: WATERSHED E (6.4 AC) WATERSHED F (3.0 AC) WATERSHED G (0.5 AC) WATERSHED H (15.6 AC) PROPOSED STORM DRAIN NETWORKSD 60 120 1 IN = 60 FT 3000Tract 3089 Avila Ranch Proposed Watersheds - StormCAD Catchments Exhibit E-2 E-5 E-13 E-7 E-4 E-1 E-3 E-6 E-8 E-12 E-11 F-1 F-2 F-3 H-1 H-2 H-28G-2 G-1 H-22 H-10 H-13H-11 H-12 H-7 H-9 H-16b H-21 H-23 H-28 E-10 H-4 H-3 H-5 H-8 H-19b H-20 H-29 H-25 H-24 YE A G E R C T . EA R H A R T W A Y LA N G L E Y S T R E E T H-26 H-27 E-9 F-4 F-5 H-16a H-33 H-30 H-31 H-19a DRAWN BY: ZKP 7/18/2023 1493-0007 >>>>>>>>>>>>>>>>> SD SD SD SD SS SS SD SS SS SDSD SD SS SS SDSD SD SD SD SD SDSD SD SD SD S D SD SDSD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SDSD SD SD SD SD SD SD SD SD SD SD SDSD SD SD SD SD SD SD SD SD SD SD SD SD SS SD SS SD SS SDSD SD SD SD SD SD SD SD SD SD 115 120 12 0 120 120 115 12 0 120 12 0 11 7 11 7 11 8 11 9 12 1 12 1 12 2 12 2 12 0 11 7 11 8 11 9 12 1 12 2 11 6 11 7 120 119 121 121 121 121 120 118 119 12 0 1 1 8 11 9 12 1 12 2 120 1 1 9 1 2 1 118 119 1 1 4 114 1 2 0 115 120 1 1 6 11 7 1 1 0 11 0 110 11511 5 98 99 1 0 0 10 5 12 1121 1 2 1 1 2 1 12 1 116 1 1 7 11 9 SD BUCKLEY ROAD EA R T H W O O D L A N E JE S P E R S E N R O A D DOOLITTLE DRIVE HUGHES LANE PAGE 3 OF 3 LEGEND: WATERSHED H (15.6 AC) WATERSHED I (14.2 AC) WATERSHED J (7.9 AC) PROPOSED STORM DRAIN NETWORKSD 60 120 1 IN = 60 FT 3000Tract 3089 Avila Ranch Proposed Watersheds - StormCAD Catchments Exhibit H-15 H-22 H-23 I-1 J-4 J-1 J-2 J-3 J-6 J-5 J-9 J-8 J-14 J-7 H-18 J-12 J-13 J-11 J-10 I-5 I-3 I-4 I-6 I-9 I-10 I-7 I-8 H-17 I-2 H-8 EA R H A R T W A Y CO L E M A N L A N E H-32 I-12 I-13 I-14 H-10 H-12 H-7 H-9 H-16b H-21 H-19b H-20 H-24 H-16a H-33 H-30 H-31 H-19a H-14 DRAWN BY: ZKP 7/18/2023 1493-0007 Active Scenario: Phases 2-6 --- 10 Year Storm Flow (Total Out) (cfs) Time of Concentration (min) Runoff Coefficient (Rational) Runoff MethodOutflow Element Scaled Area (acres) Label 4.31100.600Rational MethodA-11.988A-1 0.74100.850Rational MethodCB 5630.240A-2, A-3 0.40100.500Rational MethodCB 5040.222A-4 0.17100.500Rational MethodCB 4510.096A-5 0.23100.500Rational MethodCB 4740.127A-6 0.15100.500Rational MethodCB 4870.086A-7 0.30100.500Rational MethodCB 4730.169A-8 0.14100.500Rational MethodCB 4770.079A-9 0.16100.500Rational MethodCB 4760.088A-10 4.62100.600Rational MethodB-12.131B-1 0.18100.500Rational MethodCB 4190.102B-2 0.16100.500Rational MethodCB 4150.090B-3 0.44100.150Rational MethodCB 5440.818B-4 0.83100.850Rational MethodCB 5530.272B-5 0.16100.850Rational MethodCB 5470.052B-6a 0.70100.850Rational MethodCB 6250.229B-6b 0.19100.500Rational MethodCB 5590.105B-7 0.56100.500Rational MethodCB 4240.310B-8 0.23100.850Rational MethodCB 5440.076B-9 0.23100.850Rational MethodCB 5430.075B-10 0.42100.500Rational MethodCB 4330.233B-11 0.14100.500Rational MethodCB 4490.077B-12 0.51100.850Rational MethodCB 6080.166B-13 0.21100.500Rational MethodCB 4380.118B-14 0.16100.500Rational MethodCB 4320.091B-15 0.48100.850Rational MethodCB 6090.155B-16 0.17100.500Rational MethodCB 4460.095B-17 0.13100.500Rational MethodCB 4420.072B-18 0.17100.500Rational MethodCB 4480.092B-19 0.57100.850Rational MethodCB 6110.185B-20 0.61100.850Rational MethodCB 6100.198B-21 0.59100.850Rational MethodCB 5560.191B-22 0.43100.850Rational MethodCB 5540.140B-23 0.20100.500Rational MethodCB 4520.109B-24 0.17100.500Rational MethodCB 4550.095B-25 0.40100.850Rational MethodCB 5420.129B-26 0.17100.500Rational MethodCB 4700.095B-27 0.16100.850Rational MethodCB 5600.051B-28 0.24100.500Rational MethodCB 4580.132B-29 0.17100.500Rational MethodCB 4620.092B-30 0.47100.850Rational MethodCB 5410.153B-31 0.16100.500Rational MethodCB 4660.089B-32 0.24100.850Rational MethodCB 6120.079B-33 0.27100.850Rational MethodCB 5610.088B-34 0.37100.850Rational MethodCB 5620.119B-35 0.32100.850Rational MethodCB 6130.105B-36 0.46100.500Rational MethodCB 4180.252B-37 0.32100.500Rational MethodCB 4110.179B-38 WG Project Engineer: Rachel Hawthorne, Zac Powell Avila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 7/31/2023 StormCAD [10.03.04.53]Wallace GroupFlexTable: Catchment Table CATCHMENTS Active Scenario: Phases 2-6 --- 10 Year Storm Flow (Total Out) (cfs) Time of Concentration (min) Runoff Coefficient (Rational) Runoff MethodOutflow Element Scaled Area (acres) Label 0.33100.500Rational MethodCB 4140.180B-39 0.48100.500Rational MethodCB 4130.264B-40 0.35100.500Rational MethodCB 4250.196B-41 0.17100.500Rational MethodCB 4260.092B-42 0.33100.500Rational MethodCB 4370.184B-43 0.48100.500Rational MethodCB 4360.265B-44 0.32100.500Rational MethodCB 4310.176B-45 0.48100.500Rational MethodCB 4300.267B-46 0.32100.500Rational MethodCB 4450.175B-47 0.48100.500Rational MethodCB 4440.268B-48 0.31100.500Rational MethodCB 4410.171B-49 0.44100.500Rational MethodCB 4400.245B-50 0.27100.500Rational MethodCB 4470.150B-51 0.51100.500Rational MethodCB 4530.282B-52 0.49100.500Rational MethodCB 4560.272B-53 0.49100.500Rational MethodCB 4710.272B-54 0.32100.500Rational MethodCB 4670.177B-55 0.61100.500Rational MethodCB 4690.338B-56 0.31100.500Rational MethodCB 4630.172B-57 0.55100.500Rational MethodCB 4650.303B-58 0.15100.500Rational MethodCB 4590.085B-59 0.42100.500Rational MethodCB 4600.234B-60 0.39100.500Rational MethodCB 4280.216B-61 0.16100.500Rational MethodCB 4100.088C-1 0.16100.500Rational MethodCB 4060.087C-2 0.51100.850Rational MethodCB 5520.167C-3 0.48100.850Rational MethodCB 5510.155C-4 0.20100.500Rational MethodCB 4220.110C-5 0.85100.850Rational MethodCB 5640.276C-6 0.61100.850Rational MethodCB 5650.199C-7 0.68100.500Rational MethodMH 8050.378C-8 0.65100.500Rational MethodCB 4800.360C-9 0.16100.500Rational MethodCB 4820.090C-10 0.24100.500Rational MethodCB 4830.132C-11 0.34100.500Rational MethodCB 4860.186C-12 0.33100.500Rational MethodCB 4070.184C-13 0.48100.500Rational MethodCB 4090.264C-14 0.26100.500Rational MethodCB 4050.142C-15 0.22100.500Rational MethodCB 4040.124C-16 0.69100.500Rational MethodCB 4210.381C-17 0.35100.500Rational MethodCB 4790.192C-18 0.18100.500Rational MethodCB 4780.099C-19 0.22100.500Rational MethodCB 4840.123C-20 0.33100.500Rational MethodCB 4030.183C-21 0.99100.850Rational MethodCB 5450.323D-1 0.48100.850Rational MethodCB 5580.155D-2 1.01100.850Rational MethodCB 5460.329D-3 0.45100.850Rational MethodCB 5570.146D-4 WG Project Engineer: Rachel Hawthorne, Zac Powell Avila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 7/31/2023 StormCAD [10.03.04.53]Wallace GroupFlexTable: Catchment Table CATCHMENTS Active Scenario: Phases 2-6 --- 10 Year Storm Flow (Total Out) (cfs) Time of Concentration (min) Runoff Coefficient (Rational) Runoff MethodOutflow Element Scaled Area (acres) Label 0.67100.850Rational MethodCB 5980.218E-1 0.65100.850Rational MethodCB 5660.212E-2 0.66100.850Rational MethodCB 5920.214E-3 0.66100.850Rational MethodCB 5990.213E-4 0.75100.850Rational MethodCB 5670.246E-5 0.41100.850Rational MethodCB 5930.134E-6 0.20100.850Rational MethodCB 5690.066E-7 0.48100.850Rational MethodCB 5680.155E-8 2.97100.600Rational MethodE-91.371E-9 3.22100.600Rational MethodE-101.484E-10 0.66100.850Rational MethodCB 6050.214E-11 0.64100.850Rational MethodCB 6040.210E-12 4.09100.600Rational MethodE-131.889E-13 0.51100.870Rational MethodCB 5940.162F-1 0.50100.870Rational MethodCB 5950.158F-2 5.96100.700Rational MethodF-32.357F-3 0.58100.870Rational MethodCB 6240.186F-4 0.58100.870Rational MethodCB 6260.186F-5 0.74100.870Rational MethodCB 5920.235G-1 0.78100.870Rational MethodCB 5930.249G-2 1.03100.870Rational MethodCB 6020.328H-1 1.04100.870Rational MethodCB 6030.332H-2 0.92100.870Rational MethodCB 5710.293H-3 0.46100.870Rational MethodCB 6150.147H-4 0.77100.870Rational MethodCB 6140.244H-5 0.19100.870Rational MethodCB 5760.061H-6 0.80100.680Rational MethodCB 5750.324H-7, H-19a 0.65100.870Rational MethodCB 6150.207H-8 0.95100.690Rational MethodCB 5480.380H-9, H-16b 0.78100.670Rational MethodCB 5790.323H-10 1.32100.870Rational MethodCB 5740.421H-11, H-13, H- 25 0.78100.670Rational MethodCB 5780.322H-12 1.45100.670Rational MethodCB 6160.599H-14 1.16100.660Rational MethodCB 5810.485H-15 0.89100.690Rational MethodCB 6280.358H-16a 1.35100.750Rational MethodCB 5800.500H-17, H-18 1.25100.680Rational MethodCB 6270.511H-19b 0.49100.600Rational MethodCB 5220.228H-20 0.60100.600Rational MethodCB 5020.278H-21 2.49100.750Rational MethodH-220.920H-22 2.24100.750Rational MethodH-230.829H-23 0.36100.870Rational MethodCB 5770.114H-25 0.29100.870Rational MethodCB 6000.094H-26 0.30100.870Rational MethodCB 6010.095H-27 11.70100.600Rational MethodH-285.399H-28 0.49100.870Rational MethodCB 5700.156H-29 0.54100.600Rational MethodCB 5070.248H-30 WG Project Engineer: Rachel Hawthorne, Zac Powell Avila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 7/31/2023 StormCAD [10.03.04.53]Wallace GroupFlexTable: Catchment Table CATCHMENTS Active Scenario: Phases 2-6 --- 10 Year Storm Flow (Total Out) (cfs) Time of Concentration (min) Runoff Coefficient (Rational) Runoff MethodOutflow Element Scaled Area (acres) Label 1.32100.600Rational MethodCB 5080.608H-31 1.12100.600Rational MethodCB 5090.515H-32 0.55100.600Rational MethodCB 5070.256H-33 1.19100.200Rational MethodCB 5211.649I-1 0.69100.600Rational MethodCB 5010.318I-2 0.44100.870Rational MethodCB 5490.140I-3 0.43100.870Rational MethodCB 6190.137I-4 1.61100.650Rational MethodCB 5500.687I-5 1.13100.660Rational MethodCB 6170.474I-6 0.85100.870Rational MethodCB 5720.271I-7 0.90100.870Rational MethodCB 5730.285I-8 0.68100.870Rational MethodCB 5960.218I-9 0.65100.870Rational MethodCB 6180.206I-10 6.47100.200Rational MethodCB 5038.960I-11 0.74100.600Rational MethodCB 5060.342I-12 0.59100.600Rational MethodCB 5050.273I-13 0.60100.600Rational MethodCB 5050.277I-14 0.49100.870Rational MethodCB 5860.157J-1 0.41100.710Rational MethodCB 5840.160J-2 1.08100.710Rational MethodCB 5840.423J-2 0.92100.690Rational MethodCB 582 + 6200.371J-3 1.74100.660Rational MethodCB 5870.728J-4 1.36100.610Rational MethodCB 5850.617J-5 2.67100.700Rational MethodCB 5831.058J-6. J-9 1.77100.660Rational MethodCB 5880.741J-7 1.32100.660Rational MethodCB 5900.556J-8 2.04100.660Rational MethodCB 5890.857J-10 1.47100.660Rational MethodCB 6070.619J-11 1.64100.650Rational MethodCB 582 + 6200.699J-12 1.46100.660Rational MethodCB 5910.614J-13 0.78100.670Rational MethodCB 6060.324J-14 2.84260.200Rational MethodCB 5256.056Offsite 10 12.82260.500Rational MethodCB 52510.921Offsite 11 4.58300.560Rational MethodCB 113.889Offsite Buckley 1 3.50300.860Rational MethodO-306 (OUT -I)1.937Offsite Buckley 2a+2b 10.41100.200Rational MethodCB 52514.411Watershed K 4.35100.200Rational MethodCB 126.028Watershed L 21.38100.200Rational MethodFES 31429.600 Watershed M + Offsite Watershed 9 WG Project Engineer: Rachel Hawthorne, Zac Powell Avila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 7/31/2023 StormCAD [10.03.04.53]Wallace GroupFlexTable: Catchment Table CATCHMENTS Active Scenario: Phases 2-6 --- 100 Year Storm Flow (Total Out) (cfs) Time of Concentration (min) Runoff Coefficient (Rational) Runoff MethodOutflow Element Scaled Area (acres) Label 7.52100.600Rational MethodA-11.988A-1 1.28100.850Rational MethodCB 5630.240A-2, A-3 0.70100.500Rational MethodCB 5040.222A-4 0.30100.500Rational MethodCB 4510.096A-5 0.40100.500Rational MethodCB 4740.127A-6 0.27100.500Rational MethodCB 4870.086A-7 0.53100.500Rational MethodCB 4730.169A-8 0.25100.500Rational MethodCB 4770.079A-9 0.28100.500Rational MethodCB 4760.088A-10 8.06100.600Rational MethodB-12.131B-1 0.32100.500Rational MethodCB 4190.102B-2 0.28100.500Rational MethodCB 4150.090B-3 0.77100.150Rational MethodCB 5440.818B-4 1.46100.850Rational MethodCB 5530.272B-5 0.28100.850Rational MethodCB 5470.052B-6a 1.23100.850Rational MethodCB 6250.229B-6b 0.33100.500Rational MethodCB 5590.105B-7 0.98100.500Rational MethodCB 4240.310B-8 0.41100.850Rational MethodCB 5440.076B-9 0.40100.850Rational MethodCB 5430.075B-10 0.73100.500Rational MethodCB 4330.233B-11 0.24100.500Rational MethodCB 4490.077B-12 0.89100.850Rational MethodCB 6080.166B-13 0.37100.500Rational MethodCB 4380.118B-14 0.29100.500Rational MethodCB 4320.091B-15 0.83100.850Rational MethodCB 6090.155B-16 0.30100.500Rational MethodCB 4460.095B-17 0.23100.500Rational MethodCB 4420.072B-18 0.29100.500Rational MethodCB 4480.092B-19 0.99100.850Rational MethodCB 6110.185B-20 1.06100.850Rational MethodCB 6100.198B-21 1.02100.850Rational MethodCB 5560.191B-22 0.75100.850Rational MethodCB 5540.140B-23 0.34100.500Rational MethodCB 4520.109B-24 0.30100.500Rational MethodCB 4550.095B-25 0.69100.850Rational MethodCB 5420.129B-26 0.30100.500Rational MethodCB 4700.095B-27 0.27100.850Rational MethodCB 5600.051B-28 0.42100.500Rational MethodCB 4580.132B-29 0.29100.500Rational MethodCB 4620.092B-30 0.82100.850Rational MethodCB 5410.153B-31 0.28100.500Rational MethodCB 4660.089B-32 0.42100.850Rational MethodCB 6120.079B-33 0.47100.850Rational MethodCB 5610.088B-34 0.64100.850Rational MethodCB 5620.119B-35 0.56100.850Rational MethodCB 6130.105B-36 0.80100.500Rational MethodCB 4180.252B-37 0.57100.500Rational MethodCB 4110.179B-38 WG Project Engineer: Rachel Hawthorne, Zac Powell Avila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 7/31/2023 StormCAD [10.03.04.53]Wallace GroupFlexTable: Catchment Table CATCHMENTS Active Scenario: Phases 2-6 --- 100 Year Storm Flow (Total Out) (cfs) Time of Concentration (min) Runoff Coefficient (Rational) Runoff MethodOutflow Element Scaled Area (acres) Label 0.57100.500Rational MethodCB 4140.180B-39 0.83100.500Rational MethodCB 4130.264B-40 0.62100.500Rational MethodCB 4250.196B-41 0.29100.500Rational MethodCB 4260.092B-42 0.58100.500Rational MethodCB 4370.184B-43 0.84100.500Rational MethodCB 4360.265B-44 0.55100.500Rational MethodCB 4310.176B-45 0.84100.500Rational MethodCB 4300.267B-46 0.55100.500Rational MethodCB 4450.175B-47 0.85100.500Rational MethodCB 4440.268B-48 0.54100.500Rational MethodCB 4410.171B-49 0.77100.500Rational MethodCB 4400.245B-50 0.47100.500Rational MethodCB 4470.150B-51 0.89100.500Rational MethodCB 4530.282B-52 0.86100.500Rational MethodCB 4560.272B-53 0.86100.500Rational MethodCB 4710.272B-54 0.56100.500Rational MethodCB 4670.177B-55 1.06100.500Rational MethodCB 4690.338B-56 0.54100.500Rational MethodCB 4630.172B-57 0.95100.500Rational MethodCB 4650.303B-58 0.27100.500Rational MethodCB 4590.085B-59 0.74100.500Rational MethodCB 4600.234B-60 0.68100.500Rational MethodCB 4280.216B-61 0.28100.500Rational MethodCB 4100.088C-1 0.27100.500Rational MethodCB 4060.087C-2 0.90100.850Rational MethodCB 5520.167C-3 0.83100.850Rational MethodCB 5510.155C-4 0.35100.500Rational MethodCB 4220.110C-5 1.48100.850Rational MethodCB 5640.276C-6 1.07100.850Rational MethodCB 5650.199C-7 1.19100.500Rational MethodMH 8050.378C-8 1.13100.500Rational MethodCB 4800.360C-9 0.28100.500Rational MethodCB 4820.090C-10 0.42100.500Rational MethodCB 4830.132C-11 0.59100.500Rational MethodCB 4860.186C-12 0.58100.500Rational MethodCB 4070.184C-13 0.83100.500Rational MethodCB 4090.264C-14 0.45100.500Rational MethodCB 4050.142C-15 0.39100.500Rational MethodCB 4040.124C-16 1.20100.500Rational MethodCB 4210.381C-17 0.61100.500Rational MethodCB 4790.192C-18 0.31100.500Rational MethodCB 4780.099C-19 0.39100.500Rational MethodCB 4840.123C-20 0.58100.500Rational MethodCB 4030.183C-21 1.73100.850Rational MethodCB 5450.323D-1 0.83100.850Rational MethodCB 5580.155D-2 1.76100.850Rational MethodCB 5460.329D-3 0.78100.850Rational MethodCB 5570.146D-4 WG Project Engineer: Rachel Hawthorne, Zac Powell Avila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 7/31/2023 StormCAD [10.03.04.53]Wallace GroupFlexTable: Catchment Table CATCHMENTS Active Scenario: Phases 2-6 --- 100 Year Storm Flow (Total Out) (cfs) Time of Concentration (min) Runoff Coefficient (Rational) Runoff MethodOutflow Element Scaled Area (acres) Label 1.17100.850Rational MethodCB 5980.218E-1 1.13100.850Rational MethodCB 5660.212E-2 1.15100.850Rational MethodCB 5920.214E-3 1.14100.850Rational MethodCB 5990.213E-4 1.32100.850Rational MethodCB 5670.246E-5 0.72100.850Rational MethodCB 5930.134E-6 0.35100.850Rational MethodCB 5690.066E-7 0.83100.850Rational MethodCB 5680.155E-8 5.18100.600Rational MethodE-91.371E-9 5.61100.600Rational MethodE-101.484E-10 1.15100.850Rational MethodCB 6050.214E-11 1.12100.850Rational MethodCB 6040.210E-12 7.14100.600Rational MethodE-131.889E-13 0.89100.870Rational MethodCB 5940.162F-1 0.87100.870Rational MethodCB 5950.158F-2 10.39100.700Rational MethodF-32.357F-3 1.02100.870Rational MethodCB 6240.186F-4 1.02100.870Rational MethodCB 6260.186F-5 1.29100.870Rational MethodCB 5920.235G-1 1.37100.870Rational MethodCB 5930.249G-2 1.80100.870Rational MethodCB 6020.328H-1 1.82100.870Rational MethodCB 6030.332H-2 1.61100.870Rational MethodCB 5710.293H-3 0.80100.870Rational MethodCB 6150.147H-4 1.34100.870Rational MethodCB 6140.244H-5 0.33100.870Rational MethodCB 5760.061H-6 1.39100.680Rational MethodCB 5750.324H-7, H-19a 1.13100.870Rational MethodCB 6150.207H-8 1.65100.690Rational MethodCB 5480.380H-9, H-16b 1.36100.670Rational MethodCB 5790.323H-10 2.31100.870Rational MethodCB 5740.421H-11, H-13, H- 25 1.36100.670Rational MethodCB 5780.322H-12 2.53100.670Rational MethodCB 6160.599H-14 2.02100.660Rational MethodCB 5810.485H-15 1.56100.690Rational MethodCB 6280.358H-16a 2.36100.750Rational MethodCB 5800.500H-17, H-18 2.19100.680Rational MethodCB 6270.511H-19b 0.86100.600Rational MethodCB 5220.228H-20 1.05100.600Rational MethodCB 5020.278H-21 4.35100.750Rational MethodH-220.920H-22 3.92100.750Rational MethodH-230.829H-23 0.63100.870Rational MethodCB 5770.114H-25 0.51100.870Rational MethodCB 6000.094H-26 0.52100.870Rational MethodCB 6010.095H-27 20.41100.600Rational MethodH-285.399H-28 0.85100.870Rational MethodCB 5700.156H-29 0.94100.600Rational MethodCB 5070.248H-30 WG Project Engineer: Rachel Hawthorne, Zac Powell Avila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 7/31/2023 StormCAD [10.03.04.53]Wallace GroupFlexTable: Catchment Table CATCHMENTS Active Scenario: Phases 2-6 --- 100 Year Storm Flow (Total Out) (cfs) Time of Concentration (min) Runoff Coefficient (Rational) Runoff MethodOutflow Element Scaled Area (acres) Label 2.30100.600Rational MethodCB 5080.608H-31 1.95100.600Rational MethodCB 5090.515H-32 0.97100.600Rational MethodCB 5070.256H-33 2.08100.200Rational MethodCB 5211.649I-1 1.20100.600Rational MethodCB 5010.318I-2 0.77100.870Rational MethodCB 5490.140I-3 0.75100.870Rational MethodCB 6190.137I-4 2.81100.650Rational MethodCB 5500.687I-5 1.97100.660Rational MethodCB 6170.474I-6 1.48100.870Rational MethodCB 5720.271I-7 1.56100.870Rational MethodCB 5730.285I-8 1.19100.870Rational MethodCB 5960.218I-9 1.13100.870Rational MethodCB 6180.206I-10 11.29100.200Rational MethodCB 5038.960I-11 1.29100.600Rational MethodCB 5060.342I-12 1.03100.600Rational MethodCB 5050.273I-13 1.05100.600Rational MethodCB 5050.277I-14 0.86100.870Rational MethodCB 5860.157J-1 0.72100.710Rational MethodCB 5840.160J-2 1.89100.710Rational MethodCB 5840.423J-2 1.61100.690Rational MethodCB 582 + 6200.371J-3 3.03100.660Rational MethodCB 5870.728J-4 2.37100.610Rational MethodCB 5850.617J-5 4.67100.700Rational MethodCB 5831.058J-6. J-9 3.08100.660Rational MethodCB 5880.741J-7 2.31100.660Rational MethodCB 5900.556J-8 3.56100.660Rational MethodCB 5890.857J-10 2.57100.660Rational MethodCB 6070.619J-11 2.86100.650Rational MethodCB 582 + 6200.699J-12 2.55100.660Rational MethodCB 5910.614J-13 1.37100.670Rational MethodCB 6060.324J-14 5.01260.200Rational MethodCB 5256.056Offsite 10 22.59260.500Rational MethodCB 52510.921Offsite 11 8.00300.560Rational MethodCB 113.889Offsite Buckley 1 6.11300.860Rational MethodO-306 (OUT -I)1.937Offsite Buckley 2a+2b 18.16100.200Rational MethodCB 52514.411Watershed K 7.60100.200Rational MethodCB 126.028Watershed L 37.30100.200Rational MethodFES 31429.600 Watershed M + Offsite Watershed 9 WG Project Engineer: Rachel Hawthorne, Zac Powell Avila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 7/31/2023 StormCAD [10.03.04.53]Wallace GroupFlexTable: Catchment Table CATCHMENTS APPENDIX A WEIGHTED RUNOFF COEFFICIENTS C D C D C D C D C D C D C D 0.85 0.87 0.5 0.6 0.5 0.6 0.5 0.6 0.6 0.7 0.6 0.75 0.15 0.2 A-1 1.99 0.60 1.99 A-2 0.12 0.85 0.12 A-3 0.12 0.85 0.12 A-4 0.22 0.50 0.22 A-5 0.10 0.50 0.10 A-6 0.13 0.50 0.13 A-7 0.09 0.50 0.09 A-8 0.17 0.50 0.17 A-9 0.08 0.50 0.08 A-10 0.09 0.50 0.09 Totals 3.10 0.59 0.24 0.87 1.99 AREA (AC) COMPOSITE C-VALUEAREA (AC)CATCHMENT NAME LAND USE MEDIUM DENSITY MEDIUM HIGH DENSITY OPEN SPACE HSG C-VALUE HIGH DENSITYSTREETSLOW DENSITY COMMERCIAL APPENDIX A WEIGHTED RUNOFF COEFFICIENTS C D C D C D C D C D C D C D 0.85 0.87 0.5 0.6 0.5 0.6 0.5 0.6 0.6 0.7 0.6 0.75 0.15 0.2 B-1 2.13 0.60 2.13 B-2 0.08 0.50 0.08 B-3 0.10 0.50 0.10 B-4 0.82 0.15 0.82 B-5 0.27 0.85 0.27 B-6 0.28 0.85 0.28 B-7 0.11 0.50 0.11 B-8 0.31 0.50 0.31 B-9 0.08 0.85 0.08 B-10 0.08 0.85 0.08 B-11 0.23 0.50 0.23 B-12 0.08 0.50 0.08 B-13 0.17 0.85 0.17 B-14 0.12 0.50 0.12 B-15 0.09 0.50 0.09 B-16 0.16 0.85 0.16 B-17 0.10 0.50 0.10 B-18 0.07 0.50 0.07 B-19 0.09 0.50 0.09 B-20 0.19 0.85 0.19 B-21 0.20 0.85 0.20 B-22 0.19 0.85 0.19 B-23 0.14 0.85 0.14 B-24 0.11 0.50 0.11 B-25 0.10 0.50 0.10 B-26 0.13 0.85 0.13 B-27 0.10 0.50 0.10 B-28 0.05 0.85 0.05 B-29 0.13 0.50 0.13 B-30 0.09 0.50 0.09 B-31 0.15 0.85 0.15 B-32 0.09 0.50 0.09 B-33 0.08 0.85 0.08 B-34 0.09 0.85 0.09 B-35 0.12 0.85 0.12 B-36 0.11 0.85 0.11 B-37 0.20 0.50 0.20 B-38 0.25 0.50 0.25 B-39 0.20 0.50 0.20 B-40 0.29 0.50 0.29 B-41 0.20 0.50 0.20 B-42 0.09 0.50 0.09 B-43 0.18 0.50 0.18 B-44 0.27 0.50 0.27 B-45 0.18 0.50 0.18 B-46 0.27 0.50 0.27 B-47 0.18 0.50 0.18 B-48 0.27 0.50 0.27 B-49 0.17 0.50 0.17 B-50 0.25 0.50 0.25 B-51 0.15 0.50 0.15 OPEN SPACE/PARKS HSG C-VALUE AREA (AC) CATCHMENT NAME AREA (AC) COMPOSITE C-VALUE LAND USE STREETS LOW DENSITY MEDIUM DENSITY MEDIUM HIGH DENSITY HIGH DENSITY COMMERCIAL APPENDIX A WEIGHTED RUNOFF COEFFICIENTS C D C D C D C D C D C D C D 0.85 0.87 0.5 0.6 0.5 0.6 0.5 0.6 0.6 0.7 0.6 0.75 0.15 0.2 OPEN SPACE/PARKS HSG C-VALUE AREA (AC) CATCHMENT NAME AREA (AC) COMPOSITE C-VALUE LAND USE STREETS LOW DENSITY MEDIUM DENSITY MEDIUM HIGH DENSITY HIGH DENSITY COMMERCIAL B-52 0.28 0.50 0.28 B-53 0.27 0.50 0.27 B-54 0.27 0.50 0.27 B-55 0.18 0.50 0.18 B-56 0.34 0.50 0.34 B-57 0.17 0.50 0.17 B-58 0.30 0.50 0.30 B-59 0.09 0.50 0.09 B-60 0.23 0.50 0.23 B-61 0.22 0.50 0.22 Totals 12.87 0.56 2.46 0.00 0.00 0.00 7.46 0.00 0.00 0.00 2.13 0.00 0.00 0.00 0.82 0.00 APPENDIX A WEIGHTED RUNOFF COEFFICIENTS C D C D C D C D C D C D C D 0.85 0.87 0.5 0.6 0.5 0.6 0.5 0.6 0.6 0.7 0.6 0.75 0.15 0.2 C-1 0.08 0.50 0.08 C-2 0.09 0.50 0.09 C-3 0.17 0.85 0.17 C-4 0.16 0.85 0.16 C-5 0.11 0.50 0.11 C-6 0.28 0.85 0.28 C-7 0.20 0.85 0.20 C-8 0.38 0.50 0.38 C-9 0.36 0.50 0.36 C-10 0.09 0.50 0.09 C-11 0.13 0.50 0.13 C-12 0.18 0.50 0.18 C-13 0.18 0.50 0.18 C-14 0.25 0.50 0.25 C-15 0.14 0.50 0.14 C-16 0.12 0.50 0.12 C-17 0.38 0.50 0.38 C-18 0.19 0.50 0.19 C-19 0.10 0.50 0.10 C-20 0.12 0.50 0.12 C-21 0.18 0.50 0.18 Totals 3.87 0.57 0.80 0.00 0.00 0.00 3.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 CATCHMENT NAME AREA (AC) COMPOSITE C-VALUE LAND USE STREETS LOW DENSITY MEDIUM DENSITY MEDIUM HIGH DENSITY HIGH DENSITY OPEN SPACE/PARKS HSG C-VALUE AREA (AC) COMMERCIAL APPENDIX A WEIGHTED RUNOFF COEFFICIENTS C D C D C D C D C D C D C D 0.85 0.87 0.5 0.6 0.5 0.6 0.5 0.6 0.6 0.7 0.6 0.75 0.15 0.2 D-1 0.32 0.85 0.32 D-2 0.16 0.85 0.16 D-3 0.35 0.85 0.35 D-4 0.15 0.85 0.15 Totals 0.98 0.85 0.98 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 CATCHMENT NAME AREA (AC) COMPOSITE C-VALUE LAND USE STREETS LOW DENSITY MEDIUM DENSITY MEDIUM HIGH DENSITY HIGH DENSITY OPEN SPACE/PARKS HSG C-VALUE AREA (AC) COMMERCIAL APPENDIX A WEIGHTED RUNOFF COEFFICIENTS C D C D C D C D C D C D C D 0.85 0.87 0.5 0.6 0.5 0.6 0.6 0.7 0.6 0.7 0.6 0.75 0.15 0.2 E-1 0.22 0.85 0.22 E-2 0.21 0.85 0.21 E-3 0.21 0.85 0.21 E-4 0.21 0.85 0.21 E-5 0.25 0.85 0.25 E-6 0.13 0.85 0.13 E-7 0.07 0.85 0.07 E-8 0.16 0.85 0.16 E-9 1.38 0.60 1.38 E-10 1.48 0.60 1.48 E-11 0.21 0.85 0.21 E-12 0.21 0.85 0.21 E-13 1.87 0.60 1.87 Totals 6.63 0.67 1.88 0.00 0.00 0.00 0.00 0.00 4.74 0.00 0.00 0.00 0.00 0.00 0.00 0.00 CATCHMENT NAME AREA (AC) COMPOSITE C-VALUE LAND USE STREETS LOW DENSITY MEDIUM DENSITY MEDIUM HIGH DENSITY HIGH DENSITY OPEN SPACE/PARKS HSG C-VALUE AREA (AC) COMMERCIAL APPENDIX A WEIGHTED RUNOFF COEFFICIENTS C D C D C D C D C D C D C D 0.85 0.87 0.5 0.6 0.5 0.6 0.6 0.7 0.6 0.7 0.6 0.75 0.15 0.2 F-1 0.34 0.87 0.34 F-2 0.34 0.87 0.34 F-3 2.36 0.70 2.36 Totals 3.04 0.74 0.00 0.68 0.00 0.00 0.00 0.00 0.00 2.36 0.00 0.00 0.00 0.00 0.00 0.00 CATCHMENT NAME AREA (AC) COMPOSITE C-VALUE LAND USE STREETS LOW DENSITY MEDIUM DENSITY MEDIUM HIGH DENSITY HIGH DENSITY OPEN SPACE/PARKS HSG C-VALUE AREA (AC) COMMERCIAL APPENDIX A WEIGHTED RUNOFF COEFFICIENTS C D C D C D C D C D C D C D 0.85 0.87 0.5 0.6 0.5 0.6 0.6 0.7 0.6 0.7 0.6 0.75 0.15 0.2 G-1 0.24 0.87 0.24 G-2 0.25 0.87 0.25 Totals 0.48 0.87 0.00 0.48 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 CATCHMENT NAME AREA (AC) COMPOSITE C-VALUE LAND USE STREETS LOW DENSITY MEDIUM DENSITY MEDIUM HIGH DENSITY HIGH DENSITY OPEN SPACE/PARKS HSG C-VALUE AREA (AC) COMMERCIAL APPENDIX A WEIGHTED RUNOFF COEFFICIENTS C D C D C D C D C D C D C D 0.85 0.87 0.5 0.6 0.5 0.6 0.5 0.6 0.6 0.7 0.6 0.75 0.15 0.2 H-1 0.33 0.87 0.33 H-2 0.33 0.87 0.33 H-3 0.29 0.87 0.29 H-4 0.15 0.87 0.15 H-5 0.24 0.87 0.24 H-6 0.06 0.87 0.06 H-7 0.22 0.74 0.11 0.11 H-8 0.21 0.87 0.21 H-9 0.08 0.87 0.08 H-10 0.32 0.67 0.08 0.24 H-11 0.10 0.87 0.10 H-12 0.32 0.67 0.09 0.24 H-13 0.23 0.87 0.23 H-14 0.60 0.67 0.15 0.45 H-15 0.49 0.66 0.11 0.38 H-16 0.65 0.67 0.16 0.49 H-17 0.37 0.70 0.14 0.23 H-18 0.13 0.87 0.13 H-19 0.65 0.67 0.16 0.49 H-20 0.23 0.60 0.23 H-21 0.28 0.60 0.28 H-22 0.92 0.75 0.92 H-23 0.82 0.75 0.82 H-24 0.14 0.87 0.14 H-25 0.08 0.87 0.08 H-26 0.09 0.87 0.09 H-27 0.10 0.87 0.10 H-28 5.40 0.60 5.40 H-29 0.16 0.87 0.16 H-30 0.25 0.60 0.25 H-31 0.61 0.60 0.61 H-32 0.52 0.60 0.52 H-33 0.26 0.60 0.26 Totals 15.63 0.68 0.00 3.74 0.00 4.75 0.00 0.00 0.00 5.40 0.00 0.00 0.00 1.74 0.00 0.00 CATCHMENT NAME AREA (AC) COMPOSITE C-VALUE LAND USE STREETS LOW DENSITY MEDIUM DENSITY MEDIUM HIGH DENSITY HIGH DENSITY OPEN SPACE/PARKS HSG C-VALUE AREA (AC) COMMERCIAL APPENDIX A WEIGHTED RUNOFF COEFFICIENTS C D C D C D C D C D C D C D 0.85 0.87 0.5 0.6 0.5 0.6 0.5 0.6 0.6 0.7 0.6 0.75 0.15 0.2 I-1 1.65 0.20 1.65 I-2 0.32 0.60 0.32 I-3 0.14 0.87 0.14 I-4 0.14 0.87 0.14 I-5 0.69 0.65 0.14 0.55 I-6 0.47 0.66 0.11 0.36 I-7 0.27 0.87 0.27 I-8 0.29 0.87 0.29 I-9 0.20 0.87 0.20 I-10 0.19 0.87 0.19 I-11 8.96 0.20 8.96 I-12 0.34 0.60 0.34 I-13 0.27 0.60 0.27 I-14 0.28 0.60 0.28 Totals 14.21 0.33 0.00 1.47 0.00 2.12 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 10.61 CATCHMENT NAME AREA (AC) COMPOSITE C-VALUE LAND USE STREETS LOW DENSITY MEDIUM DENSITY MEDIUM HIGH DENSITY HIGH DENSITY COMMERCIAL OPEN SPACE/PARKS HSG C-VALUE AREA (AC) APPENDIX A WEIGHTED RUNOFF COEFFICIENTS C D C D C D C D C D C D C D 0.85 0.87 0.5 0.6 0.5 0.6 0.5 0.6 0.6 0.7 0.6 0.75 0.15 0.2 J-1 0.16 0.87 0.16 J-2 0.60 0.71 0.25 0.35 J-3 0.36 0.69 0.11 0.24 J-4 0.73 0.66 0.15 0.57 J-5 0.61 0.67 0.16 0.45 J-6 0.65 0.68 0.20 0.45 J-7 0.74 0.66 0.17 0.57 J-8 0.56 0.66 0.12 0.44 J-9 0.41 0.72 0.18 0.23 J-10 0.86 0.66 0.18 0.68 J-11 0.62 0.66 0.14 0.48 J-12 0.70 0.65 0.13 0.57 J-13 0.61 0.66 0.13 0.49 J-14 0.32 0.67 0.09 0.24 Totals 7.92 0.67 0.00 2.16 0.00 5.76 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 CATCHMENT NAME AREA (AC) COMPOSITE C-VALUE LAND USE STREETS LOW DENSITY MEDIUM DENSITY MEDIUM HIGH DENSITY HIGH DENSITY COMMERCIAL OPEN SPACE/PARKS HSG C-VALUE AREA (AC) 9 Custom Soil Resource Report Soil Map 39 0 1 6 0 0 39 0 1 7 0 0 39 0 1 8 0 0 39 0 1 9 0 0 39 0 2 0 0 0 39 0 2 1 0 0 39 0 2 2 0 0 39 0 2 3 0 0 39 0 1 7 0 0 39 0 1 8 0 0 39 0 1 9 0 0 39 0 2 0 0 0 39 0 2 1 0 0 39 0 2 2 0 0 39 0 2 3 0 0 711600 711700 711800 711900 712000 712100 712200 712300 712400 712500 712600 712700 711700 711800 711900 712000 712100 712200 712300 712400 712500 712600 712700 712800 35° 14' 31'' N 12 0 ° 4 0 ' 2 8 ' ' W 35° 14' 31'' N 12 0 ° 3 9 ' 4 0 ' ' W 35° 14' 5'' N 12 0 ° 4 0 ' 2 8 ' ' W 35° 14' 5'' N 12 0 ° 3 9 ' 4 0 ' ' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 10N WGS84 0 250 500 1000 1500 Feet 0 50 100 200 300 Meters Map Scale: 1:5,550 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. 120 HSG D 197 HSG C 169 HSG C 127 HSG C120 HSG D 170 HSG C APPENDIX B Appendix B – Pages from Waterway Management Plan Volume III – Drainage Design Manual, City of SLO SLO Creek Drainage Design Manual 24 February 2003 Table 4-1 Runoff Coefficients Hydrologic Run-off Coefficients for Slopes Type of Developments Soil Group <2% 2-10% >10% Single-Family Residential Lots 1,860 sq. m (20,000 sq. ft.) D 0.40 0.45 0.55 C 0.30 0.40 0.50 930 sq. m (10,000 sq. ft.) D 0.40 0.50 0.60 " C 0.35 0.40 0.50 560 sq. m (6,000 sq. ft. ) D 0.50 0.60 0.65 " C 0.45 0.50 0.60 Apartments 1,800 sq. ft. (167 sq. m) C 0.60 0.70 0.80 " D 0.50 0.60 0.70 Heavy Industrial D 0.85 0.87 0.90 C 0.80 0.85 0.87 Light Industrial D 0.80 0.85 0.87 " C 0.70 0.75 .80 Downtown Commercial D 0.85 0.87 0.90 " C 0.80 0.82 0.85 Neighborhood Commercial D 0.65 0.75 0.80 C .50 0.60 0.70 Dense Vegetation D 0.25 0.30 0.40 (oak woodland, brushland) C 0.20 0.25 0.35 Moderate Vegetation D 0.25 0.35 0.45 (grasslands w/scattered trees & brush) C 0.25 0.30 0.35 Sparse Vegetation D 0.40 0.45 0.50 (grasslands and pasture) C 0.30 0.35 0.40 Agricultural D 0.20 0.20 0.25 (cropland) C 0.15 0.15 0.20 Impervious Surfaces 0.85 0.87 (streets, parking lots, garages and roofs) 0.80 0.85 0.90 Unimproved Vacant Lands D 0.15 0.20 0.30 (parks, cemeteries, golf courses, and lawns)C 0.10 0.15 0.20 Notes: Hydrologic Soil Group These values are intended to be a minimum; higher values may be required by the City Engineer or County Public Works Director. C = Sandy Loam, Gravel, Loam D = Clay, Adobe, Shallow Soil and/or Rockland. Refer to USDA San Luis Obispo Area Soil Survey for hydrologic soil groups. SLO Creek Drainage Design Manual 30 February 2003 Table 4-5 Rainfall - Intensity Data (mm/hr), Areas With 450 mm to 550 mm Annual Rainfall Recurrence Duration Interval (years) 10 min 15 min 30 min 1 hr 2 hrs 3 hrs 6 hrs 10 hrs 2 43 36 25 17 11 9.4 7.4 5.6 5 58 48 33 22 15 13 10 8.4 10 71 61 41 26 19 16 13 9.7 25 81 69 48 30 23 20 16 13 50 94 79 53 36 23 23 19 15 100 102 86 58 38 29 25 20 16 Table 4-6 Rainfall - Intensity Data (mm/hr), Areas With 550 mm to 700 mm Annual Rainfall Recurrence Duration Interval (years) 10 min 15 min 30 min 1 hr 2 hrs 3 hrs 6 hrs 10 hrs 2 53 46 30 19 14 12 9.1 7.1 5 74 64 43 27 19 17 13 10 10 91 76 53 33 23 21 16 12 25 102 89 61 38 28 25 20 15 50 117 99 66 43 33 29 23 18 100 127 109 74 47 35 31 25 19 SLO Creek Drainage Design Manual 28 February 2003 Table 4-2. Required Antecedent Moisture Factors Recurrence Interval (years) Antecedent Moisture Factor (Ca) 2 to 10 1.0 25 1.1 50 1.2 100 1.25 4.1.3 General Procedure for the Rational Method The general procedure for determining peak discharge at a given concentration point using the Rational Method is as follows: Step 1 - Determine the drainage area (in hectares). Step 2 - Determine the runoff coefficient (c) for the drainage area, using Table 4-1. If the landuse and soil cover are homogeneous for the entire drainage area, a single runoff coefficient value can be determine directly from the table. If there are multiple landuses or soil conditions, a weighted average must be calculated as follows: Step 3 - Determine the hydraulic length or flow path that will be used to determine the time of concentration. Also, determine the types of flow (or flow regimes) that occur along the flow path. Step 4 - Determine the time of concentration (Tc) for the drainage area for each subarea and flow path. Add all of the travel times to get the time of concentration (Tc) for the entire hydraulic length or flow path. Step 5 - Determine the Rainfall Intensity Factor (i) for the selected design storm by using the Rainfall Intensity charts (Tables 4-3 to 4-6). Select the chart with average annual rainfall for the locality closest to project, as shown on Figure 4-A and 4-B. Step 6- - Determine Antecedent Moisture Factor from Table 4-2 based on the design storm being considered (i.e. 2- yr, 10-yr, etc) Step 7 - Determine the peak discharge according to Equation 4-1. This procedure can be repeated for each concentration point as one moves down a given drainage system. At each point, a new Tc will need to be completed by adding the channel time between the previous concentration point and the new point to the previously estimated Tc (per Equation 4-6). A new run-off coefficient will be computed pursuant to Equation 4-2, and new rainfall intensity; from Tables 4-3 to 4-6. APPENDIX C Appendix C – Network Hydraulics Calculations and Exhibits · Storm Drain Network Overview Exhibits · 10-Year Storm Hydraulics – Catch Basins/ Inlets, Pipes and Outfalls Tables · 100-Year Storm Hydraulics – Catch Basins/ Inlets, Pipes and Outfalls Tables · Maximum Allowable Spread Width Exhibit · 10-Year Storm Drain Network Profiles · 100-Year Storm Drain Network Profiles TRACT 3089 - AVILA RANCH PHASES 2, 3, 4, 5 & 6 STORM DRAIN NETWORKS OVERVIEW DATE: 4-25-2023 (Software: StormCAD) PAGE 1 OF 8 PAGE 2 OF 8 PAGE 3 OF 8 PAGE 4 OF 8 PAGE 5 OF 8 PAGE 6 OF 8 PAGE 7 OF 8 PAGE 8 OF 8 Active Scenario: Phases 2-6 --- 10 Year Storm Depth (Gutter) (in) Spread / Top Width (ft) Hydraulic Grade Line (In) (ft) Flow (Total Bypassed) (cfs) Flow (Captured) (cfs) Capture Efficiency (Calculated) (%) Curb Opening Length (ft) Inlet Location InletElevation (Invert) (ft) Elevation (Rim) (ft) Elevation (Ground) (ft) NotesLabel 7.24.82107.200.004.58100.0In Sag36"x36" Grate Inlet106.30112.00112.00SLOCo D-2a RiserCB 11 7.75.16104.300.004.35100.0In Sag60"x60" Grate Inlet99.88106.62106.6260" SLOCo D-2a RiserCB 12 0.00.00110.700.000.00100.0On Grade18"x18" Grate Inlet110.19114.85114.8518x18 CBCB 401 0.00.00114.860.000.00100.0On Grade18"x18" Grate Inlet114.86117.47117.4718x18 CBCB 402 1.63.21114.600.000.33100.0On Grade18"x18" Grate Inlet114.32117.44117.4418x18 CBCB 403 1.42.60114.290.000.22100.0On Grade18"x18" Grate Inlet113.92117.34117.3418x18 CBCB 404 1.51.46113.960.000.26100.0In Sag18"x18" Grate Inlet113.52117.20117.2018x18 CBCB 405 1.32.15113.750.000.16100.0On Grade18"x18" Grate Inlet113.26117.33117.3318x18 CBCB 406 1.62.07115.300.000.33100.0In Sag18"x18" Grate Inlet114.85118.30118.3018x18 CBCB 407 0.00.00115.920.000.00100.0On Grade18"x18" Grate Inlet115.92118.52118.5218x18 CBCB 408 1.83.90115.700.000.48100.0On Grade18"x18" Grate Inlet115.37118.42118.4218x18 CBCB 409 1.32.15115.050.000.16100.0On Grade18"x18" Grate Inlet114.56118.45118.4518x18 CBCB 410 1.63.18111.400.000.32100.0On Grade18"x18" Grate Inlet111.13114.25114.2518x18 CBCB 411 0.00.00113.460.000.00100.0On Grade18"x18" Grate Inlet113.46116.07116.0718x18 CBCB 412 1.83.90113.230.000.48100.0On Grade18"x18" Grate Inlet112.90115.97115.9718x18 CBCB 413 1.62.00112.820.000.33100.0In Sag18"x18" Grate Inlet112.38115.85115.8518x18 CBCB 414 1.32.18112.580.000.16100.0On Grade18"x18" Grate Inlet112.09116.00116.0018x18 CBCB 415 0.00.00111.660.000.00100.0On Grade18"x18" Grate Inlet111.66114.28114.2818x18 CBCB 416 0.00.00111.010.000.00100.0On Grade18"x18" Grate Inlet110.73114.15114.1518x18 CBCB 417 1.93.19110.760.000.46100.0In Sag18"x18" Grate Inlet110.33114.01114.0118x18 CBCB 418 1.32.34110.560.000.18100.0On Grade18"x18" Grate Inlet110.07114.14114.1418x18 CBCB 419 0.00.00114.570.000.00100.0On Grade18"x18" Grate Inlet114.11117.52117.5218x18 CBCB 420 2.35.04115.110.000.69100.0In Sag18"x18" Grate Inlet114.65117.51117.5118x18 CBCB 421 1.11.50115.170.000.20100.0On Grade18"x18" Grate Inlet114.96117.58117.5818x18 CBCB 422 0.00.00114.220.000.00100.0On Grade18"x18" Grate Inlet114.22116.84116.8418x18 CBCB 423 1.84.24114.030.000.56100.0On Grade18"x18" Grate Inlet113.66116.75116.7518x18 CBCB 424 1.72.27113.630.000.35100.0In Sag18"x18" Grate Inlet113.15116.64116.6418x18 CBCB 425 1.32.22113.380.000.17100.0On Grade18"x18" Grate Inlet112.87116.79116.7918x18 CBCB 426 0.00.00111.320.000.00100.0In Sag18"x18" Grate Inlet111.32113.93113.9318x18 CBCB 427 1.72.61111.090.000.39100.0In Sag18"x18" Grate Inlet110.78113.87113.8718x18 CBCB 428 0.00.00111.410.000.00100.0On Grade18"x18" Grate Inlet111.41114.02114.0218x18 CBCB 429 1.83.93111.200.000.48100.0On Grade18"x18" Grate Inlet110.86113.93113.9318x18 CBCB 430 1.61.92110.790.000.32100.0In Sag18"x18" Grate Inlet110.35113.81113.8118x18 CBCB 431 1.32.20110.550.000.16100.0On Grade18"x18" Grate Inlet110.07113.96113.9618x18 CBCB 432 1.82.88113.000.000.42100.0In Sag18"x18" Grate Inlet112.68115.33115.3318x18 CBCB 433 0.00.00112.830.000.00100.0On Grade18"x18" Grate Inlet112.51115.43115.4318x18 CBCB 434 0.00.00112.540.000.00100.0On Grade18"x18" Grate Inlet112.54115.15115.1518x18 CBCB 435 1.83.91112.330.000.48100.0On Grade18"x18" Grate Inlet111.99115.06115.0618x18 CBCB 436 1.62.06111.930.000.33100.0In Sag18"x18" Grate Inlet111.48114.94114.9418x18 CBCB 437 1.42.54111.700.000.21100.0On Grade18"x18" Grate Inlet111.20115.09115.0918x18 CBCB 438 0.00.00112.710.000.00100.0On Grade18"x18" Grate Inlet112.71115.31115.3118x18 CBCB 439 1.73.76112.480.000.44100.0On Grade18"x18" Grate Inlet112.16115.22115.2218x18 CBCB 440 1.61.83112.080.000.31100.0In Sag18"x18" Grate Inlet111.65115.10115.1018x18 CBCB 441 1.11.45109.920.000.13100.0On Grade18"x18" Grate Inlet109.46115.25115.2518x18 CBCB 442 0.00.00111.420.000.00100.0On Grade18"x18" Grate Inlet111.42114.02114.0218x18 CBCB 443 1.83.94111.200.000.48100.0On Grade18"x18" Grate Inlet110.86113.93113.9318x18 CBCB 444 1.61.91110.800.000.32100.0In Sag18"x18" Grate Inlet110.36113.81113.8118x18 CBCB 445 1.32.25110.560.000.17100.0On Grade18"x18" Grate Inlet110.07113.96113.9618x18 CBCB 446 WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 7/31/2023 StormCAD [10.03.04.53]Wallace GroupFlexTable: Catch Basin Table CATCH BASINS/ INLETS Active Scenario: Phases 2-6 --- 10 Year Storm Depth (Gutter) (in) Spread / Top Width (ft) Hydraulic Grade Line (In) (ft) Flow (Total Bypassed) (cfs) Flow (Captured) (cfs) Capture Efficiency (Calculated) (%) Curb Opening Length (ft) Inlet Location InletElevation (Invert) (ft) Elevation (Rim) (ft) Elevation (Ground) (ft) NotesLabel 1.51.49113.710.000.27100.0In Sag18"x18" Grate Inlet113.46116.08116.0818x18 CBCB 447 1.32.22113.520.000.17100.0On Grade18"x18" Grate Inlet113.20116.22116.2218x18 CBCB 448 1.11.49110.890.000.14100.0On Grade18"x18" Grate Inlet110.54114.00114.0018x18 CBCB 449 0.00.00114.430.000.00100.0On Grade18"x18" Grate Inlet113.72116.30116.3018x18 CBCB 450 1.32.26114.410.000.17100.0On Grade18"x18" Grate Inlet112.09116.08116.0818x18 CBCB 451 1.42.42111.380.000.20100.0On Grade18"x18" Grate Inlet110.97114.43114.4318x18 CBCB 452 2.03.64111.600.000.51100.0In Sag18"x18" Grate Inlet111.25114.28114.2818x18 CBCB 453 0.00.00111.780.000.00100.0On Grade18"x18" Grate Inlet111.78114.39114.3918x18 CBCB 454 1.32.25110.950.000.17100.0On Grade18"x18" Grate Inlet110.55113.99113.9918x18 CBCB 455 1.93.49111.180.000.49100.0In Sag18"x18" Grate Inlet110.83113.84113.8418x18 CBCB 456 0.00.00111.360.000.00100.0On Grade18"x18" Grate Inlet111.36113.95113.9518x18 CBCB 457 1.42.70112.010.000.24100.0On Grade18"x18" Grate Inlet111.77114.38114.3818x18 CBCB 458 1.21.20111.790.000.15100.0In Sag18"x18" Grate Inlet111.49114.23114.2318x18 CBCB 459 1.73.66111.450.000.42100.0On Grade18"x18" Grate Inlet111.01114.40114.4018x18 CBCB 460 0.00.00111.100.000.00100.0In Sag18"x18" Grate Inlet110.66114.22114.2218x18 CBCB 461 1.32.21111.720.000.17100.0On Grade18"x18" Grate Inlet111.52114.12114.1218x18 CBCB 462 1.61.85111.530.000.31100.0In Sag18"x18" Grate Inlet111.19114.02114.0218x18 CBCB 463 0.00.00110.960.000.00100.0On Grade18"x18" Grate Inlet110.62114.14114.1418x18 CBCB 464 2.03.95110.830.000.55100.0In Sag18"x18" Grate Inlet110.33114.16114.1618x18 CBCB 465 1.32.17111.370.000.16100.0On Grade18"x18" Grate Inlet111.18113.79113.7918x18 CBCB 466 1.61.94111.180.000.32100.0In Sag18"x18" Grate Inlet110.84113.62113.6218x18 CBCB 467 0.00.00110.580.000.00100.0On Grade18"x18" Grate Inlet110.25113.74113.7418x18 CBCB 468 2.14.45110.180.000.61100.0In Sag18"x18" Grate Inlet109.67113.86113.8618x18 CBCB 469 1.32.26110.740.000.17100.0On Grade18"x18" Grate Inlet110.34113.80113.8018x18 CBCB 470 1.93.50110.970.000.49100.0In Sag18"x18" Grate Inlet110.63113.65113.6518x18 CBCB 471 0.00.00111.150.000.00100.0On Grade18"x18" Grate Inlet111.15113.76113.7618x18 CBCB 472 1.53.08114.430.000.30100.0On Grade18"x18" Grate Inlet113.17116.20116.2018x18 CBCB 473 1.42.64114.420.000.23100.0On Grade18"x18" Grate Inlet112.66116.14116.1418x18 CBCB 474 1.21.22114.120.000.16100.0In Sag18"x18" Grate Inlet113.60117.03117.0318x18 CBCB 476 1.32.04114.470.000.14100.0On Grade18"x18" Grate Inlet114.11117.15117.1518x18 CBCB 477 1.32.30114.220.000.18100.0On Grade18"x18" Grate Inlet114.00118.06118.0618x18 CBCB 478 1.72.21114.200.000.35100.0In Sag18"x18" Grate Inlet113.85117.90117.9018x18 CBCB 479 1.94.59114.040.000.65100.0On Grade18"x18" Grate Inlet113.50118.00118.0018x18 CBCB 480 0.00.00113.440.000.00100.0On Grade24"x24" Grate Inlet112.97118.11118.1124x24 CBCB 481 1.32.19114.150.000.16100.0On Grade24"x24" Grate Inlet113.67117.34117.3424x24 CBCB 482 1.41.42114.370.000.24100.0In Sag18"x18" Grate Inlet113.93117.21117.2118x18 CBCB 483 1.42.60114.720.000.22100.0On Grade18"x18" Grate Inlet114.35117.35117.3518x18 CBCB 484 0.00.00115.310.000.00100.0On Grade18"x18" Grate Inlet115.31117.48117.4818x18 CBCB 485 1.63.25115.040.000.34100.0On Grade18"x18" Grate Inlet114.76117.45117.4518x18 CBCB 486 1.32.13114.110.000.15100.0On Grade18"x18" Grate Inlet113.32117.18117.1818x18 CBCB 487 2.14.06113.520.000.69100.0In Sag24"x24" Grate Inlet112.80119.29119.2924x24 CBCB 501 2.14.43112.990.000.60100.0In Sag24"x24" Grate Inlet110.74117.95117.9524x24 CBCB 502 1.73.56114.960.000.40100.0On Grade18"x18" Grate Inlet114.66117.24117.2418x18 CBCB 504 2.36.22114.040.001.19100.0On Grade18"x18" Grate Inlet113.33119.93119.9318x18 CBCB 505 2.04.90114.840.000.74100.0On Grade18"x18" Grate Inlet114.41120.93120.9318x18 CBCB 506 2.25.99113.490.001.10100.0On Grade18"x18" Grate Inlet111.26118.40118.4018x18 CBCB 507 2.46.54113.920.011.3199.3On Grade18"x18" Grate Inlet113.00119.40119.4018x18 CBCB 508 2.36.03116.670.001.12100.0On Grade18"x18" Grate Inlet116.14120.78120.7818x18 CBCB 509 WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 7/31/2023 StormCAD [10.03.04.53]Wallace GroupFlexTable: Catch Basin Table CATCH BASINS/ INLETS Active Scenario: Phases 2-6 --- 10 Year Storm Depth (Gutter) (in) Spread / Top Width (ft) Hydraulic Grade Line (In) (ft) Flow (Total Bypassed) (cfs) Flow (Captured) (cfs) Capture Efficiency (Calculated) (%) Curb Opening Length (ft) Inlet Location InletElevation (Invert) (ft) Elevation (Rim) (ft) Elevation (Ground) (ft) NotesLabel 4.13.40111.880.001.19100.0In Sag36"x36" Grate Inlet110.75118.46118.4636x36 CBCB 521 1.35.44112.010.000.49100.0In Sag36"x36" Grate Inlet110.67116.64116.6436x36 CBCB 522 0.00.00112.870.000.00100.0In Sag36"x36" Grate Inlet112.70119.45119.4536x36 CBCB 523 15.110.07107.090.0022.43100.0In Sag36"x36" Grate Inlet104.62113.00113.00SLOCo D-2a RiserCB 525 6.84.92108.360.000.47100.03.00In SagSLO City Curb Inlet106.65113.06113.73SLO 36 DICB 541 6.74.40108.360.000.40100.03.00In SagSLO City Curb Inlet105.35113.06113.73SLO 36 DICB 542 1.93.12108.990.000.3999.23.00On GradeSLO City Curb Inlet106.98112.18112.85SLO 36 DICB 543 2.24.56108.990.090.5987.33.00On GradeSLO City Curb Inlet107.11112.18112.85SLO 36 DICB 544 7.47.37109.230.000.99100.04.00In SagSLO City Curb Inlet108.47111.28111.95SLO 48 DICB 545 7.47.48109.170.001.01100.04.00In SagSLO City Curb Inlet108.27111.28111.95SLO 48 DICB 546 1.62.09109.090.000.26100.03.00On GradeSLO City Curb Inlet107.49112.80113.47SLO 36 DICB 547 6.85.02110.990.001.05100.010.75In SagSLO City Curb Inlet108.73114.84115.51SLO 129 DICB 548 2.03.43113.220.010.4397.53.00On GradeSLO City Curb Inlet112.87118.96119.63SLO 36 DICB 549 2.97.17113.550.001.6199.87.25On GradeSLO City Curb Inlet112.99118.96119.63SLO 87 DICB 550 6.84.98111.610.000.48100.03.00In SagSLO City Curb Inlet111.25116.41117.08SLO 36 DICB 551 6.95.23111.710.000.51100.03.00In SagSLO City Curb Inlet111.40116.43117.10SLO 36 DICB 552 2.45.15109.090.160.6881.03.00On GradeSLO City Curb Inlet106.98112.79113.46SLO 36 DICB 553 6.84.63108.570.000.43100.03.00In SagSLO City Curb Inlet106.45111.62112.29SLO 36 DICB 554 7.05.71108.650.000.59100.03.00In SagSLO City Curb Inlet106.09111.62112.29SLO 36 DICB 556 6.84.78109.470.000.45100.03.00In SagSLO City Curb Inlet109.15111.71112.38SLO 36 DICB 557 6.84.97109.420.000.48100.03.00In SagSLO City Curb Inlet109.11111.71112.38SLO 36 DICB 558 6.31.93108.410.000.19100.03.00In SagSLO City Curb Inlet105.86112.92113.59SLO 36 DICB 559 6.21.91108.410.000.16100.03.00In SagSLO City Curb Inlet105.72112.93113.60SLO 36 DICB 560 1.82.64108.780.000.32100.07.25On GradeSLO City Curb Inlet106.47111.88112.55SLO 87 DICB 561 2.14.03108.780.000.55100.07.25On GradeSLO City Curb Inlet108.11111.88112.55SLO 87 DICB 562 7.26.65114.400.000.74100.03.00In SagSLO City Curb Inlet109.35115.83115.83SLO 36 DICB 563 7.47.31110.760.000.85100.03.00In SagSLO City Curb Inlet110.31115.80116.47SLO 36 DICB 564 7.05.88110.690.000.61100.03.00In SagSLO City Curb Inlet110.12115.80116.47SLO 36 DICB 565 6.74.42114.850.000.66100.07.25In SagSLO City Curb Inlet113.76116.21116.88SLO 87 DICB 566 6.84.66114.850.000.76100.08.00In SagSLO City Curb Inlet113.80116.03116.70SLO 96 DICB 567 6.63.97115.250.000.56100.07.25In SagSLO City Curb Inlet113.96117.00117.67SLO 87 DICB 568 6.41.97115.250.000.39100.07.25In SagSLO City Curb Inlet113.91117.08117.75SLO 87 DICB 569 6.64.18114.470.000.60100.07.25In SagSLO City Curb Inlet112.95118.82119.49SLO 87 DICB 570 6.84.64114.930.000.93100.010.75In SagSLO City Curb Inlet114.50118.75119.42SLO 129 DICB 571 2.45.20110.730.000.85100.05.00On GradeSLO City Curb Inlet109.73117.48118.15SLO 36 DICB 572 2.45.35110.720.000.8999.75.00On GradeSLO City Curb Inlet110.03117.48118.15SLO 36 DICB 573 7.36.79112.730.001.65100.010.75In SagSLO City Curb Inlet111.45114.83115.50SLO 129 DICB 574 6.74.38110.980.000.86100.010.75In SagSLO City Curb Inlet108.29114.68115.35SLO 129 DICB 575 1.51.47112.000.000.19100.03.00On GradeSLO City Curb Inlet109.65116.05116.72SLO 36 DICB 576 2.24.54112.010.080.5987.53.00On GradeSLO City Curb Inlet110.21116.05116.72SLO 36 DICB 577 2.34.95112.700.130.6583.13.00On GradeSLO City Curb Inlet111.26115.83116.50SLO 36 DICB 578 2.45.39112.700.200.7178.33.00On GradeSLO City Curb Inlet111.39115.83116.50SLO 36 DICB 579 2.76.60111.510.261.0980.64.00On GradeSLO City Curb Inlet111.06117.09117.76SLO 48 DICB 580 2.97.31111.950.451.2473.54.00On GradeSLO City Curb Inlet111.46117.09117.76SLO 48 DICB 581 7.05.83108.000.002.57100.021.50In SagSLO City Curb Inlet106.82112.79113.46SLO 129 DI + 129 DICB 582 + 620 7.57.79108.410.002.67100.014.50In SagSLO City Curb Inlet107.67112.78113.45SLO 87 DI + 87 DICB 583 2.86.92109.000.001.50100.07.25On GradeSLO City Curb Inlet108.30114.26114.93SLO 87 DICB 584 2.76.65110.790.001.37100.07.25On GradeSLO City Curb Inlet110.27115.75116.42SLO 87 DICB 585 WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 7/31/2023 StormCAD [10.03.04.53]Wallace GroupFlexTable: Catch Basin Table CATCH BASINS/ INLETS Active Scenario: Phases 2-6 --- 10 Year Storm Depth (Gutter) (in) Spread / Top Width (ft) Hydraulic Grade Line (In) (ft) Flow (Total Bypassed) (cfs) Flow (Captured) (cfs) Capture Efficiency (Calculated) (%) Curb Opening Length (ft) Inlet Location InletElevation (Invert) (ft) Elevation (Rim) (ft) Elevation (Ground) (ft) NotesLabel 2.03.73112.730.000.49100.07.25On GradeSLO City Curb Inlet112.43118.16118.83SLO 87 DICB 586 2.97.42113.200.021.7299.17.25On GradeSLO City Curb Inlet112.62118.16118.83SLO 87 DICB 587 2.97.48112.350.021.7598.97.25On GradeSLO City Curb Inlet111.58118.50119.17SLO 87 DICB 588 3.17.99112.460.081.9796.27.25On GradeSLO City Curb Inlet111.84118.50119.17SLO 87 DICB 589 2.76.53109.350.001.32100.07.25On GradeSLO City Curb Inlet108.38115.36116.03SLO 87 DICB 590 2.86.85108.530.001.46100.07.25On GradeSLO City Curb Inlet108.00114.61115.28SLO 87 DICB 591 7.57.68113.940.001.40100.06.50In SagSLO City Curb Inlet113.15115.95116.62SLO 78 DICB 592 7.36.91113.980.001.19100.06.50In SagSLO City Curb Inlet113.34115.95116.62SLO 78 DICB 593 6.63.98117.000.000.56100.07.25In SagSLO City Curb Inlet114.69120.97121.64SLO 87 DICB 594 6.63.92116.860.000.55100.07.25In SagSLO City Curb Inlet114.41121.09121.76SLO 87 DICB 595 6.84.94105.970.000.69100.06.00In SagSLO City Curb Inlet103.78114.49115.16SLO 60 DICB 596 2.55.51114.870.010.6699.13.50On GradeSLO City Curb Inlet113.95116.97117.64SLO 42 DICB 598 2.45.45114.870.000.6599.43.50On GradeSLO City Curb Inlet114.08116.95117.62SLO 42 DICB 599 1.72.43113.860.000.29100.03.00On GradeSLO City Curb Inlet112.80120.48121.15SLO 36 DICB 600 1.04.24113.860.010.2996.83.00On GradeSLO City Curb Inlet113.05120.49121.16SLO 36 DICB 601 2.55.76114.910.110.9289.04.00On GradeSLO City Curb Inlet113.56119.32119.99SLO 48 DICB 602 2.55.80114.910.001.0499.75.50On GradeSLO City Curb Inlet113.69119.37120.04SLO 66 DICB 603 1.45.66115.680.080.5686.94.00On GradeSLO City Curb Inlet114.37118.69119.36SLO 48 DICB 604 1.45.70115.680.190.4771.53.00On GradeSLO City Curb Inlet114.24118.78119.45SLO 36 DICB 605 2.35.04110.980.000.80100.07.25On GradeSLO City Curb Inlet110.34117.20117.87SLO 87 DICB 606 2.87.04111.470.001.55100.07.25On GradeSLO City Curb Inlet110.91116.54117.21SLO 87 DICB 607 2.13.81109.040.030.4894.63.00On GradeSLO City Curb Inlet107.51112.91113.58SLO 36 DICB 608 2.03.65109.020.020.4696.03.00On GradeSLO City Curb Inlet108.69112.91113.58SLO 36 DICB 609 2.24.28109.030.060.5590.33.00On GradeSLO City Curb Inlet107.13112.91113.58SLO 36 DICB 610 2.14.09109.030.040.5292.13.00On GradeSLO City Curb Inlet107.38112.91113.58SLO 36 DICB 611 6.41.97109.480.000.24100.03.00In SagSLO City Curb Inlet109.26112.26112.93SLO 36 DICB 612 6.63.83108.540.000.32100.03.00In SagSLO City Curb Inlet105.39112.26112.93SLO 36 DICB 613 2.34.91113.240.130.6483.53.00On GradeSLO City Curb Inlet110.63117.79118.46SLO 36 DICB 614 2.65.98113.240.310.8071.93.00On GradeSLO City Curb Inlet111.97117.79118.46SLO 36 DICB 615 2.86.81112.870.530.9263.63.00On GradeSLO City Curb Inlet112.45118.54119.21SLO 36 DICB 616 2.66.04112.830.001.13100.06.50On GradeSLO City Curb Inlet112.36117.49118.16SLO 72 DICB 617 6.84.77106.820.000.65100.06.00In SagSLO City Curb Inlet104.17114.52115.19SLO 60 DICB 618 2.03.44111.870.000.44100.05.00On GradeSLO City Curb Inlet110.36117.47118.14SLO 36 DICB 619 2.14.17117.620.050.5391.43.00On GradeSLO City Curb Inlet116.12121.91122.58SLO 36 DICB 624 2.34.67109.100.100.6186.23.00On GradeSLO City Curb Inlet108.32113.33114.00SLO 36 DICB 625 2.14.17117.620.050.5391.43.00On GradeSLO City Curb Inlet116.23121.91122.58SLO 36 DICB 626 2.86.97111.060.061.4696.16.00On GradeSLO City Curb Inlet109.34115.36116.03SLO 72 DICB 627 2.76.56111.090.021.3298.56.00On GradeSLO City Curb Inlet109.78115.66116.33SLO 72 DICB 628 0.00.00114.940.000.00100.0In Sag<None>114.94114.95114.9518 CMP Flared End SectionFES 308 (N/A)0.00117.130.0021.38100.0In Sag<None>114.84117.84119.8436 CMP Flared End SectionFES 314 WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 7/31/2023 StormCAD [10.03.04.53]Wallace GroupFlexTable: Catch Basin Table CATCH BASINS/ INLETS Active Scenario: Phases 2-6 --- 10 Year Storm Capacity (Full Flow) (cfs) Velocity (ft/s) Flow (cfs) Diameter (in) Slope (Calculated) (%) Stop NodeStart NodeNotesLabel 25.316.134.6224.01.07CB 553B-1FutureCO-221 9.722.444.3118.00.73CB 563A-1FutureCO-226 39.288.364.5824.02.57CB 618CB 1124" HDPE SDPipe - (4) 8.042.490.4818.00.50MH 701CB 55118" HDPE SDPipe - (279) 25.455.720.5118.05.00MH 701CB 55218" HDPE SDPipe - (290) 5.052.220.9918.00.20MH 702MH 70118" HDPE SDPipe - (292) 4.622.491.9218.00.16MH 722MH 70218" HDPE SDPipe - (293) 10.343.771.0618.00.83MH 705MH 70418" HDPE SDPipe - (303) 10.954.712.0018.00.93MH 706MH 70518" HDPE SDPipe - (304) 8.054.182.8918.00.50MH 759MH 70618" HDPE SDPipe - (306) 19.863.908.6330.00.20MH 760CB 55330" HDPE SDPipe - (308) 32.304.5515.8836.00.20MH 808MH 80936" HDPE SDPipe - (308) (1) 19.853.989.3430.00.20MH 809MH 76030" HDPE SDPipe - (308) (2) 32.324.5916.4536.00.20MH 807MH 80830" HDPE SDPipe - (309) 8.930.480.8518.00.62MH 775MH 71118" HDPE SDPipe - (311) 32.272.3316.4636.00.20MH 776MH 77530" HDPE SDPipe - (311) (1) 8.031.071.8918.00.50MH 776MH 70818" HDPE SDPipe - (311) (1) (1) 8.040.771.3518.00.50MH 708MH 76118" HDPE SDPipe - (313) 8.050.400.7018.00.50MH 761MH 70918" HDPE SDPipe - (313) (1) 8.050.330.5918.00.50MH 807CB 55618" HDPE SDPipe - (316) 8.030.240.4318.00.50MH 963CB 55418" HDPE SDPipe - (317) 5.111.780.4518.00.20MH 720CB 55718" HDPE SDPipe - (319) 8.112.510.4818.00.51MH 720CB 55818" HDPE SDPipe - (319) (1) 8.050.370.6618.00.50MH 711MH 71018" HDPE SDPipe - (321) 11.380.110.1918.01.00MH 711CB 55918" HDPE SDPipe - (323) 25.400.090.1618.04.98MH 711CB 56018" HDPE SDPipe - (324) 11.384.391.4218.01.00MH 714MH 71318" HDPE SDPipe - (325) 10.631.612.8518.00.87MH 767MH 71418" HDPE SDPipe - (326) 11.382.113.7318.01.00MH 809MH 76718" HDPE SDPipe - (326) (1) 7.011.803.1718.00.38MH 809MH 76818" HDPE SDPipe - (327) 7.021.242.1918.00.38MH 768MH 71518" HDPE SDPipe - (327) (1) 7.013.031.2918.00.38MH 715MH 71618" HDPE SDPipe - (328) 7.032.200.4318.00.38MH 716MH 71718" HDPE SDPipe - (329) 25.400.180.3218.04.98MH 808CB 56118" HDPE SDPipe - (332) 28.176.280.5518.06.13MH 808CB 56218" HDPE SDPipe - (333) 5.092.180.9118.00.20MH 721MH 72018" HDPE SDPipe - (337) + (631) 5.692.310.8518.00.25CB 565CB 56418" HDPE SDPipe - (339) 5.682.691.4518.00.25O-310 (OUT-C)CB 56518" HDPE SDPipe - (340) 5.072.942.8218.00.20MH 718MH 72218" HDPE SDPipe - (341) 5.083.113.5618.00.20O-309 (OUT-C)MH 71818" HDPE SDPipe - (341) (1) 69.594.4215.0048.00.20MH 803MH 80448" HDPE SDPipe - (342) 69.574.5116.1448.00.20O-350 (OUT-C)MH 80348" HDPE SDPipe - (343) 3.920.000.0012.01.03CB 599FES 308Pipe - (344) 25.366.140.6618.04.97MH 724CB 56618" HDPE SDPipe - (345) 8.052.860.7618.00.50MH 724CB 56718" HDPE SDPipe - (346) 25.385.260.3918.04.97MH 725CB 56918" HDPE SDPipe - (347) 8.042.620.5618.00.50MH 725CB 56818" HDPE SDPipe - (348) 25.470.340.6018.05.01MH 726CB 57018" HDPE SDPipe - (349) 25.436.840.9318.04.99MH 726CB 57118" HDPE SDPipe - (350) 31.406.1613.5830.00.50MH 726MH 76624" HDPE SDPipe - (351) 31.425.9311.6830.00.50MH 766MH 72730" HDPE SDPipe - (351) (1) 31.436.3314.9830.00.50MH 728MH 72630" HDPE SDPipe - (352) 5.261.960.5818.00.21MH 728MH 72918" HDPE SDPipe - (353) + (354) 19.884.1811.3030.00.20MH 730MH 72530" HDPE SDPipe - (357) 19.894.3613.5630.00.20O-311 (OUT-E)MH 73030" HDPE SDPipe - (358) 10.963.234.0924.00.20MH 765MH 76218" HDPE SDPipe - (359) 10.853.9410.5724.00.20MH 725MH 75824" HDPE SDPipe - (359) 10.823.909.7124.00.20MH 758MH 76524" HDPE SDPipe - (359) (1) 36.195.3621.9036.00.25CB 595CB 59436" HDPE SDPipe - (359) (1) (1) 35.775.6228.5136.00.25O-313 (OUT-F)CB 59536" HDPE SDPipe - (360) 15.463.876.8418.01.85CB 595MH 76418" HDPE SDPipe - (361) 10.160.000.0018.00.80MH 763MH 73118" HDPE SDPipe - (361) (1) (1) 9.795.815.9418.00.74MH 784MH 76318" HDPE SDPipe - (361) (1) (1) 4.933.906.8918.00.19MH 764MH 78418" HDPE SDPipe - (361) (1) (2) 5.082.411.3118.00.20MH 724MH 72318" HDPE SDPipe - (362) 5.060.000.0018.00.20MH 723MH 73218" HDPE SDPipe - (362) (2) 17.345.116.4524.00.50MH 735MH 73324" HDPE SDPipe - (363) + (365) + (366) 42.4410.317.8424.03.00MH 734MH 73524" HDPE SDPipe - (366) (1) 30.389.6214.8924.01.54MH 778MH 73424" HDPE SDPipe - (367) + (368) 25.426.660.8518.04.99MH 735CB 57218" HDPE SDPipe - (370) 14.574.570.8918.01.64MH 735CB 57318" HDPE SDPipe - (371) 10.974.742.0318.00.93MH 737MH 73618" HDPE SDPipe - (372) 11.456.114.5618.01.01MH 783MH 73718" HDPE SDPipe - (373) 13.796.994.5218.01.72CB 619MH 78318" HDPE SDPipe - (373) (1) 11.394.181.1918.01.00CB 619CB 52118" HDPE SDPipe - (374) 19.4810.197.1918.02.93MH 734CB 61918" HDPE SDPipe - (375) 11.385.753.7018.01.00MH 773MH 73918" HDPE SDPipe - (376) 17.119.257.1718.02.26MH 772MH 75418" HDPE SDPipe - (376) (1) WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 7/31/2023 StormCAD [10.03.04.53]Wallace GroupFlexTable: Conduit Table PIPES Active Scenario: Phases 2-6 --- 10 Year Storm Capacity (Full Flow) (cfs) Velocity (ft/s) Flow (cfs) Diameter (in) Slope (Calculated) (%) Stop NodeStart NodeNotesLabel 17.579.888.5518.02.38MH 753MH 77218" HDPE SDPipe - (376) (1) (1) 11.386.044.4518.01.00MH 774MH 77318" HDPE SDPipe - (376) (2) 11.386.515.9418.01.00MH 754MH 77418" HDPE SDPipe - (376) (2) (1) 8.053.581.6518.00.50MH 740CB 57418" HDPE SDPipe - (377) 8.050.931.6418.00.50MH 741MH 74018" HDPE SDPipe - (378) 8.551.642.8918.00.56MH 742MH 74118" HDPE SDPipe - (379) 31.417.1526.0430.00.50MH 743MH 74230" HDPE SDPipe - (380) 31.417.1926.9830.00.50MH 744MH 74330" HDPE SDPipe - (381) 55.077.7326.7336.00.58CB 575MH 74436" HDPE SDPipe - (382) 51.037.7133.6036.00.50O-307 (OUT-H)CB 57536" HDPE SDPipe - (383) 25.390.110.1918.04.98MH 743CB 57618" HDPE SDPipe - (384) 17.990.611.0818.02.50MH 743CB 57718" HDPE SDPipe - (385) 17.984.430.4918.02.50CB 577CB 52218" HDPE SDPipe - (386) 11.420.000.0018.01.01CB 616CB 52318" HDPE SDPipe - (387) 8.043.030.9218.00.50MH 745CB 61618" HDPE SDPipe - (387) (1) 11.383.860.9218.01.00MH 746MH 74518" HDPE SDPipe - (388) 23.465.213.1724.00.92MH 786MH 74624" HDPE SDPipe - (389) 21.805.434.3924.00.79MH 785MH 78624" HDPE SDPipe - (389) (2) 21.221.845.7724.00.75CB 575MH 78524" HDPE SDPipe - (390) + (389) (1) 8.062.730.6518.00.50MH 741CB 57818" HDPE SDPipe - (391) 8.052.810.7118.00.50MH 741CB 57918" HDPE SDPipe - (392) 31.394.7723.4330.00.50MH 742MH 75730" HDPE SDPipe - (393) 31.414.0519.8630.00.50MH 757MH 77030" HDPE SDPipe - (393) (1) 31.403.8218.7530.00.50MH 770MH 74730" HDPE SDPipe - (393) (1) (1) 16.096.412.2418.02.00MH 747H-2318" HDPE SDPipe - (394) 11.371.412.4918.01.00MH 747H-2218" HDPE SDPipe - (395) 25.387.161.0918.04.98MH 746CB 58018" HDPE SDPipe - (396) 16.095.391.2418.02.00MH 746CB 58118" HDPE SDPipe - (397) 11.384.982.2118.01.00MH 749MH 74818" HDPE SDPipe - (398) 11.385.663.4818.01.00MH 771MH 74918" HDPE SDPipe - (399) 10.225.714.8618.00.81MH 750MH 77118" HDPE SDPipe - (399) (1) 7.834.664.8418.00.47MH 751MH 75018" HDPE SDPipe - (400) 9.325.324.8118.00.67MH 752MH 75118" HDPE SDPipe - (401) 31.938.919.6824.01.70MH 753MH 75224" HDPE SDPipe - (402) + (403) 54.708.902.5724.04.98MH 752CB 582 + 62024" HDPE SDPipe - (404) 21.288.232.6718.03.50MH 752CB 58318" HDPE SDPipe - (405) 25.427.871.5018.04.99MH 771CB 58418" HDPE SDPipe - (406) 16.095.561.3718.02.00MH 749CB 58518" HDPE SDPipe - (407) 25.465.650.4918.05.01MH 748CB 58618" HDPE SDPipe - (408) 13.925.351.7218.01.50MH 748CB 58718" HDPE SDPipe - (409) 9.374.061.7518.00.68MH 739CB 58818" HDPE SDPipe - (410) 11.064.721.9718.00.94MH 739CB 58918" HDPE SDPipe - (411) 25.427.591.3218.04.99MH 754CB 59018" HDPE SDPipe - (412) 25.426.530.8018.04.99MH 773CB 60618" HDPE SDPipe - (412) (1) 25.437.821.4618.04.99MH 772CB 59118" HDPE SDPipe - (413) 25.437.961.5518.04.99MH 774CB 607Pipe - (413) (1) 39.757.8817.8430.00.80MH 755MH 75330" HDPE SDPipe - (414) 39.757.8617.6830.00.80MH 756MH 75530" HDPE SDPipe - (415) 39.857.8717.5830.00.80O-315 (OUT-J)MH 75630" HDPE SDPipe - (416) 64.833.6835.4042.00.35O-306 (OUT-I)CB 1242" HDPE SDPipe - (418) 62.603.4933.6142.00.33CB 12MH 77942" HDPE SDPipe - (418) (1) 62.626.6434.0442.00.33MH 779MH 78042" HDPE SDPipe - (419) 62.906.6934.4642.00.33MH 780CB 59642" HDPE SDPipe - (420) 50.977.7234.0736.00.50CB 596MH 77836" HDPE SDPipe - (420) (1) 11.334.541.6118.00.99MH 736CB 55018" HDPE SDPipe - (421) 25.425.410.4318.04.99MH 736CB 54918" HDPE SDPipe - (422) 19.689.986.4718.02.99MH 733CB 50318" HDPE SDPipe - (423) 25.445.580.4718.05.00MH 758CB 60518" HDPE SDPipe - (428) 11.433.350.5618.01.01MH 758CB 60418" HDPE SDPipe - (429) 10.962.882.6624.00.20MH 730MH 72424" HDPE SDPipe - (430) 9.910.591.0518.00.76CB 575CB 54818" HDPE SDPipe - (433) 31.297.0825.0130.00.50MH 778CB 61830" HDPE SDPipe - (438) 31.516.9722.4330.00.50CB 618CB 52530" HDPE SDPipe - (438) (1) 5.072.631.8118.00.20CB 546MH 72118" HDPE SDPipe - (441) (1) 5.132.952.7518.00.20O-304 (OUT-D)CB 54618" HDPE SDPipe - (441) (2) 69.684.4215.0048.00.20MH 804MH 80248" HDPE SDPipe - (443) 69.844.4315.0048.00.20MH 805Structure - (265)48" HDPE SDPipe - (443) (1) 11.380.480.8518.01.00CB 553CB 54718" HDPE SDPipe - (444) 11.343.940.9918.00.99MH 721CB 54518" HDPE SDPipe - (445) 5.091.622.8718.00.20CB 553MH 75918" HDPE SDPipe - (446) 5.092.210.9618.00.20MH 722MH 70318" HDPE SDPipe - (447) 11.760.330.5918.01.07MH 760CB 54418" HDPE SDPipe - (448) 26.110.220.3918.05.26MH 760CB 54318" HDPE SDPipe - (449) 25.420.220.4018.04.99MH 761CB 54218" HDPE SDPipe - (451) 25.440.270.4718.05.00MH 761CB 54118" HDPE SDPipe - (452) 23.1813.240.7012.036.09MH 709CB 45212" HDPE SDPipe - (453) 3.863.400.5112.01.00CB 452CB 45312" HDPE SDPipe - (454) 3.860.000.0012.01.00CB 453CB 45412" HDPE SDPipe - (455) 23.7713.220.6612.037.93MH 708CB 45512" HDPE SDPipe - (462) 3.863.370.4912.01.00CB 455CB 45612" HDPE SDPipe - (463) 3.860.000.0012.01.00CB 456CB 45712" HDPE SDPipe - (464) 3.862.730.2412.01.00CB 459CB 45812" HDPE SDPipe - (466) WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 7/31/2023 StormCAD [10.03.04.53]Wallace GroupFlexTable: Conduit Table PIPES Active Scenario: Phases 2-6 --- 10 Year Storm Capacity (Full Flow) (cfs) Velocity (ft/s) Flow (cfs) Diameter (in) Slope (Calculated) (%) Stop NodeStart NodeNotesLabel 3.763.100.3912.00.95CB 460CB 45912" HDPE SDPipe - (467) 3.863.880.8012.01.00CB 461CB 46012" HDPE SDPipe - (468) 3.862.450.1712.01.00CB 463CB 46212" HDPE SDPipe - (470) 3.863.340.4712.01.00CB 464CB 46312" HDPE SDPipe - (471) 2.732.600.4712.00.50CB 465CB 46412" HDPE SDPipe - (472) 3.862.420.1612.01.00CB 467CB 46612" HDPE SDPipe - (474) 3.863.340.4812.01.00CB 468CB 46712" HDPE SDPipe - (475) 3.863.330.4712.01.00CB 469CB 46812" HDPE SDPipe - (476) 20.5211.960.6612.028.26MH 710CB 47012" HDPE SDPipe - (478) 3.813.340.4912.00.98CB 470CB 47112" HDPE SDPipe - (479) 3.860.000.0012.01.00CB 471CB 47212" HDPE SDPipe - (480) 3.860.000.0012.01.00CB 473CB 45012" HDPE SDPipe - (481) 3.860.390.3012.01.00CB 474CB 47312" HDPE SDPipe - (482) 3.860.630.5012.01.00CB 451CB 47412" HDPE SDPipe - (483) 3.863.710.6912.01.00CB 487CB 47612" HDPE SDPipe - (487) 3.863.460.5412.01.00CB 476CB 47712" HDPE SDPipe - (488) 3.863.180.4012.01.00CB 477CB 50412" HDPE SDPipe - (489) 9.165.980.4312.05.63MH 717CB 44812" HDPE SDPipe - (490) 3.802.800.2712.00.97CB 448CB 44712" HDPE SDPipe - (491) 10.278.200.9612.07.08MH 715CB 44612" HDPE SDPipe - (494) 3.863.870.7912.01.00CB 446CB 44512" HDPE SDPipe - (495) 3.863.350.4812.01.00CB 445CB 44412" HDPE SDPipe - (496) 3.860.000.0012.01.00CB 444CB 44312" HDPE SDPipe - (497) 7.796.550.8712.04.07MH 716CB 44212" HDPE SDPipe - (498) 10.697.830.7512.07.68CB 442CB 44112" HDPE SDPipe - (499) 3.863.270.4412.01.00CB 441CB 44012" HDPE SDPipe - (500) 3.860.000.0012.01.00CB 440CB 43912" HDPE SDPipe - (501) 9.257.731.0112.05.75MH 713CB 43812" HDPE SDPipe - (502) 3.863.880.8012.01.00CB 438CB 43712" HDPE SDPipe - (503) 3.863.350.4812.01.00CB 437CB 43612" HDPE SDPipe - (504) 3.860.000.0012.01.00CB 436CB 43512" HDPE SDPipe - (505) 10.576.550.4212.07.49MH 713CB 43412" HDPE SDPipe - (506) 3.853.220.4212.01.00CB 434CB 43312" HDPE SDPipe - (507) 9.467.720.9512.06.01MH 714CB 43212" HDPE SDPipe - (508) 3.863.870.7912.01.00CB 432CB 43112" HDPE SDPipe - (509) 3.863.350.4812.01.00CB 431CB 43012" HDPE SDPipe - (510) 3.860.000.0012.01.00CB 430CB 42912" HDPE SDPipe - (511) 17.7310.070.5312.021.11MH 714CB 44912" HDPE SDPipe - (512) 3.853.150.3912.01.00CB 449CB 42812" HDPE SDPipe - (512) (1) 3.860.000.0012.01.00CB 428CB 42712" HDPE SDPipe - (513) 10.538.611.0712.07.44MH 704CB 42612" HDPE SDPipe - (514) 3.813.980.9112.00.97CB 426CB 42512" HDPE SDPipe - (515) 3.863.500.5612.01.00CB 425CB 42412" HDPE SDPipe - (516) 3.810.000.0012.00.97CB 424CB 42312" HDPE SDPipe - (517) 3.862.590.2012.01.00CB 421CB 42212" HDPE SDPipe - (523) 3.843.970.8812.00.99CB 420CB 42112" HDPE SDPipe - (524) 15.0110.670.9512.015.13MH 706CB 41912" HDPE SDPipe - (525) 3.813.790.7712.00.97CB 419CB 41812" HDPE SDPipe - (526) 3.822.960.3212.00.98CB 418CB 41712" HDPE SDPipe - (527) 3.860.000.0012.01.00CB 411CB 41612" HDPE SDPipe - (528) (1) 17.1611.750.9512.019.78MH 705CB 41512" HDPE SDPipe - (529) 3.813.830.8012.00.97CB 415CB 41412" HDPE SDPipe - (530) 3.863.350.4812.01.00CB 414CB 41312" HDPE SDPipe - (531) 3.860.000.0012.01.00CB 413CB 41212" HDPE SDPipe - (532) 18.2212.260.9612.022.28MH 703CB 41012" HDPE SDPipe - (537) 3.813.840.8012.00.97CB 410CB 40712" HDPE SDPipe - (538) 3.863.350.4812.01.00CB 407CB 40912" HDPE SDPipe - (538) (1) 3.860.000.0012.01.00CB 409CB 40812" HDPE SDPipe - (539) 15.2710.830.9512.015.66MH 702CB 40612" HDPE SDPipe - (540) 3.813.840.8012.00.97CB 406CB 40512" HDPE SDPipe - (541) 3.823.460.5512.00.98CB 405CB 40412" HDPE SDPipe - (542) 3.822.980.3312.00.98CB 404CB 40312" HDPE SDPipe - (543) 3.860.000.0012.01.00CB 403CB 40212" HDPE SDPipe - (544) 61.577.4116.7136.00.73MH 963MH 80736" HDPE SDPipe - (547) 32.312.4417.2736.00.20MH 775MH 76936" HDPE SDPipe - (547) (1) 58.722.4117.0436.00.66MH 769MH 96336" HDPE SDPipe - (547) (3) 32.252.4817.5336.00.20O-331 (OUT-B)MH 77736" HDPE SDPipe - (548) (2) 32.302.5618.0836.00.20MH 777MH 77636" HDPE SDPipe - (549) 8.467.351.0612.04.81O-303 (OUT-B)CB 46912" HDPE SDPipe - (550) 3.854.110.9912.01.00CB 401CB 46512" HDPE SDPipe - (551) 10.708.520.9912.07.68O-302 (OUT-B)CB 40112" HDPE SDPipe - (552) 12.648.990.8012.010.72O-301 (OUT-B)CB 46112" HDPE SDPipe - (553) 31.426.2914.7030.00.50MH 747MH 72830" HDPE SDPipe - (575) 69.704.5516.6148.00.20MH 801MH 80548" HDPE SDPipe - (576) 69.574.4215.0048.00.20MH 802Structure - (651) 48" HDPE SDPipe - (578) 69.584.5416.6048.00.20MH 806MH 80148" HDPE SDPipe - (581) 69.564.5416.5648.00.20O-341 (OUT-C)MH 80648" HDPE SDPipe - (582) 15.307.344.0918.01.81MH 762E-1318" HDPE SDPipe - (589) 11.385.202.5718.01.00MH 737CB 50118" HDPE SDPipe - (590) 11.262.284.0318.00.98MH 757CB 50218" HDPE SDPipe - (591) 8.054.995.9618.00.50MH 763F-318" HDPE SDPipe - (596) 5.682.551.1918.00.25CB 592CB 59318" HDPE SDPipe - (600) 7.553.862.5718.00.44O-312 (OUT-G)CB 59218" HDPE SDPipe - (601) 35.995.3121.3836.00.25CB 594FES 31436" HDPE SDPipe - (618) 11.393.520.6618.01.00MH 723CB 59818" HDPE SDPipe - (621) 11.393.490.6518.01.00MH 723CB 59918" HDPE SDPipe - (622) WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 7/31/2023 StormCAD [10.03.04.53]Wallace GroupFlexTable: Conduit Table PIPES Active Scenario: Phases 2-6 --- 10 Year Storm Capacity (Full Flow) (cfs) Velocity (ft/s) Flow (cfs) Diameter (in) Slope (Calculated) (%) Stop NodeStart NodeNotesLabel 24.535.282.9724.01.00MH 765E-924" HDPE SDPipe - (623) 24.515.403.2224.01.00MH 765E-1024" HDPE SDPipe - (624) 11.372.740.2918.01.00MH 729CB 60118" HDPE SDPipe - (627) 25.436.810.9218.05.00MH 766CB 60218" HDPE SDPipe - (628) 11.384.011.0418.01.00MH 766CB 60318" HDPE SDPipe - (629) 17.235.9011.7024.00.49MH 727H-2824" HDPE SDPipe - (630) 24.650.270.4818.04.69MH 767CB 60818" HDPE SDPipe - (634) 24.415.360.4618.04.60MH 767CB 60918" HDPE SDPipe - (635) 11.420.310.5518.01.01MH 768CB 61018" HDPE SDPipe - (636) 11.370.300.5218.01.00MH 768CB 61118" HDPE SDPipe - (637) 39.516.170.2418.012.06MH 769CB 61218" HDPE SDPipe - (639) 25.530.180.3218.05.03MH 769CB 61318" HDPE SDPipe - (640) 25.420.360.6418.04.99MH 770CB 61418" HDPE SDPipe - (641) 25.436.520.8018.04.99MH 770CB 61518" HDPE SDPipe - (642) 25.407.241.1318.04.98CB 619CB 61718" HDPE SDPipe - (643) 24.161.765.5424.00.97O-18 (OUT-A)MH 78224" HDPE SDPipe - (651) 11.362.750.2918.01.00MH 729CB 60018" HDPE SDPipe - (652) 13.932.804.9518.01.50MH 782CB 56318" HDPE SDPipe - (652) 14.339.960.8412.013.79MH 782CB 48712" HDPE SDPipe - (655) 11.990.790.6212.09.65CB 563CB 45112" HDPE SDPipe - (660) 3.792.950.3212.00.96CB 417CB 41112" HDPE SDPipe - (661) 16.5411.420.9412.018.37MH 805CB 48218" HDPE SD + 18x18 90 ElbowPipe - (662) 3.863.860.7912.01.00CB 482CB 48312" HDPE SDPipe - (664) 3.863.490.5612.01.00CB 483CB 48412" HDPE SDPipe - (665) 3.863.020.3412.01.00CB 484CB 48612" HDPE SDPipe - (666) 3.860.000.0012.01.00CB 486CB 48512" HDPE SDPipe - (667) 2.731.960.1812.00.50CB 479CB 47812" HDPE SDPipe - (668) 3.152.960.5212.00.66CB 480CB 47912" HDPE SDPipe - (669) 3.744.201.1612.00.94CB 481CB 48012" HDPE SDPipe - (670) 34.228.971.1518.09.04MH 803CB 48118" HDPE SD + 18x18 90 Elbow Pipe - (671) + (672) 13.269.560.8712.011.81MH 718CB 42012" HDPE SD + 12x12 90 Elbow Pipe - (673) + (522) 11.383.420.6118.0-1.00CB 625CB 54718" HDPE SDPipe - (740) 11.413.300.5318.01.01MH 784CB 62618" HDPE SDPipe - (741) 25.440.300.5318.05.00MH 784CB 62418" HDPE SDPipe - (742) 3.864.901.9112.01.00CB 501CB 50512" HDPE SDPipe - (743) 3.863.790.7412.01.00CB 505CB 50612" HDPE SDPipe - (744) 4.264.403.4612.01.22CB 502CB 50712" HDPE SDPipe - (745) 4.996.292.4012.01.67CB 507CB 50812" HDPE SDPipe - (746) 6.145.941.1212.02.53CB 508CB 50912" HDPE SDPipe - (747) 25.440.831.4618.05.00MH 785CB 62718" HDPE SDPipe - (748) 11.304.281.3218.00.99MH 786CB 62818" HDPE SDPipe - (749) WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 7/31/2023 StormCAD [10.03.04.53]Wallace GroupFlexTable: Conduit Table PIPES Active Scenario: Phases 2-6 --- 10 Year Storm Downstream Conduit NotesHydraulic Grade Line (Out) (ft) Flow (Total Out) (cfs) Elevation (Invert) (ft) Elevation (Ground) (ft) LabelID Pipe - (596)18" SD Stub118.285.96117.31124.60F-3809 Pipe - (630)18" SD Stub115.1211.70113.80120.45H-281966 Pipe - (423)24x24 CB/ Stub114.546.47113.56117.80CB 5031967 CO-22618" SD Stub114.494.31110.00116.00A-11968 CO-22124" SD Stub109.084.62107.68114.00B-11969 Pipe - (395)18" SD Stub113.592.49111.14117.00H-221974 Pipe - (394)18" SD Stub113.602.24112.26117.49H-231975 Pipe - (589)18" SD Stub116.024.09115.24122.87E-132073 Pipe - (623)18" SD Stub115.962.97114.45120.36E-92074 Pipe - (624)18" SD Stub115.963.22114.71120.19E-102075 WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 7/31/2023 StormCAD [10.03.04.53]Wallace GroupFlexTable: Transition Table POINT OF CONNECTION FOR FUTURE IMPROVEMENTS Active Scenario: Phases 2-6 --- 10 Year Storm Flow (Total Out) (cfs) Elevation (User Defined Tailwater) (ft) Boundary Condition TypeElevation (Invert) (ft) Elevation (Rim) (ft) Elevation (Ground) (ft) NotesLabel 5.42114.00User Defined Tailwater106.57116.03116.03New 48" MHO-18 (OUT-A) 0.80108.00User Defined Tailwater104.00105.00110.0012 CMP Flared End SectionO-301 (OUT-B) 0.99108.00User Defined Tailwater104.00105.00110.0012 CMP Flared End SectionO-302 (OUT-B) 1.05108.00User Defined Tailwater106.00110.00110.0012 CMP Flared End SectionO-303 (OUT-B) 2.69109.00User Defined Tailwater108.04109.54111.0018 CMP Flared End SectionO-304 (OUT-D) 35.01104.00User Defined Tailwater99.23102.23106.0042 CMP Flared End SectionO-306 (OUT-I) 33.49110.00User Defined Tailwater108.09111.09112.0036 CMP Flared End SectionO-307 (OUT-H) 3.49110.00User Defined Tailwater109.98111.50112.0018 CMP Flared End SectionO-309 (OUT-C) 1.43110.00User Defined Tailwater109.98111.50112.0018 CMP Flared End SectionO-310 (OUT-C) 13.19112.00User Defined Tailwater112.74115.24113.0030 CMP Flared End SectionO-311 (OUT-E) 2.55112.00User Defined Tailwater112.91114.62114.6218 CMP Flared End SectionO-312 (OUT-G) 28.11Free Outfall114.07116.50116.5036 CMP Flared End SectionO-313 (OUT-F) 17.21Free Outfall100.05102.55106.0030 CMP Flared End SectionO-315 (OUT-J) 17.35108.00User Defined Tailwater103.98107.00110.0036 CMP Flared End SectionO-331 (OUT-B) 16.52110.00User Defined Tailwater109.07113.07113.0048 CMP Flared End SectionO-341 (OUT-C) 16.12110.00User Defined Tailwater109.03113.03113.0048 CMP Flared End SectionO-350 (OUT-C) WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 7/31/2023 StormCAD [10.03.04.53]Wallace GroupFlexTable: Outfall Table OUTFALLS Active Scenario: Phases 2-6 --- 100 Year Storm Depth (Gutter) (in) Spread / Top Width (ft) Hydraulic Grade Line (In) (ft) Flow (Total Bypassed) (cfs) Flow (Captured) (cfs) Capture Efficiency (Calculated) (%) Curb Opening Length (ft) Inlet Location InletElevation (Invert) (ft) Elevation (Rim) (ft) Elevation (Ground) (ft) NotesLabel 9.16.08112.050.008.00100.0In Sag36"x36" Grate Inlet106.30112.00112.00SLOCo D-2a RiserCB 11 9.26.11106.920.007.60100.0In Sag60"x60" Grate Inlet99.88106.62106.6260" SLOCo D-2a RiserCB 12 0.00.00110.890.000.00100.0On Grade18"x18" Grate Inlet110.19114.85114.8518x18 CBCB 401 0.00.00114.860.000.00100.0On Grade18"x18" Grate Inlet114.86117.47117.4718x18 CBCB 402 1.94.31114.690.000.58100.0On Grade18"x18" Grate Inlet114.32117.44117.4418x18 CBCB 403 1.73.51114.410.000.39100.0On Grade18"x18" Grate Inlet113.92117.34117.3418x18 CBCB 404 1.93.13114.120.000.45100.0In Sag18"x18" Grate Inlet113.52117.20117.2018x18 CBCB 405 1.52.91113.920.000.27100.0On Grade18"x18" Grate Inlet113.26117.33117.3318x18 CBCB 406 2.14.22115.450.000.58100.0In Sag18"x18" Grate Inlet114.85118.30118.3018x18 CBCB 407 0.00.00115.920.000.00100.0On Grade18"x18" Grate Inlet115.92118.52118.5218x18 CBCB 408 2.15.20115.820.000.83100.0On Grade18"x18" Grate Inlet115.37118.42118.4218x18 CBCB 409 1.52.92115.220.000.28100.0On Grade18"x18" Grate Inlet114.56118.45118.4518x18 CBCB 410 1.84.27113.300.000.57100.0On Grade18"x18" Grate Inlet111.13114.25114.2518x18 CBCB 411 0.00.00113.470.000.00100.0On Grade18"x18" Grate Inlet113.46116.07116.0718x18 CBCB 412 2.15.20113.470.000.83100.0On Grade18"x18" Grate Inlet112.90115.97115.9718x18 CBCB 413 2.14.12113.450.000.57100.0In Sag18"x18" Grate Inlet112.38115.85115.8518x18 CBCB 414 1.52.95113.390.000.28100.0On Grade18"x18" Grate Inlet112.09116.00116.0018x18 CBCB 415 0.00.00113.300.000.00100.0On Grade18"x18" Grate Inlet111.66114.28114.2818x18 CBCB 416 0.00.00113.280.000.00100.0On Grade18"x18" Grate Inlet110.73114.15114.1518x18 CBCB 417 2.45.83113.270.000.80100.0In Sag18"x18" Grate Inlet110.33114.01114.0118x18 CBCB 418 1.63.16113.220.000.32100.0On Grade18"x18" Grate Inlet110.07114.14114.1418x18 CBCB 419 0.00.00114.740.000.00100.0On Grade18"x18" Grate Inlet114.11117.52117.5218x18 CBCB 420 3.08.51115.280.001.20100.0In Sag18"x18" Grate Inlet114.65117.51117.5118x18 CBCB 421 1.52.74115.280.000.35100.0On Grade18"x18" Grate Inlet114.96117.58117.5818x18 CBCB 422 0.00.00114.220.000.00100.0On Grade18"x18" Grate Inlet114.22116.84116.8418x18 CBCB 423 2.25.64114.160.000.98100.0On Grade18"x18" Grate Inlet113.66116.75116.7518x18 CBCB 424 2.14.50113.790.000.62100.0In Sag18"x18" Grate Inlet113.15116.64116.6418x18 CBCB 425 1.53.00113.570.000.29100.0On Grade18"x18" Grate Inlet112.87116.79116.7918x18 CBCB 426 0.00.00113.080.000.00100.0In Sag18"x18" Grate Inlet111.32113.93113.9318x18 CBCB 427 2.35.00113.080.000.68100.0In Sag18"x18" Grate Inlet110.78113.87113.8718x18 CBCB 428 0.00.00113.250.000.00100.0On Grade18"x18" Grate Inlet111.41114.02114.0218x18 CBCB 429 2.15.23113.250.000.84100.0On Grade18"x18" Grate Inlet110.86113.93113.9318x18 CBCB 430 2.04.00113.220.000.55100.0In Sag18"x18" Grate Inlet110.35113.81113.8118x18 CBCB 431 1.52.98113.160.000.29100.0On Grade18"x18" Grate Inlet110.07113.96113.9618x18 CBCB 432 2.35.39113.160.000.73100.0In Sag18"x18" Grate Inlet112.68115.33115.3318x18 CBCB 433 0.00.00113.150.000.00100.0On Grade18"x18" Grate Inlet112.51115.43115.4318x18 CBCB 434 0.00.00113.340.000.00100.0On Grade18"x18" Grate Inlet112.54115.15115.1518x18 CBCB 435 2.15.21113.340.000.84100.0On Grade18"x18" Grate Inlet111.99115.06115.0618x18 CBCB 436 2.14.20113.310.000.58100.0In Sag18"x18" Grate Inlet111.48114.94114.9418x18 CBCB 437 1.63.42113.250.000.37100.0On Grade18"x18" Grate Inlet111.20115.09115.0918x18 CBCB 438 0.00.00113.150.000.00100.0On Grade18"x18" Grate Inlet112.71115.31115.3118x18 CBCB 439 2.05.01113.150.000.77100.0On Grade18"x18" Grate Inlet112.16115.22115.2218x18 CBCB 440 2.03.88113.130.000.54100.0In Sag18"x18" Grate Inlet111.65115.10115.1018x18 CBCB 441 1.42.62113.070.000.23100.0On Grade18"x18" Grate Inlet109.46115.25115.2518x18 CBCB 442 0.00.00113.120.000.00100.0On Grade18"x18" Grate Inlet111.42114.02114.0218x18 CBCB 443 2.15.24113.120.000.85100.0On Grade18"x18" Grate Inlet110.86113.93113.9318x18 CBCB 444 2.03.98113.080.000.55100.0In Sag18"x18" Grate Inlet110.36113.81113.8118x18 CBCB 445 1.53.04113.030.000.30100.0On Grade18"x18" Grate Inlet110.07113.96113.9618x18 CBCB 446 WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 7/31/2023 StormCAD [10.03.04.53]Wallace GroupFlexTable: Catch Basin Table CTACH BASINS/ INLETS Active Scenario: Phases 2-6 --- 100 Year Storm Depth (Gutter) (in) Spread / Top Width (ft) Hydraulic Grade Line (In) (ft) Flow (Total Bypassed) (cfs) Flow (Captured) (cfs) Capture Efficiency (Calculated) (%) Curb Opening Length (ft) Inlet Location InletElevation (Invert) (ft) Elevation (Rim) (ft) Elevation (Ground) (ft) NotesLabel 1.93.32113.790.000.47100.0In Sag18"x18" Grate Inlet113.46116.08116.0818x18 CBCB 447 1.53.00113.630.000.29100.0On Grade18"x18" Grate Inlet113.20116.22116.2218x18 CBCB 448 1.42.72113.070.000.24100.0On Grade18"x18" Grate Inlet110.54114.00114.0018x18 CBCB 449 0.00.00115.540.000.00100.0On Grade18"x18" Grate Inlet113.72116.30116.3018x18 CBCB 450 1.53.06115.480.000.30100.0On Grade18"x18" Grate Inlet112.09116.08116.0818x18 CBCB 451 1.63.27111.530.000.34100.0On Grade18"x18" Grate Inlet110.97114.43114.4318x18 CBCB 452 2.66.48111.720.000.89100.0In Sag18"x18" Grate Inlet111.25114.28114.2818x18 CBCB 453 0.00.00111.780.000.00100.0On Grade18"x18" Grate Inlet111.78114.39114.3918x18 CBCB 454 1.53.04111.210.000.30100.0On Grade18"x18" Grate Inlet110.55113.99113.9918x18 CBCB 455 2.56.26111.290.000.86100.0In Sag18"x18" Grate Inlet110.83113.84113.8418x18 CBCB 456 0.00.00111.360.000.00100.0On Grade18"x18" Grate Inlet111.36113.95113.9518x18 CBCB 457 1.73.63112.090.000.42100.0On Grade18"x18" Grate Inlet111.77114.38114.3818x18 CBCB 458 1.51.48111.900.000.27100.0In Sag18"x18" Grate Inlet111.49114.23114.2318x18 CBCB 459 2.04.89111.610.000.74100.0On Grade18"x18" Grate Inlet111.01114.40114.4018x18 CBCB 460 0.00.00111.260.000.00100.0In Sag18"x18" Grate Inlet110.66114.22114.2218x18 CBCB 461 1.53.00111.780.000.29100.0On Grade18"x18" Grate Inlet111.52114.12114.1218x18 CBCB 462 2.03.90111.640.000.54100.0In Sag18"x18" Grate Inlet111.19114.02114.0218x18 CBCB 463 0.00.00111.080.000.00100.0On Grade18"x18" Grate Inlet110.62114.14114.1418x18 CBCB 464 2.76.92111.010.000.95100.0In Sag18"x18" Grate Inlet110.33114.16114.1618x18 CBCB 465 1.52.94111.440.000.28100.0On Grade18"x18" Grate Inlet111.18113.79113.7918x18 CBCB 466 2.04.03111.290.000.56100.0In Sag18"x18" Grate Inlet110.84113.62113.6218x18 CBCB 467 0.00.00110.700.000.00100.0On Grade18"x18" Grate Inlet110.25113.74113.7418x18 CBCB 468 2.87.65110.370.001.06100.0In Sag18"x18" Grate Inlet109.67113.86113.8618x18 CBCB 469 1.53.05111.480.000.30100.0On Grade18"x18" Grate Inlet110.34113.80113.8018x18 CBCB 470 2.56.27111.500.000.86100.0In Sag18"x18" Grate Inlet110.63113.65113.6518x18 CBCB 471 0.00.00111.500.000.00100.0On Grade18"x18" Grate Inlet111.15113.76113.7618x18 CBCB 472 1.84.13115.540.000.53100.0On Grade18"x18" Grate Inlet113.17116.20116.2018x18 CBCB 473 1.73.56115.520.000.40100.0On Grade18"x18" Grate Inlet112.66116.14116.1418x18 CBCB 474 1.51.51114.450.000.28100.0In Sag18"x18" Grate Inlet113.60117.03117.0318x18 CBCB 476 1.52.76114.590.000.25100.0On Grade18"x18" Grate Inlet114.11117.15117.1518x18 CBCB 477 1.63.11114.340.000.31100.0On Grade18"x18" Grate Inlet114.00118.06118.0618x18 CBCB 478 2.14.42114.320.000.61100.0In Sag18"x18" Grate Inlet113.85117.90117.9018x18 CBCB 479 2.36.08114.240.001.13100.0On Grade18"x18" Grate Inlet113.50118.00118.0018x18 CBCB 480 0.00.00113.600.000.00100.0On Grade24"x24" Grate Inlet112.97118.11118.1124x24 CBCB 481 1.52.96114.320.000.28100.0On Grade24"x24" Grate Inlet113.67117.34117.3424x24 CBCB 482 1.82.85114.530.000.42100.0In Sag18"x18" Grate Inlet113.93117.21117.2118x18 CBCB 483 1.73.50114.840.000.39100.0On Grade18"x18" Grate Inlet114.35117.35117.3518x18 CBCB 484 0.00.00115.310.000.00100.0On Grade18"x18" Grate Inlet115.31117.48117.4818x18 CBCB 485 1.94.35115.140.000.59100.0On Grade18"x18" Grate Inlet114.76117.45117.4518x18 CBCB 486 1.52.88114.410.000.27100.0On Grade18"x18" Grate Inlet113.32117.18117.1818x18 CBCB 487 3.08.61117.370.001.54100.0In Sag24"x24" Grate Inlet112.80119.29119.2924x24 CBCB 501 3.410.51116.400.001.60100.0In Sag24"x24" Grate Inlet110.74117.95117.9524x24 CBCB 502 2.04.76115.070.000.70100.0On Grade18"x18" Grate Inlet114.66117.24117.2418x18 CBCB 504 2.78.15117.730.341.7483.6On Grade18"x18" Grate Inlet113.33119.93119.9318x18 CBCB 505 2.46.48117.870.001.29100.0On Grade18"x18" Grate Inlet114.41120.93120.9318x18 CBCB 506 2.98.89117.600.551.9477.8On Grade18"x18" Grate Inlet111.26118.40118.4018x18 CBCB 507 2.99.02118.590.591.9876.9On Grade18"x18" Grate Inlet113.00119.40119.4018x18 CBCB 508 2.77.90118.850.281.6785.6On Grade18"x18" Grate Inlet116.14120.78120.7818x18 CBCB 509 WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 7/31/2023 StormCAD [10.03.04.53]Wallace GroupFlexTable: Catch Basin Table CTACH BASINS/ INLETS Active Scenario: Phases 2-6 --- 100 Year Storm Depth (Gutter) (in) Spread / Top Width (ft) Hydraulic Grade Line (In) (ft) Flow (Total Bypassed) (cfs) Flow (Captured) (cfs) Capture Efficiency (Calculated) (%) Curb Opening Length (ft) Inlet Location InletElevation (Invert) (ft) Elevation (Rim) (ft) Elevation (Ground) (ft) NotesLabel 4.94.07116.470.002.08100.0In Sag36"x36" Grate Inlet110.75118.46118.4636x36 CBCB 521 1.77.01114.220.000.86100.0In Sag36"x36" Grate Inlet110.67116.64116.6436x36 CBCB 522 0.00.00112.940.000.00100.0In Sag36"x36" Grate Inlet112.70119.45119.4536x36 CBCB 523 20.622.54113.500.0039.52100.0In Sag36"x36" Grate Inlet104.62113.00113.00SLOCo D-2a RiserCB 525 7.47.13111.250.000.82100.03.00In SagSLO City Curb Inlet106.65113.06113.73SLO 36 DICB 541 7.26.37111.240.000.69100.03.00In SagSLO City Curb Inlet105.35113.06113.73SLO 36 DICB 542 2.55.46112.550.210.7277.53.00On GradeSLO City Curb Inlet106.98112.18112.85SLO 36 DICB 543 2.76.36112.550.400.8568.03.00On GradeSLO City Curb Inlet107.11112.18112.85SLO 36 DICB 544 8.210.69111.270.001.73100.04.00In SagSLO City Curb Inlet108.47111.28111.95SLO 48 DICB 545 8.210.83111.220.001.76100.04.00In SagSLO City Curb Inlet108.27111.28111.95SLO 48 DICB 546 2.24.49112.840.080.5888.03.00On GradeSLO City Curb Inlet107.49112.80113.47SLO 36 DICB 547 8.110.16111.990.003.02100.010.75In SagSLO City Curb Inlet108.73114.84115.51SLO 129 DICB 548 2.34.91117.360.130.6483.63.00On GradeSLO City Curb Inlet112.87118.96119.63SLO 36 DICB 549 3.39.19117.380.352.4687.67.25On GradeSLO City Curb Inlet112.99118.96119.63SLO 87 DICB 550 7.47.22112.900.000.83100.03.00In SagSLO City Curb Inlet111.25116.41117.08SLO 36 DICB 551 7.57.58112.900.000.90100.03.00In SagSLO City Curb Inlet111.40116.43117.10SLO 36 DICB 552 2.86.83112.830.530.9263.53.00On GradeSLO City Curb Inlet106.98112.79113.46SLO 36 DICB 553 7.36.72111.900.000.75100.03.00In SagSLO City Curb Inlet106.45111.62112.29SLO 36 DICB 554 7.68.27112.150.001.02100.03.00In SagSLO City Curb Inlet106.09111.62112.29SLO 36 DICB 556 7.36.92111.310.000.78100.03.00In SagSLO City Curb Inlet109.15111.71112.38SLO 36 DICB 557 7.47.20111.310.000.83100.03.00In SagSLO City Curb Inlet109.11111.71112.38SLO 36 DICB 558 6.63.91111.440.000.33100.03.00In SagSLO City Curb Inlet105.86112.92113.59SLO 36 DICB 559 6.51.99111.440.000.27100.03.00In SagSLO City Curb Inlet105.72112.93113.60SLO 36 DICB 560 2.55.75112.240.001.03100.07.25On GradeSLO City Curb Inlet106.47111.88112.55SLO 87 DICB 561 2.87.06112.250.001.56100.07.25On GradeSLO City Curb Inlet108.11111.88112.55SLO 87 DICB 562 8.09.63115.440.001.28100.03.00In SagSLO City Curb Inlet109.35115.83115.83SLO 36 DICB 563 8.210.59112.050.001.48100.03.00In SagSLO City Curb Inlet110.31115.80116.47SLO 36 DICB 564 7.78.52112.040.001.07100.03.00In SagSLO City Curb Inlet110.12115.80116.47SLO 36 DICB 565 7.36.99115.630.001.30100.07.25In SagSLO City Curb Inlet113.76116.21116.88SLO 87 DICB 566 7.47.25115.640.001.47100.08.00In SagSLO City Curb Inlet113.80116.03116.70SLO 96 DICB 567 7.26.46116.070.001.16100.07.25In SagSLO City Curb Inlet113.96117.00117.67SLO 87 DICB 568 6.95.29116.070.000.86100.07.25In SagSLO City Curb Inlet113.91117.08117.75SLO 87 DICB 569 7.47.21119.060.001.37100.07.25In SagSLO City Curb Inlet112.95118.82119.49SLO 87 DICB 570 7.47.51119.080.001.92100.010.75In SagSLO City Curb Inlet114.50118.75119.42SLO 129 DICB 571 2.86.89115.400.161.3288.95.00On GradeSLO City Curb Inlet109.73117.48118.15SLO 36 DICB 572 2.87.06115.400.201.3787.45.00On GradeSLO City Curb Inlet110.03117.48118.15SLO 36 DICB 573 8.411.33115.530.003.56100.010.75In SagSLO City Curb Inlet111.45114.83115.50SLO 129 DICB 574 7.68.10111.950.002.15100.010.75In SagSLO City Curb Inlet108.29114.68115.35SLO 129 DICB 575 1.82.74114.210.000.33100.03.00On GradeSLO City Curb Inlet109.65116.05116.72SLO 36 DICB 576 2.86.97114.220.570.9462.23.00On GradeSLO City Curb Inlet110.21116.05116.72SLO 36 DICB 577 2.76.61115.850.470.8965.63.00On GradeSLO City Curb Inlet111.26115.83116.50SLO 36 DICB 578 3.07.58115.850.781.0356.93.00On GradeSLO City Curb Inlet111.39115.83116.50SLO 36 DICB 579 3.28.52112.270.881.4862.84.00On GradeSLO City Curb Inlet111.06117.09117.76SLO 48 DICB 580 3.59.88112.261.571.7652.84.00On GradeSLO City Curb Inlet111.46117.09117.76SLO 48 DICB 581 7.99.36110.440.005.22100.021.50In SagSLO City Curb Inlet106.82112.79113.46SLO 129 DI + 129 DICB 582 + 620 8.512.10110.550.005.18100.014.50In SagSLO City Curb Inlet107.67112.78113.45SLO 87 DI + 87 DICB 583 3.38.90111.840.262.3489.97.25On GradeSLO City Curb Inlet108.30114.26114.93SLO 87 DICB 584 3.39.19112.340.352.4787.67.25On GradeSLO City Curb Inlet110.27115.75116.42SLO 87 DICB 585 WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 7/31/2023 StormCAD [10.03.04.53]Wallace GroupFlexTable: Catch Basin Table CTACH BASINS/ INLETS Active Scenario: Phases 2-6 --- 100 Year Storm Depth (Gutter) (in) Spread / Top Width (ft) Hydraulic Grade Line (In) (ft) Flow (Total Bypassed) (cfs) Flow (Captured) (cfs) Capture Efficiency (Calculated) (%) Curb Opening Length (ft) Inlet Location InletElevation (Invert) (ft) Elevation (Rim) (ft) Elevation (Ground) (ft) NotesLabel 2.45.23112.890.000.86100.07.25On GradeSLO City Curb Inlet112.43118.16118.83SLO 87 DICB 586 3.49.48113.340.442.5885.47.25On GradeSLO City Curb Inlet112.62118.16118.83SLO 87 DICB 587 3.49.56114.410.472.6184.87.25On GradeSLO City Curb Inlet111.58118.50119.17SLO 87 DICB 588 3.610.17114.430.712.8680.17.25On GradeSLO City Curb Inlet111.84118.50119.17SLO 87 DICB 589 3.28.49112.470.172.1892.97.25On GradeSLO City Curb Inlet108.38115.36116.03SLO 87 DICB 590 3.49.60111.310.482.6384.57.25On GradeSLO City Curb Inlet108.00114.61115.28SLO 87 DICB 591 8.311.13114.230.002.44100.06.50In SagSLO City Curb Inlet113.15115.95116.62SLO 78 DICB 592 8.010.02114.270.002.08100.06.50In SagSLO City Curb Inlet113.34115.95116.62SLO 78 DICB 593 7.26.42118.320.001.15100.07.25In SagSLO City Curb Inlet114.69120.97121.64SLO 87 DICB 594 7.26.33118.010.001.12100.07.25In SagSLO City Curb Inlet114.41121.09121.76SLO 87 DICB 595 7.88.81110.760.001.63100.06.00In SagSLO City Curb Inlet103.78114.49115.16SLO 60 DICB 596 2.97.25115.670.171.0085.53.50On GradeSLO City Curb Inlet113.95116.97117.64SLO 42 DICB 598 2.97.17115.670.160.9886.23.50On GradeSLO City Curb Inlet114.08116.95117.62SLO 42 DICB 599 2.13.84118.190.030.4994.43.00On GradeSLO City Curb Inlet112.80120.48121.15SLO 36 DICB 600 1.35.23118.190.090.4483.53.00On GradeSLO City Curb Inlet113.05120.49121.16SLO 36 DICB 601 2.97.54119.630.511.2871.44.00On GradeSLO City Curb Inlet113.56119.32119.99SLO 48 DICB 602 3.07.58119.640.231.5987.45.50On GradeSLO City Curb Inlet113.69119.37120.04SLO 66 DICB 603 1.76.97117.040.330.7970.74.00On GradeSLO City Curb Inlet114.37118.69119.36SLO 48 DICB 604 1.77.02117.040.500.6456.13.00On GradeSLO City Curb Inlet114.24118.78119.45SLO 36 DICB 605 3.07.61113.980.031.8198.37.25On GradeSLO City Curb Inlet110.34117.20117.87SLO 87 DICB 606 3.59.81113.610.562.7282.87.25On GradeSLO City Curb Inlet110.91116.54117.21SLO 87 DICB 607 2.45.33112.890.190.7079.03.00On GradeSLO City Curb Inlet107.51112.91113.58SLO 36 DICB 608 2.45.14112.900.160.6781.03.00On GradeSLO City Curb Inlet108.69112.91113.58SLO 36 DICB 609 2.55.84112.860.280.7873.43.00On GradeSLO City Curb Inlet107.13112.91113.58SLO 36 DICB 610 2.55.63112.860.240.7575.63.00On GradeSLO City Curb Inlet107.38112.91113.58SLO 36 DICB 611 6.74.59111.810.000.42100.03.00In SagSLO City Curb Inlet109.26112.26112.93SLO 36 DICB 612 7.05.54111.810.000.56100.03.00In SagSLO City Curb Inlet105.39112.26112.93SLO 36 DICB 613 2.76.56116.810.450.8866.03.00On GradeSLO City Curb Inlet110.63117.79118.46SLO 36 DICB 614 3.07.85116.810.891.0754.63.00On GradeSLO City Curb Inlet111.97117.79118.46SLO 36 DICB 615 3.28.77112.941.321.2147.93.00On GradeSLO City Curb Inlet112.45118.54119.21SLO 36 DICB 616 3.28.45116.460.272.0488.26.50On GradeSLO City Curb Inlet112.36117.49118.16SLO 72 DICB 617 7.57.68112.800.001.33100.06.00In SagSLO City Curb Inlet104.17114.52115.19SLO 60 DICB 618 2.45.29116.440.000.8899.95.00On GradeSLO City Curb Inlet110.36117.47118.14SLO 36 DICB 619 2.55.72120.150.260.7674.73.00On GradeSLO City Curb Inlet116.12121.91122.58SLO 36 DICB 624 2.66.28112.840.380.8468.83.00On GradeSLO City Curb Inlet108.32113.33114.00SLO 36 DICB 625 2.55.72120.150.260.7674.73.00On GradeSLO City Curb Inlet116.23121.91122.58SLO 36 DICB 626 3.49.54112.140.762.3075.26.00On GradeSLO City Curb Inlet109.34115.36116.03SLO 72 DICB 627 3.49.62112.220.802.3374.56.00On GradeSLO City Curb Inlet109.78115.66116.33SLO 72 DICB 628 0.00.00114.950.000.00100.0In Sag<None>114.94114.95114.9518 CMP Flared End SectionFES 308 (N/A)0.00118.590.0037.30100.0In Sag<None>114.84117.84119.8436 CMP Flared End SectionFES 314 WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 7/31/2023 StormCAD [10.03.04.53]Wallace GroupFlexTable: Catch Basin Table CTACH BASINS/ INLETS Active Scenario: Phases 2-6 --- 100 Year Storm Capacity (Full Flow) (cfs) Velocity (ft/s) Flow (cfs) Diameter (in) Slope (Calculated) (%) Stop NodeStart NodeNotesLabel 25.312.568.0624.01.07CB 553B-1FutureCO-221 9.724.257.5218.00.73CB 563A-1FutureCO-226 39.282.548.0024.02.57CB 618CB 1124" HDPE SDPipe - (4) 8.040.470.8318.00.50MH 701CB 55118" HDPE SDPipe - (279) 25.450.510.9018.05.00MH 701CB 55218" HDPE SDPipe - (290) 5.050.951.6918.00.20MH 702MH 70118" HDPE SDPipe - (292) 4.621.873.3018.00.16MH 722MH 70218" HDPE SDPipe - (293) 10.341.051.8618.00.83MH 705MH 70418" HDPE SDPipe - (303) 10.951.953.4518.00.93MH 706MH 70518" HDPE SDPipe - (304) 8.052.774.9018.00.50MH 759MH 70618" HDPE SDPipe - (306) 19.862.8914.2130.00.20MH 760CB 55330" HDPE SDPipe - (308) 32.303.6225.6236.00.20MH 808MH 80936" HDPE SDPipe - (308) (1) 19.853.1015.2330.00.20MH 809MH 76030" HDPE SDPipe - (308) (2) 32.323.8927.4736.00.20MH 807MH 80830" HDPE SDPipe - (309) 8.930.921.6218.00.62MH 775MH 71118" HDPE SDPipe - (311) 32.274.3130.4936.00.20MH 776MH 77530" HDPE SDPipe - (311) (1) 8.032.043.6018.00.50MH 776MH 70818" HDPE SDPipe - (311) (1) (1) 8.041.442.5518.00.50MH 708MH 76118" HDPE SDPipe - (313) 8.050.691.2318.00.50MH 761MH 70918" HDPE SDPipe - (313) (1) 8.050.581.0218.00.50MH 807CB 55618" HDPE SDPipe - (316) 8.030.420.7518.00.50MH 963CB 55418" HDPE SDPipe - (317) 5.110.440.7818.00.20MH 720CB 55718" HDPE SDPipe - (319) 8.110.470.8318.00.51MH 720CB 55818" HDPE SDPipe - (319) (1) 8.050.651.1518.00.50MH 711MH 71018" HDPE SDPipe - (321) 11.380.190.3318.01.00MH 711CB 55918" HDPE SDPipe - (323) 25.400.150.2718.04.98MH 711CB 56018" HDPE SDPipe - (324) 11.381.372.4218.01.00MH 714MH 71318" HDPE SDPipe - (325) 10.632.674.7218.00.87MH 767MH 71418" HDPE SDPipe - (326) 11.383.375.9618.01.00MH 809MH 76718" HDPE SDPipe - (326) (1) 7.012.865.0618.00.38MH 809MH 76818" HDPE SDPipe - (327) 7.022.083.6818.00.38MH 768MH 71518" HDPE SDPipe - (327) (1) 7.011.262.2318.00.38MH 715MH 71618" HDPE SDPipe - (328) 7.030.430.7518.00.38MH 716MH 71718" HDPE SDPipe - (329) 25.400.581.0318.04.98MH 808CB 56118" HDPE SDPipe - (332) 28.170.881.5618.06.13MH 808CB 56218" HDPE SDPipe - (333) 5.090.881.5618.00.20MH 721MH 72018" HDPE SDPipe - (337) + (631) 5.690.841.4818.00.25CB 565CB 56418" HDPE SDPipe - (339) 5.681.412.4918.00.25O-310 (OUT-C)CB 56518" HDPE SDPipe - (340) 5.072.734.8218.00.20MH 718MH 72218" HDPE SDPipe - (341) 5.083.456.0918.00.20O-309 (OUT-C)MH 71818" HDPE SDPipe - (341) (1) 69.596.2360.0048.00.20MH 803MH 80448" HDPE SDPipe - (342) 69.576.2662.0148.00.20O-350 (OUT-C)MH 80348" HDPE SDPipe - (343) 3.920.000.0012.01.03CB 599FES 308Pipe - (344) 25.360.741.3018.04.97MH 724CB 56618" HDPE SDPipe - (345) 8.050.831.4718.00.50MH 724CB 56718" HDPE SDPipe - (346) 25.380.490.8618.04.97MH 725CB 56918" HDPE SDPipe - (347) 8.040.661.1618.00.50MH 725CB 56818" HDPE SDPipe - (348) 25.470.771.3718.05.01MH 726CB 57018" HDPE SDPipe - (349) 25.431.091.9218.04.99MH 726CB 57118" HDPE SDPipe - (350) 31.404.6722.9130.00.50MH 726MH 76624" HDPE SDPipe - (351) 31.424.1520.3830.00.50MH 766MH 72730" HDPE SDPipe - (351) (1) 31.435.2825.9130.00.50MH 728MH 72630" HDPE SDPipe - (352) 5.260.490.8718.00.21MH 728MH 72918" HDPE SDPipe - (353) + (354) 19.884.6219.6230.00.20MH 730MH 72530" HDPE SDPipe - (357) 19.894.8123.6330.00.20O-311 (OUT-E)MH 73030" HDPE SDPipe - (358) 10.962.277.1224.00.20MH 765MH 76218" HDPE SDPipe - (359) 10.855.7017.9124.00.20MH 725MH 75824" HDPE SDPipe - (359) 10.825.3216.7024.00.20MH 758MH 76524" HDPE SDPipe - (359) (1) 36.195.4338.3836.00.25CB 595CB 59436" HDPE SDPipe - (359) (1) (1) 35.776.9949.4236.00.25O-313 (OUT-F)CB 59536" HDPE SDPipe - (360) 15.466.5011.4818.01.85CB 595MH 76418" HDPE SDPipe - (361) 10.160.000.0018.00.80MH 763MH 73118" HDPE SDPipe - (361) (1) (1) 9.795.8710.3818.00.74MH 784MH 76318" HDPE SDPipe - (361) (1) (1) 4.936.5211.5318.00.19MH 764MH 78418" HDPE SDPipe - (361) (1) (2) 5.081.121.9818.00.20MH 724MH 72318" HDPE SDPipe - (362) 5.060.000.0018.00.20MH 723MH 73218" HDPE SDPipe - (362) (2) 17.343.5811.2424.00.50MH 735MH 73324" HDPE SDPipe - (363) + (365) + (366) 42.444.1913.1824.03.00MH 734MH 73524" HDPE SDPipe - (366) (1) 30.387.9725.0424.01.54MH 778MH 73424" HDPE SDPipe - (367) + (368) 25.420.751.3218.04.99MH 735CB 57218" HDPE SDPipe - (370) 14.570.771.3718.01.64MH 735CB 57318" HDPE SDPipe - (371) 10.971.743.0718.00.93MH 737MH 73618" HDPE SDPipe - (372) 11.454.187.3918.01.01MH 783MH 73718" HDPE SDPipe - (373) 13.794.137.3118.01.72CB 619MH 78318" HDPE SDPipe - (373) (1) 11.391.182.0818.01.00CB 619CB 52118" HDPE SDPipe - (374) 19.486.8012.0218.02.93MH 734CB 61918" HDPE SDPipe - (375) 11.383.075.4218.01.00MH 773MH 73918" HDPE SDPipe - (376) 17.116.5711.6218.02.26MH 772MH 75418" HDPE SDPipe - (376) (1) WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 7/31/2023 StormCAD [10.03.04.53]Wallace GroupFlexTable: Conduit Table PIPES Active Scenario: Phases 2-6 --- 100 Year Storm Capacity (Full Flow) (cfs) Velocity (ft/s) Flow (cfs) Diameter (in) Slope (Calculated) (%) Stop NodeStart NodeNotesLabel 17.577.9514.0518.02.38MH 753MH 77218" HDPE SDPipe - (376) (1) (1) 11.384.007.0718.01.00MH 774MH 77318" HDPE SDPipe - (376) (2) 11.385.459.6418.01.00MH 754MH 77418" HDPE SDPipe - (376) (2) (1) 8.052.013.5618.00.50MH 740CB 57418" HDPE SDPipe - (377) 8.052.003.5318.00.50MH 741MH 74018" HDPE SDPipe - (378) 8.553.035.3518.00.56MH 742MH 74118" HDPE SDPipe - (379) 31.417.7437.9830.00.50MH 743MH 74230" HDPE SDPipe - (380) 31.418.0339.4130.00.50MH 744MH 74330" HDPE SDPipe - (381) 55.075.5439.1936.00.58CB 575MH 74436" HDPE SDPipe - (382) 51.038.2349.6936.00.50O-307 (OUT-H)CB 57536" HDPE SDPipe - (383) 25.390.190.3318.04.98MH 743CB 57618" HDPE SDPipe - (384) 17.991.011.7818.02.50MH 743CB 57718" HDPE SDPipe - (385) 17.980.490.8618.02.50CB 577CB 52218" HDPE SDPipe - (386) 11.420.000.0018.01.01CB 616CB 52318" HDPE SDPipe - (387) 8.043.281.2118.00.50MH 745CB 61618" HDPE SDPipe - (387) (1) 11.384.191.2118.01.00MH 746MH 74518" HDPE SDPipe - (388) 23.465.714.3724.00.92MH 786MH 74624" HDPE SDPipe - (389) 21.802.096.5724.00.79MH 785MH 78624" HDPE SDPipe - (389) (2) 21.222.798.7524.00.75CB 575MH 78524" HDPE SDPipe - (390) + (389) (1) 8.060.500.8918.00.50MH 741CB 57818" HDPE SDPipe - (391) 8.050.591.0318.00.50MH 741CB 57918" HDPE SDPipe - (392) 31.396.9133.9030.00.50MH 742MH 75730" HDPE SDPipe - (393) 31.415.8228.5630.00.50MH 757MH 77030" HDPE SDPipe - (393) (1) 31.405.5427.2030.00.50MH 770MH 74730" HDPE SDPipe - (393) (1) (1) 16.092.223.9218.02.00MH 747H-2318" HDPE SDPipe - (394) 11.372.464.3518.01.00MH 747H-2218" HDPE SDPipe - (395) 25.387.841.4818.04.98MH 746CB 58018" HDPE SDPipe - (396) 16.095.981.7618.02.00MH 746CB 58118" HDPE SDPipe - (397) 11.385.643.4318.01.00MH 749MH 74818" HDPE SDPipe - (398) 11.383.275.7818.01.00MH 771MH 74918" HDPE SDPipe - (399) 10.224.477.8918.00.81MH 750MH 77118" HDPE SDPipe - (399) (1) 7.834.447.8518.00.47MH 751MH 75018" HDPE SDPipe - (400) 9.324.427.8118.00.67MH 752MH 75118" HDPE SDPipe - (401) 31.935.5717.4924.01.70MH 753MH 75224" HDPE SDPipe - (402) + (403) 54.701.665.2224.04.98MH 752CB 582 + 62024" HDPE SDPipe - (404) 21.282.935.1818.03.50MH 752CB 58318" HDPE SDPipe - (405) 25.421.332.3418.04.99MH 771CB 58418" HDPE SDPipe - (406) 16.091.402.4718.02.00MH 749CB 58518" HDPE SDPipe - (407) 25.466.690.8618.05.01MH 748CB 58618" HDPE SDPipe - (408) 13.926.022.5818.01.50MH 748CB 58718" HDPE SDPipe - (409) 9.371.482.6118.00.68MH 739CB 58818" HDPE SDPipe - (410) 11.061.622.8618.00.94MH 739CB 58918" HDPE SDPipe - (411) 25.421.232.1818.04.99MH 754CB 59018" HDPE SDPipe - (412) 25.421.021.8118.04.99MH 773CB 60618" HDPE SDPipe - (412) (1) 25.431.492.6318.04.99MH 772CB 59118" HDPE SDPipe - (413) 25.431.542.7218.04.99MH 774CB 607Pipe - (413) (1) 39.756.3231.0130.00.80MH 755MH 75330" HDPE SDPipe - (414) 39.756.2630.7330.00.80MH 756MH 75530" HDPE SDPipe - (415) 39.856.2230.5330.00.80O-315 (OUT-J)MH 75630" HDPE SDPipe - (416) 64.836.4461.9942.00.35O-306 (OUT-I)CB 1242" HDPE SDPipe - (418) 62.606.0758.3642.00.33CB 12MH 77942" HDPE SDPipe - (418) (1) 62.626.1559.1542.00.33MH 779MH 78042" HDPE SDPipe - (419) 62.906.2359.9142.00.33MH 780CB 59642" HDPE SDPipe - (420) 50.978.3458.9736.00.50CB 596MH 77836" HDPE SDPipe - (420) (1) 11.331.392.4618.00.99MH 736CB 55018" HDPE SDPipe - (421) 25.420.360.6418.04.99MH 736CB 54918" HDPE SDPipe - (422) 19.686.3911.2918.02.99MH 733CB 50318" HDPE SDPipe - (423) 25.440.360.6418.05.00MH 758CB 60518" HDPE SDPipe - (428) 11.430.450.7918.01.01MH 758CB 60418" HDPE SDPipe - (429) 10.961.454.5724.00.20MH 730MH 72424" HDPE SDPipe - (430) 9.911.713.0218.00.76CB 575CB 54818" HDPE SDPipe - (433) 31.298.8843.5830.00.50MH 778CB 61830" HDPE SDPipe - (438) 31.518.0539.5230.00.50CB 618CB 52530" HDPE SDPipe - (438) (1) 5.071.652.9118.00.20CB 546MH 72118" HDPE SDPipe - (441) (1) 5.132.494.4118.00.20O-304 (OUT-D)CB 54618" HDPE SDPipe - (441) (2) 69.686.2460.0048.00.20MH 804MH 80248" HDPE SDPipe - (443) 69.846.2560.0048.00.20MH 805Structure - (265)48" HDPE SDPipe - (443) (1) 11.380.751.3218.01.00CB 553CB 54718" HDPE SDPipe - (444) 11.340.981.7318.00.99MH 721CB 54518" HDPE SDPipe - (445) 5.092.744.8418.00.20CB 553MH 75918" HDPE SDPipe - (446) 5.090.951.6718.00.20MH 722MH 70318" HDPE SDPipe - (447) 11.760.480.8518.01.07MH 760CB 54418" HDPE SDPipe - (448) 26.110.410.7218.05.26MH 760CB 54318" HDPE SDPipe - (449) 25.420.390.6918.04.99MH 761CB 54218" HDPE SDPipe - (451) 25.440.460.8218.05.00MH 761CB 54118" HDPE SDPipe - (452) 23.1815.641.2312.036.09MH 709CB 45212" HDPE SDPipe - (453) 3.863.990.8912.01.00CB 452CB 45312" HDPE SDPipe - (454) 3.860.000.0012.01.00CB 453CB 45412" HDPE SDPipe - (455) 23.7715.631.1512.037.93MH 708CB 45512" HDPE SDPipe - (462) 3.863.950.8612.01.00CB 455CB 45612" HDPE SDPipe - (463) 3.860.000.0012.01.00CB 456CB 45712" HDPE SDPipe - (464) 3.863.210.4212.01.00CB 459CB 45812" HDPE SDPipe - (466) WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 7/31/2023 StormCAD [10.03.04.53]Wallace GroupFlexTable: Conduit Table PIPES Active Scenario: Phases 2-6 --- 100 Year Storm Capacity (Full Flow) (cfs) Velocity (ft/s) Flow (cfs) Diameter (in) Slope (Calculated) (%) Stop NodeStart NodeNotesLabel 3.763.630.6812.00.95CB 460CB 45912" HDPE SDPipe - (467) 3.864.531.4112.01.00CB 461CB 46012" HDPE SDPipe - (468) 3.862.880.2912.01.00CB 463CB 46212" HDPE SDPipe - (470) 3.863.910.8312.01.00CB 464CB 46312" HDPE SDPipe - (471) 2.733.040.8212.00.50CB 465CB 46412" HDPE SDPipe - (472) 3.862.860.2812.01.00CB 467CB 46612" HDPE SDPipe - (474) 3.863.920.8312.01.00CB 468CB 46712" HDPE SDPipe - (475) 3.863.910.8312.01.00CB 469CB 46812" HDPE SDPipe - (476) 20.521.471.1612.028.26MH 710CB 47012" HDPE SDPipe - (478) 3.813.910.8612.00.98CB 470CB 47112" HDPE SDPipe - (479) 3.860.000.0012.01.00CB 471CB 47212" HDPE SDPipe - (480) 3.860.000.0012.01.00CB 473CB 45012" HDPE SDPipe - (481) 3.860.680.5312.01.00CB 474CB 47312" HDPE SDPipe - (482) 3.861.140.9012.01.00CB 451CB 47412" HDPE SDPipe - (483) 3.864.341.2112.01.00CB 487CB 47612" HDPE SDPipe - (487) 3.864.050.9412.01.00CB 476CB 47712" HDPE SDPipe - (488) 3.863.730.7012.01.00CB 477CB 50412" HDPE SDPipe - (489) 9.167.060.7612.05.63MH 717CB 44812" HDPE SDPipe - (490) 3.803.300.4712.00.97CB 448CB 44712" HDPE SDPipe - (491) 10.272.091.6412.07.08MH 715CB 44612" HDPE SDPipe - (494) 3.861.741.3712.01.00CB 446CB 44512" HDPE SDPipe - (495) 3.861.080.8512.01.00CB 445CB 44412" HDPE SDPipe - (496) 3.860.000.0012.01.00CB 444CB 44312" HDPE SDPipe - (497) 7.791.931.5212.04.07MH 716CB 44212" HDPE SDPipe - (498) 10.691.661.3012.07.68CB 442CB 44112" HDPE SDPipe - (499) 3.863.840.7712.01.00CB 441CB 44012" HDPE SDPipe - (500) 3.860.000.0012.01.00CB 440CB 43912" HDPE SDPipe - (501) 9.252.211.7312.05.75MH 713CB 43812" HDPE SDPipe - (502) 3.861.761.3812.01.00CB 438CB 43712" HDPE SDPipe - (503) 3.861.060.8412.01.00CB 437CB 43612" HDPE SDPipe - (504) 3.860.000.0012.01.00CB 436CB 43512" HDPE SDPipe - (505) 10.577.730.7312.07.49MH 713CB 43412" HDPE SDPipe - (506) 3.853.780.7312.01.00CB 434CB 43312" HDPE SDPipe - (507) 9.462.081.6312.06.01MH 714CB 43212" HDPE SDPipe - (508) 3.861.741.3612.01.00CB 432CB 43112" HDPE SDPipe - (509) 3.861.070.8412.01.00CB 431CB 43012" HDPE SDPipe - (510) 3.860.000.0012.01.00CB 430CB 42912" HDPE SDPipe - (511) 17.731.160.9112.021.11MH 714CB 44912" HDPE SDPipe - (512) 3.850.870.6812.01.00CB 449CB 42812" HDPE SDPipe - (512) (1) 3.860.000.0012.01.00CB 428CB 42712" HDPE SDPipe - (513) 10.5310.121.8712.07.44MH 704CB 42612" HDPE SDPipe - (514) 3.814.621.5812.00.97CB 426CB 42512" HDPE SDPipe - (515) 3.864.100.9812.01.00CB 425CB 42412" HDPE SDPipe - (516) 3.810.000.0012.00.97CB 424CB 42312" HDPE SDPipe - (517) 3.863.050.3512.01.00CB 421CB 42212" HDPE SDPipe - (523) 3.844.611.5412.00.99CB 420CB 42112" HDPE SDPipe - (524) 15.012.011.5812.015.13MH 706CB 41912" HDPE SDPipe - (525) 3.811.641.2912.00.97CB 419CB 41812" HDPE SDPipe - (526) 3.820.700.5512.00.98CB 418CB 41712" HDPE SDPipe - (527) 3.860.000.0012.01.00CB 411CB 41612" HDPE SDPipe - (528) (1) 17.162.111.6612.019.78MH 705CB 41512" HDPE SDPipe - (529) 3.811.771.3912.00.97CB 415CB 41412" HDPE SDPipe - (530) 3.863.920.8312.01.00CB 414CB 41312" HDPE SDPipe - (531) 3.860.000.0012.01.00CB 413CB 41212" HDPE SDPipe - (532) 18.2214.471.6712.022.28MH 703CB 41012" HDPE SDPipe - (537) 3.814.481.4012.00.97CB 410CB 40712" HDPE SDPipe - (538) 3.863.920.8312.01.00CB 407CB 40912" HDPE SDPipe - (538) (1) 3.860.000.0012.01.00CB 409CB 40812" HDPE SDPipe - (539) 15.2712.761.6712.015.66MH 702CB 40612" HDPE SDPipe - (540) 3.814.481.4012.00.97CB 406CB 40512" HDPE SDPipe - (541) 3.824.050.9612.00.98CB 405CB 40412" HDPE SDPipe - (542) 3.823.510.5812.00.98CB 404CB 40312" HDPE SDPipe - (543) 3.860.000.0012.01.00CB 403CB 40212" HDPE SDPipe - (544) 61.573.9627.9836.00.73MH 963MH 80736" HDPE SDPipe - (547) 32.314.1329.2236.00.20MH 775MH 76936" HDPE SDPipe - (547) (1) 58.724.0428.5436.00.66MH 769MH 96336" HDPE SDPipe - (547) (3) 32.254.6833.0536.00.20O-331 (OUT-B)MH 77736" HDPE SDPipe - (548) (2) 32.304.7633.6236.00.20MH 777MH 77636" HDPE SDPipe - (549) 8.468.641.8612.04.81O-303 (OUT-B)CB 46912" HDPE SDPipe - (550) 3.854.791.7512.01.00CB 401CB 46512" HDPE SDPipe - (551) 10.7010.031.7412.07.68O-302 (OUT-B)CB 40112" HDPE SDPipe - (552) 12.6410.601.4012.010.72O-301 (OUT-B)CB 46112" HDPE SDPipe - (553) 31.424.3421.3030.00.50MH 747MH 72830" HDPE SDPipe - (575) 69.706.2862.8348.00.20MH 801MH 80548" HDPE SDPipe - (576) 69.576.2360.0048.00.20MH 802Structure - (651) 48" HDPE SDPipe - (578) 69.586.2762.8148.00.20MH 806MH 80148" HDPE SDPipe - (581) 69.566.2762.7748.00.20O-341 (OUT-C)MH 80648" HDPE SDPipe - (582) 15.304.047.1418.01.81MH 762E-1318" HDPE SDPipe - (589) 11.382.504.4218.01.00MH 737CB 50118" HDPE SDPipe - (590) 11.263.916.9218.00.98MH 757CB 50218" HDPE SDPipe - (591) 8.055.8810.3918.00.50MH 763F-318" HDPE SDPipe - (596) 5.682.972.0818.00.25CB 592CB 59318" HDPE SDPipe - (600) 7.554.464.4918.00.44O-312 (OUT-G)CB 59218" HDPE SDPipe - (601) 35.995.2837.3036.00.25CB 594FES 31436" HDPE SDPipe - (618) 11.390.571.0018.01.00MH 723CB 59818" HDPE SDPipe - (621) 11.393.950.9818.01.00MH 723CB 59918" HDPE SDPipe - (622) WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 7/31/2023 StormCAD [10.03.04.53]Wallace GroupFlexTable: Conduit Table PIPES Active Scenario: Phases 2-6 --- 100 Year Storm Capacity (Full Flow) (cfs) Velocity (ft/s) Flow (cfs) Diameter (in) Slope (Calculated) (%) Stop NodeStart NodeNotesLabel 24.531.655.1824.01.00MH 765E-924" HDPE SDPipe - (623) 24.511.795.6124.01.00MH 765E-1024" HDPE SDPipe - (624) 11.370.250.4418.01.00MH 729CB 60118" HDPE SDPipe - (627) 25.430.731.2818.05.00MH 766CB 60218" HDPE SDPipe - (628) 11.380.901.5918.01.00MH 766CB 60318" HDPE SDPipe - (629) 17.236.5020.4124.00.49MH 727H-2824" HDPE SDPipe - (630) 24.650.400.7018.04.69MH 767CB 60818" HDPE SDPipe - (634) 24.410.380.6718.04.60MH 767CB 60918" HDPE SDPipe - (635) 11.420.440.7818.01.01MH 768CB 61018" HDPE SDPipe - (636) 11.370.420.7518.01.00MH 768CB 61118" HDPE SDPipe - (637) 39.510.240.4218.012.06MH 769CB 61218" HDPE SDPipe - (639) 25.530.320.5618.05.03MH 769CB 61318" HDPE SDPipe - (640) 25.420.500.8818.04.99MH 770CB 61418" HDPE SDPipe - (641) 25.430.611.0718.04.99MH 770CB 61518" HDPE SDPipe - (642) 25.401.162.0418.04.98CB 619CB 61718" HDPE SDPipe - (643) 24.163.3910.6424.00.97O-18 (OUT-A)MH 78224" HDPE SDPipe - (651) 11.360.270.4918.01.00MH 729CB 60018" HDPE SDPipe - (652) 13.935.309.3618.01.50MH 782CB 56318" HDPE SDPipe - (652) 14.331.871.4712.013.79MH 782CB 48712" HDPE SDPipe - (655) 11.991.481.1612.09.65CB 563CB 45112" HDPE SDPipe - (660) 3.790.720.5712.00.96CB 417CB 41112" HDPE SDPipe - (661) 16.5413.471.6512.018.37MH 805CB 48218" HDPE SD + 18x18 90 ElbowPipe - (662) 3.864.501.3812.01.00CB 482CB 48312" HDPE SDPipe - (664) 3.864.090.9712.01.00CB 483CB 48412" HDPE SDPipe - (665) 3.863.550.5912.01.00CB 484CB 48612" HDPE SDPipe - (666) 3.860.000.0012.01.00CB 486CB 48512" HDPE SDPipe - (667) 2.732.310.3112.00.50CB 479CB 47812" HDPE SDPipe - (668) 3.153.460.9112.00.66CB 480CB 47912" HDPE SDPipe - (669) 3.744.862.0212.00.94CB 481CB 48012" HDPE SDPipe - (670) 34.2210.592.0118.09.04MH 803CB 48118" HDPE SD + 18x18 90 Elbow Pipe - (671) + (672) 13.2611.261.5312.011.81MH 718CB 42012" HDPE SD + 12x12 90 Elbow Pipe - (673) + (522) 11.380.480.8418.0-1.00CB 625CB 54718" HDPE SDPipe - (740) 11.410.430.7618.01.01MH 784CB 62618" HDPE SDPipe - (741) 25.440.430.7618.05.00MH 784CB 62418" HDPE SDPipe - (742) 3.863.752.9412.01.00CB 501CB 50512" HDPE SDPipe - (743) 3.861.641.2912.01.00CB 505CB 50612" HDPE SDPipe - (744) 4.266.865.3912.01.22CB 502CB 50712" HDPE SDPipe - (745) 4.994.533.5512.01.67CB 507CB 50812" HDPE SDPipe - (746) 6.142.121.6712.02.53CB 508CB 50912" HDPE SDPipe - (747) 25.441.302.3018.05.00MH 785CB 62718" HDPE SDPipe - (748) 11.301.322.3318.00.99MH 786CB 62818" HDPE SDPipe - (749) WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 7/31/2023 StormCAD [10.03.04.53]Wallace GroupFlexTable: Conduit Table PIPES Active Scenario: Phases 2-6 --- 100 Year Storm Downstream Conduit NotesHydraulic Grade Line (Out) (ft) Flow (Total Out) (cfs) Elevation (Invert) (ft) Elevation (Ground) (ft) LabelID Pipe - (596)18" SD Stub122.1110.39117.31124.60F-3809 Pipe - (630)18" SD Stub120.0720.41113.80120.45H-281966 Pipe - (423)24x24 CB/ Stub117.0211.29113.56117.80CB 5031967 CO-22618" SD Stub115.717.52110.00116.00A-11968 CO-22124" SD Stub112.888.06107.68114.00B-11969 Pipe - (395)18" SD Stub117.564.35111.14117.00H-221974 Pipe - (394)18" SD Stub117.603.92112.26117.49H-231975 Pipe - (589)18" SD Stub118.237.14115.24122.87E-132073 Pipe - (623)18" SD Stub117.825.18114.45120.36E-92074 Pipe - (624)18" SD Stub117.845.61114.71120.19E-102075 WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 7/31/2023 StormCAD [10.03.04.53]Wallace GroupFlexTable: Transition Table POINT OF CONNECTION FOR FUTURE IMPROVEMENT Active Scenario: Phases 2-6 --- 100 Year Storm Flow (Total Out) (cfs) Elevation (User Defined Tailwater) (ft) Boundary Condition TypeElevation (Invert) (ft) Elevation (Rim) (ft) Elevation (Ground) (ft) NotesLabel 10.47114.00User Defined Tailwater106.57116.03116.03New 48" MHO-18 (OUT-A) 1.40110.00User Defined Tailwater104.00105.00110.0012 CMP Flared End SectionO-301 (OUT-B) 1.74110.00User Defined Tailwater104.00105.00110.0012 CMP Flared End SectionO-302 (OUT-B) 1.86110.00User Defined Tailwater106.00110.00110.0012 CMP Flared End SectionO-303 (OUT-B) 4.33111.00User Defined Tailwater108.04109.54111.0018 CMP Flared End SectionO-304 (OUT-D) 61.61106.00User Defined Tailwater99.23102.23106.0042 CMP Flared End SectionO-306 (OUT-I) 49.59111.00User Defined Tailwater108.09111.09112.0036 CMP Flared End SectionO-307 (OUT-H) 5.99112.00User Defined Tailwater109.98111.50112.0018 CMP Flared End SectionO-309 (OUT-C) 2.45112.00User Defined Tailwater109.98111.50112.0018 CMP Flared End SectionO-310 (OUT-C) 23.14113.00User Defined Tailwater112.74115.24113.0030 CMP Flared End SectionO-311 (OUT-E) 4.47113.00User Defined Tailwater112.91114.62114.6218 CMP Flared End SectionO-312 (OUT-G) 48.93Free Outfall114.07116.50116.5036 CMP Flared End SectionO-313 (OUT-F) 29.83106.00User Defined Tailwater100.05102.55106.0030 CMP Flared End SectionO-315 (OUT-J) 32.87110.00User Defined Tailwater103.98107.00110.0036 CMP Flared End SectionO-331 (OUT-B) 62.73112.00User Defined Tailwater109.07113.07113.0048 CMP Flared End SectionO-341 (OUT-C) 61.98112.00User Defined Tailwater109.03113.03113.0048 CMP Flared End SectionO-350 (OUT-C) WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 7/31/2023 StormCAD [10.03.04.53]Wallace GroupFlexTable: Outfall Table OUTFALLS ORIGINAL SCALE IS IN INCHES FOR REDUCED PLANS T 805 544-4011 F 805 544-4294 612 CLARION COURT SAN LUIS OBISPO, CA 93401 DATE SIGNED SIGNATURE www.wallacegroup.us PLANNING CIVIL AND TRANSPORTATION ENGINEERING CONSTRUCTION MANAGEMENT LANDSCAPE ARCHITECTURE MECHANICAL ENGINEERING PUBLIC WORKS ADMINISTRATION SURVEYING / GIS SOLUTIONS WATER RESOURCES 0 1 2 3 DESIGNERS: DRAWING NO. DATE: DRAWN BY: JOB #: OF 1 2 3 4 A B C D 1 2 3 4 5 5 Copyright © Wallace Group, a California Corporation. All rights reserved. Copies of this drawing shall have this notice. These plans and specifications, and the ideas and designs incorporated herein, are instruments of service prepared for the construction of work shown hereon and shall not be used in whole or in part for any other project without written authority of Wallace Group, a California Corporation. ® 2022 TR A C T 3 0 8 9 - A V I L A R A N C H PH A S E S 2 , 3 , 4 , 5 & 6 1 8-24-2022 1493-0007 RAH ZKP SHEET MA X I M U M A L L O W A B L E S P R E A D E X H I B I T 1 FILE NAME: 2022-08-04 SPREAD WIDTH EXHIBIT.DWG LEGEND: 8.0' ALLOWABLE SPREAD FROM EACH CURB FACE 5.5' ALLOWABLE SPREAD FROM EACH CURB FACE 5.0' ALLOWABLE SPREAD FROM EACH CURB FACE 4.65' ALLOWABLE SPREAD FROM R.A.B. CURB FACE 0.3 CFS ALLOWABLE BYPASS -- CURB RETURN NOTES: ·1.0 CFS ALLOWABLE BYPASS -- MID-BLOCK INLET WRIGHT BROTHERS WAYWRIGHT BROTHERS WAY VENTURE DRIVE VENTURE DRIVE MEMPHIS BELLE DOOLITTLE DRIVE HUGHES LANE EA R H A R T W A Y JE S P E R S E N R O A D JE S P E R S E N R O A D LA N G L E Y S T R E E T RAC H E L A . HAWTH O R N E C I V I L No. 73686 NOT FOR CONSTRUCTION FOR PLAN REVIEW ONLY A L A T T S OF E C A O NRFI I REGISTE R E D P R O F E SSIONAL EN G I N E E R WATERSHED A STORM DRAIN NETWORK 10-YEAR STORM Active Scenario: Phases 2-6 --- 10 Year Storm 105.00 110.00 115.00 120.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 Station (ft) El e v a t i o n ( f t ) PH3 - CB 450 to MH 781 (Outlet A) MH 782 Rim: 116.74 ft Invert: 107.63 ft HGL (In): 114.09 ft HGL (Out): 114.06 ft Bolted Cover: False Notes: 48" SD MH CB 563 Rim: 115.83 ft Invert: 109.35 ft HGL (In): 114.40 ft HGL (Out): 114.29 ft Inlet: SLO City Curb Inlet Gutter Depth: 7.2 in Gutter Spread: 6.65 ft Headloss: 0.11 ft Total Intercepted Flow: 0.74 cfs Bypass Flow: 0.00 cfs NOTES: SLO 36 DI CB 450 Rim: 116.30 ft Invert: 113.72 ft HGL (In): 114.43 ft HGL (Out): 114.43 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 0.0 in Gutter Spread: 0.00 ft Headloss: 0.00 ft Total Intercepted Flow: 0.00 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 473 Rim: 116.20 ft Invert: 113.17 ft HGL (In): 114.43 ft HGL (Out): 114.43 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 1.5 in Gutter Spread: 3.08 ft Headloss: 0.00 ft Total Intercepted Flow: 0.30 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 474 Rim: 116.14 ft Invert: 112.66 ft HGL (In): 114.42 ft HGL (Out): 114.42 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 1.4 in Gutter Spread: 2.64 ft Headloss: 0.00 ft Total Intercepted Flow: 0.23 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 451 Rim: 116.08 ft Invert: 112.09 ft HGL (In): 114.41 ft HGL (Out): 114.41 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 1.3 in Gutter Spread: 2.26 ft Headloss: 0.00 ft Total Intercepted Flow: 0.17 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB O-18 (OUT-A) Rim: 116.03 ft Invert: 106.57 ft Tailwater Elev.: 114.00 ft Q: 5.42 cfs Notes: New 48" MH Pipe - (651): 24.0 in Length: 108.01 ft S: 0.97 % Up. Invert: 107.63 ft Down. Invert: 106.58 ft HGL (In): 114.06 ft HGL (Out): 114.05 ft Vel (In): 1.76 ft/s Vel (Out): 1.76 ft/s Q: 5.54 cfs Pipe - (652): 18.0 in Length: 107.51 ft S: 1.50 % Up. Invert: 109.35 ft Down. Invert: 107.73 ft HGL (In): 114.29 ft HGL (Out): 114.21 ft Vel (In): 2.80 ft/s Vel (Out): 2.80 ft/s Q: 4.95 cfs Pipe - (660): 12.0 in Length: 26.34 ft S: 9.65 % Up. Invert: 112.09 ft Down. Invert: 109.55 ft HGL (In): 114.41 ft HGL (Out): 114.41 ft Vel (In): 0.79 ft/s Vel (Out): 0.79 ft/s Q: 0.62 cfs Pipe - (483): 12.0 in Length: 57.67 ft S: 1.00 % Up. Invert: 112.66 ft Down. Invert: 112.09 ft HGL (In): 114.42 ft HGL (Out): 114.42 ft Vel (In): 0.63 ft/s Vel (Out): 0.63 ft/s Q: 0.50 cfs Pipe - (482): 12.0 in Length: 50.30 ft S: 1.00 % Up. Invert: 113.17 ft Down. Invert: 112.66 ft HGL (In): 114.43 ft HGL (Out): 114.43 ft Vel (In): 0.39 ft/s Vel (Out): 0.39 ft/s Q: 0.30 cfs Pipe - (481): 12.0 in Length: 54.90 ft S: 1.00 % Up. Invert: 113.72 ft Down. Invert: 113.17 ft HGL (In): 114.43 ft HGL (Out): 114.43 ft Vel (In): 0.00 ft/s Vel (Out): 0.00 ft/s Q: 0.00 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/24/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - A_PH3 - CB 450 to MH 781 (Outlet A) (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 10 Year Storm 105.00 110.00 115.00 120.00 -0+50 0+00 0+50 1+00 1+50 2+00 Station (ft) El e v a t i o n ( f t ) PH3 - CB 504 to MH 782 MH 782 Rim: 116.74 ft Invert: 107.63 ft HGL (In): 114.09 ft HGL (Out): 114.06 ft Bolted Cover: False Notes: 48" SD MH CB 487 Rim: 117.18 ft Invert: 113.32 ft HGL (In): 114.11 ft HGL (Out): 114.10 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 1.3 in Gutter Spread: 2.13 ft Headloss: 0.01 ft Total Intercepted Flow: 0.15 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 504 Rim: 117.24 ft Invert: 114.66 ft HGL (In): 114.96 ft HGL (Out): 114.92 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 1.7 in Gutter Spread: 3.56 ft Headloss: 0.05 ft Total Intercepted Flow: 0.40 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 477 Rim: 117.15 ft Invert: 114.11 ft HGL (In): 114.47 ft HGL (Out): 114.41 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 1.3 in Gutter Spread: 2.04 ft Headloss: 0.05 ft Total Intercepted Flow: 0.14 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 476 Rim: 117.03 ft Invert: 113.60 ft HGL (In): 114.12 ft HGL (Out): 114.10 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 1.2 in Gutter Spread: 1.22 ft Headloss: 0.02 ft Total Intercepted Flow: 0.16 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB Pipe - (488): 12.0 in Length: 50.31 ft S: 1.00 % Up. Invert: 114.11 ft Down. Invert: 113.60 ft HGL (In): 114.41 ft HGL (Out): 114.15 ft Vel (In): 2.66 ft/s Vel (Out): 1.31 ft/s Q: 0.54 cfs Pipe - (487): 12.0 in Length: 28.59 ft S: 1.00 % Up. Invert: 113.60 ft Down. Invert: 113.32 ft HGL (In): 114.10 ft HGL (Out): 114.13 ft Vel (In): 1.79 ft/s Vel (Out): 1.03 ft/s Q: 0.69 cfs Pipe - (489): 12.0 in Length: 54.90 ft S: 1.00 % Up. Invert: 114.66 ft Down. Invert: 114.11 ft HGL (In): 114.92 ft HGL (Out): 114.51 ft Vel (In): 2.45 ft/s Vel (Out): 1.58 ft/s Q: 0.40 cfs Pipe - (655): 12.0 in Length: 39.78 ft S: 13.79 % Up. Invert: 113.32 ft Down. Invert: 107.83 ft HGL (In): 114.10 ft HGL (Out): 114.11 ft Vel (In): 1.27 ft/s Vel (Out): 1.07 ft/s Q: 0.84 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/24/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - A_PH3 - CB 504 to MH 782 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 10 Year Storm 105.00 110.00 115.00 120.00 -0+50 0+00 0+50 1+00 Station (ft) El e v a t i o n ( f t ) PH3 - Future A-1 to CB 563 CB 563 Rim: 115.83 ft Invert: 109.35 ft HGL (In): 114.40 ft HGL (Out): 114.29 ft Inlet: SLO City Curb Inlet Gutter Depth: 7.2 in Gutter Spread: 6.65 ft Headloss: 0.11 ft Total Intercepted Flow: 0.74 cfs Bypass Flow: 0.00 cfs NOTES: SLO 36 DI A-1 Top: 116.00 ft Invert: 110.00 ft HGL (In): 114.49 ft HGL (Out): 114.49 ft Notes: 18" SD Stub CO-226: 18.0 in Length: 61.73 ft S: 0.73 % Up. Invert: 110.00 ft Down. Invert: 109.55 ft HGL (In): 114.49 ft HGL (Out): 114.49 ft Vel (In): 2.44 ft/s Vel (Out): 2.44 ft/s Q: 4.31 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 7/31/2023 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - A_PH3 - Future A-1 to CB 563 (Avila Ranch Drainage Model_2.stsw) WATERSHED B (North of Venture) STORM DRAIN NETWORK 10-YEAR STORM Active Scenario: Phases 2-6 --- 10 Year Storm 105.00 110.00 115.00 120.00 -0+50 0+00 0+50 1+00 1+50 2+00 Station (ft) El e v a t i o n ( f t ) PH3 - CB 412 to MH 705 MH 705 Rim: 115.56 ft Invert: 109.00 ft HGL (In): 109.66 ft HGL (Out): 109.53 ft Bolted Cover: False Notes: 48" SD MH CB 415 Rim: 116.00 ft Invert: 112.09 ft HGL (In): 112.58 ft HGL (Out): 112.50 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 1.3 in Gutter Spread: 2.18 ft Headloss: 0.08 ft Total Intercepted Flow: 0.16 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 412 Rim: 116.07 ft Invert: 113.46 ft HGL (In): 113.46 ft HGL (Out): 113.46 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 0.0 in Gutter Spread: 0.00 ft Headloss: 0.00 ft Total Intercepted Flow: 0.00 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 413 Rim: 115.97 ft Invert: 112.90 ft HGL (In): 113.23 ft HGL (Out): 113.18 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 1.8 in Gutter Spread: 3.90 ft Headloss: 0.05 ft Total Intercepted Flow: 0.48 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 414 Rim: 115.85 ft Invert: 112.38 ft HGL (In): 112.82 ft HGL (Out): 112.75 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 1.6 in Gutter Spread: 2.00 ft Headloss: 0.07 ft Total Intercepted Flow: 0.33 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB Pipe - (531): 12.0 in Length: 51.58 ft S: 1.00 % Up. Invert: 112.90 ft Down. Invert: 112.38 ft HGL (In): 113.18 ft HGL (Out): 112.85 ft Vel (In): 2.57 ft/s Vel (Out): 1.42 ft/s Q: 0.48 cfs Pipe - (530): 12.0 in Length: 29.46 ft S: 0.97 % Up. Invert: 112.38 ft Down. Invert: 112.09 ft HGL (In): 112.75 ft HGL (Out): 112.65 ft Vel (In): 2.98 ft/s Vel (Out): 2.10 ft/s Q: 0.80 cfs Pipe - (529): 12.0 in Length: 14.65 ft S: 19.78 % Up. Invert: 112.09 ft Down. Invert: 109.20 ft HGL (In): 112.50 ft HGL (Out): 109.77 ft Vel (In): 3.15 ft/s Vel (Out): 2.70 ft/s Q: 0.95 cfs Pipe - (532): 12.0 in Length: 55.88 ft S: 1.00 % Up. Invert: 113.46 ft Down. Invert: 112.90 ft HGL (In): 113.46 ft HGL (Out): 113.23 ft Vel (In): 0.00 ft/s Vel (Out): 0.00 ft/s Q: 0.00 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/24/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - B1_PH3 - CB 412 to MH 705 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 10 Year Storm 105.00 110.00 115.00 -0+50 0+00 0+50 1+00 1+50 2+00 Station (ft) El e v a t i o n ( f t ) PH3 - CB 416 to MH 706 MH 706 Rim: 113.70 ft Invert: 107.69 ft HGL (In): 109.20 ft HGL (Out): 109.17 ft Bolted Cover: False Notes: 48" SD MH CB 411 Rim: 114.25 ft Invert: 111.13 ft HGL (In): 111.40 ft HGL (Out): 111.36 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 1.6 in Gutter Spread: 3.18 ft Headloss: 0.04 ft Total Intercepted Flow: 0.32 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 418 Rim: 114.01 ft Invert: 110.33 ft HGL (In): 110.76 ft HGL (Out): 110.70 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 1.9 in Gutter Spread: 3.19 ft Headloss: 0.07 ft Total Intercepted Flow: 0.46 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 416 Rim: 114.28 ft Invert: 111.66 ft HGL (In): 111.66 ft HGL (Out): 111.66 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 0.0 in Gutter Spread: 0.00 ft Headloss: 0.00 ft Total Intercepted Flow: 0.00 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 417 Rim: 114.15 ft Invert: 110.73 ft HGL (In): 111.01 ft HGL (Out): 110.96 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 0.0 in Gutter Spread: 0.00 ft Headloss: 0.04 ft Total Intercepted Flow: 0.00 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 419 Rim: 114.14 ft Invert: 110.07 ft HGL (In): 110.56 ft HGL (Out): 110.48 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 1.3 in Gutter Spread: 2.34 ft Headloss: 0.08 ft Total Intercepted Flow: 0.18 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB Pipe - (528) (1): 12.0 in Length: 53.84 ft S: 1.00 % Up. Invert: 111.66 ft Down. Invert: 111.13 ft HGL (In): 111.66 ft HGL (Out): 111.40 ft Vel (In): 0.00 ft/s Vel (Out): 0.00 ft/s Q: 0.00 cfs Pipe - (526): 12.0 in Length: 26.33 ft S: 0.97 % Up. Invert: 110.33 ft Down. Invert: 110.07 ft HGL (In): 110.70 ft HGL (Out): 110.62 ft Vel (In): 2.95 ft/s Vel (Out): 2.04 ft/s Q: 0.77 cfs Pipe - (525): 12.0 in Length: 14.42 ft S: 15.13 % Up. Invert: 110.07 ft Down. Invert: 107.89 ft HGL (In): 110.48 ft HGL (Out): 109.23 ft Vel (In): 3.14 ft/s Vel (Out): 1.20 ft/s Q: 0.95 cfs Pipe - (527): 12.0 in Length: 41.01 ft S: 0.98 % Up. Invert: 110.73 ft Down. Invert: 110.33 ft HGL (In): 110.96 ft HGL (Out): 110.78 ft Vel (In): 2.30 ft/s Vel (Out): 0.99 ft/s Q: 0.32 cfs Pipe - (661): 12.0 in Length: 41.01 ft S: 0.96 % Up. Invert: 111.13 ft Down. Invert: 110.73 ft HGL (In): 111.36 ft HGL (Out): 111.06 ft Vel (In): 2.31 ft/s Vel (Out): 1.85 ft/s Q: 0.32 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/24/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - B1_PH3 - CB 416 to MH 706 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 10 Year Storm 105.00 110.00 115.00 120.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 Station (ft) El e v a t i o n ( f t ) PH3 - CB 423 to MH 809 MH 705 Rim: 115.56 ft Invert: 109.00 ft HGL (In): 109.66 ft HGL (Out): 109.53 ft Bolted Cover: False Notes: 48" SD MHMH 704 Rim: 116.10 ft Invert: 109.51 ft HGL (In): 110.01 ft HGL (Out): 109.90 ft Bolted Cover: False Notes: 48" SD MH MH 760 Rim: 112.55 ft Invert: 106.59 ft HGL (In): 108.99 ft HGL (Out): 108.93 ft Bolted Cover: False Notes: 48" SD MH MH 759 Rim: 113.20 ft Invert: 107.15 ft HGL (In): 109.14 ft HGL (Out): 109.11 ft Bolted Cover: False Notes: 48" SD MH MH 706 Rim: 113.70 ft Invert: 107.69 ft HGL (In): 109.21 ft HGL (Out): 109.18 ft Bolted Cover: False Notes: 48" SD MH MH 809 Rim: 112.57 ft Invert: 106.39 ft HGL (In): 108.92 ft HGL (Out): 108.82 ft Bolted Cover: False Notes: 60" SD MH CB 426 Rim: 116.79 ft Invert: 112.87 ft HGL (In): 113.38 ft HGL (Out): 113.30 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 1.3 in Gutter Spread: 2.22 ft Headloss: 0.08 ft Total Intercepted Flow: 0.17 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 423 Rim: 116.84 ft Invert: 114.22 ft HGL (In): 114.22 ft HGL (Out): 114.22 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 0.0 in Gutter Spread: 0.00 ft Headloss: 0.00 ft Total Intercepted Flow: 0.00 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 424 Rim: 116.75 ft Invert: 113.66 ft HGL (In): 114.03 ft HGL (Out): 113.97 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 1.8 in Gutter Spread: 4.24 ft Headloss: 0.06 ft Total Intercepted Flow: 0.56 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 425 Rim: 116.64 ft Invert: 113.15 ft HGL (In): 113.63 ft HGL (Out): 113.55 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 1.7 in Gutter Spread: 2.27 ft Headloss: 0.07 ft Total Intercepted Flow: 0.35 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 553 Rim: 112.79 ft Invert: 106.98 ft HGL (In): 109.09 ft HGL (Out): 109.03 ft Inlet: SLO City Curb Inlet Gutter Depth: 2.4 in Gutter Spread: 5.15 ft Headloss: 0.06 ft Total Intercepted Flow: 0.68 cfs Bypass Flow: 0.16 cfs NOTES: SLO 36 DI Pipe - (446): 18.0 in Length: 34.93 ft S: 0.20 % Up. Invert: 107.15 ft Down. Invert: 107.08 ft HGL (In): 109.11 ft HGL (Out): 109.13 ft Vel (In): 1.60 ft/s Vel (Out): 1.60 ft/s Q: 2.87 cfs Pipe - (306): 18.0 in Length: 68.34 ft S: 0.50 % Up. Invert: 107.69 ft Down. Invert: 107.35 ft HGL (In): 109.18 ft HGL (Out): 109.18 ft Vel (In): 1.64 ft/s Vel (Out): 1.64 ft/s Q: 2.89 cfs Pipe - (308) (2): 30.0 in Length: 53.14 ft S: 0.20 % Up. Invert: 106.59 ft Down. Invert: 106.49 ft HGL (In): 108.93 ft HGL (Out): 108.97 ft Vel (In): 1.92 ft/s Vel (Out): 1.89 ft/s Q: 9.34 cfs Pipe - (304): 18.0 in Length: 130.08 ft S: 0.93 % Up. Invert: 109.00 ft Down. Invert: 107.79 ft HGL (In): 109.53 ft HGL (Out): 109.23 ft Vel (In): 3.55 ft/s Vel (Out): 1.16 ft/s Q: 2.00 cfs Pipe - (303): 18.0 in Length: 50.49 ft S: 0.83 % Up. Invert: 109.51 ft Down. Invert: 109.10 ft HGL (In): 109.90 ft HGL (Out): 109.70 ft Vel (In): 2.97 ft/s Vel (Out): 1.77 ft/s Q: 1.06 cfs Pipe - (516): 12.0 in Length: 51.18 ft S: 1.00 % Up. Invert: 113.66 ft Down. Invert: 113.15 ft HGL (In): 113.97 ft HGL (Out): 113.66 ft Vel (In): 2.69 ft/s Vel (Out): 1.53 ft/s Q: 0.56 cfs Pipe - (515): 12.0 in Length: 29.33 ft S: 0.97 % Up. Invert: 113.15 ft Down. Invert: 112.87 ft HGL (In): 113.55 ft HGL (Out): 113.46 ft Vel (In): 3.10 ft/s Vel (Out): 2.21 ft/s Q: 0.91 cfs Pipe - (514): 12.0 in Length: 42.36 ft S: 7.44 % Up. Invert: 112.87 ft Down. Invert: 109.71 ft HGL (In): 113.30 ft HGL (Out): 111.08 ft Vel (In): 3.26 ft/s Vel (Out): 8.61 ft/s Q: 1.07 cfs Pipe - (517): 12.0 in Length: 57.26 ft S: 0.97 % Up. Invert: 114.22 ft Down. Invert: 113.66 ft HGL (In): 114.22 ft HGL (Out): 114.03 ft Vel (In): 0.00 ft/s Vel (Out): 0.00 ft/s Q: 0.00 cfs Pipe - (308): 30.0 in Length: 145.20 ft S: 0.20 % Up. Invert: 106.98 ft Down. Invert: 106.69 ft HGL (In): 109.03 ft HGL (Out): 109.04 ft Vel (In): 1.97 ft/s Vel (Out): 1.80 ft/s Q: 8.63 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 7/31/2023 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - B1_PH3 - CB 423 to MH 809 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 10 Year Storm 105.00 110.00 115.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 Station (ft) El e v a t i o n ( f t ) PH3 - CB 427, CB 429 to MH 714 MH 714 Rim: 113.56 ft Invert: 107.46 ft HGL (In): 109.06 ft HGL (Out): 109.02 ft Bolted Cover: False Notes: 48" SD MH CB 427 Rim: 113.93 ft Invert: 111.32 ft HGL (In): 111.32 ft HGL (Out): 111.32 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 0.0 in Gutter Spread: 0.00 ft Headloss: 0.00 ft Total Intercepted Flow: 0.00 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 430 Rim: 113.93 ft Invert: 110.86 ft HGL (In): 111.20 ft HGL (Out): 111.15 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 1.8 in Gutter Spread: 3.93 ft Headloss: 0.05 ft Total Intercepted Flow: 0.48 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 431 Rim: 113.81 ft Invert: 110.35 ft HGL (In): 110.79 ft HGL (Out): 110.73 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 1.6 in Gutter Spread: 1.92 ft Headloss: 0.07 ft Total Intercepted Flow: 0.32 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 432 Rim: 113.96 ft Invert: 110.07 ft HGL (In): 110.55 ft HGL (Out): 110.48 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 1.3 in Gutter Spread: 2.20 ft Headloss: 0.08 ft Total Intercepted Flow: 0.16 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 428 Rim: 113.87 ft Invert: 110.78 ft HGL (In): 111.09 ft HGL (Out): 111.04 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 1.7 in Gutter Spread: 2.61 ft Headloss: 0.05 ft Total Intercepted Flow: 0.39 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 449 Rim: 114.00 ft Invert: 110.54 ft HGL (In): 110.89 ft HGL (Out): 110.84 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 1.1 in Gutter Spread: 1.49 ft Headloss: 0.05 ft Total Intercepted Flow: 0.14 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 429 Rim: 114.02 ft Invert: 111.41 ft HGL (In): 111.41 ft HGL (Out): 111.41 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 0.0 in Gutter Spread: 0.00 ft Headloss: 0.00 ft Total Intercepted Flow: 0.00 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB Pipe - (513): 12.0 in Length: 53.63 ft S: 1.00 % Up. Invert: 111.32 ft Down. Invert: 110.78 ft HGL (In): 111.32 ft HGL (Out): 111.09 ft Vel (In): 0.00 ft/s Vel (Out): 0.00 ft/s Q: 0.00 cfs Pipe - (512): 12.0 in Length: 13.61 ft S: 21.11 % Up. Invert: 110.54 ft Down. Invert: 107.66 ft HGL (In): 110.84 ft HGL (Out): 109.07 ft Vel (In): 2.64 ft/s Vel (Out): 0.67 ft/s Q: 0.53 cfs Pipe - (510): 12.0 in Length: 50.60 ft S: 1.00 % Up. Invert: 110.86 ft Down. Invert: 110.35 ft HGL (In): 111.15 ft HGL (Out): 110.83 ft Vel (In): 2.58 ft/s Vel (Out): 1.44 ft/s Q: 0.48 cfs Pipe - (512) (1): 12.0 in Length: 24.68 ft S: 1.00 % Up. Invert: 110.78 ft Down. Invert: 110.54 ft HGL (In): 111.04 ft HGL (Out): 110.93 ft Vel (In): 2.43 ft/s Vel (Out): 1.56 ft/s Q: 0.39 cfs Pipe - (509): 12.0 in Length: 28.58 ft S: 1.00 % Up. Invert: 110.35 ft Down. Invert: 110.07 ft HGL (In): 110.73 ft HGL (Out): 110.62 ft Vel (In): 2.98 ft/s Vel (Out): 2.09 ft/s Q: 0.79 cfs Pipe - (508): 12.0 in Length: 39.97 ft S: 6.01 % Up. Invert: 110.07 ft Down. Invert: 107.66 ft HGL (In): 110.48 ft HGL (Out): 109.08 ft Vel (In): 3.14 ft/s Vel (Out): 1.21 ft/s Q: 0.95 cfs Pipe - (511): 12.0 in Length: 55.33 ft S: 1.00 % Up. Invert: 111.41 ft Down. Invert: 110.86 ft HGL (In): 111.41 ft HGL (Out): 111.20 ft Vel (In): 0.00 ft/s Vel (Out): 0.00 ft/s Q: 0.00 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/24/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - B1_PH3 - CB 427, CB 429 to MH 714 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 10 Year Storm 105.00 110.00 115.00 120.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 Station (ft) El e v a t i o n ( f t ) PH3 - CB 433, CB 435 to MH 713 MH 713 Rim: 114.99 ft Invert: 108.73 ft HGL (In): 109.32 ft HGL (Out): 109.17 ft Bolted Cover: False Notes: 48" SD MH CB 435 Rim: 115.15 ft Invert: 112.54 ft HGL (In): 112.54 ft HGL (Out): 112.54 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 0.0 in Gutter Spread: 0.00 ft Headloss: 0.00 ft Total Intercepted Flow: 0.00 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 437 Rim: 114.94 ft Invert: 111.48 ft HGL (In): 111.93 ft HGL (Out): 111.86 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 1.6 in Gutter Spread: 2.06 ft Headloss: 0.07 ft Total Intercepted Flow: 0.33 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 433 Rim: 115.33 ft Invert: 112.68 ft HGL (In): 113.00 ft HGL (Out): 112.95 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 1.8 in Gutter Spread: 2.88 ft Headloss: 0.05 ft Total Intercepted Flow: 0.42 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 434 Rim: 115.43 ft Invert: 112.51 ft HGL (In): 112.83 ft HGL (Out): 112.78 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 0.0 in Gutter Spread: 0.00 ft Headloss: 0.05 ft Total Intercepted Flow: 0.00 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 436 Rim: 115.06 ft Invert: 111.99 ft HGL (In): 112.33 ft HGL (Out): 112.27 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 1.8 in Gutter Spread: 3.91 ft Headloss: 0.05 ft Total Intercepted Flow: 0.48 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 438 Rim: 115.09 ft Invert: 111.20 ft HGL (In): 111.70 ft HGL (Out): 111.62 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 1.4 in Gutter Spread: 2.54 ft Headloss: 0.08 ft Total Intercepted Flow: 0.21 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB Pipe - (504): 12.0 in Length: 50.52 ft S: 1.00 % Up. Invert: 111.99 ft Down. Invert: 111.48 ft HGL (In): 112.27 ft HGL (Out): 111.96 ft Vel (In): 2.57 ft/s Vel (Out): 1.42 ft/s Q: 0.48 cfs Pipe - (503): 12.0 in Length: 28.48 ft S: 1.00 % Up. Invert: 111.48 ft Down. Invert: 111.20 ft HGL (In): 111.86 ft HGL (Out): 111.76 ft Vel (In): 2.99 ft/s Vel (Out): 2.04 ft/s Q: 0.80 cfs Pipe - (502): 12.0 in Length: 39.53 ft S: 5.75 % Up. Invert: 111.20 ft Down. Invert: 108.93 ft HGL (In): 111.62 ft HGL (Out): 110.08 ft Vel (In): 3.21 ft/s Vel (Out): 7.73 ft/s Q: 1.01 cfs Pipe - (505): 12.0 in Length: 55.53 ft S: 1.00 % Up. Invert: 112.54 ft Down. Invert: 111.99 ft HGL (In): 112.54 ft HGL (Out): 112.33 ft Vel (In): 0.00 ft/s Vel (Out): 0.00 ft/s Q: 0.00 cfs Pipe - (507): 12.0 in Length: 17.16 ft S: 1.00 % Up. Invert: 112.68 ft Down. Invert: 112.51 ft HGL (In): 112.95 ft HGL (Out): 112.89 ft Vel (In): 2.48 ft/s Vel (Out): 1.98 ft/s Q: 0.42 cfs Pipe - (506): 12.0 in Length: 47.82 ft S: 7.49 % Up. Invert: 112.51 ft Down. Invert: 108.93 ft HGL (In): 112.78 ft HGL (Out): 109.35 ft Vel (In): 2.48 ft/s Vel (Out): 1.47 ft/s Q: 0.42 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/24/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - B1_PH3 - CB 433, CB 435 to MH 713 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 10 Year Storm 105.00 110.00 115.00 120.00 -0+50 0+00 0+50 1+00 1+50 2+00 Station (ft) El e v a t i o n ( f t ) PH3 - CB 439 to MH 716 MH 716 Rim: 114.81 ft Invert: 107.64 ft HGL (In): 109.03 ft HGL (Out): 109.02 ft Bolted Cover: False Notes: 48" SD MH CB 439 Rim: 115.31 ft Invert: 112.71 ft HGL (In): 112.71 ft HGL (Out): 112.71 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 0.0 in Gutter Spread: 0.00 ft Headloss: 0.00 ft Total Intercepted Flow: 0.00 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 440 Rim: 115.22 ft Invert: 112.16 ft HGL (In): 112.48 ft HGL (Out): 112.43 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 1.7 in Gutter Spread: 3.76 ft Headloss: 0.05 ft Total Intercepted Flow: 0.44 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 441 Rim: 115.10 ft Invert: 111.65 ft HGL (In): 112.08 ft HGL (Out): 112.01 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 1.6 in Gutter Spread: 1.83 ft Headloss: 0.07 ft Total Intercepted Flow: 0.31 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 442 Rim: 115.25 ft Invert: 109.46 ft HGL (In): 109.92 ft HGL (Out): 109.85 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 1.1 in Gutter Spread: 1.45 ft Headloss: 0.07 ft Total Intercepted Flow: 0.13 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB Pipe - (500): 12.0 in Length: 50.55 ft S: 1.00 % Up. Invert: 112.16 ft Down. Invert: 111.65 ft HGL (In): 112.43 ft HGL (Out): 112.11 ft Vel (In): 2.51 ft/s Vel (Out): 1.38 ft/s Q: 0.44 cfs Pipe - (499): 12.0 in Length: 28.59 ft S: 7.68 % Up. Invert: 111.65 ft Down. Invert: 109.46 ft HGL (In): 112.01 ft HGL (Out): 109.99 ft Vel (In): 2.92 ft/s Vel (Out): 2.09 ft/s Q: 0.75 cfs Pipe - (498): 12.0 in Length: 39.70 ft S: 4.07 % Up. Invert: 109.46 ft Down. Invert: 107.84 ft HGL (In): 109.85 ft HGL (Out): 109.05 ft Vel (In): 3.06 ft/s Vel (Out): 1.11 ft/s Q: 0.87 cfs Pipe - (501): 12.0 in Length: 55.13 ft S: 1.00 % Up. Invert: 112.71 ft Down. Invert: 112.16 ft HGL (In): 112.71 ft HGL (Out): 112.48 ft Vel (In): 0.00 ft/s Vel (Out): 0.00 ft/s Q: 0.00 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/24/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - B1_PH3 - CB 439 to MH 716 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 10 Year Storm 105.00 110.00 115.00 -0+50 0+00 0+50 1+00 1+50 2+00 Station (ft) El e v a t i o n ( f t ) PH3 - CB 443 to MH 715 MH 715 Rim: 113.52 ft Invert: 107.07 ft HGL (In): 109.01 ft HGL (Out): 108.99 ft Bolted Cover: False Notes: 48" SD MH CB 443 Rim: 114.02 ft Invert: 111.42 ft HGL (In): 111.42 ft HGL (Out): 111.42 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 0.0 in Gutter Spread: 0.00 ft Headloss: 0.00 ft Total Intercepted Flow: 0.00 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 444 Rim: 113.93 ft Invert: 110.86 ft HGL (In): 111.20 ft HGL (Out): 111.15 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 1.8 in Gutter Spread: 3.94 ft Headloss: 0.05 ft Total Intercepted Flow: 0.48 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 445 Rim: 113.81 ft Invert: 110.36 ft HGL (In): 110.80 ft HGL (Out): 110.73 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 1.6 in Gutter Spread: 1.91 ft Headloss: 0.07 ft Total Intercepted Flow: 0.32 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 446 Rim: 113.96 ft Invert: 110.07 ft HGL (In): 110.56 ft HGL (Out): 110.48 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 1.3 in Gutter Spread: 2.25 ft Headloss: 0.08 ft Total Intercepted Flow: 0.17 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB Pipe - (496): 12.0 in Length: 50.53 ft S: 1.00 % Up. Invert: 110.86 ft Down. Invert: 110.36 ft HGL (In): 111.15 ft HGL (Out): 110.83 ft Vel (In): 2.58 ft/s Vel (Out): 1.45 ft/s Q: 0.48 cfs Pipe - (495): 12.0 in Length: 28.58 ft S: 1.00 % Up. Invert: 110.36 ft Down. Invert: 110.07 ft HGL (In): 110.73 ft HGL (Out): 110.63 ft Vel (In): 2.98 ft/s Vel (Out): 2.08 ft/s Q: 0.79 cfs Pipe - (494): 12.0 in Length: 39.64 ft S: 7.08 % Up. Invert: 110.07 ft Down. Invert: 107.27 ft HGL (In): 110.48 ft HGL (Out): 109.03 ft Vel (In): 3.15 ft/s Vel (Out): 1.22 ft/s Q: 0.96 cfs Pipe - (497): 12.0 in Length: 55.15 ft S: 1.00 % Up. Invert: 111.42 ft Down. Invert: 110.86 ft HGL (In): 111.42 ft HGL (Out): 111.20 ft Vel (In): 0.00 ft/s Vel (Out): 0.00 ft/s Q: 0.00 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/24/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - B1_PH3 - CB 443 to MH 715 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 10 Year Storm 105.00 110.00 115.00 -0+50 0+00 0+50 Station (ft) El e v a t i o n ( f t ) PH3 - CB 543, CB 544 to MH 760 MH 760 Rim: 112.55 ft Invert: 106.59 ft HGL (In): 108.94 ft HGL (Out): 108.89 ft Bolted Cover: False Notes: 48" SD MH CB 543 Rim: 112.18 ft Invert: 106.98 ft HGL (In): 108.94 ft HGL (Out): 108.94 ft Inlet: SLO City Curb Inlet Gutter Depth: 1.9 in Gutter Spread: 3.12 ft Headloss: 0.00 ft Total Intercepted Flow: 0.39 cfs Bypass Flow: 0.00 cfs NOTES: SLO 36 DI CB 544 Rim: 112.18 ft Invert: 107.11 ft HGL (In): 108.94 ft HGL (Out): 108.94 ft Inlet: SLO City Curb Inlet Gutter Depth: 2.2 in Gutter Spread: 4.56 ft Headloss: 0.00 ft Total Intercepted Flow: 0.59 cfs Bypass Flow: 0.09 cfs NOTES: SLO 36 DI Pipe - (448): 18.0 in Length: 29.39 ft S: 1.07 % Up. Invert: 107.11 ft Down. Invert: 106.79 ft HGL (In): 108.94 ft HGL (Out): 108.94 ft Vel (In): 0.33 ft/s Vel (Out): 0.33 ft/s Q: 0.59 cfs Pipe - (449): 18.0 in Length: 3.55 ft S: 5.26 % Up. Invert: 106.98 ft Down. Invert: 106.79 ft HGL (In): 108.94 ft HGL (Out): 108.94 ft Vel (In): 0.22 ft/s Vel (Out): 0.22 ft/s Q: 0.39 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/24/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - B1_PH3 - CB 543, CB 544 to MH 760 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 10 Year Storm 105.00 110.00 115.00 -0+50 0+00 0+50 Station (ft) El e v a t i o n ( f t ) PH3 - CB 608, CB 609 to MH 767 MH 767 Rim: 113.28 ft Invert: 107.12 ft HGL (In): 109.00 ft HGL (Out): 108.93 ft Bolted Cover: False Notes: 48" SD MH CB 609 Rim: 112.91 ft Invert: 108.69 ft HGL (In): 108.98 ft HGL (Out): 108.94 ft Inlet: SLO City Curb Inlet Gutter Depth: 2.0 in Gutter Spread: 3.65 ft Headloss: 0.04 ft Total Intercepted Flow: 0.46 cfs Bypass Flow: 0.02 cfs NOTES: SLO 36 DI CB 608 Rim: 112.91 ft Invert: 107.51 ft HGL (In): 109.00 ft HGL (Out): 109.00 ft Inlet: SLO City Curb Inlet Gutter Depth: 2.1 in Gutter Spread: 3.81 ft Headloss: 0.00 ft Total Intercepted Flow: 0.48 cfs Bypass Flow: 0.03 cfs NOTES: SLO 36 DI Pipe - (635): 18.0 in Length: 29.76 ft S: 4.60 % Up. Invert: 108.69 ft Down. Invert: 107.32 ft HGL (In): 108.94 ft HGL (Out): 109.00 ft Vel (In): 2.37 ft/s Vel (Out): 0.26 ft/s Q: 0.46 cfs Pipe - (634): 18.0 in Length: 4.05 ft S: 4.69 % Up. Invert: 107.51 ft Down. Invert: 107.32 ft HGL (In): 109.00 ft HGL (Out): 109.00 ft Vel (In): 0.27 ft/s Vel (Out): 0.27 ft/s Q: 0.48 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/24/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - B1_PH3 - CB 608, CB 609 to MH 767 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 10 Year Storm 105.00 110.00 115.00 -0+50 0+00 0+50 Station (ft) El e v a t i o n ( f t ) PH3 - CB 610, CB 611 to MH 768 MH 768 Rim: 113.28 ft Invert: 106.89 ft HGL (In): 108.99 ft HGL (Out): 108.94 ft Bolted Cover: False Notes: 48" SD MH CB 611 Rim: 112.91 ft Invert: 107.38 ft HGL (In): 108.99 ft HGL (Out): 108.99 ft Inlet: SLO City Curb Inlet Gutter Depth: 2.1 in Gutter Spread: 4.09 ft Headloss: 0.00 ft Total Intercepted Flow: 0.52 cfs Bypass Flow: 0.04 cfs NOTES: SLO 36 DI CB 610 Rim: 112.91 ft Invert: 107.13 ft HGL (In): 108.99 ft HGL (Out): 108.99 ft Inlet: SLO City Curb Inlet Gutter Depth: 2.2 in Gutter Spread: 4.28 ft Headloss: 0.00 ft Total Intercepted Flow: 0.55 cfs Bypass Flow: 0.06 cfs NOTES: SLO 36 DI Pipe - (637): 18.0 in Length: 29.75 ft S: 1.00 % Up. Invert: 107.38 ft Down. Invert: 107.09 ft HGL (In): 108.99 ft HGL (Out): 108.99 ft Vel (In): 0.30 ft/s Vel (Out): 0.30 ft/s Q: 0.52 cfs Pipe - (636): 18.0 in Length: 3.78 ft S: 1.01 % Up. Invert: 107.13 ft Down. Invert: 107.09 ft HGL (In): 108.99 ft HGL (Out): 108.99 ft Vel (In): 0.31 ft/s Vel (Out): 0.31 ft/s Q: 0.55 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/24/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - B1_PH3 - CB 610, CB 611 to MH 768 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 10 Year Storm 105.00 110.00 115.00 -0+50 0+00 0+50 Station (ft) El e v a t i o n ( f t ) PH3 - CB 625 to MH 706 MH 706 Rim: 113.70 ft Invert: 107.69 ft HGL (In): 109.20 ft HGL (Out): 109.17 ft Bolted Cover: False Notes: 48" SD MH CB 625 Rim: 113.33 ft Invert: 108.19 ft HGL (In): 109.21 ft HGL (Out): 109.20 ft Inlet: SLO City Curb Inlet Gutter Depth: 2.3 in Gutter Spread: 4.67 ft Headloss: 0.00 ft Total Intercepted Flow: 0.61 cfs Bypass Flow: 0.10 cfs NOTES: SLO 36 DI Pipe - (740): 18.0 in Length: 29.70 ft S: 1.01 % Up. Invert: 108.19 ft Down. Invert: 107.89 ft HGL (In): 109.20 ft HGL (Out): 109.21 ft Vel (In): 0.48 ft/s Vel (Out): 0.37 ft/s Q: 0.61 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/24/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - B1_PH3 - CB 625 to MH 706 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 10 Year Storm 105.00 110.00 115.00 -0+50 0+00 0+50 1+00 1+50 2+00 Station (ft) El e v a t i o n ( f t ) PH3 - Future B-1, CB 547 to CB 625 CB 553 Rim: 112.79 ft Invert: 106.98 ft HGL (In): 109.09 ft HGL (Out): 109.03 ft Inlet: SLO City Curb Inlet Gutter Depth: 2.4 in Gutter Spread: 5.15 ft Headloss: 0.06 ft Total Intercepted Flow: 0.68 cfs Bypass Flow: 0.16 cfs NOTES: SLO 36 DI CB 547 Rim: 112.80 ft Invert: 107.49 ft HGL (In): 109.09 ft HGL (Out): 109.09 ft Inlet: SLO City Curb Inlet Gutter Depth: 1.6 in Gutter Spread: 2.09 ft Headloss: 0.00 ft Total Intercepted Flow: 0.26 cfs Bypass Flow: 0.00 cfs NOTES: SLO 36 DI CB 625 Rim: 113.33 ft Invert: 108.32 ft HGL (In): 109.10 ft HGL (Out): 109.09 ft Inlet: SLO City Curb Inlet Gutter Depth: 2.3 in Gutter Spread: 4.67 ft Headloss: 0.00 ft Total Intercepted Flow: 0.61 cfs Bypass Flow: 0.10 cfs NOTES: SLO 36 DI B-1 Top: 114.00 ft Invert: 107.68 ft HGL (In): 109.08 ft HGL (Out): 109.08 ft Notes: Full Capture Inlet/ Stub for Future Flows Pipe - (444): 18.0 in Length: 31.09 ft S: 1.00 % Up. Invert: 107.49 ft Down. Invert: 107.18 ft HGL (In): 109.09 ft HGL (Out): 109.09 ft Vel (In): 0.48 ft/s Vel (Out): 0.48 ft/s Q: 0.85 cfs CO-221: 24.0 in Length: 46.89 ft S: 1.07 % Up. Invert: 107.68 ft Down. Invert: 107.18 ft HGL (In): 109.08 ft HGL (Out): 109.13 ft Vel (In): 1.96 ft/s Vel (Out): 1.49 ft/s Q: 4.62 cfs Pipe - (740): 18.0 in Length: 73.32 ft S: -1.00 % Up. Invert: 107.59 ft Down. Invert: 108.32 ft HGL (In): 109.09 ft HGL (Out): 109.10 ft Vel (In): 0.67 ft/s Vel (Out): 0.34 ft/s Q: 0.61 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 7/31/2023 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - B1_PH3 - Future B-1, CB 547 to CB 625 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 10 Year Storm 105.00 110.00 115.00 120.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 Station (ft) El e v a t i o n ( f t ) PH3 - MH 713, CB 447 to MH 809 MH 715 Rim: 113.52 ft Invert: 107.07 ft HGL (In): 109.05 ft HGL (Out): 109.04 ft Bolted Cover: False Notes: 48" SD MH MH 714 Rim: 113.56 ft Invert: 107.46 ft HGL (In): 109.10 ft HGL (Out): 109.06 ft Bolted Cover: False Notes: 48" SD MH MH 713 Rim: 114.99 ft Invert: 108.73 ft HGL (In): 109.32 ft HGL (Out): 109.17 ft Bolted Cover: False Notes: 48" SD MH MH 809 Rim: 112.57 ft Invert: 106.39 ft HGL (In): 108.92 ft HGL (Out): 108.82 ft Bolted Cover: False Notes: 60" SD MH MH 768 Rim: 113.28 ft Invert: 106.89 ft HGL (In): 109.03 ft HGL (Out): 108.98 ft Bolted Cover: False Notes: 48" SD MH MH 716 Rim: 114.81 ft Invert: 107.64 ft HGL (In): 109.07 ft HGL (Out): 109.07 ft Bolted Cover: False Notes: 48" SD MH MH 717 Rim: 115.00 ft Invert: 107.82 ft HGL (In): 109.07 ft HGL (Out): 109.07 ft Bolted Cover: False Notes: 48" SD MH MH 767 Rim: 113.28 ft Invert: 107.12 ft HGL (In): 109.04 ft HGL (Out): 108.97 ft Bolted Cover: False Notes: 48" SD MH CB 447 Rim: 116.08 ft Invert: 113.46 ft HGL (In): 113.71 ft HGL (Out): 113.67 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 1.5 in Gutter Spread: 1.49 ft Headloss: 0.04 ft Total Intercepted Flow: 0.27 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 448 Rim: 116.22 ft Invert: 113.20 ft HGL (In): 113.52 ft HGL (Out): 113.47 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 1.3 in Gutter Spread: 2.22 ft Headloss: 0.05 ft Total Intercepted Flow: 0.17 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB Pipe - (328): 18.0 in Length: 125.66 ft S: 0.38 % Up. Invert: 107.64 ft Down. Invert: 107.17 ft HGL (In): 109.07 ft HGL (Out): 109.06 ft Vel (In): 0.75 ft/s Vel (Out): 0.73 ft/s Q: 1.29 cfs Pipe - (329): 18.0 in Length: 19.91 ft S: 0.38 % Up. Invert: 107.82 ft Down. Invert: 107.74 ft HGL (In): 109.07 ft HGL (Out): 109.07 ft Vel (In): 0.27 ft/s Vel (Out): 0.26 ft/s Q: 0.43 cfs Pipe - (325): 18.0 in Length: 116.24 ft S: 1.00 % Up. Invert: 108.73 ft Down. Invert: 107.56 ft HGL (In): 109.17 ft HGL (Out): 109.11 ft Vel (In): 3.22 ft/s Vel (Out): 0.81 ft/s Q: 1.42 cfs Pipe - (491): 12.0 in Length: 27.00 ft S: 0.97 % Up. Invert: 113.46 ft Down. Invert: 113.20 ft HGL (In): 113.67 ft HGL (Out): 113.54 ft Vel (In): 2.20 ft/s Vel (Out): 1.24 ft/s Q: 0.27 cfs Pipe - (490): 12.0 in Length: 93.68 ft S: 5.63 % Up. Invert: 113.20 ft Down. Invert: 107.92 ft HGL (In): 113.47 ft HGL (Out): 109.08 ft Vel (In): 2.50 ft/s Vel (Out): 0.55 ft/s Q: 0.43 cfs Pipe - (327): 18.0 in Length: 79.33 ft S: 0.38 % Up. Invert: 106.89 ft Down. Invert: 106.59 ft HGL (In): 108.98 ft HGL (Out): 108.97 ft Vel (In): 1.80 ft/s Vel (Out): 1.80 ft/s Q: 3.17 cfs Pipe - (327) (1): 18.0 in Length: 20.49 ft S: 0.38 % Up. Invert: 107.07 ft Down. Invert: 106.99 ft HGL (In): 109.04 ft HGL (Out): 109.05 ft Vel (In): 1.24 ft/s Vel (Out): 1.24 ft/s Q: 2.19 cfs Pipe - (326) (1): 18.0 in Length: 53.31 ft S: 1.00 % Up. Invert: 107.12 ft Down. Invert: 106.59 ft HGL (In): 108.97 ft HGL (Out): 108.99 ft Vel (In): 2.11 ft/s Vel (Out): 2.11 ft/s Q: 3.73 cfs Pipe - (326): 18.0 in Length: 28.08 ft S: 0.87 % Up. Invert: 107.46 ft Down. Invert: 107.22 ft HGL (In): 109.06 ft HGL (Out): 109.08 ft Vel (In): 1.61 ft/s Vel (Out): 1.61 ft/s Q: 2.85 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 7/31/2023 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - B1_PH3 - MH 713, CB 447 to MH 809 (Avila Ranch Drainage Model_2.stsw) WATERSHED B (South of Venture) STORM DRAIN NETWORK 10-YEAR STORM Active Scenario: Phases 2-6 --- 10 Year Storm 100.00 105.00 110.00 115.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 Station (ft) El e v a t i o n ( f t ) PH2 - CB 454 to MH 776 MH 761 Rim: 113.42 ft Invert: 104.97 ft HGL (In): 108.36 ft HGL (Out): 108.35 ft Bolted Cover: False Notes: 48" SD MH MH 709 Rim: 113.96 ft Invert: 105.55 ft HGL (In): 108.36 ft HGL (Out): 108.36 ft Bolted Cover: False Notes: 48" SD MH MH 708 Rim: 113.54 ft Invert: 104.76 ft HGL (In): 108.34 ft HGL (Out): 108.33 ft Bolted Cover: False Notes: 48" SD MH MH 776 Rim: 113.67 ft Invert: 104.55 ft HGL (In): 108.33 ft HGL (Out): 108.23 ft Bolted Cover: False Notes: 48" SD MH CB 452 Rim: 114.43 ft Invert: 110.97 ft HGL (In): 111.38 ft HGL (Out): 111.32 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 1.4 in Gutter Spread: 2.42 ft Headloss: 0.06 ft Total Intercepted Flow: 0.20 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 453 Rim: 114.28 ft Invert: 111.25 ft HGL (In): 111.60 ft HGL (Out): 111.55 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 2.0 in Gutter Spread: 3.64 ft Headloss: 0.05 ft Total Intercepted Flow: 0.51 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 454 Rim: 114.39 ft Invert: 111.78 ft HGL (In): 111.78 ft HGL (Out): 111.78 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 0.0 in Gutter Spread: 0.00 ft Headloss: 0.00 ft Total Intercepted Flow: 0.00 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB Pipe - (313): 18.0 in Length: 21.64 ft S: 0.50 % Up. Invert: 104.97 ft Down. Invert: 104.86 ft HGL (In): 108.35 ft HGL (Out): 108.35 ft Vel (In): 0.77 ft/s Vel (Out): 0.77 ft/s Q: 1.35 cfs Pipe - (311) (1) (1): 18.0 in Length: 21.88 ft S: 0.50 % Up. Invert: 104.76 ft Down. Invert: 104.65 ft HGL (In): 108.33 ft HGL (Out): 108.34 ft Vel (In): 1.07 ft/s Vel (Out): 1.07 ft/s Q: 1.89 cfs Pipe - (313) (1): 18.0 in Length: 96.33 ft S: 0.50 % Up. Invert: 105.55 ft Down. Invert: 105.07 ft HGL (In): 108.36 ft HGL (Out): 108.36 ft Vel (In): 0.40 ft/s Vel (Out): 0.40 ft/s Q: 0.70 cfs Pipe - (455): 12.0 in Length: 53.37 ft S: 1.00 % Up. Invert: 111.78 ft Down. Invert: 111.25 ft HGL (In): 111.78 ft HGL (Out): 111.60 ft Vel (In): 0.00 ft/s Vel (Out): 0.00 ft/s Q: 0.00 cfs Pipe - (454): 12.0 in Length: 28.26 ft S: 1.00 % Up. Invert: 111.25 ft Down. Invert: 110.97 ft HGL (In): 111.55 ft HGL (Out): 111.42 ft Vel (In): 2.62 ft/s Vel (Out): 1.66 ft/s Q: 0.51 cfs Pipe - (453): 12.0 in Length: 14.46 ft S: 36.09 % Up. Invert: 110.97 ft Down. Invert: 105.75 ft HGL (In): 111.32 ft HGL (Out): 108.37 ft Vel (In): 2.87 ft/s Vel (Out): 0.89 ft/s Q: 0.70 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/24/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - B2_PH2 - CB 454 to MH 776 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 10 Year Storm 100.00 105.00 110.00 115.00 -0+50 0+00 0+50 1+00 Station (ft) El e v a t i o n ( f t ) PH2 - CB 457 to MH 708 MH 708 Rim: 113.54 ft Invert: 104.76 ft HGL (In): 108.34 ft HGL (Out): 108.33 ft Bolted Cover: False Notes: 48" SD MH CB 457 Rim: 113.95 ft Invert: 111.36 ft HGL (In): 111.36 ft HGL (Out): 111.36 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 0.0 in Gutter Spread: 0.00 ft Headloss: 0.00 ft Total Intercepted Flow: 0.00 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 456 Rim: 113.84 ft Invert: 110.83 ft HGL (In): 111.18 ft HGL (Out): 111.12 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 1.9 in Gutter Spread: 3.49 ft Headloss: 0.05 ft Total Intercepted Flow: 0.49 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 455 Rim: 113.99 ft Invert: 110.55 ft HGL (In): 110.95 ft HGL (Out): 110.89 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 1.3 in Gutter Spread: 2.25 ft Headloss: 0.06 ft Total Intercepted Flow: 0.17 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB Pipe - (464): 12.0 in Length: 52.16 ft S: 1.00 % Up. Invert: 111.36 ft Down. Invert: 110.83 ft HGL (In): 111.36 ft HGL (Out): 111.18 ft Vel (In): 0.00 ft/s Vel (Out): 0.00 ft/s Q: 0.00 cfs Pipe - (463): 12.0 in Length: 28.47 ft S: 1.00 % Up. Invert: 110.83 ft Down. Invert: 110.55 ft HGL (In): 111.12 ft HGL (Out): 110.99 ft Vel (In): 2.59 ft/s Vel (Out): 1.67 ft/s Q: 0.49 cfs Pipe - (462): 12.0 in Length: 14.74 ft S: 37.93 % Up. Invert: 110.55 ft Down. Invert: 104.96 ft HGL (In): 110.89 ft HGL (Out): 108.35 ft Vel (In): 2.82 ft/s Vel (Out): 0.84 ft/s Q: 0.66 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/24/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - B2_PH2 - CB 457 to MH 708 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 10 Year Storm 100.00 105.00 110.00 115.00 -0+50 0+00 0+50 1+00 1+50 2+00 Station (ft) El e v a t i o n ( f t ) PH2 - CB 458 to O-301 (Outlet B) CB 461 Rim: 114.22 ft Invert: 110.66 ft HGL (In): 111.10 ft HGL (Out): 111.03 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 0.0 in Gutter Spread: 0.00 ft Headloss: 0.07 ft Total Intercepted Flow: 0.00 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 460 Rim: 114.40 ft Invert: 111.01 ft HGL (In): 111.45 ft HGL (Out): 111.38 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 1.7 in Gutter Spread: 3.66 ft Headloss: 0.07 ft Total Intercepted Flow: 0.42 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 459 Rim: 114.23 ft Invert: 111.49 ft HGL (In): 111.79 ft HGL (Out): 111.75 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 1.2 in Gutter Spread: 1.20 ft Headloss: 0.05 ft Total Intercepted Flow: 0.15 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 458 Rim: 114.38 ft Invert: 111.77 ft HGL (In): 112.01 ft HGL (Out): 111.97 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 1.4 in Gutter Spread: 2.70 ft Headloss: 0.03 ft Total Intercepted Flow: 0.24 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB O-301 (OUT-B) Rim: 105.00 ft Invert: 104.00 ft Tailwater Elev.: 108.00 ft Q: 0.80 cfs Notes: 12 CMP Flared End Section Pipe - (467): 12.0 in Length: 50.63 ft S: 0.95 % Up. Invert: 111.49 ft Down. Invert: 111.01 ft HGL (In): 111.75 ft HGL (Out): 111.47 ft Vel (In): 2.43 ft/s Vel (Out): 1.16 ft/s Q: 0.39 cfs Pipe - (466): 12.0 in Length: 28.32 ft S: 1.00 % Up. Invert: 111.77 ft Down. Invert: 111.49 ft HGL (In): 111.97 ft HGL (Out): 111.82 ft Vel (In): 2.12 ft/s Vel (Out): 1.18 ft/s Q: 0.24 cfs Pipe - (553): 12.0 in Length: 62.06 ft S: 10.72 % Up. Invert: 110.66 ft Down. Invert: 104.00 ft HGL (In): 111.03 ft HGL (Out): 108.02 ft Vel (In): 2.98 ft/s Vel (Out): 1.02 ft/s Q: 0.80 cfs Pipe - (468): 12.0 in Length: 35.31 ft S: 1.00 % Up. Invert: 111.01 ft Down. Invert: 110.66 ft HGL (In): 111.38 ft HGL (Out): 111.19 ft Vel (In): 2.99 ft/s Vel (Out): 2.39 ft/s Q: 0.80 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/24/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - B2_PH2 - CB 458 to O-301 (Outlet B) (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 10 Year Storm 100.00 105.00 110.00 115.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 Station (ft) El e v a t i o n ( f t ) PH2 - CB 462 to O-302 (Outlet B) CB 401 Rim: 114.85 ft Invert: 110.19 ft HGL (In): 110.70 ft HGL (Out): 110.61 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 0.0 in Gutter Spread: 0.00 ft Headloss: 0.09 ft Total Intercepted Flow: 0.00 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 465 Rim: 114.16 ft Invert: 110.33 ft HGL (In): 110.83 ft HGL (Out): 110.75 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 2.0 in Gutter Spread: 3.95 ft Headloss: 0.08 ft Total Intercepted Flow: 0.55 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 464 Rim: 114.14 ft Invert: 110.62 ft HGL (In): 110.96 ft HGL (Out): 110.90 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 0.0 in Gutter Spread: 0.00 ft Headloss: 0.05 ft Total Intercepted Flow: 0.00 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 463 Rim: 114.02 ft Invert: 111.19 ft HGL (In): 111.53 ft HGL (Out): 111.48 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 1.6 in Gutter Spread: 1.85 ft Headloss: 0.05 ft Total Intercepted Flow: 0.31 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 462 Rim: 114.12 ft Invert: 111.52 ft HGL (In): 111.72 ft HGL (Out): 111.69 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 1.3 in Gutter Spread: 2.21 ft Headloss: 0.03 ft Total Intercepted Flow: 0.17 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB O-302 (OUT-B) Rim: 105.00 ft Invert: 104.00 ft Tailwater Elev.: 108.00 ft Q: 0.99 cfs Notes: 12 CMP Flared End Section Pipe - (471): 12.0 in Length: 57.11 ft S: 1.00 % Up. Invert: 111.19 ft Down. Invert: 110.62 ft HGL (In): 111.48 ft HGL (Out): 111.02 ft Vel (In): 2.57 ft/s Vel (Out): 2.06 ft/s Q: 0.47 cfs Pipe - (470): 12.0 in Length: 32.89 ft S: 1.00 % Up. Invert: 111.52 ft Down. Invert: 111.19 ft HGL (In): 111.69 ft HGL (Out): 111.54 ft Vel (In): 1.92 ft/s Vel (Out): 0.72 ft/s Q: 0.17 cfs Pipe - (472): 12.0 in Length: 58.14 ft S: 0.50 % Up. Invert: 110.62 ft Down. Invert: 110.33 ft HGL (In): 110.90 ft HGL (Out): 110.85 ft Vel (In): 2.56 ft/s Vel (Out): 1.20 ft/s Q: 0.47 cfs Pipe - (552): 12.0 in Length: 80.56 ft S: 7.68 % Up. Invert: 110.19 ft Down. Invert: 104.00 ft HGL (In): 110.61 ft HGL (Out): 108.02 ft Vel (In): 3.19 ft/s Vel (Out): 1.26 ft/s Q: 0.99 cfs Pipe - (551): 12.0 in Length: 14.04 ft S: 1.00 % Up. Invert: 110.33 ft Down. Invert: 110.19 ft HGL (In): 110.75 ft HGL (Out): 110.80 ft Vel (In): 3.19 ft/s Vel (Out): 2.45 ft/s Q: 0.99 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/24/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - B2_PH2 - CB 462 to O-302 (Outlet B) (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 10 Year Storm 105.00 110.00 115.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 Station (ft) El e v a t i o n ( f t ) PH2 - CB 462 to O-303 (Outlet B) CB 469 Rim: 113.86 ft Invert: 109.67 ft HGL (In): 110.18 ft HGL (Out): 110.10 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 2.1 in Gutter Spread: 4.45 ft Headloss: 0.08 ft Total Intercepted Flow: 0.61 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 468 Rim: 113.74 ft Invert: 110.25 ft HGL (In): 110.58 ft HGL (Out): 110.53 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 0.0 in Gutter Spread: 0.00 ft Headloss: 0.05 ft Total Intercepted Flow: 0.00 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 467 Rim: 113.62 ft Invert: 110.84 ft HGL (In): 111.18 ft HGL (Out): 111.13 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 1.6 in Gutter Spread: 1.94 ft Headloss: 0.05 ft Total Intercepted Flow: 0.32 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 466 Rim: 113.79 ft Invert: 111.18 ft HGL (In): 111.37 ft HGL (Out): 111.34 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 1.3 in Gutter Spread: 2.17 ft Headloss: 0.03 ft Total Intercepted Flow: 0.16 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB O-303 (OUT-B) Rim: 110.00 ft Invert: 106.00 ft Tailwater Elev.: 108.00 ft Q: 1.05 cfs Notes: 12 CMP Flared End Section Pipe - (475): 12.0 in Length: 59.11 ft S: 1.00 % Up. Invert: 110.84 ft Down. Invert: 110.25 ft HGL (In): 111.13 ft HGL (Out): 110.65 ft Vel (In): 2.57 ft/s Vel (Out): 2.06 ft/s Q: 0.48 cfs Pipe - (474): 12.0 in Length: 34.14 ft S: 1.00 % Up. Invert: 111.18 ft Down. Invert: 110.84 ft HGL (In): 111.34 ft HGL (Out): 111.18 ft Vel (In): 1.91 ft/s Vel (Out): 0.69 ft/s Q: 0.16 cfs Pipe - (550): 12.0 in Length: 76.25 ft S: 4.81 % Up. Invert: 109.67 ft Down. Invert: 106.00 ft HGL (In): 110.10 ft HGL (Out): 108.03 ft Vel (In): 3.25 ft/s Vel (Out): 1.35 ft/s Q: 1.06 cfs Pipe - (476): 12.0 in Length: 58.39 ft S: 1.00 % Up. Invert: 110.25 ft Down. Invert: 109.67 ft HGL (In): 110.53 ft HGL (Out): 110.20 ft Vel (In): 2.56 ft/s Vel (Out): 1.16 ft/s Q: 0.47 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/24/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - B2_PH2 - CB 462 to O-303 (Outlet B) (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 10 Year Storm 100.00 105.00 110.00 115.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 Station (ft) El e v a t i o n ( f t ) PH2 - CB 472 to MH 775 MH 711 Rim: 113.29 ft Invert: 105.34 ft HGL (In): 108.41 ft HGL (Out): 108.41 ft Bolted Cover: False Notes: 48" SD MH MH 775 Rim: 113.53 ft Invert: 104.75 ft HGL (In): 108.41 ft HGL (Out): 108.35 ft Bolted Cover: False Notes: 48" SD MH MH 710 Rim: 113.36 ft Invert: 105.55 ft HGL (In): 108.42 ft HGL (Out): 108.42 ft Bolted Cover: False Notes: 48" SD MH CB 472 Rim: 113.76 ft Invert: 111.15 ft HGL (In): 111.15 ft HGL (Out): 111.15 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 0.0 in Gutter Spread: 0.00 ft Headloss: 0.00 ft Total Intercepted Flow: 0.00 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 471 Rim: 113.65 ft Invert: 110.63 ft HGL (In): 110.97 ft HGL (Out): 110.92 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 1.9 in Gutter Spread: 3.50 ft Headloss: 0.05 ft Total Intercepted Flow: 0.49 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 470 Rim: 113.80 ft Invert: 110.34 ft HGL (In): 110.74 ft HGL (Out): 110.68 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 1.3 in Gutter Spread: 2.26 ft Headloss: 0.06 ft Total Intercepted Flow: 0.17 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB Pipe - (321): 18.0 in Length: 22.31 ft S: 0.50 % Up. Invert: 105.55 ft Down. Invert: 105.44 ft HGL (In): 108.42 ft HGL (Out): 108.42 ft Vel (In): 0.37 ft/s Vel (Out): 0.37 ft/s Q: 0.66 cfs Pipe - (311): 18.0 in Length: 79.13 ft S: 0.62 % Up. Invert: 105.34 ft Down. Invert: 104.85 ft HGL (In): 108.41 ft HGL (Out): 108.41 ft Vel (In): 0.48 ft/s Vel (Out): 0.48 ft/s Q: 0.85 cfs Pipe - (480): 12.0 in Length: 52.16 ft S: 1.00 % Up. Invert: 111.15 ft Down. Invert: 110.63 ft HGL (In): 111.15 ft HGL (Out): 110.97 ft Vel (In): 0.00 ft/s Vel (Out): 0.00 ft/s Q: 0.00 cfs Pipe - (479): 12.0 in Length: 29.22 ft S: 0.98 % Up. Invert: 110.63 ft Down. Invert: 110.34 ft HGL (In): 110.92 ft HGL (Out): 110.78 ft Vel (In): 2.59 ft/s Vel (Out): 1.67 ft/s Q: 0.49 cfs Pipe - (478): 12.0 in Length: 16.25 ft S: 28.26 % Up. Invert: 110.34 ft Down. Invert: 105.75 ft HGL (In): 110.68 ft HGL (Out): 108.43 ft Vel (In): 2.82 ft/s Vel (Out): 0.84 ft/s Q: 0.66 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/24/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - B2_PH2 - CB 472 to MH 775 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 10 Year Storm 100.00 105.00 110.00 115.00 -0+50 0+00 0+50 Station (ft) El e v a t i o n ( f t ) PH2 - CB 542, CB 541 to MH761 MH 761 Rim: 113.42 ft Invert: 104.97 ft HGL (In): 108.36 ft HGL (Out): 108.35 ft Bolted Cover: False Notes: 48" SD MH CB 542 Rim: 113.06 ft Invert: 105.35 ft HGL (In): 108.36 ft HGL (Out): 108.36 ft Inlet: SLO City Curb Inlet Gutter Depth: 6.7 in Gutter Spread: 4.40 ft Headloss: 0.00 ft Total Intercepted Flow: 0.40 cfs Bypass Flow: 0.00 cfs NOTES: SLO 36 DI CB 541 Rim: 113.06 ft Invert: 106.65 ft HGL (In): 108.36 ft HGL (Out): 108.36 ft Inlet: SLO City Curb Inlet Gutter Depth: 6.8 in Gutter Spread: 4.92 ft Headloss: 0.00 ft Total Intercepted Flow: 0.47 cfs Bypass Flow: 0.00 cfs NOTES: SLO 36 DI Pipe - (452): 18.0 in Length: 29.56 ft S: 5.00 % Up. Invert: 106.65 ft Down. Invert: 105.17 ft HGL (In): 108.36 ft HGL (Out): 108.36 ft Vel (In): 0.27 ft/s Vel (Out): 0.27 ft/s Q: 0.47 cfs Pipe - (451): 18.0 in Length: 3.55 ft S: 4.99 % Up. Invert: 105.35 ft Down. Invert: 105.17 ft HGL (In): 108.36 ft HGL (Out): 108.36 ft Vel (In): 0.22 ft/s Vel (Out): 0.22 ft/s Q: 0.40 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/24/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - B2_PH2 - CB 542, CB 541 to MH761 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 10 Year Storm 105.00 110.00 115.00 -0+50 0+00 0+50 Station (ft) El e v a t i o n ( f t ) PH2 - CB 560, CB 559 to MH711 MH 711 Rim: 113.29 ft Invert: 105.34 ft HGL (In): 108.41 ft HGL (Out): 108.41 ft Bolted Cover: False Notes: 48" SD MH CB 559 Rim: 112.92 ft Invert: 105.86 ft HGL (In): 108.41 ft HGL (Out): 108.41 ft Inlet: SLO City Curb Inlet Gutter Depth: 6.3 in Gutter Spread: 1.93 ft Headloss: 0.00 ft Total Intercepted Flow: 0.19 cfs Bypass Flow: 0.00 cfs NOTES: SLO 36 DI CB 560 Rim: 112.93 ft Invert: 105.72 ft HGL (In): 108.41 ft HGL (Out): 108.41 ft Inlet: SLO City Curb Inlet Gutter Depth: 6.2 in Gutter Spread: 1.91 ft Headloss: 0.00 ft Total Intercepted Flow: 0.16 cfs Bypass Flow: 0.00 cfs NOTES: SLO 36 DI Pipe - (323): 18.0 in Length: 31.78 ft S: 1.00 % Up. Invert: 105.86 ft Down. Invert: 105.54 ft HGL (In): 108.41 ft HGL (Out): 108.41 ft Vel (In): 0.11 ft/s Vel (Out): 0.11 ft/s Q: 0.19 cfs Pipe - (324): 18.0 in Length: 3.75 ft S: 4.98 % Up. Invert: 105.72 ft Down. Invert: 105.54 ft HGL (In): 108.41 ft HGL (Out): 108.41 ft Vel (In): 0.09 ft/s Vel (Out): 0.09 ft/s Q: 0.16 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/24/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - B2_PH2 - CB 560, CB 559 to MH711 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 10 Year Storm 105.00 110.00 115.00 -0+50 0+00 0+50 Station (ft) El e v a t i o n ( f t ) PH2 - CB 613, CB 612 to MH 769 MH 769 Rim: 112.62 ft Invert: 105.01 ft HGL (In): 108.54 ft HGL (Out): 108.45 ft Bolted Cover: False Notes: 48" SD MH CB 612 Rim: 112.26 ft Invert: 109.26 ft HGL (In): 109.48 ft HGL (Out): 109.44 ft Inlet: SLO City Curb Inlet Gutter Depth: 6.4 in Gutter Spread: 1.97 ft Headloss: 0.03 ft Total Intercepted Flow: 0.24 cfs Bypass Flow: 0.00 cfs NOTES: SLO 36 DI CB 613 Rim: 112.26 ft Invert: 105.39 ft HGL (In): 108.54 ft HGL (Out): 108.54 ft Inlet: SLO City Curb Inlet Gutter Depth: 6.6 in Gutter Spread: 3.83 ft Headloss: 0.00 ft Total Intercepted Flow: 0.32 cfs Bypass Flow: 0.00 cfs NOTES: SLO 36 DI Pipe - (639): 18.0 in Length: 29.56 ft S: 12.06 % Up. Invert: 109.26 ft Down. Invert: 105.70 ft HGL (In): 109.44 ft HGL (Out): 108.54 ft Vel (In): 2.00 ft/s Vel (Out): 0.14 ft/s Q: 0.24 cfs Pipe - (640): 18.0 in Length: 3.54 ft S: 5.03 % Up. Invert: 105.39 ft Down. Invert: 105.21 ft HGL (In): 108.54 ft HGL (Out): 108.54 ft Vel (In): 0.18 ft/s Vel (Out): 0.18 ft/s Q: 0.32 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 7/31/2023 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - B2_PH2 - CB 613, CB 612 to MH 769 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 10 Year Storm 100.00 105.00 110.00 115.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 7+50 Station (ft) El e v a t i o n ( f t ) PH3 - MH 809 to O-331 (Outlet B) MH 769 Rim: 112.62 ft Invert: 105.01 ft HGL (In): 108.54 ft HGL (Out): 108.45 ft Bolted Cover: False Notes: 48" SD MH MH 775 Rim: 113.53 ft Invert: 104.75 ft HGL (In): 108.41 ft HGL (Out): 108.35 ft Bolted Cover: False Notes: 48" SD MH MH 808 Rim: 112.24 ft Invert: 106.08 ft HGL (In): 108.78 ft HGL (Out): 108.68 ft Bolted Cover: False Notes: 60" SD MH MH 776 Rim: 113.67 ft Invert: 104.55 ft HGL (In): 108.33 ft HGL (Out): 108.23 ft Bolted Cover: False Notes: 48" SD MH MH 809 Rim: 112.57 ft Invert: 106.39 ft HGL (In): 108.92 ft HGL (Out): 108.82 ft Bolted Cover: False Notes: 60" SD MH MH 807 Rim: 112.23 ft Invert: 105.74 ft HGL (In): 108.64 ft HGL (Out): 108.58 ft Bolted Cover: False Notes: 60" SD MH MH 777 Rim: 114.72 ft Invert: 104.11 ft HGL (In): 108.10 ft HGL (Out): 108.04 ft Bolted Cover: False Notes: 48" SD MH MH 963 Rim: 112.18 ft Invert: 105.50 ft HGL (In): 108.57 ft HGL (Out): 108.57 ft Bolted Cover: False Notes: O-331 (OUT-B) Rim: 107.00 ft Invert: 103.98 ft Tailwater Elev.: 108.00 ft Q: 17.35 cfs Notes: 36 CMP Flared End Section Pipe - (309): 36.0 in Length: 120.80 ft S: 0.20 % Up. Invert: 106.08 ft Down. Invert: 105.84 ft HGL (In): 108.68 ft HGL (Out): 108.73 ft Vel (In): 2.49 ft/s Vel (Out): 2.36 ft/s Q: 16.45 cfs Pipe - (311) (1): 36.0 in Length: 49.13 ft S: 0.20 % Up. Invert: 104.75 ft Down. Invert: 104.65 ft HGL (In): 108.35 ft HGL (Out): 108.41 ft Vel (In): 2.33 ft/s Vel (Out): 2.33 ft/s Q: 16.46 cfs Pipe - (308) (1): 36.0 in Length: 101.00 ft S: 0.20 % Up. Invert: 106.39 ft Down. Invert: 106.18 ft HGL (In): 108.82 ft HGL (Out): 108.87 ft Vel (In): 2.55 ft/s Vel (Out): 2.40 ft/s Q: 15.88 cfs Pipe - (548) (2): 36.0 in Length: 66.26 ft S: 0.20 % Up. Invert: 104.11 ft Down. Invert: 103.98 ft HGL (In): 108.04 ft HGL (Out): 108.10 ft Vel (In): 2.48 ft/s Vel (Out): 2.48 ft/s Q: 17.53 cfs Pipe - (549): 36.0 in Length: 220.65 ft S: 0.20 % Up. Invert: 104.55 ft Down. Invert: 104.11 ft HGL (In): 108.23 ft HGL (Out): 108.20 ft Vel (In): 2.56 ft/s Vel (Out): 2.56 ft/s Q: 18.08 cfs Pipe - (547) (1): 36.0 in Length: 80.99 ft S: 0.20 % Up. Invert: 105.01 ft Down. Invert: 104.85 ft HGL (In): 108.45 ft HGL (Out): 108.50 ft Vel (In): 2.40 ft/s Vel (Out): 2.40 ft/s Q: 17.27 cfs Pipe - (547): 36.0 in Length: 29.19 ft S: 0.73 % Up. Invert: 105.74 ft Down. Invert: 105.53 ft HGL (In): 108.58 ft HGL (Out): 108.66 ft Vel (In): 2.37 ft/s Vel (Out): 2.32 ft/s Q: 16.71 cfs Pipe - (547) (3): 36.0 in Length: 59.04 ft S: 0.66 % Up. Invert: 105.50 ft Down. Invert: 105.11 ft HGL (In): 108.57 ft HGL (Out): 108.63 ft Vel (In): 2.37 ft/s Vel (Out): 2.37 ft/s Q: 17.04 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 7/31/2023 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - B2_PH3 - MH 809 to O-331 (Outlet B) (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 10 Year Storm 105.00 110.00 115.00 -0+50 0+00 0+50 Station (ft) El e v a t i o n ( f t ) PH3 - CB 554 to MH 963 MH 963 Rim: 112.18 ft Invert: 105.50 ft HGL (In): 108.57 ft HGL (Out): 108.57 ft Bolted Cover: False Notes: CB 554 Rim: 111.62 ft Invert: 106.45 ft HGL (In): 108.57 ft HGL (Out): 108.57 ft Inlet: SLO City Curb Inlet Gutter Depth: 6.8 in Gutter Spread: 4.63 ft Headloss: 0.00 ft Total Intercepted Flow: 0.43 cfs Bypass Flow: 0.00 cfs NOTES: SLO 36 DI Pipe - (317): 18.0 in Length: 29.70 ft S: 0.50 % Up. Invert: 106.45 ft Down. Invert: 106.30 ft HGL (In): 108.57 ft HGL (Out): 108.57 ft Vel (In): 0.24 ft/s Vel (Out): 0.24 ft/s Q: 0.43 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 7/31/2023 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - B2_PH3 - CB 554 to MH 963 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 10 Year Storm 105.00 110.00 115.00 -0+50 0+00 0+50 Station (ft) El e v a t i o n ( f t ) B2_PH3 - CB 556 to MH 807 MH 807 Rim: 112.23 ft Invert: 105.74 ft HGL (In): 108.64 ft HGL (Out): 108.58 ft Bolted Cover: False Notes: 60" SD MH CB 556 Rim: 111.62 ft Invert: 106.09 ft HGL (In): 108.65 ft HGL (Out): 108.64 ft Inlet: SLO City Curb Inlet Gutter Depth: 7.0 in Gutter Spread: 5.71 ft Headloss: 0.01 ft Total Intercepted Flow: 0.59 cfs Bypass Flow: 0.00 cfs NOTES: SLO 36 DI Pipe - (316): 18.0 in Length: 29.56 ft S: 0.50 % Up. Invert: 106.09 ft Down. Invert: 105.94 ft HGL (In): 108.64 ft HGL (Out): 108.64 ft Vel (In): 0.33 ft/s Vel (Out): 0.33 ft/s Q: 0.59 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 7/31/2023 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - B2_PH3 - CB 556 to MH 807 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 10 Year Storm 105.00 110.00 115.00 -0+50 0+00 0+50 Station (ft) El e v a t i o n ( f t ) PH3 - CB 561, CB 562 to MH 808 MH 808 Rim: 112.24 ft Invert: 106.08 ft HGL (In): 108.75 ft HGL (Out): 108.66 ft Bolted Cover: False Notes: 60" SD MH CB 562 Rim: 111.88 ft Invert: 108.11 ft HGL (In): 108.75 ft HGL (Out): 108.74 ft Inlet: SLO City Curb Inlet Gutter Depth: 2.1 in Gutter Spread: 4.03 ft Headloss: 0.00 ft Total Intercepted Flow: 0.55 cfs Bypass Flow: 0.00 cfs NOTES: SLO 87 DI CB 561 Rim: 111.88 ft Invert: 106.47 ft HGL (In): 108.75 ft HGL (Out): 108.75 ft Inlet: SLO City Curb Inlet Gutter Depth: 1.8 in Gutter Spread: 2.64 ft Headloss: 0.00 ft Total Intercepted Flow: 0.32 cfs Bypass Flow: 0.00 cfs NOTES: SLO 87 DI Pipe - (332): 18.0 in Length: 3.75 ft S: 4.98 % Up. Invert: 106.47 ft Down. Invert: 106.28 ft HGL (In): 108.75 ft HGL (Out): 108.75 ft Vel (In): 0.18 ft/s Vel (Out): 0.18 ft/s Q: 0.32 cfs Pipe - (333): 18.0 in Length: 29.80 ft S: 6.13 % Up. Invert: 108.11 ft Down. Invert: 106.28 ft HGL (In): 108.74 ft HGL (Out): 108.75 ft Vel (In): 0.78 ft/s Vel (Out): 0.31 ft/s Q: 0.55 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/24/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - B2_PH3 - CB 561, CB 562 to MH 808 (Avila Ranch Drainage Model_2.stsw) WATERSHED C STORM DRAIN NETWORK 10-YEAR STORM Active Scenario: Phases 2-6 --- 10 Year Storm 110.00 115.00 120.00 -0+50 0+00 0+50 1+00 1+50 2+00 Station (ft) El e v a t i o n ( f t ) PH3 - CB 402 to MH 702 MH 702 Rim: 116.89 ft Invert: 110.79 ft HGL (In): 111.57 ft HGL (Out): 111.51 ft Bolted Cover: False Notes: 48" SD MH CB 403 Rim: 117.44 ft Invert: 114.32 ft HGL (In): 114.60 ft HGL (Out): 114.55 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 1.6 in Gutter Spread: 3.21 ft Headloss: 0.04 ft Total Intercepted Flow: 0.33 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 404 Rim: 117.34 ft Invert: 113.92 ft HGL (In): 114.29 ft HGL (Out): 114.23 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 1.4 in Gutter Spread: 2.60 ft Headloss: 0.06 ft Total Intercepted Flow: 0.22 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 405 Rim: 117.20 ft Invert: 113.52 ft HGL (In): 113.96 ft HGL (Out): 113.89 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 1.5 in Gutter Spread: 1.46 ft Headloss: 0.07 ft Total Intercepted Flow: 0.26 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 406 Rim: 117.33 ft Invert: 113.26 ft HGL (In): 113.75 ft HGL (Out): 113.67 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 1.3 in Gutter Spread: 2.15 ft Headloss: 0.08 ft Total Intercepted Flow: 0.16 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 402 Rim: 117.47 ft Invert: 114.86 ft HGL (In): 114.86 ft HGL (Out): 114.86 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 0.0 in Gutter Spread: 0.00 ft Headloss: 0.00 ft Total Intercepted Flow: 0.00 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB Pipe - (544): 12.0 in Length: 53.83 ft S: 1.00 % Up. Invert: 114.86 ft Down. Invert: 114.32 ft HGL (In): 114.86 ft HGL (Out): 114.60 ft Vel (In): 0.00 ft/s Vel (Out): 0.00 ft/s Q: 0.00 cfs Pipe - (541): 12.0 in Length: 26.33 ft S: 0.97 % Up. Invert: 113.52 ft Down. Invert: 113.26 ft HGL (In): 113.89 ft HGL (Out): 113.82 ft Vel (In): 2.99 ft/s Vel (Out): 2.11 ft/s Q: 0.80 cfs Pipe - (540): 12.0 in Length: 14.53 ft S: 15.66 % Up. Invert: 113.26 ft Down. Invert: 110.99 ft HGL (In): 113.67 ft HGL (Out): 111.63 ft Vel (In): 3.14 ft/s Vel (Out): 2.03 ft/s Q: 0.95 cfs Pipe - (542): 12.0 in Length: 41.00 ft S: 0.98 % Up. Invert: 113.92 ft Down. Invert: 113.52 ft HGL (In): 114.23 ft HGL (Out): 114.00 ft Vel (In): 2.67 ft/s Vel (Out): 1.64 ft/s Q: 0.55 cfs Pipe - (543): 12.0 in Length: 40.26 ft S: 0.98 % Up. Invert: 114.32 ft Down. Invert: 113.92 ft HGL (In): 114.55 ft HGL (Out): 114.31 ft Vel (In): 2.32 ft/s Vel (Out): 1.28 ft/s Q: 0.33 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/24/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - C_PH3 - CB 402 to MH 702 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 10 Year Storm 105.00 110.00 115.00 120.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 Station (ft) El e v a t i o n ( f t ) PH3 - CB 408 to O-309 (Outlet C) MH 718 Rim: 118.12 ft Invert: 110.21 ft HGL (In): 111.21 ft HGL (Out): 111.11 ft Bolted Cover: False Notes: 48" SD MH MH 722 Rim: 117.19 ft Invert: 110.52 ft HGL (In): 111.48 ft HGL (Out): 111.38 ft Bolted Cover: False Notes: 48" SD MH MH 703 Rim: 118.01 ft Invert: 110.92 ft HGL (In): 111.53 ft HGL (Out): 111.50 ft Bolted Cover: False Notes: 48" SD MH CB 408 Rim: 118.52 ft Invert: 115.92 ft HGL (In): 115.92 ft HGL (Out): 115.92 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 0.0 in Gutter Spread: 0.00 ft Headloss: 0.00 ft Total Intercepted Flow: 0.00 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 407 Rim: 118.30 ft Invert: 114.85 ft HGL (In): 115.30 ft HGL (Out): 115.23 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 1.6 in Gutter Spread: 2.07 ft Headloss: 0.07 ft Total Intercepted Flow: 0.33 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 410 Rim: 118.45 ft Invert: 114.56 ft HGL (In): 115.05 ft HGL (Out): 114.97 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 1.3 in Gutter Spread: 2.15 ft Headloss: 0.08 ft Total Intercepted Flow: 0.16 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 409 Rim: 118.42 ft Invert: 115.37 ft HGL (In): 115.70 ft HGL (Out): 115.65 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 1.8 in Gutter Spread: 3.90 ft Headloss: 0.05 ft Total Intercepted Flow: 0.48 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB O-309 (OUT-C) Rim: 111.50 ft Invert: 109.98 ft Tailwater Elev.: 110.70 ft Q: 3.49 cfs Notes: 18 CMP Flared End Section Pipe - (447): 18.0 in Length: 94.56 ft S: 0.20 % Up. Invert: 110.92 ft Down. Invert: 110.73 ft HGL (In): 111.50 ft HGL (Out): 111.50 ft Vel (In): 1.49 ft/s Vel (Out): 1.08 ft/s Q: 0.96 cfs Pipe - (538) (1): 12.0 in Length: 51.58 ft S: 1.00 % Up. Invert: 115.37 ft Down. Invert: 114.85 ft HGL (In): 115.65 ft HGL (Out): 115.33 ft Vel (In): 2.57 ft/s Vel (Out): 1.42 ft/s Q: 0.48 cfs Pipe - (538): 12.0 in Length: 29.46 ft S: 0.97 % Up. Invert: 114.85 ft Down. Invert: 114.56 ft HGL (In): 115.23 ft HGL (Out): 115.12 ft Vel (In): 2.99 ft/s Vel (Out): 2.11 ft/s Q: 0.80 cfs Pipe - (537): 12.0 in Length: 14.70 ft S: 22.28 % Up. Invert: 114.56 ft Down. Invert: 111.29 ft HGL (In): 114.97 ft HGL (Out): 113.50 ft Vel (In): 3.15 ft/s Vel (Out): 11.50 ft/s Q: 0.96 cfs Pipe - (539): 12.0 in Length: 55.46 ft S: 1.00 % Up. Invert: 115.92 ft Down. Invert: 115.37 ft HGL (In): 115.92 ft HGL (Out): 115.70 ft Vel (In): 0.00 ft/s Vel (Out): 0.00 ft/s Q: 0.00 cfs Pipe - (341) (1): 18.0 in Length: 113.90 ft S: 0.20 % Up. Invert: 110.21 ft Down. Invert: 109.98 ft HGL (In): 111.11 ft HGL (Out): 110.98 ft Vel (In): 3.21 ft/s Vel (Out): 4.25 ft/s Q: 3.56 cfs Pipe - (341): 18.0 in Length: 156.80 ft S: 0.20 % Up. Invert: 110.52 ft Down. Invert: 110.21 ft HGL (In): 111.38 ft HGL (Out): 111.29 ft Vel (In): 2.71 ft/s Vel (Out): 2.26 ft/s Q: 2.82 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/24/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - C_PH3 - CB 408 to O-309 (Outlet C) (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 10 Year Storm 110.00 115.00 120.00 -0+50 0+00 0+50 1+00 1+50 Station (ft) El e v a t i o n ( f t ) PH3 - CB 422 to MH 718 MH 718 Rim: 118.12 ft Invert: 110.21 ft HGL (In): 111.21 ft HGL (Out): 111.11 ft Bolted Cover: False Notes: 48" SD MH CB 420 Rim: 117.52 ft Invert: 114.11 ft HGL (In): 114.57 ft HGL (Out): 114.50 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 0.0 in Gutter Spread: 0.00 ft Headloss: 0.07 ft Total Intercepted Flow: 0.00 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 421 Rim: 117.51 ft Invert: 114.65 ft HGL (In): 115.11 ft HGL (Out): 115.04 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 2.3 in Gutter Spread: 5.04 ft Headloss: 0.07 ft Total Intercepted Flow: 0.69 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 422 Rim: 117.58 ft Invert: 114.96 ft HGL (In): 115.17 ft HGL (Out): 115.14 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 1.1 in Gutter Spread: 1.50 ft Headloss: 0.03 ft Total Intercepted Flow: 0.20 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB Pipe - (524): 12.0 in Length: 54.32 ft S: 0.99 % Up. Invert: 114.65 ft Down. Invert: 114.11 ft HGL (In): 115.04 ft HGL (Out): 114.67 ft Vel (In): 3.07 ft/s Vel (Out): 2.47 ft/s Q: 0.88 cfs Pipe - (523): 12.0 in Length: 31.32 ft S: 1.00 % Up. Invert: 114.96 ft Down. Invert: 114.65 ft HGL (In): 115.14 ft HGL (Out): 115.12 ft Vel (In): 2.02 ft/s Vel (Out): 0.56 ft/s Q: 0.20 cfs Pipe - (673) + (522): 12.0 in Length: 32.00 ft S: 11.81 % Up. Invert: 114.11 ft Down. Invert: 110.33 ft HGL (In): 114.50 ft HGL (Out): 111.23 ft Vel (In): 3.07 ft/s Vel (Out): 1.20 ft/s Q: 0.87 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/24/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - C_PH3 - CB 422 to MH 718 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 10 Year Storm 110.00 115.00 120.00 -0+50 0+00 0+50 Station (ft) El e v a t i o n ( f t ) PH3 - CB 552, CB 551 to MH 701 MH 701 Rim: 116.80 ft Invert: 110.93 ft HGL (In): 111.60 ft HGL (Out): 111.57 ft Bolted Cover: False Notes: 48" SD MH CB 551 Rim: 116.41 ft Invert: 111.25 ft HGL (In): 111.61 ft HGL (Out): 111.59 ft Inlet: SLO City Curb Inlet Gutter Depth: 6.8 in Gutter Spread: 4.98 ft Headloss: 0.02 ft Total Intercepted Flow: 0.48 cfs Bypass Flow: 0.00 cfs NOTES: SLO 36 DI CB 552 Rim: 116.43 ft Invert: 111.40 ft HGL (In): 111.71 ft HGL (Out): 111.66 ft Inlet: SLO City Curb Inlet Gutter Depth: 6.9 in Gutter Spread: 5.23 ft Headloss: 0.05 ft Total Intercepted Flow: 0.51 cfs Bypass Flow: 0.00 cfs NOTES: SLO 36 DI Pipe - (279): 18.0 in Length: 24.07 ft S: 0.50 % Up. Invert: 111.25 ft Down. Invert: 111.13 ft HGL (In): 111.59 ft HGL (Out): 111.61 ft Vel (In): 1.54 ft/s Vel (Out): 1.00 ft/s Q: 0.48 cfs Pipe - (290): 18.0 in Length: 5.40 ft S: 5.00 % Up. Invert: 111.40 ft Down. Invert: 111.13 ft HGL (In): 111.66 ft HGL (Out): 111.61 ft Vel (In): 2.43 ft/s Vel (Out): 1.08 ft/s Q: 0.51 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/24/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - C_PH3 - CB 552, CB 551 to MH 701 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 10 Year Storm 105.00 110.00 115.00 120.00 -0+50 0+00 0+50 1+00 Station (ft) El e v a t i o n ( f t ) PH3 - CB 564 to O-310 (Outlet C) CB 565 Rim: 115.80 ft Invert: 110.12 ft HGL (In): 110.69 ft HGL (Out): 110.63 ft Inlet: SLO City Curb Inlet Gutter Depth: 7.0 in Gutter Spread: 5.88 ft Headloss: 0.06 ft Total Intercepted Flow: 0.61 cfs Bypass Flow: 0.00 cfs NOTES: SLO 36 DI CB 564 Rim: 115.80 ft Invert: 110.31 ft HGL (In): 110.76 ft HGL (Out): 110.72 ft Inlet: SLO City Curb Inlet Gutter Depth: 7.4 in Gutter Spread: 7.31 ft Headloss: 0.03 ft Total Intercepted Flow: 0.85 cfs Bypass Flow: 0.00 cfs NOTES: SLO 36 DI O-310 (OUT-C) Rim: 111.50 ft Invert: 109.98 ft Tailwater Elev.: 110.43 ft Q: 1.43 cfs Notes: 18 CMP Flared End Section Pipe - (340): 18.0 in Length: 53.79 ft S: 0.25 % Up. Invert: 110.12 ft Down. Invert: 109.98 ft HGL (In): 110.63 ft HGL (Out): 110.60 ft Vel (In): 2.70 ft/s Vel (Out): 3.23 ft/s Q: 1.45 cfs Pipe - (339): 18.0 in Length: 36.00 ft S: 0.25 % Up. Invert: 110.31 ft Down. Invert: 110.22 ft HGL (In): 110.72 ft HGL (Out): 110.74 ft Vel (In): 2.11 ft/s Vel (Out): 1.78 ft/s Q: 0.85 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 7/31/2023 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - C_PH3 - CB 564 to O-310 (Outlet C) (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 10 Year Storm 110.00 115.00 120.00 -0+50 0+00 0+50 1+00 Station (ft) El e v a t i o n ( f t ) PH3 - MH 701 to MH 722 MH 701 Rim: 116.80 ft Invert: 110.93 ft HGL (In): 111.60 ft HGL (Out): 111.57 ft Bolted Cover: False Notes: 48" SD MH MH 702 Rim: 116.89 ft Invert: 110.79 ft HGL (In): 111.57 ft HGL (Out): 111.51 ft Bolted Cover: False Notes: 48" SD MH MH 722 Rim: 117.19 ft Invert: 110.52 ft HGL (In): 111.48 ft HGL (Out): 111.38 ft Bolted Cover: False Notes: 48" SD MH Pipe - (292): 18.0 in Length: 18.25 ft S: 0.20 % Up. Invert: 110.93 ft Down. Invert: 110.89 ft HGL (In): 111.57 ft HGL (Out): 111.59 ft Vel (In): 1.35 ft/s Vel (Out): 1.27 ft/s Q: 0.99 cfs Pipe - (293): 18.0 in Length: 32.14 ft S: 0.16 % Up. Invert: 110.79 ft Down. Invert: 110.74 ft HGL (In): 111.51 ft HGL (Out): 111.55 ft Vel (In): 2.28 ft/s Vel (Out): 2.20 ft/s Q: 1.92 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/24/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - C_PH3 - MH 701 to MH 722 (Avila Ranch Drainage Model_2.stsw) BYPASS CULVERT STORM DRAIN NETWORK 10-YEAR STORM Active Scenario: Phases 2-6 --- 10 Year Storm 105.00 110.00 115.00 120.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 Station (ft) El e v a t i o n ( f t ) CULV_H-4 to O-341 (Culvert Outlet C) MH 805 Rim: 116.95 ft Invert: 110.27 ft HGL (In): 111.87 ft HGL (Out): 111.62 ft Bolted Cover: False Notes: 60" SD MH MH 801 Rim: 117.67 ft Invert: 109.93 ft HGL (In): 111.52 ft HGL (Out): 111.27 ft Bolted Cover: False Notes: 60" SD MH MH 806 Rim: 118.69 ft Invert: 109.41 ft HGL (In): 110.90 ft HGL (Out): 110.74 ft Bolted Cover: False Notes: 60" SD MH O-341 (OUT-C) Rim: 113.07 ft Invert: 109.07 ft Tailwater Elev.: 110.26 ft Q: 16.52 cfs Notes: 48 CMP Flared End Section Structure - (265) Invert: 110.85 ft Beveled ring, 45° bevels Note: Headwall H-4 Pipe - (443) (1): 48.0 in Length: 189.13 ft S: 0.20 % Up. Invert: 110.85 ft Down. Invert: 110.47 ft HGL (In): 112.12 ft HGL (Out): 112.10 ft Vel (In): 4.37 ft/s Vel (Out): 3.83 ft/s Q: 15.00 cfs Pipe - (576): 48.0 in Length: 67.78 ft S: 0.20 % Up. Invert: 110.27 ft Down. Invert: 110.13 ft HGL (In): 111.62 ft HGL (Out): 111.81 ft Vel (In): 4.44 ft/s Vel (Out): 4.29 ft/s Q: 16.61 cfs Pipe - (582): 48.0 in Length: 173.13 ft S: 0.20 % Up. Invert: 109.41 ft Down. Invert: 109.07 ft HGL (In): 110.74 ft HGL (Out): 110.69 ft Vel (In): 4.54 ft/s Vel (Out): 5.26 ft/s Q: 16.56 cfs Pipe - (581): 48.0 in Length: 210.03 ft S: 0.20 % Up. Invert: 109.93 ft Down. Invert: 109.51 ft HGL (In): 111.27 ft HGL (Out): 111.19 ft Vel (In): 4.53 ft/s Vel (Out): 4.29 ft/s Q: 16.60 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/24/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - CULV_H-4 to O-341 (Culvert Outlet C) (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 10 Year Storm 105.00 110.00 115.00 120.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 Station (ft) El e v a t i o n ( f t ) CULV_H-5 to O-350 (Culvert Outlet C) MH 802 Rim: 116.83 ft Invert: 110.22 ft HGL (In): 111.73 ft HGL (Out): 111.50 ft Bolted Cover: False Notes: 60" SD MH MH 804 Rim: 117.55 ft Invert: 109.88 ft HGL (In): 111.40 ft HGL (Out): 111.17 ft Bolted Cover: False Notes: 60" SD MH MH 803 Rim: 118.68 ft Invert: 109.41 ft HGL (In): 110.98 ft HGL (Out): 110.72 ft Bolted Cover: False Notes: 60" SD MH O-350 (OUT-C) Rim: 113.03 ft Invert: 109.03 ft Tailwater Elev.: 110.21 ft Q: 16.12 cfs Notes: 48 CMP Flared End Section Structure - (651) Invert: 110.85 ft Beveled ring, 45° bevels Note: Headwall H-5 Pipe - (342): 48.0 in Length: 184.00 ft S: 0.20 % Up. Invert: 109.88 ft Down. Invert: 109.51 ft HGL (In): 111.17 ft HGL (Out): 111.18 ft Vel (In): 4.28 ft/s Vel (Out): 3.60 ft/s Q: 15.00 cfs Pipe - (578): 48.0 in Length: 215.14 ft S: 0.20 % Up. Invert: 110.85 ft Down. Invert: 110.42 ft HGL (In): 112.11 ft HGL (Out): 112.00 ft Vel (In): 4.41 ft/s Vel (Out): 4.17 ft/s Q: 15.00 cfs Pipe - (443): 48.0 in Length: 67.81 ft S: 0.20 % Up. Invert: 110.22 ft Down. Invert: 110.08 ft HGL (In): 111.50 ft HGL (Out): 111.67 ft Vel (In): 4.31 ft/s Vel (Out): 4.16 ft/s Q: 15.00 cfs Pipe - (343): 48.0 in Length: 189.59 ft S: 0.20 % Up. Invert: 109.41 ft Down. Invert: 109.03 ft HGL (In): 110.72 ft HGL (Out): 110.64 ft Vel (In): 4.51 ft/s Vel (Out): 5.22 ft/s Q: 16.14 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/24/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - CULV_H-5 to O-350 (Culvert Outlet C) (Avila Ranch Drainage Model_2.stsw) WATERSHED D STORM DRAIN NETWORK 10-YEAR STORM Active Scenario: Phases 2-6 --- 10 Year Storm 105.00 110.00 115.00 -0+50 0+00 0+50 1+00 1+50 Station (ft) El e v a t i o n ( f t ) PH3 - CB 545 to O-304 (Outlet D) MH 721 Rim: 111.65 ft Invert: 108.33 ft HGL (In): 109.22 ft HGL (Out): 109.19 ft Bolted Cover: False Notes: 48" SD MH CB 545 Rim: 111.28 ft Invert: 108.47 ft HGL (In): 109.23 ft HGL (Out): 109.22 ft Inlet: SLO City Curb Inlet Gutter Depth: 7.4 in Gutter Spread: 7.37 ft Headloss: 0.01 ft Total Intercepted Flow: 0.99 cfs Bypass Flow: 0.00 cfs NOTES: SLO 48 DI CB 546 Rim: 111.28 ft Invert: 108.27 ft HGL (In): 109.17 ft HGL (Out): 109.12 ft Inlet: SLO City Curb Inlet Gutter Depth: 7.4 in Gutter Spread: 7.48 ft Headloss: 0.06 ft Total Intercepted Flow: 1.01 cfs Bypass Flow: 0.00 cfs NOTES: SLO 48 DI O-304 (OUT-D) Rim: 109.54 ft Invert: 108.04 ft Tailwater Elev.: 109.00 ft Q: 2.69 cfs Notes: 18 CMP Flared End Section Pipe - (445): 18.0 in Length: 3.82 ft S: 0.99 % Up. Invert: 108.47 ft Down. Invert: 108.43 ft HGL (In): 109.22 ft HGL (Out): 109.23 ft Vel (In): 1.12 ft/s Vel (Out): 1.05 ft/s Q: 0.99 cfs Pipe - (441) (1): 18.0 in Length: 29.73 ft S: 0.20 % Up. Invert: 108.33 ft Down. Invert: 108.27 ft HGL (In): 109.19 ft HGL (Out): 109.22 ft Vel (In): 1.73 ft/s Vel (Out): 1.63 ft/s Q: 1.81 cfs Pipe - (441) (2): 18.0 in Length: 112.98 ft S: 0.20 % Up. Invert: 108.27 ft Down. Invert: 108.04 ft HGL (In): 109.12 ft HGL (Out): 109.08 ft Vel (In): 2.66 ft/s Vel (Out): 2.30 ft/s Q: 2.75 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/24/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - D_PH3 - CB 545 to O-304 (Outlet D) (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 10 Year Storm 105.00 110.00 115.00 -0+50 0+00 0+50 Station (ft) El e v a t i o n ( f t ) PH3 - CB 557, CB 558 to MH 720 MH 720 Rim: 112.07 ft Invert: 108.89 ft HGL (In): 109.39 ft HGL (Out): 109.34 ft Bolted Cover: False Notes: 48" SD MH CB 557 Rim: 111.71 ft Invert: 109.15 ft HGL (In): 109.47 ft HGL (Out): 109.45 ft Inlet: SLO City Curb Inlet Gutter Depth: 6.8 in Gutter Spread: 4.78 ft Headloss: 0.02 ft Total Intercepted Flow: 0.45 cfs Bypass Flow: 0.00 cfs NOTES: SLO 36 DI CB 558 Rim: 111.71 ft Invert: 109.11 ft HGL (In): 109.42 ft HGL (Out): 109.39 ft Inlet: SLO City Curb Inlet Gutter Depth: 6.8 in Gutter Spread: 4.97 ft Headloss: 0.03 ft Total Intercepted Flow: 0.48 cfs Bypass Flow: 0.00 cfs NOTES: SLO 36 DI Pipe - (319) (1): 18.0 in Length: 3.75 ft S: 0.51 % Up. Invert: 109.11 ft Down. Invert: 109.09 ft HGL (In): 109.39 ft HGL (Out): 109.45 ft Vel (In): 2.02 ft/s Vel (Out): 1.82 ft/s Q: 0.48 cfs Pipe - (319): 18.0 in Length: 29.75 ft S: 0.20 % Up. Invert: 109.15 ft Down. Invert: 109.09 ft HGL (In): 109.45 ft HGL (Out): 109.44 ft Vel (In): 1.76 ft/s Vel (Out): 1.71 ft/s Q: 0.45 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/24/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - D_PH3 - CB 557, CB 558 to MH 720 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 10 Year Storm 105.00 110.00 115.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 Station (ft) El e v a t i o n ( f t ) PH3 - MH 720 to O-304 (Outlet D) MH 720 Rim: 112.07 ft Invert: 108.89 ft HGL (In): 109.39 ft HGL (Out): 109.34 ft Bolted Cover: False Notes: 48" SD MH MH 721 Rim: 111.65 ft Invert: 108.33 ft HGL (In): 109.22 ft HGL (Out): 109.19 ft Bolted Cover: False Notes: 48" SD MH CB 546 Rim: 111.28 ft Invert: 108.27 ft HGL (In): 109.17 ft HGL (Out): 109.12 ft Inlet: SLO City Curb Inlet Gutter Depth: 7.4 in Gutter Spread: 7.48 ft Headloss: 0.06 ft Total Intercepted Flow: 1.01 cfs Bypass Flow: 0.00 cfs NOTES: SLO 48 DI O-304 (OUT-D) Rim: 109.54 ft Invert: 108.04 ft Tailwater Elev.: 109.00 ft Q: 2.69 cfs Notes: 18 CMP Flared End Section Pipe - (337) + (631): 18.0 in Length: 177.95 ft S: 0.20 % Up. Invert: 108.89 ft Down. Invert: 108.53 ft HGL (In): 109.34 ft HGL (Out): 109.24 ft Vel (In): 2.06 ft/s Vel (Out): 1.16 ft/s Q: 0.91 cfs Pipe - (441) (1): 18.0 in Length: 29.73 ft S: 0.20 % Up. Invert: 108.33 ft Down. Invert: 108.27 ft HGL (In): 109.19 ft HGL (Out): 109.22 ft Vel (In): 1.73 ft/s Vel (Out): 1.63 ft/s Q: 1.81 cfs Pipe - (441) (2): 18.0 in Length: 112.98 ft S: 0.20 % Up. Invert: 108.27 ft Down. Invert: 108.04 ft HGL (In): 109.12 ft HGL (Out): 109.08 ft Vel (In): 2.66 ft/s Vel (Out): 2.30 ft/s Q: 2.75 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/24/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - D_PH3 - MH 720 to O-304 (Outlet D) (Avila Ranch Drainage Model_2.stsw) WATERSHED E STORM DRAIN NETWORK 10-YEAR STORM Active Scenario: Phases 2-6 --- 10 Year Storm 110.00 115.00 120.00 -0+50 0+00 0+50 Station (ft) El e v a t i o n ( f t ) PH4 - CB 566, CB 567 to MH 724 MH 724 Rim: 116.55 ft Invert: 113.44 ft HGL (In): 114.84 ft HGL (Out): 114.82 ft Bolted Cover: False Notes: 48" SD MH CB 566 Rim: 116.21 ft Invert: 113.76 ft HGL (In): 114.84 ft HGL (Out): 114.84 ft Inlet: SLO City Curb Inlet Gutter Depth: 6.7 in Gutter Spread: 4.42 ft Headloss: 0.00 ft Total Intercepted Flow: 0.66 cfs Bypass Flow: 0.00 cfs NOTES: SLO 87 DI CB 567 Rim: 116.03 ft Invert: 113.80 ft HGL (In): 114.84 ft HGL (Out): 114.84 ft Inlet: SLO City Curb Inlet Gutter Depth: 6.8 in Gutter Spread: 4.66 ft Headloss: 0.00 ft Total Intercepted Flow: 0.76 cfs Bypass Flow: 0.00 cfs NOTES: SLO 96 DI Pipe - (346): 18.0 in Length: 33.15 ft S: 0.50 % Up. Invert: 113.80 ft Down. Invert: 113.64 ft HGL (In): 114.84 ft HGL (Out): 114.85 ft Vel (In): 0.58 ft/s Vel (Out): 0.50 ft/s Q: 0.76 cfs Pipe - (345): 18.0 in Length: 2.37 ft S: 4.97 % Up. Invert: 113.76 ft Down. Invert: 113.64 ft HGL (In): 114.84 ft HGL (Out): 114.84 ft Vel (In): 0.48 ft/s Vel (Out): 0.43 ft/s Q: 0.66 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/24/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - E_PH4 - CB 566, CB 567 to MH 724 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 10 Year Storm 110.00 115.00 120.00 -0+50 0+00 0+50 Station (ft) El e v a t i o n ( f t ) PH4 - CB 569, CB 568 to MH 725 MH 725 Rim: 117.45 ft Invert: 113.59 ft HGL (In): 115.24 ft HGL (Out): 114.99 ft Bolted Cover: False Notes: 48" SD MH CB 568 Rim: 117.00 ft Invert: 113.96 ft HGL (In): 115.24 ft HGL (Out): 115.24 ft Inlet: SLO City Curb Inlet Gutter Depth: 6.6 in Gutter Spread: 3.97 ft Headloss: 0.00 ft Total Intercepted Flow: 0.56 cfs Bypass Flow: 0.00 cfs NOTES: SLO 87 DI CB 569 Rim: 117.08 ft Invert: 113.91 ft HGL (In): 115.24 ft HGL (Out): 115.24 ft Inlet: SLO City Curb Inlet Gutter Depth: 6.4 in Gutter Spread: 1.97 ft Headloss: 0.00 ft Total Intercepted Flow: 0.39 cfs Bypass Flow: 0.00 cfs NOTES: SLO 87 DI Pipe - (348): 18.0 in Length: 33.17 ft S: 0.50 % Up. Invert: 113.96 ft Down. Invert: 113.79 ft HGL (In): 115.24 ft HGL (Out): 115.24 ft Vel (In): 0.35 ft/s Vel (Out): 0.32 ft/s Q: 0.56 cfs Pipe - (347): 18.0 in Length: 2.37 ft S: 4.97 % Up. Invert: 113.91 ft Down. Invert: 113.79 ft HGL (In): 115.24 ft HGL (Out): 115.24 ft Vel (In): 0.24 ft/s Vel (Out): 0.22 ft/s Q: 0.39 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/24/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - E_PH4 - CB 569, CB 568 to MH 725 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 10 Year Storm 110.00 115.00 120.00 -0+50 0+00 0+50 Station (ft) El e v a t i o n ( f t ) PH4 - CB 605, CB 604 to MH 758 MH 758 Rim: 119.41 ft Invert: 113.87 ft HGL (In): 115.67 ft HGL (Out): 115.42 ft Bolted Cover: False Notes: 48" SD MH CB 604 Rim: 118.69 ft Invert: 114.37 ft HGL (In): 115.67 ft HGL (Out): 115.67 ft Inlet: SLO City Curb Inlet Gutter Depth: 1.4 in Gutter Spread: 5.66 ft Headloss: 0.00 ft Total Intercepted Flow: 0.56 cfs Bypass Flow: 0.08 cfs NOTES: SLO 48 DI CB 605 Rim: 118.78 ft Invert: 114.24 ft HGL (In): 115.67 ft HGL (Out): 115.67 ft Inlet: SLO City Curb Inlet Gutter Depth: 1.4 in Gutter Spread: 5.70 ft Headloss: 0.00 ft Total Intercepted Flow: 0.47 cfs Bypass Flow: 0.19 cfs NOTES: SLO 36 DI Pipe - (429): 18.0 in Length: 30.22 ft S: 1.01 % Up. Invert: 114.37 ft Down. Invert: 114.07 ft HGL (In): 115.67 ft HGL (Out): 115.67 ft Vel (In): 0.34 ft/s Vel (Out): 0.32 ft/s Q: 0.56 cfs Pipe - (428): 18.0 in Length: 3.50 ft S: 5.00 % Up. Invert: 114.24 ft Down. Invert: 114.07 ft HGL (In): 115.67 ft HGL (Out): 115.67 ft Vel (In): 0.27 ft/s Vel (Out): 0.27 ft/s Q: 0.47 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/24/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - E_PH4 - CB 605, CB 604 to MH 758 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 10 Year Storm 110.00 115.00 120.00 -0+50 0+00 0+50 1+00 1+50 Station (ft) El e v a t i o n ( f t ) PH4 - FES 308, CB 598 to MH 723 MH 723 Rim: 117.34 ft Invert: 113.71 ft HGL (In): 114.86 ft HGL (Out): 114.85 ft Bolted Cover: False Notes: 48" SD MH FES 308 Rim: 114.95 ft Invert: 114.94 ft HGL (In): 114.94 ft HGL (Out): 114.94 ft Inlet: Gutter Depth: 0.0 in Gutter Spread: 0.00 ft Headloss: 0.00 ft Total Intercepted Flow: 0.00 cfs Bypass Flow: 0.00 cfs NOTES: 18 CMP Flared End Section CB 598 Rim: 116.97 ft Invert: 113.95 ft HGL (In): 114.87 ft HGL (Out): 114.86 ft Inlet: SLO City Curb Inlet Gutter Depth: 2.5 in Gutter Spread: 5.51 ft Headloss: 0.00 ft Total Intercepted Flow: 0.66 cfs Bypass Flow: 0.01 cfs NOTES: SLO 42 DI CB 599 Rim: 116.95 ft Invert: 114.08 ft HGL (In): 114.87 ft HGL (Out): 114.86 ft Inlet: SLO City Curb Inlet Gutter Depth: 2.4 in Gutter Spread: 5.45 ft Headloss: 0.01 ft Total Intercepted Flow: 0.65 cfs Bypass Flow: 0.00 cfs NOTES: SLO 42 DI Pipe - (344): 12.0 in Length: 83.27 ft S: 1.03 % Up. Invert: 114.94 ft Down. Invert: 114.08 ft HGL (In): 114.94 ft HGL (Out): 114.87 ft Vel (In): 0.00 ft/s Vel (Out): 0.00 ft/s Q: 0.00 cfs Pipe - (621): 18.0 in Length: 3.59 ft S: 1.00 % Up. Invert: 113.95 ft Down. Invert: 113.91 ft HGL (In): 114.86 ft HGL (Out): 114.87 ft Vel (In): 0.59 ft/s Vel (Out): 0.56 ft/s Q: 0.66 cfs Pipe - (622): 18.0 in Length: 30.16 ft S: 1.00 % Up. Invert: 114.21 ft Down. Invert: 113.91 ft HGL (In): 114.86 ft HGL (Out): 114.87 ft Vel (In): 0.90 ft/s Vel (Out): 0.55 ft/s Q: 0.65 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/24/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - E_PH4 - FES 308, CB 598 to MH 723 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 10 Year Storm 110.00 115.00 120.00 125.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 7+50 8+00 8+50 Station (ft) El e v a t i o n ( f t ) PH4 - Future E-13, MH 762 to O-311 (Outlet E) MH 758 Rim: 119.41 ft Invert: 113.87 ft HGL (In): 115.68 ft HGL (Out): 115.43 ft Bolted Cover: False Notes: 48" SD MH MH 725 Rim: 117.45 ft Invert: 113.59 ft HGL (In): 115.24 ft HGL (Out): 115.00 ft Bolted Cover: False Notes: 48" SD MH MH 730 Rim: 118.35 ft Invert: 113.13 ft HGL (In): 114.82 ft HGL (Out): 114.62 ft Bolted Cover: False Notes: 48" SD MH MH 765 Rim: 119.60 ft Invert: 114.11 ft HGL (In): 115.96 ft HGL (Out): 115.78 ft Bolted Cover: False Notes: 48" SD MH MH 762 Rim: 122.65 ft Invert: 114.84 ft HGL (In): 116.10 ft HGL (Out): 116.05 ft Bolted Cover: False Notes: 48" SD MH E-13 Top: 122.87 ft Invert: 115.24 ft HGL (In): 116.17 ft HGL (Out): 116.02 ft Notes: Full Capture Inlet/ Stub for Future Flows O-311 (OUT-E) Rim: 115.24 ft Invert: 112.74 ft Tailwater Elev.: 113.98 ft Q: 13.19 cfs Notes: 30 CMP Flared End Section Pipe - (358): 30.0 in Length: 193.19 ft S: 0.20 % Up. Invert: 113.13 ft Down. Invert: 112.74 ft HGL (In): 114.62 ft HGL (Out): 114.46 ft Vel (In): 4.44 ft/s Vel (Out): 5.59 ft/s Q: 13.56 cfs Pipe - (357): 30.0 in Length: 132.81 ft S: 0.20 % Up. Invert: 113.59 ft Down. Invert: 113.33 ft HGL (In): 115.00 ft HGL (Out): 115.03 ft Vel (In): 3.97 ft/s Vel (Out): 3.71 ft/s Q: 11.30 cfs Pipe - (589): 18.0 in Length: 22.23 ft S: 1.81 % Up. Invert: 115.24 ft Down. Invert: 114.84 ft HGL (In): 116.02 ft HGL (Out): 116.20 ft Vel (In): 4.45 ft/s Vel (Out): 2.58 ft/s Q: 4.09 cfs Pipe - (359): 24.0 in Length: 316.77 ft S: 0.20 % Up. Invert: 114.84 ft Down. Invert: 114.21 ft HGL (In): 116.05 ft HGL (Out): 115.99 ft Vel (In): 2.06 ft/s Vel (Out): 1.40 ft/s Q: 4.09 cfs Pipe - (359): 24.0 in Length: 87.66 ft S: 0.20 % Up. Invert: 113.87 ft Down. Invert: 113.69 ft HGL (In): 115.43 ft HGL (Out): 115.50 ft Vel (In): 4.01 ft/s Vel (Out): 4.04 ft/s Q: 10.57 cfs Pipe - (359) (1): 24.0 in Length: 71.78 ft S: 0.20 % Up. Invert: 114.11 ft Down. Invert: 113.97 ft HGL (In): 115.78 ft HGL (Out): 115.86 ft Vel (In): 3.46 ft/s Vel (Out): 3.39 ft/s Q: 9.71 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 7/31/2023 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - E_PH4 - Future E-13, MH 762 to O-311 (Outlet E) (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 10 Year Storm 110.00 115.00 120.00 125.00 -0+50 0+00 0+50 1+00 Station (ft) El e v a t i o n ( f t ) PH4 - Future E-9, Future E-10 to MH 765 MH 765 Rim: 119.60 ft Invert: 114.11 ft HGL (In): 115.96 ft HGL (Out): 115.78 ft Bolted Cover: False Notes: 48" SD MH E-10 Top: 120.19 ft Invert: 114.71 ft HGL (In): 115.97 ft HGL (Out): 115.96 ft Notes: Full Capture Inlet/ Stub for Future Flows E-9 Top: 120.36 ft Invert: 114.45 ft HGL (In): 115.97 ft HGL (Out): 115.96 ft Notes: Full Capture Inlet/ Stub for Future Flows Pipe - (624): 24.0 in Length: 46.38 ft S: 1.00 % Up. Invert: 114.71 ft Down. Invert: 114.25 ft HGL (In): 115.96 ft HGL (Out): 115.98 ft Vel (In): 1.56 ft/s Vel (Out): 1.12 ft/s Q: 3.22 cfs Pipe - (623): 24.0 in Length: 20.26 ft S: 1.00 % Up. Invert: 114.45 ft Down. Invert: 114.25 ft HGL (In): 115.96 ft HGL (Out): 115.98 ft Vel (In): 1.16 ft/s Vel (Out): 1.03 ft/s Q: 2.97 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 7/31/2023 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - E_PH4 - Future E-9, Future E-10 to MH 765 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 10 Year Storm 110.00 115.00 120.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 Station (ft) El e v a t i o n ( f t ) PH4 - MH 732 to MH 730 MH 724 Rim: 116.55 ft Invert: 113.44 ft HGL (In): 114.84 ft HGL (Out): 114.82 ft Bolted Cover: False Notes: 48" SD MH MH 730 Rim: 118.35 ft Invert: 113.13 ft HGL (In): 114.81 ft HGL (Out): 114.61 ft Bolted Cover: False Notes: 48" SD MH MH 723 Rim: 117.34 ft Invert: 113.71 ft HGL (In): 114.86 ft HGL (Out): 114.85 ft Bolted Cover: False Notes: 48" SD MH MH 732 Rim: 118.94 ft Invert: 114.12 ft HGL (In): 114.86 ft HGL (Out): 114.86 ft Bolted Cover: False Notes: 48" SD MH Pipe - (362): 18.0 in Length: 87.66 ft S: 0.20 % Up. Invert: 113.71 ft Down. Invert: 113.54 ft HGL (In): 114.85 ft HGL (Out): 114.85 ft Vel (In): 0.91 ft/s Vel (Out): 0.80 ft/s Q: 1.31 cfs Pipe - (430): 24.0 in Length: 104.84 ft S: 0.20 % Up. Invert: 113.44 ft Down. Invert: 113.23 ft HGL (In): 114.82 ft HGL (Out): 114.83 ft Vel (In): 1.15 ft/s Vel (Out): 1.00 ft/s Q: 2.66 cfs Pipe - (362) (2): 18.0 in Length: 156.44 ft S: 0.20 % Up. Invert: 114.12 ft Down. Invert: 113.81 ft HGL (In): 114.86 ft HGL (Out): 114.86 ft Vel (In): 0.00 ft/s Vel (Out): 0.00 ft/s Q: 0.00 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/24/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - E_PH4 - MH 732 to MH 730 (Avila Ranch Drainage Model_2.stsw) WATERSHED F STORM DRAIN NETWORK 10-YEAR STORM Active Scenario: Phases 2-6 --- 10 Year Storm 115.00 120.00 125.00 -0+50 0+00 0+50 Station (ft) El e v a t i o n ( f t ) PH4 - CB 624, CB 626 to MH 784 MH 784 Rim: 122.27 ft Invert: 115.73 ft HGL (In): 117.62 ft HGL (Out): 117.39 ft Bolted Cover: False Notes: 48" SD MH CB 624 Rim: 121.91 ft Invert: 116.12 ft HGL (In): 117.62 ft HGL (Out): 117.62 ft Inlet: SLO City Curb Inlet Gutter Depth: 2.1 in Gutter Spread: 4.17 ft Headloss: 0.00 ft Total Intercepted Flow: 0.53 cfs Bypass Flow: 0.05 cfs NOTES: SLO 36 DI CB 626 Rim: 121.91 ft Invert: 116.23 ft HGL (In): 117.62 ft HGL (Out): 117.62 ft Inlet: SLO City Curb Inlet Gutter Depth: 2.1 in Gutter Spread: 4.17 ft Headloss: 0.00 ft Total Intercepted Flow: 0.53 cfs Bypass Flow: 0.05 cfs NOTES: SLO 36 DI Pipe - (742): 18.0 in Length: 3.78 ft S: 5.00 % Up. Invert: 116.12 ft Down. Invert: 115.93 ft HGL (In): 117.62 ft HGL (Out): 117.62 ft Vel (In): 0.30 ft/s Vel (Out): 0.30 ft/s Q: 0.53 cfs Pipe - (741): 18.0 in Length: 29.74 ft S: 1.01 % Up. Invert: 116.23 ft Down. Invert: 115.93 ft HGL (In): 117.62 ft HGL (Out): 117.62 ft Vel (In): 0.31 ft/s Vel (Out): 0.30 ft/s Q: 0.53 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/24/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - F_PH4 - CB 624, CB 626 to MH 784 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 10 Year Storm 110.00 115.00 120.00 125.00 -0+50 0+00 0+50 1+00 1+50 2+00 Station (ft) El e v a t i o n ( f t ) PH4 - FES 314 to O-16 (Outlet F) CB 595 Rim: 121.09 ft Invert: 114.41 ft HGL (In): 116.86 ft HGL (Out): 116.39 ft Inlet: SLO City Curb Inlet Gutter Depth: 6.6 in Gutter Spread: 3.92 ft Headloss: 0.46 ft Total Intercepted Flow: 0.55 cfs Bypass Flow: 0.00 cfs NOTES: SLO 87 DI CB 594 Rim: 120.97 ft Invert: 114.69 ft HGL (In): 117.00 ft HGL (Out): 116.88 ft Inlet: SLO City Curb Inlet Gutter Depth: 6.6 in Gutter Spread: 3.98 ft Headloss: 0.12 ft Total Intercepted Flow: 0.56 cfs Bypass Flow: 0.00 cfs NOTES: SLO 87 DI FES 314 Rim: 117.84 ft Invert: 114.84 ft HGL (In): 117.13 ft HGL (Out): 117.02 ft Inlet: 36"x36" Grate Inlet Gutter Depth: (N/A) in Gutter Spread: 0.00 ft Headloss: 0.12 ft Total Intercepted Flow: 21.39 cfs Bypass Flow: 0.00 cfs NOTES: 36 CMP Flared End Section O-313 (OUT-F) Rim: 116.50 ft Invert: 114.07 ft Tailwater Elev.: 115.80 ft Q: 28.12 cfs Notes: 36 CMP Flared End Section Pipe - (359) (1) (1): 36.0 in Length: 30.69 ft S: 0.25 % Up. Invert: 114.69 ft Down. Invert: 114.61 ft HGL (In): 116.88 ft HGL (Out): 117.09 ft Vel (In): 3.96 ft/s Vel (Out): 3.86 ft/s Q: 21.91 cfs Pipe - (360): 36.0 in Length: 139.93 ft S: 0.25 % Up. Invert: 114.41 ft Down. Invert: 114.07 ft HGL (In): 116.39 ft HGL (Out): 116.51 ft Vel (In): 5.76 ft/s Vel (Out): 6.76 ft/s Q: 28.52 cfs Pipe - (618): 36.0 in Length: 19.75 ft S: 0.25 % Up. Invert: 114.84 ft Down. Invert: 114.79 ft HGL (In): 117.02 ft HGL (Out): 117.23 ft Vel (In): 3.89 ft/s Vel (Out): 3.83 ft/s Q: 21.39 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/24/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - F_PH4 - FES 314 to O-313 (Outlet F) (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 10 Year Storm 115.00 120.00 125.00 -0+50 0+00 0+50 Station (ft) El e v a t i o n ( f t ) PH4 - Future F-3 to MH 763 MH 763 Rim: 124.12 ft Invert: 117.01 ft HGL (In): 118.22 ft HGL (Out): 117.95 ft Bolted Cover: False Notes: 48" SD MH F-3 Top: 124.60 ft Invert: 117.31 ft HGL (In): 118.28 ft HGL (Out): 118.28 ft Notes: Full Capture Inlet/ Stub for Future Flows Pipe - (596): 18.0 in Length: 20.23 ft S: 0.50 % Up. Invert: 117.31 ft Down. Invert: 117.21 ft HGL (In): 118.28 ft HGL (Out): 118.57 ft Vel (In): 4.96 ft/s Vel (Out): 4.74 ft/s Q: 5.96 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/24/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - F_PH4 - Future F-3 to MH 763 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 10 Year Storm 110.00 115.00 120.00 125.00 130.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 Station (ft) El e v a t i o n ( f t ) F_PH4 - MH 731 to O-313 (Outlet F) MH 731 Rim: 125.33 ft Invert: 118.08 ft HGL (In): 118.22 ft HGL (Out): 118.22 ft Bolted Cover: False Notes: 48" SD MH MH 764 Rim: 121.85 ft Invert: 115.42 ft HGL (In): 117.17 ft HGL (Out): 117.04 ft Bolted Cover: False Notes: 48" SD MH MH 763 Rim: 124.12 ft Invert: 117.01 ft HGL (In): 118.22 ft HGL (Out): 117.95 ft Bolted Cover: False Notes: 48" SD MH MH 784 Rim: 122.27 ft Invert: 115.73 ft HGL (In): 117.62 ft HGL (Out): 117.39 ft Bolted Cover: False Notes: 48" SD MH CB 595 Rim: 121.09 ft Invert: 114.41 ft HGL (In): 116.86 ft HGL (Out): 116.39 ft Inlet: SLO City Curb Inlet Gutter Depth: 6.6 in Gutter Spread: 3.92 ft Headloss: 0.46 ft Total Intercepted Flow: 0.55 cfs Bypass Flow: 0.00 cfs NOTES: SLO 87 DI O-313 (OUT-F) Rim: 116.50 ft Invert: 114.07 ft Tailwater Elev.: 115.80 ft Q: 28.12 cfs Notes: 36 CMP Flared End Section Pipe - (360): 36.0 in Length: 139.93 ft S: 0.25 % Up. Invert: 114.41 ft Down. Invert: 114.07 ft HGL (In): 116.39 ft HGL (Out): 116.51 ft Vel (In): 5.76 ft/s Vel (Out): 6.76 ft/s Q: 28.52 cfs Pipe - (361): 18.0 in Length: 49.22 ft S: 1.85 % Up. Invert: 115.42 ft Down. Invert: 114.51 ft HGL (In): 117.04 ft HGL (Out): 117.09 ft Vel (In): 3.87 ft/s Vel (Out): 3.87 ft/s Q: 6.84 cfs Pipe - (361) (1) (1): 18.0 in Length: 121.58 ft S: 0.80 % Up. Invert: 118.08 ft Down. Invert: 117.11 ft HGL (In): 118.22 ft HGL (Out): 118.22 ft Vel (In): 0.00 ft/s Vel (Out): 0.00 ft/s Q: 0.00 cfs Pipe - (361) (1)(1): 18.0 in Length: 173.05 ft S: 0.74 % Up. Invert: 117.01 ft Down. Invert: 115.73 ft HGL (In): 117.95 ft HGL (Out): 117.80 ft Vel (In): 5.09 ft/s Vel (Out): 3.36 ft/s Q: 5.94 cfs Pipe - (361) (1)(2): 18.0 in Length: 57.39 ft S: 0.19 % Up. Invert: 115.73 ft Down. Invert: 115.62 ft HGL (In): 117.39 ft HGL (Out): 117.41 ft Vel (In): 3.90 ft/s Vel (Out): 3.90 ft/s Q: 6.89 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/24/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - F_PH4 - MH 731 to O-313 (Outlet F) (Avila Ranch Drainage Model_2.stsw) WATERSHED G STORM DRAIN NETWORK 10-YEAR STORM Active Scenario: Phases 2-6 --- 10 Year Storm 110.00 115.00 120.00 -0+50 0+00 0+50 1+00 Station (ft) El e v a t i o n ( f t ) PH5 - CB 593 to O-312 (Outlet G) CB 592 Rim: 115.95 ft Invert: 113.15 ft HGL (In): 113.94 ft HGL (Out): 113.76 ft Inlet: SLO City Curb Inlet Gutter Depth: 7.5 in Gutter Spread: 7.68 ft Headloss: 0.18 ft Total Intercepted Flow: 1.40 cfs Bypass Flow: 0.00 cfs NOTES: SLO 78 DI CB 593 Rim: 115.95 ft Invert: 113.34 ft HGL (In): 113.98 ft HGL (Out): 113.95 ft Inlet: SLO City Curb Inlet Gutter Depth: 7.3 in Gutter Spread: 6.91 ft Headloss: 0.02 ft Total Intercepted Flow: 1.19 cfs Bypass Flow: 0.00 cfs NOTES: SLO 78 DI O-312 (OUT-G) Rim: 114.62 ft Invert: 112.91 ft Tailwater Elev.: 113.51 ft Q: 2.55 cfs Notes: 18 CMP Flared End Section Pipe - (600): 18.0 in Length: 36.50 ft S: 0.25 % Up. Invert: 113.34 ft Down. Invert: 113.25 ft HGL (In): 113.95 ft HGL (Out): 113.98 ft Vel (In): 1.76 ft/s Vel (Out): 1.50 ft/s Q: 1.19 cfs Pipe - (601): 18.0 in Length: 55.23 ft S: 0.44 % Up. Invert: 113.15 ft Down. Invert: 112.91 ft HGL (In): 113.76 ft HGL (Out): 113.74 ft Vel (In): 3.83 ft/s Vel (Out): 3.86 ft/s Q: 2.57 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/24/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - G_PH5 - CB 593 to O-312 (Outlet G) (Avila Ranch Drainage Model_2.stsw) WATERSHED H STORM DRAIN NETWORK 10-YEAR STORM Active Scenario: Phases 2-6 --- 10 Year Storm 110.00 115.00 120.00 125.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 Station (ft) El e v a t i o n ( f t ) PH5 - CB 509 to MH 757 MH 757 Rim: 117.53 ft Invert: 110.04 ft HGL (In): 112.89 ft HGL (Out): 112.66 ft Bolted Cover: False Notes: 48" SD MH CB 509 Rim: 120.78 ft Invert: 116.14 ft HGL (In): 116.67 ft HGL (Out): 116.58 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 2.3 in Gutter Spread: 6.03 ft Headloss: 0.08 ft Total Intercepted Flow: 1.12 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 507 Rim: 118.40 ft Invert: 111.26 ft HGL (In): 113.49 ft HGL (Out): 113.34 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 2.2 in Gutter Spread: 5.99 ft Headloss: 0.15 ft Total Intercepted Flow: 1.10 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 502 Rim: 117.95 ft Invert: 110.74 ft HGL (In): 112.99 ft HGL (Out): 112.95 ft Inlet: 24"x24" Grate Inlet Gutter Depth: 2.1 in Gutter Spread: 4.43 ft Headloss: 0.04 ft Total Intercepted Flow: 0.60 cfs Bypass Flow: 0.00 cfs NOTES: 24x24 CB CB 508 Rim: 119.40 ft Invert: 113.00 ft HGL (In): 113.92 ft HGL (Out): 113.82 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 2.4 in Gutter Spread: 6.54 ft Headloss: 0.09 ft Total Intercepted Flow: 1.31 cfs Bypass Flow: 0.01 cfs NOTES: 18x18 CB Pipe - (747): 12.0 in Length: 120.00 ft S: 2.53 % Up. Invert: 116.14 ft Down. Invert: 113.10 ft HGL (In): 116.58 ft HGL (Out): 113.96 ft Vel (In): 3.31 ft/s Vel (Out): 1.63 ft/s Q: 1.12 cfs Pipe - (591): 18.0 in Length: 50.55 ft S: 0.98 % Up. Invert: 110.74 ft Down. Invert: 110.24 ft HGL (In): 112.95 ft HGL (Out): 112.97 ft Vel (In): 2.28 ft/s Vel (Out): 2.28 ft/s Q: 4.03 cfs Pipe - (745): 12.0 in Length: 43.00 ft S: 1.22 % Up. Invert: 111.26 ft Down. Invert: 110.74 ft HGL (In): 113.34 ft HGL (Out): 113.30 ft Vel (In): 4.40 ft/s Vel (Out): 4.40 ft/s Q: 3.46 cfs Pipe - (746): 12.0 in Length: 98.00 ft S: 1.67 % Up. Invert: 113.00 ft Down. Invert: 111.37 ft HGL (In): 113.82 ft HGL (Out): 113.63 ft Vel (In): 3.47 ft/s Vel (Out): 3.05 ft/s Q: 2.40 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/24/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - H_PH5 - CB 509 to MH 757 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 10 Year Storm 105.00 110.00 115.00 120.00 -0+50 0+00 0+50 1+00 Station (ft) El e v a t i o n ( f t ) PH5 CB 522, CB 576 to MH 743 MH 743 Rim: 116.42 ft Invert: 109.27 ft HGL (In): 112.00 ft HGL (Out): 111.46 ft Bolted Cover: False Notes: 48" SD MH CB 522 Rim: 116.64 ft Invert: 110.67 ft HGL (In): 112.01 ft HGL (Out): 112.01 ft Inlet: 36"x36" Grate Inlet Gutter Depth: 1.3 in Gutter Spread: 5.44 ft Headloss: 0.00 ft Total Intercepted Flow: 0.49 cfs Bypass Flow: 0.00 cfs NOTES: 36x36 CB CB 577 Rim: 116.05 ft Invert: 110.21 ft HGL (In): 112.01 ft HGL (Out): 112.00 ft Inlet: SLO City Curb Inlet Gutter Depth: 2.2 in Gutter Spread: 4.54 ft Headloss: 0.00 ft Total Intercepted Flow: 0.59 cfs Bypass Flow: 0.08 cfs NOTES: SLO 36 DI CB 576 Rim: 116.05 ft Invert: 109.65 ft HGL (In): 112.00 ft HGL (Out): 112.00 ft Inlet: SLO City Curb Inlet Gutter Depth: 1.5 in Gutter Spread: 1.47 ft Headloss: 0.00 ft Total Intercepted Flow: 0.19 cfs Bypass Flow: 0.00 cfs NOTES: SLO 36 DI Pipe - (384): 18.0 in Length: 3.77 ft S: 4.98 % Up. Invert: 109.65 ft Down. Invert: 109.47 ft HGL (In): 112.00 ft HGL (Out): 112.00 ft Vel (In): 0.11 ft/s Vel (Out): 0.11 ft/s Q: 0.19 cfs Pipe - (385): 18.0 in Length: 29.75 ft S: 2.50 % Up. Invert: 110.21 ft Down. Invert: 109.47 ft HGL (In): 112.00 ft HGL (Out): 112.01 ft Vel (In): 0.61 ft/s Vel (Out): 0.61 ft/s Q: 1.08 cfs Pipe - (386): 18.0 in Length: 14.30 ft S: 2.50 % Up. Invert: 110.67 ft Down. Invert: 110.31 ft HGL (In): 112.01 ft HGL (Out): 112.01 ft Vel (In): 0.30 ft/s Vel (Out): 0.28 ft/s Q: 0.49 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/24/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - H_PH5 - CB 522, CB 576 to MH 743 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 10 Year Storm 105.00 110.00 115.00 120.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 Station (ft) El e v a t i o n ( f t ) PH5 - CB 523 to O-307 (Outlet H) MH 746 Rim: 117.45 ft Invert: 110.67 ft HGL (In): 111.51 ft HGL (Out): 111.29 ft Bolted Cover: False Notes: 48" SD MH MH 745 Rim: 118.78 ft Invert: 112.10 ft HGL (In): 112.56 ft HGL (Out): 112.46 ft Bolted Cover: False Notes: 48" SD MH MH 785 Rim: 115.75 ft Invert: 108.98 ft HGL (In): 111.06 ft HGL (Out): 111.02 ft Bolted Cover: False Notes: 48" SD MH MH 786 Rim: 116.02 ft Invert: 109.29 ft HGL (In): 111.08 ft HGL (Out): 111.06 ft Bolted Cover: False Notes: CB 523 Rim: 119.45 ft Invert: 112.70 ft HGL (In): 112.87 ft HGL (Out): 112.87 ft Inlet: 36"x36" Grate Inlet Gutter Depth: 0.0 in Gutter Spread: 0.00 ft Headloss: 0.00 ft Total Intercepted Flow: 0.00 cfs Bypass Flow: 0.00 cfs NOTES: 36x36 CB CB 575 Rim: 114.68 ft Invert: 108.29 ft HGL (In): 110.98 ft HGL (Out): 110.18 ft Inlet: SLO City Curb Inlet Gutter Depth: 6.7 in Gutter Spread: 4.38 ft Headloss: 0.80 ft Total Intercepted Flow: 0.86 cfs Bypass Flow: 0.00 cfs NOTES: SLO 129 DI CB 616 Rim: 118.54 ft Invert: 112.45 ft HGL (In): 112.87 ft HGL (Out): 112.81 ft Inlet: SLO City Curb Inlet Gutter Depth: 2.8 in Gutter Spread: 6.81 ft Headloss: 0.06 ft Total Intercepted Flow: 0.92 cfs Bypass Flow: 0.53 cfs NOTES: SLO 36 DI O-307 (OUT-H) Rim: 111.09 ft Invert: 108.09 ft Tailwater Elev.: 110.00 ft Q: 33.49 cfs Notes: 36 CMP Flared End Section Pipe - (383): 36.0 in Length: 40.50 ft S: 0.50 % Up. Invert: 108.29 ft Down. Invert: 108.09 ft HGL (In): 110.18 ft HGL (Out): 110.78 ft Vel (In): 7.20 ft/s Vel (Out): 7.08 ft/s Q: 33.60 cfs Pipe - (388): 18.0 in Length: 133.23 ft S: 1.00 % Up. Invert: 112.10 ft Down. Invert: 110.77 ft HGL (In): 112.46 ft HGL (Out): 111.53 ft Vel (In): 2.85 ft/s Vel (Out): 1.04 ft/s Q: 0.92 cfs Pipe - (387): 18.0 in Length: 14.78 ft S: 1.01 % Up. Invert: 112.70 ft Down. Invert: 112.55 ft HGL (In): 112.87 ft HGL (Out): 112.87 ft Vel (In): 0.00 ft/s Vel (Out): 0.00 ft/s Q: 0.00 cfs Pipe - (387) (1): 18.0 in Length: 30.22 ft S: 0.50 % Up. Invert: 112.45 ft Down. Invert: 112.30 ft HGL (In): 112.81 ft HGL (Out): 112.79 ft Vel (In): 2.85 ft/s Vel (Out): 3.03 ft/s Q: 0.92 cfs Pipe - (390) + (389) (1): 24.0 in Length: 78.16 ft S: 0.75 % Up. Invert: 108.98 ft Down. Invert: 108.39 ft HGL (In): 111.02 ft HGL (Out): 111.03 ft Vel (In): 1.84 ft/s Vel (Out): 1.84 ft/s Q: 5.77 cfs Pipe - (389) (2): 24.0 in Length: 26.54 ft S: 0.79 % Up. Invert: 109.29 ft Down. Invert: 109.08 ft HGL (In): 111.06 ft HGL (Out): 111.09 ft Vel (In): 1.49 ft/s Vel (Out): 1.40 ft/s Q: 4.39 cfs Pipe - (389): 24.0 in Length: 139.50 ft S: 0.92 % Up. Invert: 110.67 ft Down. Invert: 109.39 ft HGL (In): 111.29 ft HGL (Out): 111.10 ft Vel (In): 3.80 ft/s Vel (Out): 1.12 ft/s Q: 3.17 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/24/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - H_PH5 - CB 523 to O-307 (Outlet H) (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 10 Year Storm 105.00 110.00 115.00 120.00 -0+50 0+00 0+50 1+00 Station (ft) El e v a t i o n ( f t ) PH5 - CB 548 to O-307 (Outlet H) CB 575 Rim: 114.68 ft Invert: 108.29 ft HGL (In): 110.98 ft HGL (Out): 110.18 ft Inlet: SLO City Curb Inlet Gutter Depth: 6.7 in Gutter Spread: 4.38 ft Headloss: 0.80 ft Total Intercepted Flow: 0.86 cfs Bypass Flow: 0.00 cfs NOTES: SLO 129 DI CB 548 Rim: 114.84 ft Invert: 108.73 ft HGL (In): 110.99 ft HGL (Out): 110.98 ft Inlet: SLO City Curb Inlet Gutter Depth: 6.8 in Gutter Spread: 5.02 ft Headloss: 0.00 ft Total Intercepted Flow: 1.05 cfs Bypass Flow: 0.00 cfs NOTES: SLO 129 DI O-307 (OUT-H) Rim: 111.09 ft Invert: 108.09 ft Tailwater Elev.: 110.00 ft Q: 33.49 cfs Notes: 36 CMP Flared End Section Pipe - (383): 36.0 in Length: 40.50 ft S: 0.50 % Up. Invert: 108.29 ft Down. Invert: 108.09 ft HGL (In): 110.18 ft HGL (Out): 110.78 ft Vel (In): 7.20 ft/s Vel (Out): 7.08 ft/s Q: 33.60 cfs Pipe - (433): 18.0 in Length: 31.09 ft S: 0.76 % Up. Invert: 108.73 ft Down. Invert: 108.49 ft HGL (In): 110.98 ft HGL (Out): 110.99 ft Vel (In): 0.59 ft/s Vel (Out): 0.59 ft/s Q: 1.05 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/24/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - H_PH5 - CB 548 to O-307 (Outlet H) (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 10 Year Storm 110.00 115.00 120.00 -0+50 0+00 0+50 Station (ft) El e v a t i o n ( f t ) PH5 - CB 570, CB 571 to MH 726 MH 726 Rim: 119.16 ft Invert: 112.65 ft HGL (In): 114.47 ft HGL (Out): 113.95 ft Bolted Cover: False Notes: 48" SD MH CB 571 Rim: 118.75 ft Invert: 114.50 ft HGL (In): 114.93 ft HGL (Out): 114.86 ft Inlet: SLO City Curb Inlet Gutter Depth: 6.8 in Gutter Spread: 4.64 ft Headloss: 0.06 ft Total Intercepted Flow: 0.93 cfs Bypass Flow: 0.00 cfs NOTES: SLO 129 DI CB 570 Rim: 118.82 ft Invert: 112.95 ft HGL (In): 114.47 ft HGL (Out): 114.47 ft Inlet: SLO City Curb Inlet Gutter Depth: 6.6 in Gutter Spread: 4.18 ft Headloss: 0.00 ft Total Intercepted Flow: 0.60 cfs Bypass Flow: 0.00 cfs NOTES: SLO 87 DI Pipe - (350): 18.0 in Length: 33.20 ft S: 4.99 % Up. Invert: 114.50 ft Down. Invert: 112.85 ft HGL (In): 114.86 ft HGL (Out): 114.47 ft Vel (In): 2.86 ft/s Vel (Out): 0.53 ft/s Q: 0.93 cfs Pipe - (349): 18.0 in Length: 2.16 ft S: 5.01 % Up. Invert: 112.95 ft Down. Invert: 112.85 ft HGL (In): 114.47 ft HGL (Out): 114.47 ft Vel (In): 0.34 ft/s Vel (Out): 0.34 ft/s Q: 0.60 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/24/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - H_PH5 - CB 570, CB 571 to MH 726 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 10 Year Storm 105.00 110.00 115.00 120.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 Station (ft) El e v a t i o n ( f t ) PH5 - CB 574 to MH 757 MH 740 Rim: 115.84 ft Invert: 111.04 ft HGL (In): 112.72 ft HGL (Out): 112.71 ft Bolted Cover: False Notes: 48" SD MH MH 741 Rim: 116.19 ft Invert: 110.66 ft HGL (In): 112.70 ft HGL (Out): 112.66 ft Bolted Cover: False Notes: 48" SD MH MH 742 Rim: 117.27 ft Invert: 109.80 ft HGL (In): 112.58 ft HGL (Out): 112.30 ft Bolted Cover: False Notes: 48" SD MH CB 574 Rim: 114.83 ft Invert: 111.45 ft HGL (In): 112.73 ft HGL (Out): 112.72 ft Inlet: SLO City Curb Inlet Gutter Depth: 7.3 in Gutter Spread: 6.79 ft Headloss: 0.01 ft Total Intercepted Flow: 1.65 cfs Bypass Flow: 0.00 cfs NOTES: SLO 129 DI Pipe - (377): 18.0 in Length: 40.90 ft S: 0.50 % Up. Invert: 111.45 ft Down. Invert: 111.24 ft HGL (In): 112.72 ft HGL (Out): 112.73 ft Vel (In): 1.03 ft/s Vel (Out): 0.94 ft/s Q: 1.65 cfs Pipe - (378): 18.0 in Length: 55.52 ft S: 0.50 % Up. Invert: 111.04 ft Down. Invert: 110.76 ft HGL (In): 112.71 ft HGL (Out): 112.71 ft Vel (In): 0.93 ft/s Vel (Out): 0.93 ft/s Q: 1.64 cfs Pipe - (379): 18.0 in Length: 118.21 ft S: 0.56 % Up. Invert: 110.66 ft Down. Invert: 110.00 ft HGL (In): 112.66 ft HGL (Out): 112.62 ft Vel (In): 1.64 ft/s Vel (Out): 1.64 ft/s Q: 2.89 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/24/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - H_PH5 - CB 574 to MH 757 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 10 Year Storm 110.00 115.00 120.00 -0+50 0+00 0+50 Station (ft) El e v a t i o n ( f t ) PH5 CB 578, CB 579 to MH 741 MH 741 Rim: 116.19 ft Invert: 110.66 ft HGL (In): 112.70 ft HGL (Out): 112.66 ft Bolted Cover: False Notes: 48" SD MH CB 578 Rim: 115.83 ft Invert: 111.26 ft HGL (In): 112.70 ft HGL (Out): 112.70 ft Inlet: SLO City Curb Inlet Gutter Depth: 2.3 in Gutter Spread: 4.95 ft Headloss: 0.00 ft Total Intercepted Flow: 0.65 cfs Bypass Flow: 0.13 cfs NOTES: SLO 36 DI CB 579 Rim: 115.83 ft Invert: 111.39 ft HGL (In): 112.70 ft HGL (Out): 112.70 ft Inlet: SLO City Curb Inlet Gutter Depth: 2.4 in Gutter Spread: 5.39 ft Headloss: 0.00 ft Total Intercepted Flow: 0.71 cfs Bypass Flow: 0.20 cfs NOTES: SLO 36 DI Pipe - (391): 18.0 in Length: 3.75 ft S: 0.50 % Up. Invert: 111.26 ft Down. Invert: 111.24 ft HGL (In): 112.70 ft HGL (Out): 112.70 ft Vel (In): 0.37 ft/s Vel (Out): 0.37 ft/s Q: 0.65 cfs Pipe - (392): 18.0 in Length: 29.75 ft S: 0.50 % Up. Invert: 111.39 ft Down. Invert: 111.24 ft HGL (In): 112.70 ft HGL (Out): 112.70 ft Vel (In): 0.43 ft/s Vel (Out): 0.41 ft/s Q: 0.71 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/24/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - H_PH5 - CB 578, CB 579 to MH 741 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 10 Year Storm 110.00 115.00 120.00 -0+50 0+00 0+50 Station (ft) El e v a t i o n ( f t ) PH5 - CB 581, CB 580 to MH 746 MH 746 Rim: 117.45 ft Invert: 110.67 ft HGL (In): 111.51 ft HGL (Out): 111.29 ft Bolted Cover: False Notes: 48" SD MH CB 580 Rim: 117.09 ft Invert: 111.06 ft HGL (In): 111.51 ft HGL (Out): 111.44 ft Inlet: SLO City Curb Inlet Gutter Depth: 2.7 in Gutter Spread: 6.60 ft Headloss: 0.07 ft Total Intercepted Flow: 1.09 cfs Bypass Flow: 0.26 cfs NOTES: SLO 48 DI CB 581 Rim: 117.09 ft Invert: 111.46 ft HGL (In): 111.95 ft HGL (Out): 111.88 ft Inlet: SLO City Curb Inlet Gutter Depth: 2.9 in Gutter Spread: 7.31 ft Headloss: 0.07 ft Total Intercepted Flow: 1.24 cfs Bypass Flow: 0.45 cfs NOTES: SLO 48 DI Pipe - (397): 18.0 in Length: 29.75 ft S: 2.00 % Up. Invert: 111.46 ft Down. Invert: 110.87 ft HGL (In): 111.88 ft HGL (Out): 111.56 ft Vel (In): 3.09 ft/s Vel (Out): 1.70 ft/s Q: 1.24 cfs Pipe - (396): 18.0 in Length: 3.75 ft S: 4.98 % Up. Invert: 111.06 ft Down. Invert: 110.87 ft HGL (In): 111.44 ft HGL (Out): 111.55 ft Vel (In): 2.99 ft/s Vel (Out): 1.50 ft/s Q: 1.09 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/24/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - H_PH5 - CB 581, CB 580 to MH 746 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 10 Year Storm 110.00 115.00 120.00 125.00 -0+50 0+00 0+50 Station (ft) El e v a t i o n ( f t ) PH5 - CB 600, CB 601 to MH 729 MH 729 Rim: 120.86 ft Invert: 112.56 ft HGL (In): 113.86 ft HGL (Out): 113.86 ft Bolted Cover: False Notes: 48" SD MH CB 600 Rim: 120.48 ft Invert: 112.80 ft HGL (In): 113.86 ft HGL (Out): 113.86 ft Inlet: SLO City Curb Inlet Gutter Depth: 1.7 in Gutter Spread: 2.43 ft Headloss: 0.00 ft Total Intercepted Flow: 0.29 cfs Bypass Flow: 0.00 cfs NOTES: SLO 36 DI CB 601 Rim: 120.49 ft Invert: 113.05 ft HGL (In): 113.86 ft HGL (Out): 113.86 ft Inlet: SLO City Curb Inlet Gutter Depth: 1.0 in Gutter Spread: 4.24 ft Headloss: 0.00 ft Total Intercepted Flow: 0.29 cfs Bypass Flow: 0.01 cfs NOTES: SLO 36 DI Pipe - (652): 18.0 in Length: 4.22 ft S: 1.00 % Up. Invert: 112.80 ft Down. Invert: 112.76 ft HGL (In): 113.86 ft HGL (Out): 113.86 ft Vel (In): 0.22 ft/s Vel (Out): 0.21 ft/s Q: 0.29 cfs Pipe - (627): 18.0 in Length: 29.54 ft S: 1.00 % Up. Invert: 113.05 ft Down. Invert: 112.76 ft HGL (In): 113.86 ft HGL (Out): 113.86 ft Vel (In): 0.30 ft/s Vel (Out): 0.21 ft/s Q: 0.29 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/24/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - H_PH5 - CB 600, CB 601 to MH 729 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 10 Year Storm 110.00 115.00 120.00 125.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 Station (ft) El e v a t i o n ( f t ) PH5 - CB 601 to MH 728 MH 729 Rim: 120.86 ft Invert: 112.56 ft HGL (In): 113.86 ft HGL (Out): 113.86 ft Bolted Cover: False Notes: 48" SD MH MH 728 Rim: 120.63 ft Invert: 111.88 ft HGL (In): 113.85 ft HGL (Out): 113.70 ft Bolted Cover: False Notes: 48" SD MH CB 601 Rim: 120.49 ft Invert: 113.05 ft HGL (In): 113.86 ft HGL (Out): 113.86 ft Inlet: SLO City Curb Inlet Gutter Depth: 1.0 in Gutter Spread: 4.24 ft Headloss: 0.00 ft Total Intercepted Flow: 0.29 cfs Bypass Flow: 0.01 cfs NOTES: SLO 36 DI Pipe - (627): 18.0 in Length: 29.54 ft S: 1.00 % Up. Invert: 113.05 ft Down. Invert: 112.76 ft HGL (In): 113.86 ft HGL (Out): 113.86 ft Vel (In): 0.30 ft/s Vel (Out): 0.21 ft/s Q: 0.29 cfs Pipe - (353) + (354): 18.0 in Length: 222.17 ft S: 0.21 % Up. Invert: 112.56 ft Down. Invert: 112.08 ft HGL (In): 113.86 ft HGL (Out): 113.85 ft Vel (In): 0.36 ft/s Vel (Out): 0.33 ft/s Q: 0.58 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/24/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - H_PH5 - CB 601 to MH 728 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 10 Year Storm 110.00 115.00 120.00 125.00 -0+50 0+00 0+50 Station (ft) El e v a t i o n ( f t ) PH5 - CB 602, CB603 to MH 766 MH 766 Rim: 119.69 ft Invert: 113.18 ft HGL (In): 114.91 ft HGL (Out): 114.42 ft Bolted Cover: False Notes: 48" SD MH CB 602 Rim: 119.32 ft Invert: 113.56 ft HGL (In): 114.91 ft HGL (Out): 114.91 ft Inlet: SLO City Curb Inlet Gutter Depth: 2.5 in Gutter Spread: 5.76 ft Headloss: 0.00 ft Total Intercepted Flow: 0.92 cfs Bypass Flow: 0.11 cfs NOTES: SLO 48 DI CB 603 Rim: 119.37 ft Invert: 113.69 ft HGL (In): 114.91 ft HGL (Out): 114.91 ft Inlet: SLO City Curb Inlet Gutter Depth: 2.5 in Gutter Spread: 5.80 ft Headloss: 0.00 ft Total Intercepted Flow: 1.04 cfs Bypass Flow: 0.00 cfs NOTES: SLO 66 DI Pipe - (629): 18.0 in Length: 30.21 ft S: 1.00 % Up. Invert: 113.69 ft Down. Invert: 113.38 ft HGL (In): 114.91 ft HGL (Out): 114.91 ft Vel (In): 0.67 ft/s Vel (Out): 0.59 ft/s Q: 1.04 cfs Pipe - (628): 18.0 in Length: 3.54 ft S: 5.00 % Up. Invert: 113.56 ft Down. Invert: 113.38 ft HGL (In): 114.91 ft HGL (Out): 114.91 ft Vel (In): 0.55 ft/s Vel (Out): 0.52 ft/s Q: 0.92 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/24/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - H_PH5 - CB 602, CB603 to MH 766 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 10 Year Storm 110.00 115.00 120.00 -0+50 0+00 0+50 Station (ft) El e v a t i o n ( f t ) PH5 - CB 614, CB 615 to MH 770 MH 770 Rim: 118.14 ft Invert: 110.37 ft HGL (In): 113.24 ft HGL (Out): 112.98 ft Bolted Cover: False Notes: 48" SD MH CB 615 Rim: 117.79 ft Invert: 111.97 ft HGL (In): 113.24 ft HGL (Out): 113.24 ft Inlet: SLO City Curb Inlet Gutter Depth: 2.6 in Gutter Spread: 5.98 ft Headloss: 0.00 ft Total Intercepted Flow: 0.80 cfs Bypass Flow: 0.31 cfs NOTES: SLO 36 DI CB 614 Rim: 117.79 ft Invert: 110.63 ft HGL (In): 113.24 ft HGL (Out): 113.24 ft Inlet: SLO City Curb Inlet Gutter Depth: 2.3 in Gutter Spread: 4.91 ft Headloss: 0.00 ft Total Intercepted Flow: 0.64 cfs Bypass Flow: 0.13 cfs NOTES: SLO 36 DI Pipe - (642): 18.0 in Length: 30.06 ft S: 4.99 % Up. Invert: 111.97 ft Down. Invert: 110.47 ft HGL (In): 113.24 ft HGL (Out): 113.24 ft Vel (In): 0.50 ft/s Vel (Out): 0.45 ft/s Q: 0.80 cfs Pipe - (641): 18.0 in Length: 3.07 ft S: 4.99 % Up. Invert: 110.63 ft Down. Invert: 110.47 ft HGL (In): 113.24 ft HGL (Out): 113.24 ft Vel (In): 0.36 ft/s Vel (Out): 0.36 ft/s Q: 0.64 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/24/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - H_PH5 - CB 614, CB 615 to MH 770 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 10 Year Storm 105.00 110.00 115.00 120.00 -0+50 0+00 0+50 Station (ft) El e v a t i o n ( f t ) PH5 - CB 627 to MH 785 MH 785 Rim: 115.75 ft Invert: 108.98 ft HGL (In): 111.06 ft HGL (Out): 111.02 ft Bolted Cover: False Notes: 48" SD MH CB 627 Rim: 115.36 ft Invert: 109.34 ft HGL (In): 111.06 ft HGL (Out): 111.06 ft Inlet: SLO City Curb Inlet Gutter Depth: 2.8 in Gutter Spread: 6.97 ft Headloss: 0.01 ft Total Intercepted Flow: 1.46 cfs Bypass Flow: 0.06 cfs NOTES: SLO 72 DI Pipe - (748): 18.0 in Length: 3.20 ft S: 5.00 % Up. Invert: 109.34 ft Down. Invert: 109.18 ft HGL (In): 111.06 ft HGL (Out): 111.07 ft Vel (In): 0.83 ft/s Vel (Out): 0.83 ft/s Q: 1.46 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/24/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - H_PH5 - CB 627 to MH 785 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 10 Year Storm 105.00 110.00 115.00 120.00 -0+50 0+00 0+50 Station (ft) El e v a t i o n ( f t ) PH5 - CB 628 to MH 786 MH 786 Rim: 116.02 ft Invert: 109.29 ft HGL (In): 111.08 ft HGL (Out): 111.06 ft Bolted Cover: False Notes: CB 628 Rim: 115.66 ft Invert: 109.78 ft HGL (In): 111.09 ft HGL (Out): 111.09 ft Inlet: SLO City Curb Inlet Gutter Depth: 2.7 in Gutter Spread: 6.56 ft Headloss: 0.01 ft Total Intercepted Flow: 1.32 cfs Bypass Flow: 0.02 cfs NOTES: SLO 72 DI Pipe - (749): 18.0 in Length: 29.19 ft S: 0.99 % Up. Invert: 109.78 ft Down. Invert: 109.49 ft HGL (In): 111.09 ft HGL (Out): 111.09 ft Vel (In): 0.81 ft/s Vel (Out): 0.75 ft/s Q: 1.32 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/24/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - H_PH5 - CB 628 to MH 786 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 10 Year Storm 110.00 115.00 120.00 -0+50 0+00 0+50 1+00 Station (ft) El e v a t i o n ( f t ) PH5 - Future H-22 (Comm. North), Future H-23 (Comm. South) to MH 747 MH 747 Rim: 118.78 ft Invert: 110.80 ft HGL (In): 113.58 ft HGL (Out): 113.35 ft Bolted Cover: False Notes: 48" SD MH H-23 Top: 117.49 ft Invert: 112.26 ft HGL (In): 113.62 ft HGL (Out): 113.60 ft Notes: Full Capture Inlet/ Stub for Future Flows H-22 Top: 117.00 ft Invert: 111.14 ft HGL (In): 113.61 ft HGL (Out): 113.59 ft Notes: Full Capture Inlet/ Stub for Future Flows Pipe - (395): 18.0 in Length: 21.93 ft S: 1.00 % Up. Invert: 111.22 ft Down. Invert: 111.00 ft HGL (In): 113.59 ft HGL (Out): 113.61 ft Vel (In): 1.41 ft/s Vel (Out): 1.41 ft/s Q: 2.49 cfs Pipe - (394): 18.0 in Length: 63.28 ft S: 2.00 % Up. Invert: 112.26 ft Down. Invert: 111.00 ft HGL (In): 113.60 ft HGL (Out): 113.61 ft Vel (In): 1.35 ft/s Vel (Out): 1.27 ft/s Q: 2.24 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/24/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - H_PH5 - Future H-22 (Comm. North), Future H-23 (Comm. South) to MH 747 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 10 Year Storm 110.00 115.00 120.00 125.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 Station (ft) El e v a t i o n ( f t ) PH5 - Future H-28 to MH 757 MH 770 Rim: 118.14 ft Invert: 110.37 ft HGL (In): 113.24 ft HGL (Out): 112.98 ft Bolted Cover: False Notes: 48" SD MH MH 757 Rim: 117.53 ft Invert: 110.04 ft HGL (In): 112.89 ft HGL (Out): 112.66 ft Bolted Cover: False Notes: 48" SD MH MH 766 Rim: 119.69 ft Invert: 113.18 ft HGL (In): 114.91 ft HGL (Out): 114.42 ft Bolted Cover: False Notes: 48" SD MH MH 747 Rim: 118.78 ft Invert: 110.80 ft HGL (In): 113.58 ft HGL (Out): 113.35 ft Bolted Cover: False Notes: 48" SD MH MH 726 Rim: 119.16 ft Invert: 112.65 ft HGL (In): 114.47 ft HGL (Out): 113.95 ft Bolted Cover: False Notes: 48" SD MH MH 727 Rim: 120.16 ft Invert: 113.50 ft HGL (In): 115.11 ft HGL (Out): 114.89 ft Bolted Cover: False Notes: 48" SD MH MH 728 Rim: 120.63 ft Invert: 111.88 ft HGL (In): 113.85 ft HGL (Out): 113.70 ft Bolted Cover: False Notes: 48" SD MH H-28 Top: 120.45 ft Invert: 113.80 ft HGL (In): 115.34 ft HGL (Out): 115.12 ft Notes: Full Capture Inlet/ Stub for Future Flows Pipe - (630): 24.0 in Length: 20.23 ft S: 0.49 % Up. Invert: 113.80 ft Down. Invert: 113.70 ft HGL (In): 115.12 ft HGL (Out): 115.49 ft Vel (In): 5.33 ft/s Vel (Out): 4.95 ft/s Q: 11.70 cfs Pipe - (575): 30.0 in Length: 196.80 ft S: 0.50 % Up. Invert: 111.88 ft Down. Invert: 110.90 ft HGL (In): 113.70 ft HGL (Out): 113.72 ft Vel (In): 3.83 ft/s Vel (Out): 2.99 ft/s Q: 14.70 cfs Pipe - (352): 30.0 in Length: 132.90 ft S: 0.50 % Up. Invert: 112.65 ft Down. Invert: 111.98 ft HGL (In): 113.95 ft HGL (Out): 114.08 ft Vel (In): 5.78 ft/s Vel (Out): 3.80 ft/s Q: 14.98 cfs Pipe - (351): 30.0 in Length: 87.68 ft S: 0.50 % Up. Invert: 113.18 ft Down. Invert: 112.75 ft HGL (In): 114.42 ft HGL (Out): 114.69 ft Vel (In): 5.59 ft/s Vel (Out): 3.76 ft/s Q: 13.58 cfs Pipe - (351) (1): 30.0 in Length: 43.19 ft S: 0.50 % Up. Invert: 113.50 ft Down. Invert: 113.28 ft HGL (In): 114.89 ft HGL (Out): 115.09 ft Vel (In): 4.16 ft/s Vel (Out): 3.46 ft/s Q: 11.68 cfs Pipe - (393) (1): 30.0 in Length: 46.54 ft S: 0.50 % Up. Invert: 110.37 ft Down. Invert: 110.14 ft HGL (In): 112.98 ft HGL (Out): 113.14 ft Vel (In): 4.05 ft/s Vel (Out): 4.05 ft/s Q: 19.86 cfs Pipe - (393) (1) (1): 30.0 in Length: 64.90 ft S: 0.50 % Up. Invert: 110.80 ft Down. Invert: 110.47 ft HGL (In): 113.35 ft HGL (Out): 113.46 ft Vel (In): 3.82 ft/s Vel (Out): 3.82 ft/s Q: 18.75 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/24/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - H_PH5 - Future H-28 to MH 757 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 10 Year Storm 105.00 110.00 115.00 120.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 Station (ft) El e v a t i o n ( f t ) PH5 - MH 757 to O-307 (Outlet H) MH 743 Rim: 116.42 ft Invert: 109.27 ft HGL (In): 112.00 ft HGL (Out): 111.46 ft Bolted Cover: False Notes: 48" SD MH MH 742 Rim: 117.27 ft Invert: 109.80 ft HGL (In): 112.58 ft HGL (Out): 112.30 ft Bolted Cover: False Notes: 48" SD MH MH 757 Rim: 117.53 ft Invert: 110.04 ft HGL (In): 112.89 ft HGL (Out): 112.66 ft Bolted Cover: False Notes: 48" SD MH MH 744 Rim: 115.34 ft Invert: 108.62 ft HGL (In): 111.17 ft HGL (Out): 110.99 ft Bolted Cover: False Notes: 48" SD MH CB 575 Rim: 114.68 ft Invert: 108.29 ft HGL (In): 110.98 ft HGL (Out): 110.18 ft Inlet: SLO City Curb Inlet Gutter Depth: 6.7 in Gutter Spread: 4.38 ft Headloss: 0.80 ft Total Intercepted Flow: 0.86 cfs Bypass Flow: 0.00 cfs NOTES: SLO 129 DI O-307 (OUT-H) Rim: 111.09 ft Invert: 108.09 ft Tailwater Elev.: 110.00 ft Q: 33.49 cfs Notes: 36 CMP Flared End Section Pipe - (383): 36.0 in Length: 40.50 ft S: 0.50 % Up. Invert: 108.29 ft Down. Invert: 108.09 ft HGL (In): 110.18 ft HGL (Out): 110.78 ft Vel (In): 7.20 ft/s Vel (Out): 7.08 ft/s Q: 33.60 cfs Pipe - (382): 36.0 in Length: 39.08 ft S: 0.58 % Up. Invert: 108.62 ft Down. Invert: 108.39 ft HGL (In): 110.99 ft HGL (Out): 111.25 ft Vel (In): 4.47 ft/s Vel (Out): 4.12 ft/s Q: 26.73 cfs Pipe - (381): 30.0 in Length: 108.54 ft S: 0.50 % Up. Invert: 109.27 ft Down. Invert: 108.72 ft HGL (In): 111.46 ft HGL (Out): 111.65 ft Vel (In): 5.92 ft/s Vel (Out): 5.52 ft/s Q: 26.98 cfs Pipe - (380): 30.0 in Length: 86.38 ft S: 0.50 % Up. Invert: 109.80 ft Down. Invert: 109.37 ft HGL (In): 112.30 ft HGL (Out): 112.44 ft Vel (In): 5.31 ft/s Vel (Out): 5.31 ft/s Q: 26.04 cfs Pipe - (393): 30.0 in Length: 28.57 ft S: 0.50 % Up. Invert: 110.04 ft Down. Invert: 109.90 ft HGL (In): 112.66 ft HGL (Out): 112.93 ft Vel (In): 4.77 ft/s Vel (Out): 4.77 ft/s Q: 23.43 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/24/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - H_PH5 - MH 757 to O-307 (Outlet H) (Avila Ranch Drainage Model_2.stsw) WATERSHED I STORM DRAIN NETWORK 10-YEAR STORM Active Scenario: Phases 2-6 --- 10 Year Storm 100.00 105.00 110.00 115.00 120.00 -0+50 0+00 0+50 1+00 Station (ft) El e v a t i o n ( f t ) CB 11 to CB 618 CB 618 Rim: 114.52 ft Invert: 104.17 ft HGL (In): 106.82 ft HGL (Out): 106.48 ft Inlet: SLO City Curb Inlet Gutter Depth: 6.8 in Gutter Spread: 4.77 ft Headloss: 0.35 ft Total Intercepted Flow: 0.65 cfs Bypass Flow: 0.00 cfs NOTES: SLO 60 DI CB 11 Rim: 112.00 ft Invert: 106.30 ft HGL (In): 107.20 ft HGL (Out): 107.06 ft Inlet: 36"x36" Grate Inlet Gutter Depth: 7.2 in Gutter Spread: 4.82 ft Headloss: 0.14 ft Total Intercepted Flow: 4.58 cfs Bypass Flow: 0.00 cfs NOTES: SLOCo D-2a Riser Pipe - (4): 24.0 in Length: 75.25 ft S: 2.57 % Up. Invert: 106.30 ft Down. Invert: 104.37 ft HGL (In): 107.06 ft HGL (Out): 106.86 ft Vel (In): 4.24 ft/s Vel (Out): 1.46 ft/s Q: 4.58 cfs WG Project Engineer: Rachel Hawthorne, Zac Powell Avila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 4/25/2023 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - I_PH5 - CB 11 to CB 618 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 10 Year Storm 100.00 105.00 110.00 115.00 120.00 125.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 7+50 8+00 Station (ft) El e v a t i o n ( f t ) PH5 - CB 503 to MH 778 MH 778 Rim: 114.91 ft Invert: 103.91 ft HGL (In): 106.41 ft HGL (Out): 105.97 ft Bolted Cover: False Notes: 48" SD MH MH 734 Rim: 117.43 ft Invert: 108.35 ft HGL (In): 110.15 ft HGL (Out): 109.74 ft Bolted Cover: False Notes: 48" SD MH MH 735 Rim: 117.83 ft Invert: 109.34 ft HGL (In): 110.72 ft HGL (Out): 110.33 ft Bolted Cover: False Notes: 48" SD MH MH 733 Rim: 121.61 ft Invert: 111.42 ft HGL (In): 112.59 ft HGL (Out): 112.32 ft Bolted Cover: False Notes: 48" SD MH CB 503 Top: 117.80 ft Invert: 113.56 ft HGL (In): 114.75 ft HGL (Out): 114.54 ft Notes: Full Capture Inlet/ Stub for Future Flows Pipe - (366) (1): 24.0 in Length: 29.63 ft S: 3.00 % Up. Invert: 109.34 ft Down. Invert: 108.45 ft HGL (In): 110.33 ft HGL (Out): 110.27 ft Vel (In): 5.01 ft/s Vel (Out): 2.75 ft/s Q: 7.84 cfs Pipe - (423): 18.0 in Length: 64.67 ft S: 2.99 % Up. Invert: 113.56 ft Down. Invert: 111.62 ft HGL (In): 114.54 ft HGL (Out): 113.67 ft Vel (In): 5.27 ft/s Vel (Out): 9.61 ft/s Q: 6.47 cfs Pipe - (363) + (365) + (366): 24.0 in Length: 394.64 ft S: 0.50 % Up. Invert: 111.42 ft Down. Invert: 109.44 ft HGL (In): 112.32 ft HGL (Out): 110.87 ft Vel (In): 4.71 ft/s Vel (Out): 3.02 ft/s Q: 6.45 cfs Pipe - (367) + (368): 24.0 in Length: 275.88 ft S: 1.54 % Up. Invert: 108.35 ft Down. Invert: 104.11 ft HGL (In): 109.74 ft HGL (Out): 106.76 ft Vel (In): 6.38 ft/s Vel (Out): 4.74 ft/s Q: 14.89 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 4/25/2023 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - I_PH5 - CB 503 to MH 778 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 10 Year Storm 110.00 115.00 120.00 125.00 -0+50 0+00 0+50 1+00 1+50 2+00 Station (ft) El e v a t i o n ( f t ) PH5 - CB 506 to MH 737 MH 737 Rim: 119.02 ft Invert: 112.12 ft HGL (In): 113.15 ft HGL (Out): 112.94 ft Bolted Cover: False Notes: 48" SD MH CB 506 Rim: 120.93 ft Invert: 114.41 ft HGL (In): 114.84 ft HGL (Out): 114.77 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 2.0 in Gutter Spread: 4.90 ft Headloss: 0.07 ft Total Intercepted Flow: 0.74 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 501 Rim: 119.29 ft Invert: 112.80 ft HGL (In): 113.52 ft HGL (Out): 113.41 ft Inlet: 24"x24" Grate Inlet Gutter Depth: 2.1 in Gutter Spread: 4.06 ft Headloss: 0.11 ft Total Intercepted Flow: 0.69 cfs Bypass Flow: 0.00 cfs NOTES: 24x24 CB CB 505 Rim: 119.93 ft Invert: 113.33 ft HGL (In): 114.04 ft HGL (Out): 113.92 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 2.3 in Gutter Spread: 6.22 ft Headloss: 0.12 ft Total Intercepted Flow: 1.19 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB Pipe - (743): 12.0 in Length: 43.09 ft S: 1.00 % Up. Invert: 113.33 ft Down. Invert: 112.90 ft HGL (In): 113.92 ft HGL (Out): 113.74 ft Vel (In): 3.96 ft/s Vel (Out): 3.71 ft/s Q: 1.91 cfs Pipe - (590): 18.0 in Length: 23.07 ft S: 1.00 % Up. Invert: 112.80 ft Down. Invert: 112.57 ft HGL (In): 113.41 ft HGL (Out): 113.46 ft Vel (In): 3.83 ft/s Vel (Out): 5.02 ft/s Q: 2.57 cfs Pipe - (744): 12.0 in Length: 98.00 ft S: 1.00 % Up. Invert: 114.41 ft Down. Invert: 113.43 ft HGL (In): 114.77 ft HGL (Out): 114.07 ft Vel (In): 2.92 ft/s Vel (Out): 1.47 ft/s Q: 0.74 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 4/25/2023 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - I_PH5 - CB 506 to MH 737 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 10 Year Storm 110.00 115.00 120.00 -0+50 0+00 0+50 1+00 Station (ft) El e v a t i o n ( f t ) CB 521, CB 617 to CB 619 CB 617 Rim: 117.49 ft Invert: 112.36 ft HGL (In): 112.83 ft HGL (Out): 112.76 ft Inlet: SLO City Curb Inlet Gutter Depth: 2.6 in Gutter Spread: 6.04 ft Headloss: 0.07 ft Total Intercepted Flow: 1.13 cfs Bypass Flow: 0.00 cfs NOTES: SLO 72 DI CB 619 Rim: 117.47 ft Invert: 110.36 ft HGL (In): 111.87 ft HGL (Out): 111.40 ft Inlet: SLO City Curb Inlet Gutter Depth: 2.0 in Gutter Spread: 3.44 ft Headloss: 0.47 ft Total Intercepted Flow: 0.44 cfs Bypass Flow: 0.00 cfs NOTES: SLO 36 DI CB 521 Rim: 118.46 ft Invert: 110.75 ft HGL (In): 111.88 ft HGL (Out): 111.87 ft Inlet: 36"x36" Grate Inlet Gutter Depth: 4.1 in Gutter Spread: 3.40 ft Headloss: 0.01 ft Total Intercepted Flow: 1.19 cfs Bypass Flow: 0.00 cfs NOTES: 36x36 CB Pipe - (374): 18.0 in Length: 18.86 ft S: 1.00 % Up. Invert: 110.75 ft Down. Invert: 110.56 ft HGL (In): 111.87 ft HGL (Out): 111.88 ft Vel (In): 0.84 ft/s Vel (Out): 0.73 ft/s Q: 1.19 cfs Pipe - (643): 18.0 in Length: 36.11 ft S: 4.98 % Up. Invert: 112.36 ft Down. Invert: 110.56 ft HGL (In): 112.76 ft HGL (Out): 111.88 ft Vel (In): 3.02 ft/s Vel (Out): 0.69 ft/s Q: 1.13 cfs WG Project Engineer: Rachel Hawthorne, Zac Powell Avila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 4/25/2023 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - I_PH5 - CB 521, CB 617 to CB 619 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 10 Year Storm 100.00 105.00 110.00 115.00 120.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 Station (ft) El e v a t i o n ( f t ) PH5 - CB 525 to MH 780 MH 780 Rim: 113.63 ft Invert: 102.39 ft HGL (In): 105.13 ft HGL (Out): 104.94 ft Bolted Cover: False Notes: 60" SD MH MH 778 Rim: 114.91 ft Invert: 103.91 ft HGL (In): 106.41 ft HGL (Out): 105.97 ft Bolted Cover: False Notes: 48" SD MH CB 618 Rim: 114.52 ft Invert: 104.17 ft HGL (In): 106.82 ft HGL (Out): 106.48 ft Inlet: SLO City Curb Inlet Gutter Depth: 6.8 in Gutter Spread: 4.77 ft Headloss: 0.35 ft Total Intercepted Flow: 0.65 cfs Bypass Flow: 0.00 cfs NOTES: SLO 60 DI CB 596 Rim: 114.49 ft Invert: 103.78 ft HGL (In): 105.97 ft HGL (Out): 105.63 ft Inlet: SLO City Curb Inlet Gutter Depth: 6.8 in Gutter Spread: 4.94 ft Headloss: 0.35 ft Total Intercepted Flow: 0.69 cfs Bypass Flow: 0.00 cfs NOTES: SLO 60 DI CB 525 Rim: 113.00 ft Invert: 104.62 ft HGL (In): 107.09 ft HGL (Out): 106.91 ft Inlet: 36"x36" Grate Inlet Gutter Depth: 15.1 in Gutter Spread: 10.07 ft Headloss: 0.18 ft Total Intercepted Flow: 22.43 cfs Bypass Flow: 0.00 cfs NOTES: SLOCo D-2a Riser Pipe - (420): 42.0 in Length: 388.20 ft S: 0.33 % Up. Invert: 103.78 ft Down. Invert: 102.49 ft HGL (In): 105.63 ft HGL (Out): 105.43 ft Vel (In): 6.69 ft/s Vel (Out): 4.42 ft/s Q: 34.46 cfs Pipe - (438): 30.0 in Length: 32.07 ft S: 0.50 % Up. Invert: 104.17 ft Down. Invert: 104.01 ft HGL (In): 106.48 ft HGL (Out): 106.82 ft Vel (In): 5.28 ft/s Vel (Out): 5.17 ft/s Q: 25.01 cfs Pipe - (420) (1): 36.0 in Length: 6.63 ft S: 0.50 % Up. Invert: 103.91 ft Down. Invert: 103.88 ft HGL (In): 105.97 ft HGL (Out): 106.62 ft Vel (In): 6.59 ft/s Vel (Out): 6.46 ft/s Q: 34.07 cfs Pipe - (438) (1): 30.0 in Length: 49.33 ft S: 0.50 % Up. Invert: 104.62 ft Down. Invert: 104.37 ft HGL (In): 106.91 ft HGL (Out): 107.15 ft Vel (In): 4.76 ft/s Vel (Out): 4.59 ft/s Q: 22.43 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 4/25/2023 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - I_PH5 - CB 525 to MH 780 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 10 Year Storm 110.00 115.00 120.00 -0+50 0+00 0+50 Station (ft) El e v a t i o n ( f t ) PH5 - CB 549, CB 550 to MH 736 MH 736 Rim: 119.32 ft Invert: 112.49 ft HGL (In): 113.22 ft HGL (Out): 113.09 ft Bolted Cover: False Notes: 48" SD MH CB 550 Rim: 118.96 ft Invert: 112.99 ft HGL (In): 113.55 ft HGL (Out): 113.46 ft Inlet: SLO City Curb Inlet Gutter Depth: 2.9 in Gutter Spread: 7.17 ft Headloss: 0.09 ft Total Intercepted Flow: 1.61 cfs Bypass Flow: 0.00 cfs NOTES: SLO 87 DI CB 549 Rim: 118.96 ft Invert: 112.87 ft HGL (In): 113.22 ft HGL (Out): 113.20 ft Inlet: SLO City Curb Inlet Gutter Depth: 2.0 in Gutter Spread: 3.43 ft Headloss: 0.02 ft Total Intercepted Flow: 0.43 cfs Bypass Flow: 0.01 cfs NOTES: SLO 36 DI Pipe - (422): 18.0 in Length: 3.55 ft S: 4.99 % Up. Invert: 112.87 ft Down. Invert: 112.69 ft HGL (In): 113.20 ft HGL (Out): 113.23 ft Vel (In): 1.46 ft/s Vel (Out): 0.76 ft/s Q: 0.43 cfs Pipe - (421): 18.0 in Length: 29.77 ft S: 0.99 % Up. Invert: 112.99 ft Down. Invert: 112.69 ft HGL (In): 113.46 ft HGL (Out): 113.35 ft Vel (In): 3.33 ft/s Vel (Out): 2.85 ft/s Q: 1.61 cfs WG Project Engineer: Rachel Hawthorne, Zac Powell Avila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 4/25/2023 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - I_PH5 - CB 549, CB 550 to MH 736 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 10 Year Storm 105.00 110.00 115.00 120.00 -0+50 0+00 0+50 Station (ft) El e v a t i o n ( f t ) PH5 - CB 572, CB 573 to MH 735 MH 735 Rim: 117.83 ft Invert: 109.34 ft HGL (In): 110.72 ft HGL (Out): 110.33 ft Bolted Cover: False Notes: 48" SD MH CB 573 Rim: 117.48 ft Invert: 110.03 ft HGL (In): 110.72 ft HGL (Out): 110.71 ft Inlet: SLO City Curb Inlet Gutter Depth: 2.4 in Gutter Spread: 5.35 ft Headloss: 0.01 ft Total Intercepted Flow: 0.89 cfs Bypass Flow: 0.00 cfs NOTES: SLO 36 DI CB 572 Rim: 117.48 ft Invert: 109.73 ft HGL (In): 110.73 ft HGL (Out): 110.72 ft Inlet: SLO City Curb Inlet Gutter Depth: 2.4 in Gutter Spread: 5.20 ft Headloss: 0.00 ft Total Intercepted Flow: 0.85 cfs Bypass Flow: 0.00 cfs NOTES: SLO 36 DI Pipe - (371): 18.0 in Length: 29.75 ft S: 1.64 % Up. Invert: 110.03 ft Down. Invert: 109.54 ft HGL (In): 110.71 ft HGL (Out): 110.73 ft Vel (In): 1.13 ft/s Vel (Out): 0.60 ft/s Q: 0.89 cfs Pipe - (370): 18.0 in Length: 3.74 ft S: 4.99 % Up. Invert: 109.73 ft Down. Invert: 109.54 ft HGL (In): 110.72 ft HGL (Out): 110.73 ft Vel (In): 0.68 ft/s Vel (Out): 0.57 ft/s Q: 0.85 cfs WG Project Engineer: Rachel Hawthorne, Zac Powell Avila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 4/25/2023 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - I_PH5 - CB 572, CB 573 to MH 735 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 10 Year Storm 105.00 110.00 115.00 120.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 Station (ft) El e v a t i o n ( f t ) PH5 - MH 736 to MH 734 MH 783 Rim: 118.54 ft Invert: 110.96 ft HGL (In): 111.94 ft HGL (Out): 111.78 ft Bolted Cover: False Notes: 48" SD MH MH 734 Rim: 117.43 ft Invert: 108.35 ft HGL (In): 110.15 ft HGL (Out): 109.74 ft Bolted Cover: False Notes: 48" SD MH MH 737 Rim: 119.02 ft Invert: 112.12 ft HGL (In): 113.15 ft HGL (Out): 112.94 ft Bolted Cover: False Notes: 48" SD MH MH 736 Rim: 119.32 ft Invert: 112.49 ft HGL (In): 113.22 ft HGL (Out): 113.09 ft Bolted Cover: False Notes: 48" SD MH CB 619 Rim: 117.47 ft Invert: 110.36 ft HGL (In): 111.87 ft HGL (Out): 111.40 ft Inlet: SLO City Curb Inlet Gutter Depth: 2.0 in Gutter Spread: 3.44 ft Headloss: 0.47 ft Total Intercepted Flow: 0.44 cfs Bypass Flow: 0.00 cfs NOTES: SLO 36 DI Pipe - (375): 18.0 in Length: 61.85 ft S: 2.93 % Up. Invert: 110.36 ft Down. Invert: 108.55 ft HGL (In): 111.40 ft HGL (Out): 110.41 ft Vel (In): 5.51 ft/s Vel (Out): 4.07 ft/s Q: 7.19 cfs Pipe - (372): 18.0 in Length: 29.08 ft S: 0.93 % Up. Invert: 112.49 ft Down. Invert: 112.22 ft HGL (In): 113.09 ft HGL (Out): 113.20 ft Vel (In): 3.05 ft/s Vel (Out): 1.75 ft/s Q: 2.03 cfs Pipe - (373) (1): 18.0 in Length: 28.96 ft S: 1.72 % Up. Invert: 110.96 ft Down. Invert: 110.46 ft HGL (In): 111.78 ft HGL (Out): 111.98 ft Vel (In): 4.60 ft/s Vel (Out): 2.62 ft/s Q: 4.52 cfs Pipe - (373): 18.0 in Length: 94.72 ft S: 1.01 % Up. Invert: 112.12 ft Down. Invert: 111.16 ft HGL (In): 112.94 ft HGL (Out): 112.40 ft Vel (In): 4.61 ft/s Vel (Out): 6.11 ft/s Q: 4.56 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 4/25/2023 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - I_PH5 - MH 736 to MH 734 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 10 Year Storm 95.00 100.00 105.00 110.00 115.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 7+50 8+00 8+50 9+00 Station (ft) El e v a t i o n ( f t ) PH5 - MH 780 to O-306 (Outlet I) MH 779 Rim: 108.89 ft Invert: 100.98 ft HGL (In): 104.68 ft HGL (Out): 104.59 ft Bolted Cover: False Notes: 60" SD MH MH 780 Rim: 113.63 ft Invert: 102.39 ft HGL (In): 105.13 ft HGL (Out): 104.94 ft Bolted Cover: False Notes: 60" SD MH CB 12 Rim: 106.62 ft Invert: 99.88 ft HGL (In): 104.30 ft HGL (Out): 104.19 ft Inlet: 60"x60" Grate Inlet Gutter Depth: 7.7 in Gutter Spread: 5.16 ft Headloss: 0.11 ft Total Intercepted Flow: 4.35 cfs Bypass Flow: 0.00 cfs NOTES: 60" SLOCo D-2a Riser O-306 (OUT-I) Rim: 102.23 ft Invert: 99.23 ft Tailwater Elev.: 104.00 ft Q: 35.01 cfs Notes: 42 CMP Flared End Section Pipe - (419): 42.0 in Length: 396.24 ft S: 0.33 % Up. Invert: 102.39 ft Down. Invert: 101.08 ft HGL (In): 104.94 ft HGL (Out): 104.88 ft Vel (In): 4.53 ft/s Vel (Out): 3.54 ft/s Q: 34.04 cfs Pipe - (418): 42.0 in Length: 183.98 ft S: 0.35 % Up. Invert: 99.88 ft Down. Invert: 99.23 ft HGL (In): 104.19 ft HGL (Out): 104.21 ft Vel (In): 3.68 ft/s Vel (Out): 3.68 ft/s Q: 35.40 cfs Pipe - (418) (1): 42.0 in Length: 301.94 ft S: 0.33 % Up. Invert: 100.98 ft Down. Invert: 99.98 ft HGL (In): 104.59 ft HGL (Out): 104.49 ft Vel (In): 3.49 ft/s Vel (Out): 3.49 ft/s Q: 33.61 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 4/25/2023 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - I_PH5 - MH 780 to O-306 (Outlet I) (Avila Ranch Drainage Model_2.stsw) WATERSHED J STORM DRAIN NETWORK 10-YEAR STORM Active Scenario: Phases 2-6 --- 10 Year Storm 105.00 110.00 115.00 -0+50 0+00 0+50 Station (ft) El e v a t i o n ( f t ) PH5 - CB 582+CB 620, CB 583 to MH 752 MH 752 Rim: 113.15 ft Invert: 106.43 ft HGL (In): 107.99 ft HGL (Out): 107.54 ft Bolted Cover: False Notes: 48" SD MH CB 583 Rim: 112.78 ft Invert: 107.67 ft HGL (In): 108.41 ft HGL (Out): 108.29 ft Inlet: SLO City Curb Inlet Gutter Depth: 7.5 in Gutter Spread: 7.79 ft Headloss: 0.12 ft Total Intercepted Flow: 2.67 cfs Bypass Flow: 0.00 cfs NOTES: SLO 87 DI + 87 DI CB 582 + 620 Rim: 112.79 ft Invert: 106.82 ft HGL (In): 108.00 ft HGL (Out): 107.98 ft Inlet: SLO City Curb Inlet Gutter Depth: 7.0 in Gutter Spread: 5.83 ft Headloss: 0.01 ft Total Intercepted Flow: 2.57 cfs Bypass Flow: 0.00 cfs NOTES: SLO 129 DI + 129 DI Pipe - (405): 18.0 in Length: 29.79 ft S: 3.50 % Up. Invert: 107.67 ft Down. Invert: 106.63 ft HGL (In): 108.29 ft HGL (Out): 108.03 ft Vel (In): 3.88 ft/s Vel (Out): 1.59 ft/s Q: 2.67 cfs Pipe - (404): 24.0 in Length: 3.75 ft S: 4.98 % Up. Invert: 106.82 ft Down. Invert: 106.63 ft HGL (In): 107.98 ft HGL (Out): 108.01 ft Vel (In): 1.34 ft/s Vel (Out): 1.12 ft/s Q: 2.57 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/24/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - J_PH5 - CB 582+CB 620, CB 583 to MH 752 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 10 Year Storm 105.00 110.00 115.00 -0+50 0+00 0+50 Station (ft) El e v a t i o n ( f t ) PH5 - CB 584 to MH 771 MH 771 Rim: 114.62 ft Invert: 107.92 ft HGL (In): 108.99 ft HGL (Out): 108.77 ft Bolted Cover: False Notes: 48" SD MH CB 584 Rim: 114.26 ft Invert: 108.30 ft HGL (In): 109.00 ft HGL (Out): 108.97 ft Inlet: SLO City Curb Inlet Gutter Depth: 2.8 in Gutter Spread: 6.92 ft Headloss: 0.03 ft Total Intercepted Flow: 1.50 cfs Bypass Flow: 0.00 cfs NOTES: SLO 87 DI Pipe - (406): 18.0 in Length: 3.55 ft S: 4.99 % Up. Invert: 108.30 ft Down. Invert: 108.12 ft HGL (In): 108.97 ft HGL (Out): 109.03 ft Vel (In): 1.96 ft/s Vel (Out): 1.40 ft/s Q: 1.50 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/24/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - J_PH5 - CB 584 to MH 771 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 10 Year Storm 105.00 110.00 115.00 120.00 -0+50 0+00 0+50 Station (ft) El e v a t i o n ( f t ) PH5 - CB 585 to MH 749 MH 749 Rim: 116.11 ft Invert: 109.48 ft HGL (In): 110.37 ft HGL (Out): 110.19 ft Bolted Cover: False Notes: 48" SD MH CB 585 Rim: 115.75 ft Invert: 110.27 ft HGL (In): 110.79 ft HGL (Out): 110.71 ft Inlet: SLO City Curb Inlet Gutter Depth: 2.7 in Gutter Spread: 6.65 ft Headloss: 0.08 ft Total Intercepted Flow: 1.37 cfs Bypass Flow: 0.00 cfs NOTES: SLO 87 DI Pipe - (407): 18.0 in Length: 29.78 ft S: 2.00 % Up. Invert: 110.27 ft Down. Invert: 109.68 ft HGL (In): 110.71 ft HGL (Out): 110.41 ft Vel (In): 3.19 ft/s Vel (Out): 1.73 ft/s Q: 1.37 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/24/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - J_PH5 - CB 585 to MH 749 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 10 Year Storm 110.00 115.00 120.00 -0+50 0+00 0+50 Station (ft) El e v a t i o n ( f t ) PH5 - CB 586, CB 587 to MH 748 MH 748 Rim: 118.52 ft Invert: 111.95 ft HGL (In): 112.70 ft HGL (Out): 112.51 ft Bolted Cover: False Notes: 48" SD MH CB 587 Rim: 118.16 ft Invert: 112.62 ft HGL (In): 113.20 ft HGL (Out): 113.11 ft Inlet: SLO City Curb Inlet Gutter Depth: 2.9 in Gutter Spread: 7.42 ft Headloss: 0.09 ft Total Intercepted Flow: 1.72 cfs Bypass Flow: 0.02 cfs NOTES: SLO 87 DI CB 586 Rim: 118.16 ft Invert: 112.43 ft HGL (In): 112.73 ft HGL (Out): 112.69 ft Inlet: SLO City Curb Inlet Gutter Depth: 2.0 in Gutter Spread: 3.73 ft Headloss: 0.05 ft Total Intercepted Flow: 0.49 cfs Bypass Flow: 0.00 cfs NOTES: SLO 87 DI Pipe - (409): 18.0 in Length: 31.54 ft S: 1.50 % Up. Invert: 112.62 ft Down. Invert: 112.15 ft HGL (In): 113.11 ft HGL (Out): 112.83 ft Vel (In): 3.40 ft/s Vel (Out): 2.94 ft/s Q: 1.72 cfs Pipe - (408): 18.0 in Length: 5.55 ft S: 5.01 % Up. Invert: 112.43 ft Down. Invert: 112.15 ft HGL (In): 112.69 ft HGL (Out): 112.71 ft Vel (In): 2.41 ft/s Vel (Out): 0.84 ft/s Q: 0.49 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/24/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - J_PH5 - CB 586, CB 587 to MH 748 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 10 Year Storm 110.00 115.00 120.00 -0+50 0+00 0+50 Station (ft) El e v a t i o n ( f t ) PH5 - CB 588, CB 589 to MH 739 MH 739 Rim: 118.87 ft Invert: 111.32 ft HGL (In): 112.32 ft HGL (Out): 112.06 ft Bolted Cover: False Notes: 48" SD MH CB 588 Rim: 118.50 ft Invert: 111.58 ft HGL (In): 112.35 ft HGL (Out): 112.31 ft Inlet: SLO City Curb Inlet Gutter Depth: 2.9 in Gutter Spread: 7.48 ft Headloss: 0.03 ft Total Intercepted Flow: 1.75 cfs Bypass Flow: 0.02 cfs NOTES: SLO 87 DI CB 589 Rim: 118.50 ft Invert: 111.84 ft HGL (In): 112.46 ft HGL (Out): 112.37 ft Inlet: SLO City Curb Inlet Gutter Depth: 3.1 in Gutter Spread: 7.99 ft Headloss: 0.10 ft Total Intercepted Flow: 1.97 cfs Bypass Flow: 0.08 cfs NOTES: SLO 87 DI Pipe - (411): 18.0 in Length: 29.54 ft S: 0.94 % Up. Invert: 111.84 ft Down. Invert: 111.56 ft HGL (In): 112.37 ft HGL (Out): 112.39 ft Vel (In): 3.53 ft/s Vel (Out): 2.21 ft/s Q: 1.97 cfs Pipe - (410): 18.0 in Length: 3.54 ft S: 0.68 % Up. Invert: 111.58 ft Down. Invert: 111.56 ft HGL (In): 112.31 ft HGL (Out): 112.37 ft Vel (In): 2.03 ft/s Vel (Out): 1.94 ft/s Q: 1.75 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/24/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - J_PH5 - CB 588, CB 589 to MH 739 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 10 Year Storm 105.00 110.00 115.00 120.00 -0+50 0+00 0+50 Station (ft) El e v a t i o n ( f t ) PH5 - CB 590 to MH 754 MH 754 Rim: 115.72 ft Invert: 108.00 ft HGL (In): 109.34 ft HGL (Out): 109.04 ft Bolted Cover: False Notes: 48" SD MH CB 590 Rim: 115.36 ft Invert: 108.38 ft HGL (In): 109.35 ft HGL (Out): 109.34 ft Inlet: SLO City Curb Inlet Gutter Depth: 2.7 in Gutter Spread: 6.53 ft Headloss: 0.01 ft Total Intercepted Flow: 1.32 cfs Bypass Flow: 0.00 cfs NOTES: SLO 87 DI Pipe - (412): 18.0 in Length: 3.55 ft S: 4.99 % Up. Invert: 108.38 ft Down. Invert: 108.20 ft HGL (In): 109.34 ft HGL (Out): 109.35 ft Vel (In): 1.11 ft/s Vel (Out): 0.92 ft/s Q: 1.32 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/24/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - J_PH5 - CB 590 to MH 754 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 10 Year Storm 105.00 110.00 115.00 120.00 -0+50 0+00 0+50 Station (ft) El e v a t i o n ( f t ) PH5 - CB 591 to MH 772 MH 772 Rim: 115.28 ft Invert: 106.29 ft HGL (In): 107.78 ft HGL (Out): 107.42 ft Bolted Cover: False Notes: 48" SD MH CB 591 Rim: 114.61 ft Invert: 108.00 ft HGL (In): 108.53 ft HGL (Out): 108.45 ft Inlet: SLO City Curb Inlet Gutter Depth: 2.8 in Gutter Spread: 6.85 ft Headloss: 0.08 ft Total Intercepted Flow: 1.46 cfs Bypass Flow: 0.00 cfs NOTES: SLO 87 DI Pipe - (413): 18.0 in Length: 30.20 ft S: 4.99 % Up. Invert: 108.00 ft Down. Invert: 106.49 ft HGL (In): 108.45 ft HGL (Out): 107.80 ft Vel (In): 3.24 ft/s Vel (Out): 0.90 ft/s Q: 1.46 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/24/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - J_PH5 - CB 591 to MH 772 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 10 Year Storm 105.00 110.00 115.00 120.00 -0+50 0+00 0+50 Station (ft) El e v a t i o n ( f t ) PH5 - CB 606 to MH 773 MH 773 Rim: 117.57 ft Invert: 109.96 ft HGL (In): 110.98 ft HGL (Out): 110.77 ft Bolted Cover: False Notes: 48" SD MH CB 606 Rim: 117.20 ft Invert: 110.34 ft HGL (In): 110.98 ft HGL (Out): 110.97 ft Inlet: SLO City Curb Inlet Gutter Depth: 2.3 in Gutter Spread: 5.04 ft Headloss: 0.01 ft Total Intercepted Flow: 0.80 cfs Bypass Flow: 0.00 cfs NOTES: SLO 87 DI Pipe - (412) (1): 18.0 in Length: 3.55 ft S: 4.99 % Up. Invert: 110.34 ft Down. Invert: 110.16 ft HGL (In): 110.97 ft HGL (Out): 110.99 ft Vel (In): 1.13 ft/s Vel (Out): 0.81 ft/s Q: 0.80 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/24/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - J_PH5 - CB 606 to MH 773 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 10 Year Storm 105.00 110.00 115.00 120.00 -0+50 0+00 0+50 Station (ft) El e v a t i o n ( f t ) PH5 - CB 607 to MH 774 MH 774 Rim: 116.90 ft Invert: 109.24 ft HGL (In): 110.44 ft HGL (Out): 110.18 ft Bolted Cover: False Notes: 48" SD MH CB 607 Rim: 116.54 ft Invert: 110.91 ft HGL (In): 111.47 ft HGL (Out): 111.38 ft Inlet: SLO City Curb Inlet Gutter Depth: 2.8 in Gutter Spread: 7.04 ft Headloss: 0.08 ft Total Intercepted Flow: 1.55 cfs Bypass Flow: 0.00 cfs NOTES: SLO 87 DI Pipe - (413) (1): 18.0 in Length: 29.58 ft S: 4.99 % Up. Invert: 110.91 ft Down. Invert: 109.44 ft HGL (In): 111.38 ft HGL (Out): 110.46 ft Vel (In): 3.30 ft/s Vel (Out): 1.24 ft/s Q: 1.55 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/24/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - J_PH5 - CB 607 to MH 774 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 10 Year Storm 100.00 105.00 110.00 115.00 120.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 Station (ft) El e v a t i o n ( f t ) PH5 - MH 739 to MH 755 MH 754 Rim: 115.72 ft Invert: 108.00 ft HGL (In): 109.34 ft HGL (Out): 109.04 ft Bolted Cover: False Notes: 48" SD MH MH 755 Rim: 110.84 ft Invert: 102.77 ft HGL (In): 104.54 ft HGL (Out): 104.19 ft Bolted Cover: False Notes: 48" SD MH MH 773 Rim: 117.57 ft Invert: 109.96 ft HGL (In): 110.98 ft HGL (Out): 110.77 ft Bolted Cover: False Notes: 48" SD MH MH 774 Rim: 116.90 ft Invert: 109.24 ft HGL (In): 110.44 ft HGL (Out): 110.18 ft Bolted Cover: False Notes: 48" SD MH MH 772 Rim: 115.28 ft Invert: 106.29 ft HGL (In): 107.78 ft HGL (Out): 107.42 ft Bolted Cover: False Notes: 48" SD MH MH 753 Rim: 114.44 ft Invert: 104.10 ft HGL (In): 105.91 ft HGL (Out): 105.53 ft Bolted Cover: False Notes: 48" SD MH MH 739 Rim: 118.87 ft Invert: 111.32 ft HGL (In): 112.32 ft HGL (Out): 112.06 ft Bolted Cover: False Notes: 48" SD MH Pipe - (414): 30.0 in Length: 113.59 ft S: 1.00 % Up. Invert: 104.10 ft Down. Invert: 102.97 ft HGL (In): 105.53 ft HGL (Out): 105.01 ft Vel (In): 6.14 ft/s Vel (Out): 5.50 ft/s Q: 17.84 cfs Pipe - (376) (2): 18.0 in Length: 62.61 ft S: 1.00 % Up. Invert: 109.96 ft Down. Invert: 109.34 ft HGL (In): 110.77 ft HGL (Out): 110.60 ft Vel (In): 4.57 ft/s Vel (Out): 3.19 ft/s Q: 4.45 cfs Pipe - (376): 18.0 in Length: 126.08 ft S: 1.00 % Up. Invert: 111.32 ft Down. Invert: 110.06 ft HGL (In): 112.06 ft HGL (Out): 111.15 ft Vel (In): 4.30 ft/s Vel (Out): 3.25 ft/s Q: 3.70 cfs Pipe - (376) (2) (1): 18.0 in Length: 113.74 ft S: 1.00 % Up. Invert: 109.24 ft Down. Invert: 108.10 ft HGL (In): 110.18 ft HGL (Out): 109.57 ft Vel (In): 5.09 ft/s Vel (Out): 3.80 ft/s Q: 5.94 cfs Pipe - (376) (1) (1): 18.0 in Length: 87.71 ft S: 2.38 % Up. Invert: 106.29 ft Down. Invert: 104.20 ft HGL (In): 107.42 ft HGL (Out): 106.28 ft Vel (In): 5.97 ft/s Vel (Out): 4.84 ft/s Q: 8.55 cfs Pipe - (376) (1): 18.0 in Length: 71.16 ft S: 2.26 % Up. Invert: 108.00 ft Down. Invert: 106.39 ft HGL (In): 109.04 ft HGL (Out): 108.06 ft Vel (In): 5.50 ft/s Vel (Out): 4.19 ft/s Q: 7.17 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/24/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - J_PH5 - MH 739 to MH 755 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 10 Year Storm 100.00 105.00 110.00 115.00 120.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 Station (ft) El e v a t i o n ( f t ) PH5 - MH 748 to MH 753 MH 749 Rim: 116.11 ft Invert: 109.48 ft HGL (In): 110.37 ft HGL (Out): 110.19 ft Bolted Cover: False Notes: 48" SD MH MH 751 Rim: 113.71 ft Invert: 107.09 ft HGL (In): 108.17 ft HGL (Out): 107.99 ft Bolted Cover: False Notes: 48" SD MH MH 752 Rim: 113.15 ft Invert: 106.43 ft HGL (In): 107.99 ft HGL (Out): 107.54 ft Bolted Cover: False Notes: 48" SD MH MH 750 Rim: 114.15 ft Invert: 107.41 ft HGL (In): 108.46 ft HGL (Out): 108.26 ft Bolted Cover: False Notes: 48" SD MH MH 771 Rim: 114.62 ft Invert: 107.92 ft HGL (In): 108.99 ft HGL (Out): 108.77 ft Bolted Cover: False Notes: 48" SD MH MH 748 Rim: 118.52 ft Invert: 111.95 ft HGL (In): 112.70 ft HGL (Out): 112.51 ft Bolted Cover: False Notes: 48" SD MH MH 753 Rim: 114.44 ft Invert: 104.10 ft HGL (In): 105.91 ft HGL (Out): 105.53 ft Bolted Cover: False Notes: 48" SD MH Pipe - (402) + (403): 24.0 in Length: 125.31 ft S: 1.70 % Up. Invert: 106.43 ft Down. Invert: 104.30 ft HGL (In): 107.54 ft HGL (Out): 106.11 ft Vel (In): 5.39 ft/s Vel (Out): 3.57 ft/s Q: 9.68 cfs Pipe - (401): 18.0 in Length: 83.27 ft S: 0.67 % Up. Invert: 107.09 ft Down. Invert: 106.53 ft HGL (In): 107.99 ft HGL (Out): 108.11 ft Vel (In): 4.31 ft/s Vel (Out): 2.74 ft/s Q: 4.81 cfs Pipe - (399): 18.0 in Length: 145.53 ft S: 1.00 % Up. Invert: 109.48 ft Down. Invert: 108.02 ft HGL (In): 110.19 ft HGL (Out): 109.12 ft Vel (In): 4.21 ft/s Vel (Out): 2.87 ft/s Q: 3.48 cfs Pipe - (398): 18.0 in Length: 237.22 ft S: 1.00 % Up. Invert: 111.95 ft Down. Invert: 109.58 ft HGL (In): 112.51 ft HGL (Out): 110.45 ft Vel (In): 3.66 ft/s Vel (Out): 2.33 ft/s Q: 2.21 cfs Pipe - (400): 18.0 in Length: 44.79 ft S: 0.47 % Up. Invert: 107.41 ft Down. Invert: 107.20 ft HGL (In): 108.26 ft HGL (Out): 108.42 ft Vel (In): 4.66 ft/s Vel (Out): 4.00 ft/s Q: 4.84 cfs Pipe - (399) (1): 18.0 in Length: 48.36 ft S: 0.81 % Up. Invert: 107.92 ft Down. Invert: 107.53 ft HGL (In): 108.77 ft HGL (Out): 108.74 ft Vel (In): 4.72 ft/s Vel (Out): 4.21 ft/s Q: 4.86 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/24/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - J_PH5 - MH 748 to MH 753 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 10 Year Storm 95.00 100.00 105.00 110.00 115.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 Station (ft) El e v a t i o n ( f t ) PH5 - MH 755 to O-315 (Outlet J) MH 755 Rim: 110.84 ft Invert: 102.77 ft HGL (In): 104.54 ft HGL (Out): 104.19 ft Bolted Cover: False Notes: 48" SD MH MH 756 Rim: 113.65 ft Invert: 101.89 ft HGL (In): 103.60 ft HGL (Out): 103.31 ft Bolted Cover: False Notes: 48" SD MH O-315 (OUT-J) Rim: 99.54 ft Invert: 97.04 ft Tailwater Elev.: 97.98 ft Q: 17.32 cfs Notes: 30 CMP Flared End Section Pipe - (415): 30.0 in Length: 77.98 ft S: 0.99 % Up. Invert: 102.77 ft Down. Invert: 101.99 ft HGL (In): 104.19 ft HGL (Out): 104.03 ft Vel (In): 6.13 ft/s Vel (Out): 5.31 ft/s Q: 17.70 cfs Pipe - (416): 30.0 in Length: 276.22 ft S: 1.75 % Up. Invert: 101.89 ft Down. Invert: 97.04 ft HGL (In): 103.31 ft HGL (Out): 99.68 ft Vel (In): 6.11 ft/s Vel (Out): 10.47 ft/s Q: 17.60 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/24/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - J_PH5 - MH 755 to O-315 (Outlet J) (Avila Ranch Drainage Model_2.stsw) WATERSHED A STORM DRAIN NETWORK 100-YEAR STORM Active Scenario: Phases 2-6 --- 100 Year Storm 105.00 110.00 115.00 120.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 Station (ft) El e v a t i o n ( f t ) PH3 - CB 450 to MH 781 (Outlet A) MH 782 Rim: 116.74 ft Invert: 107.63 ft HGL (In): 114.32 ft HGL (Out): 114.20 ft Bolted Cover: False Notes: 48" SD MH CB 563 Rim: 115.83 ft Invert: 109.35 ft HGL (In): 115.44 ft HGL (Out): 115.05 ft Inlet: SLO City Curb Inlet Gutter Depth: 8.0 in Gutter Spread: 9.63 ft Headloss: 0.39 ft Total Intercepted Flow: 1.28 cfs Bypass Flow: 0.00 cfs NOTES: SLO 36 DI CB 450 Rim: 116.30 ft Invert: 113.72 ft HGL (In): 115.54 ft HGL (Out): 115.54 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 0.0 in Gutter Spread: 0.00 ft Headloss: 0.00 ft Total Intercepted Flow: 0.00 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 473 Rim: 116.20 ft Invert: 113.17 ft HGL (In): 115.54 ft HGL (Out): 115.53 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 1.8 in Gutter Spread: 4.13 ft Headloss: 0.00 ft Total Intercepted Flow: 0.53 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 474 Rim: 116.14 ft Invert: 112.66 ft HGL (In): 115.52 ft HGL (Out): 115.51 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 1.7 in Gutter Spread: 3.56 ft Headloss: 0.01 ft Total Intercepted Flow: 0.40 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 451 Rim: 116.08 ft Invert: 112.09 ft HGL (In): 115.48 ft HGL (Out): 115.47 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 1.5 in Gutter Spread: 3.06 ft Headloss: 0.02 ft Total Intercepted Flow: 0.30 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB O-18 (OUT-A) Rim: 116.03 ft Invert: 106.57 ft Tailwater Elev.: 114.00 ft Q: 10.47 cfs Notes: New 48" MH Pipe - (651): 24.0 in Length: 108.01 ft S: 0.97 % Up. Invert: 107.63 ft Down. Invert: 106.58 ft HGL (In): 114.20 ft HGL (Out): 114.18 ft Vel (In): 3.39 ft/s Vel (Out): 3.39 ft/s Q: 10.64 cfs Pipe - (652): 18.0 in Length: 107.51 ft S: 1.50 % Up. Invert: 109.35 ft Down. Invert: 107.73 ft HGL (In): 115.05 ft HGL (Out): 114.76 ft Vel (In): 5.30 ft/s Vel (Out): 5.30 ft/s Q: 9.36 cfs Pipe - (660): 12.0 in Length: 26.34 ft S: 9.65 % Up. Invert: 112.09 ft Down. Invert: 109.55 ft HGL (In): 115.47 ft HGL (Out): 115.48 ft Vel (In): 1.48 ft/s Vel (Out): 1.48 ft/s Q: 1.16 cfs Pipe - (483): 12.0 in Length: 57.67 ft S: 1.00 % Up. Invert: 112.66 ft Down. Invert: 112.09 ft HGL (In): 115.51 ft HGL (Out): 115.50 ft Vel (In): 1.14 ft/s Vel (Out): 1.14 ft/s Q: 0.90 cfs Pipe - (482): 12.0 in Length: 50.30 ft S: 1.00 % Up. Invert: 113.17 ft Down. Invert: 112.66 ft HGL (In): 115.53 ft HGL (Out): 115.53 ft Vel (In): 0.68 ft/s Vel (Out): 0.68 ft/s Q: 0.53 cfs Pipe - (481): 12.0 in Length: 54.90 ft S: 1.00 % Up. Invert: 113.72 ft Down. Invert: 113.17 ft HGL (In): 115.54 ft HGL (Out): 115.54 ft Vel (In): 0.00 ft/s Vel (Out): 0.00 ft/s Q: 0.00 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/25/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - A_PH3 - CB 450 to MH 781 (Outlet A) (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 100 Year Storm 105.00 110.00 115.00 120.00 -0+50 0+00 0+50 1+00 1+50 2+00 Station (ft) El e v a t i o n ( f t ) PH3 - CB 504 to MH 782 MH 782 Rim: 116.74 ft Invert: 107.63 ft HGL (In): 114.32 ft HGL (Out): 114.20 ft Bolted Cover: False Notes: 48" SD MH CB 487 Rim: 117.18 ft Invert: 113.32 ft HGL (In): 114.41 ft HGL (Out): 114.38 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 1.5 in Gutter Spread: 2.88 ft Headloss: 0.03 ft Total Intercepted Flow: 0.27 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 504 Rim: 117.24 ft Invert: 114.66 ft HGL (In): 115.07 ft HGL (Out): 115.00 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 2.0 in Gutter Spread: 4.76 ft Headloss: 0.06 ft Total Intercepted Flow: 0.70 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 477 Rim: 117.15 ft Invert: 114.11 ft HGL (In): 114.59 ft HGL (Out): 114.51 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 1.5 in Gutter Spread: 2.76 ft Headloss: 0.08 ft Total Intercepted Flow: 0.25 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 476 Rim: 117.03 ft Invert: 113.60 ft HGL (In): 114.45 ft HGL (Out): 114.42 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 1.5 in Gutter Spread: 1.51 ft Headloss: 0.02 ft Total Intercepted Flow: 0.28 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB Pipe - (488): 12.0 in Length: 50.31 ft S: 1.00 % Up. Invert: 114.11 ft Down. Invert: 113.60 ft HGL (In): 114.51 ft HGL (Out): 114.48 ft Vel (In): 3.14 ft/s Vel (Out): 1.33 ft/s Q: 0.94 cfs Pipe - (487): 12.0 in Length: 28.59 ft S: 1.00 % Up. Invert: 113.60 ft Down. Invert: 113.32 ft HGL (In): 114.42 ft HGL (Out): 114.45 ft Vel (In): 1.76 ft/s Vel (Out): 1.54 ft/s Q: 1.21 cfs Pipe - (489): 12.0 in Length: 54.90 ft S: 1.00 % Up. Invert: 114.66 ft Down. Invert: 114.11 ft HGL (In): 115.00 ft HGL (Out): 114.64 ft Vel (In): 2.87 ft/s Vel (Out): 1.86 ft/s Q: 0.70 cfs Pipe - (655): 12.0 in Length: 39.78 ft S: 13.79 % Up. Invert: 113.32 ft Down. Invert: 107.83 ft HGL (In): 114.38 ft HGL (Out): 114.38 ft Vel (In): 1.87 ft/s Vel (Out): 1.87 ft/s Q: 1.47 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/25/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - A_PH3 - CB 504 to MH 782 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 100 Year Storm 105.00 110.00 115.00 120.00 -0+50 0+00 0+50 1+00 Station (ft) El e v a t i o n ( f t ) PH3 - Future A-1 to CB 563 CB 563 Rim: 115.83 ft Invert: 109.35 ft HGL (In): 115.44 ft HGL (Out): 115.05 ft Inlet: SLO City Curb Inlet Gutter Depth: 8.0 in Gutter Spread: 9.63 ft Headloss: 0.39 ft Total Intercepted Flow: 1.28 cfs Bypass Flow: 0.00 cfs NOTES: SLO 36 DI A-1 Top: 116.00 ft Invert: 110.00 ft HGL (In): 115.71 ft HGL (Out): 115.71 ft Notes: 18" SD Stub CO-226: 18.0 in Length: 61.73 ft S: 0.73 % Up. Invert: 110.00 ft Down. Invert: 109.55 ft HGL (In): 115.71 ft HGL (Out): 115.72 ft Vel (In): 4.25 ft/s Vel (Out): 4.25 ft/s Q: 7.52 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 7/31/2023 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - A_PH3 - Future A-1 to CB 563 (Avila Ranch Drainage Model_2.stsw) WATERSHED B (North of Venture) STORM DRAIN NETWORK 100-YEAR STORM Active Scenario: Phases 2-6 --- 100 Year Storm 105.00 110.00 115.00 120.00 -0+50 0+00 0+50 1+00 1+50 2+00 Station (ft) El e v a t i o n ( f t ) PH3 - CB 412 to MH 705 MH 705 Rim: 115.56 ft Invert: 109.00 ft HGL (In): 113.45 ft HGL (Out): 113.41 ft Bolted Cover: False Notes: 48" SD MH CB 415 Rim: 116.00 ft Invert: 112.09 ft HGL (In): 113.51 ft HGL (Out): 113.48 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 1.5 in Gutter Spread: 2.95 ft Headloss: 0.03 ft Total Intercepted Flow: 0.28 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 412 Rim: 116.07 ft Invert: 113.46 ft HGL (In): 113.60 ft HGL (Out): 113.60 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 0.0 in Gutter Spread: 0.00 ft Headloss: 0.00 ft Total Intercepted Flow: 0.00 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 413 Rim: 115.97 ft Invert: 112.90 ft HGL (In): 113.60 ft HGL (Out): 113.58 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 2.1 in Gutter Spread: 5.20 ft Headloss: 0.02 ft Total Intercepted Flow: 0.83 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 414 Rim: 115.85 ft Invert: 112.38 ft HGL (In): 113.57 ft HGL (Out): 113.55 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 2.1 in Gutter Spread: 4.12 ft Headloss: 0.02 ft Total Intercepted Flow: 0.57 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB Pipe - (531): 12.0 in Length: 51.58 ft S: 1.00 % Up. Invert: 112.90 ft Down. Invert: 112.38 ft HGL (In): 113.58 ft HGL (Out): 113.59 ft Vel (In): 1.44 ft/s Vel (Out): 1.06 ft/s Q: 0.83 cfs Pipe - (530): 12.0 in Length: 29.46 ft S: 0.97 % Up. Invert: 112.38 ft Down. Invert: 112.09 ft HGL (In): 113.55 ft HGL (Out): 113.56 ft Vel (In): 1.77 ft/s Vel (Out): 1.77 ft/s Q: 1.39 cfs Pipe - (529): 12.0 in Length: 14.65 ft S: 19.78 % Up. Invert: 112.09 ft Down. Invert: 109.20 ft HGL (In): 113.48 ft HGL (Out): 113.52 ft Vel (In): 2.11 ft/s Vel (Out): 2.11 ft/s Q: 1.66 cfs Pipe - (532): 12.0 in Length: 55.88 ft S: 1.00 % Up. Invert: 113.46 ft Down. Invert: 112.90 ft HGL (In): 113.60 ft HGL (Out): 113.60 ft Vel (In): 0.00 ft/s Vel (Out): 0.00 ft/s Q: 0.00 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/25/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - B1_PH3 - CB 412 to MH 705 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 100 Year Storm 105.00 110.00 115.00 -0+50 0+00 0+50 1+00 1+50 2+00 Station (ft) El e v a t i o n ( f t ) PH3 - CB 416 to MH 706 MH 706 Rim: 113.70 ft Invert: 107.69 ft HGL (In): 113.29 ft HGL (Out): 113.19 ft Bolted Cover: False Notes: 48" SD MH CB 411 Rim: 114.25 ft Invert: 111.13 ft HGL (In): 113.42 ft HGL (Out): 113.42 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 1.8 in Gutter Spread: 4.27 ft Headloss: 0.00 ft Total Intercepted Flow: 0.57 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 418 Rim: 114.01 ft Invert: 110.33 ft HGL (In): 113.40 ft HGL (Out): 113.38 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 2.4 in Gutter Spread: 5.83 ft Headloss: 0.02 ft Total Intercepted Flow: 0.80 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 416 Rim: 114.28 ft Invert: 111.66 ft HGL (In): 113.42 ft HGL (Out): 113.42 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 0.0 in Gutter Spread: 0.00 ft Headloss: 0.00 ft Total Intercepted Flow: 0.00 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 417 Rim: 114.15 ft Invert: 110.73 ft HGL (In): 113.41 ft HGL (Out): 113.41 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 0.0 in Gutter Spread: 0.00 ft Headloss: 0.00 ft Total Intercepted Flow: 0.00 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 419 Rim: 114.14 ft Invert: 110.07 ft HGL (In): 113.35 ft HGL (Out): 113.32 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 1.6 in Gutter Spread: 3.16 ft Headloss: 0.03 ft Total Intercepted Flow: 0.32 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB Pipe - (528) (1): 12.0 in Length: 53.84 ft S: 1.00 % Up. Invert: 111.66 ft Down. Invert: 111.13 ft HGL (In): 113.42 ft HGL (Out): 113.42 ft Vel (In): 0.00 ft/s Vel (Out): 0.00 ft/s Q: 0.00 cfs Pipe - (526): 12.0 in Length: 26.33 ft S: 0.97 % Up. Invert: 110.33 ft Down. Invert: 110.07 ft HGL (In): 113.38 ft HGL (Out): 113.39 ft Vel (In): 1.64 ft/s Vel (Out): 1.64 ft/s Q: 1.29 cfs Pipe - (525): 12.0 in Length: 14.42 ft S: 15.13 % Up. Invert: 110.07 ft Down. Invert: 107.89 ft HGL (In): 113.32 ft HGL (Out): 113.35 ft Vel (In): 2.01 ft/s Vel (Out): 2.01 ft/s Q: 1.58 cfs Pipe - (527): 12.0 in Length: 41.01 ft S: 0.98 % Up. Invert: 110.73 ft Down. Invert: 110.33 ft HGL (In): 113.41 ft HGL (Out): 113.40 ft Vel (In): 0.70 ft/s Vel (Out): 0.70 ft/s Q: 0.55 cfs Pipe - (661): 12.0 in Length: 41.01 ft S: 0.96 % Up. Invert: 111.13 ft Down. Invert: 110.73 ft HGL (In): 113.42 ft HGL (Out): 113.42 ft Vel (In): 0.72 ft/s Vel (Out): 0.72 ft/s Q: 0.57 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/25/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - B1_PH3 - CB 416 to MH 706 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 100 Year Storm 105.00 110.00 115.00 120.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 Station (ft) El e v a t i o n ( f t ) PH3 - CB 423 to MH 809 MH 705 Rim: 115.56 ft Invert: 109.00 ft HGL (In): 113.32 ft HGL (Out): 113.29 ft Bolted Cover: False Notes: 48" SD MHMH 704 Rim: 116.10 ft Invert: 109.51 ft HGL (In): 113.35 ft HGL (Out): 113.34 ft Bolted Cover: False Notes: 48" SD MH MH 760 Rim: 112.55 ft Invert: 106.59 ft HGL (In): 112.70 ft HGL (Out): 112.55 ft Bolted Cover: False Notes: 48" SD MH MH 759 Rim: 113.20 ft Invert: 107.15 ft HGL (In): 112.96 ft HGL (Out): 112.89 ft Bolted Cover: False Notes: 48" SD MH MH 706 Rim: 113.70 ft Invert: 107.69 ft HGL (In): 113.17 ft HGL (Out): 113.09 ft Bolted Cover: False Notes: 48" SD MH MH 809 Rim: 112.57 ft Invert: 106.39 ft HGL (In): 112.57 ft HGL (Out): 112.37 ft Bolted Cover: False Notes: 60" SD MH CB 426 Rim: 116.79 ft Invert: 112.87 ft HGL (In): 113.57 ft HGL (Out): 113.45 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 1.5 in Gutter Spread: 3.00 ft Headloss: 0.12 ft Total Intercepted Flow: 0.29 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 423 Rim: 116.84 ft Invert: 114.22 ft HGL (In): 114.22 ft HGL (Out): 114.22 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 0.0 in Gutter Spread: 0.00 ft Headloss: 0.00 ft Total Intercepted Flow: 0.00 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 424 Rim: 116.75 ft Invert: 113.66 ft HGL (In): 114.16 ft HGL (Out): 114.08 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 2.2 in Gutter Spread: 5.64 ft Headloss: 0.08 ft Total Intercepted Flow: 0.98 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 425 Rim: 116.64 ft Invert: 113.15 ft HGL (In): 113.79 ft HGL (Out): 113.69 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 2.1 in Gutter Spread: 4.50 ft Headloss: 0.11 ft Total Intercepted Flow: 0.62 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 553 Rim: 112.79 ft Invert: 106.98 ft HGL (In): 112.83 ft HGL (Out): 112.70 ft Inlet: SLO City Curb Inlet Gutter Depth: 2.8 in Gutter Spread: 6.83 ft Headloss: 0.13 ft Total Intercepted Flow: 0.92 cfs Bypass Flow: 0.53 cfs NOTES: SLO 36 DI Pipe - (446): 18.0 in Length: 34.93 ft S: 0.20 % Up. Invert: 107.15 ft Down. Invert: 107.08 ft HGL (In): 112.89 ft HGL (Out): 112.95 ft Vel (In): 2.74 ft/s Vel (Out): 2.74 ft/s Q: 4.84 cfs Pipe - (306): 18.0 in Length: 68.34 ft S: 0.50 % Up. Invert: 107.69 ft Down. Invert: 107.35 ft HGL (In): 113.09 ft HGL (Out): 113.08 ft Vel (In): 2.77 ft/s Vel (Out): 2.77 ft/s Q: 4.90 cfs Pipe - (308) (2): 30.0 in Length: 53.14 ft S: 0.20 % Up. Invert: 106.59 ft Down. Invert: 106.49 ft HGL (In): 112.63 ft HGL (Out): 112.72 ft Vel (In): 3.10 ft/s Vel (Out): 3.10 ft/s Q: 15.23 cfs Pipe - (304): 18.0 in Length: 130.08 ft S: 0.93 % Up. Invert: 109.00 ft Down. Invert: 107.79 ft HGL (In): 113.29 ft HGL (Out): 113.23 ft Vel (In): 1.95 ft/s Vel (Out): 1.95 ft/s Q: 3.45 cfs Pipe - (303): 18.0 in Length: 50.49 ft S: 0.83 % Up. Invert: 109.51 ft Down. Invert: 109.10 ft HGL (In): 113.34 ft HGL (Out): 113.34 ft Vel (In): 1.05 ft/s Vel (Out): 1.05 ft/s Q: 1.86 cfs Pipe - (516): 12.0 in Length: 51.18 ft S: 1.00 % Up. Invert: 113.66 ft Down. Invert: 113.15 ft HGL (In): 114.08 ft HGL (Out): 113.85 ft Vel (In): 3.17 ft/s Vel (Out): 1.83 ft/s Q: 0.98 cfs Pipe - (515): 12.0 in Length: 29.33 ft S: 0.97 % Up. Invert: 113.15 ft Down. Invert: 112.87 ft HGL (In): 113.69 ft HGL (Out): 113.68 ft Vel (In): 3.71 ft/s Vel (Out): 2.69 ft/s Q: 1.58 cfs Pipe - (514): 12.0 in Length: 42.36 ft S: 7.44 % Up. Invert: 112.87 ft Down. Invert: 109.71 ft HGL (In): 113.45 ft HGL (Out): 113.44 ft Vel (In): 3.93 ft/s Vel (Out): 2.38 ft/s Q: 1.87 cfs Pipe - (517): 12.0 in Length: 57.26 ft S: 0.97 % Up. Invert: 114.22 ft Down. Invert: 113.66 ft HGL (In): 114.22 ft HGL (Out): 114.16 ft Vel (In): 0.00 ft/s Vel (Out): 0.00 ft/s Q: 0.00 cfs Pipe - (308): 30.0 in Length: 145.20 ft S: 0.20 % Up. Invert: 106.98 ft Down. Invert: 106.69 ft HGL (In): 112.70 ft HGL (Out): 112.68 ft Vel (In): 2.89 ft/s Vel (Out): 2.89 ft/s Q: 14.21 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 7/31/2023 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - B1_PH3 - CB 423 to MH 809 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 100 Year Storm 105.00 110.00 115.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 Station (ft) El e v a t i o n ( f t ) PH3 - CB 427, CB 429 to MH 714 MH 714 Rim: 113.56 ft Invert: 107.46 ft HGL (In): 113.05 ft HGL (Out): 112.94 ft Bolted Cover: False Notes: 48" SD MH CB 427 Rim: 113.93 ft Invert: 111.32 ft HGL (In): 113.08 ft HGL (Out): 113.08 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 0.0 in Gutter Spread: 0.00 ft Headloss: 0.00 ft Total Intercepted Flow: 0.00 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 430 Rim: 113.93 ft Invert: 110.86 ft HGL (In): 113.25 ft HGL (Out): 113.24 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 2.1 in Gutter Spread: 5.23 ft Headloss: 0.01 ft Total Intercepted Flow: 0.84 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 431 Rim: 113.81 ft Invert: 110.35 ft HGL (In): 113.22 ft HGL (Out): 113.19 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 2.0 in Gutter Spread: 4.00 ft Headloss: 0.02 ft Total Intercepted Flow: 0.55 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 432 Rim: 113.96 ft Invert: 110.07 ft HGL (In): 113.16 ft HGL (Out): 113.12 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 1.5 in Gutter Spread: 2.98 ft Headloss: 0.03 ft Total Intercepted Flow: 0.29 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 428 Rim: 113.87 ft Invert: 110.78 ft HGL (In): 113.08 ft HGL (Out): 113.08 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 2.3 in Gutter Spread: 5.00 ft Headloss: 0.01 ft Total Intercepted Flow: 0.68 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 449 Rim: 114.00 ft Invert: 110.54 ft HGL (In): 113.07 ft HGL (Out): 113.06 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 1.4 in Gutter Spread: 2.72 ft Headloss: 0.01 ft Total Intercepted Flow: 0.24 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 429 Rim: 114.02 ft Invert: 111.41 ft HGL (In): 113.25 ft HGL (Out): 113.25 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 0.0 in Gutter Spread: 0.00 ft Headloss: 0.00 ft Total Intercepted Flow: 0.00 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB Pipe - (513): 12.0 in Length: 53.63 ft S: 1.00 % Up. Invert: 111.32 ft Down. Invert: 110.78 ft HGL (In): 113.08 ft HGL (Out): 113.08 ft Vel (In): 0.00 ft/s Vel (Out): 0.00 ft/s Q: 0.00 cfs Pipe - (512): 12.0 in Length: 13.61 ft S: 21.11 % Up. Invert: 110.54 ft Down. Invert: 107.66 ft HGL (In): 113.06 ft HGL (Out): 113.07 ft Vel (In): 1.16 ft/s Vel (Out): 1.16 ft/s Q: 0.91 cfs Pipe - (510): 12.0 in Length: 50.60 ft S: 1.00 % Up. Invert: 110.86 ft Down. Invert: 110.35 ft HGL (In): 113.24 ft HGL (Out): 113.23 ft Vel (In): 1.07 ft/s Vel (Out): 1.07 ft/s Q: 0.84 cfs Pipe - (512) (1): 12.0 in Length: 24.68 ft S: 1.00 % Up. Invert: 110.78 ft Down. Invert: 110.54 ft HGL (In): 113.08 ft HGL (Out): 113.08 ft Vel (In): 0.87 ft/s Vel (Out): 0.87 ft/s Q: 0.68 cfs Pipe - (509): 12.0 in Length: 28.58 ft S: 1.00 % Up. Invert: 110.35 ft Down. Invert: 110.07 ft HGL (In): 113.19 ft HGL (Out): 113.20 ft Vel (In): 1.74 ft/s Vel (Out): 1.74 ft/s Q: 1.36 cfs Pipe - (508): 12.0 in Length: 39.97 ft S: 6.01 % Up. Invert: 110.07 ft Down. Invert: 107.66 ft HGL (In): 113.12 ft HGL (Out): 113.12 ft Vel (In): 2.08 ft/s Vel (Out): 2.08 ft/s Q: 1.63 cfs Pipe - (511): 12.0 in Length: 55.33 ft S: 1.00 % Up. Invert: 111.41 ft Down. Invert: 110.86 ft HGL (In): 113.25 ft HGL (Out): 113.25 ft Vel (In): 0.00 ft/s Vel (Out): 0.00 ft/s Q: 0.00 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/25/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - B1_PH3 - CB 427, CB 429 to MH 714 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 100 Year Storm 105.00 110.00 115.00 120.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 Station (ft) El e v a t i o n ( f t ) PH3 - CB 433, CB 435 to MH 713 MH 713 Rim: 114.99 ft Invert: 108.73 ft HGL (In): 113.13 ft HGL (Out): 113.10 ft Bolted Cover: False Notes: 48" SD MH CB 435 Rim: 115.15 ft Invert: 112.54 ft HGL (In): 113.34 ft HGL (Out): 113.34 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 0.0 in Gutter Spread: 0.00 ft Headloss: 0.00 ft Total Intercepted Flow: 0.00 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 437 Rim: 114.94 ft Invert: 111.48 ft HGL (In): 113.31 ft HGL (Out): 113.29 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 2.1 in Gutter Spread: 4.20 ft Headloss: 0.02 ft Total Intercepted Flow: 0.58 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 433 Rim: 115.33 ft Invert: 112.68 ft HGL (In): 113.16 ft HGL (Out): 113.12 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 2.3 in Gutter Spread: 5.39 ft Headloss: 0.04 ft Total Intercepted Flow: 0.73 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 434 Rim: 115.43 ft Invert: 112.51 ft HGL (In): 113.15 ft HGL (Out): 113.13 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 0.0 in Gutter Spread: 0.00 ft Headloss: 0.02 ft Total Intercepted Flow: 0.00 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 436 Rim: 115.06 ft Invert: 111.99 ft HGL (In): 113.34 ft HGL (Out): 113.33 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 2.1 in Gutter Spread: 5.21 ft Headloss: 0.01 ft Total Intercepted Flow: 0.84 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 438 Rim: 115.09 ft Invert: 111.20 ft HGL (In): 113.25 ft HGL (Out): 113.21 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 1.6 in Gutter Spread: 3.42 ft Headloss: 0.04 ft Total Intercepted Flow: 0.37 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB Pipe - (504): 12.0 in Length: 50.52 ft S: 1.00 % Up. Invert: 111.99 ft Down. Invert: 111.48 ft HGL (In): 113.33 ft HGL (Out): 113.33 ft Vel (In): 1.06 ft/s Vel (Out): 1.06 ft/s Q: 0.84 cfs Pipe - (503): 12.0 in Length: 28.48 ft S: 1.00 % Up. Invert: 111.48 ft Down. Invert: 111.20 ft HGL (In): 113.29 ft HGL (Out): 113.30 ft Vel (In): 1.76 ft/s Vel (Out): 1.76 ft/s Q: 1.38 cfs Pipe - (502): 12.0 in Length: 39.53 ft S: 5.75 % Up. Invert: 111.20 ft Down. Invert: 108.93 ft HGL (In): 113.21 ft HGL (Out): 113.21 ft Vel (In): 2.21 ft/s Vel (Out): 2.21 ft/s Q: 1.73 cfs Pipe - (505): 12.0 in Length: 55.53 ft S: 1.00 % Up. Invert: 112.54 ft Down. Invert: 111.99 ft HGL (In): 113.34 ft HGL (Out): 113.34 ft Vel (In): 0.00 ft/s Vel (Out): 0.00 ft/s Q: 0.00 cfs Pipe - (507): 12.0 in Length: 17.16 ft S: 1.00 % Up. Invert: 112.68 ft Down. Invert: 112.51 ft HGL (In): 113.12 ft HGL (Out): 113.18 ft Vel (In): 2.20 ft/s Vel (Out): 1.39 ft/s Q: 0.73 cfs Pipe - (506): 12.0 in Length: 47.82 ft S: 7.49 % Up. Invert: 112.51 ft Down. Invert: 108.93 ft HGL (In): 113.13 ft HGL (Out): 113.14 ft Vel (In): 1.43 ft/s Vel (Out): 0.93 ft/s Q: 0.73 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/25/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - B1_PH3 - CB 433, CB 435 to MH 713 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 100 Year Storm 105.00 110.00 115.00 120.00 -0+50 0+00 0+50 1+00 1+50 2+00 Station (ft) El e v a t i o n ( f t ) PH3 - CB 439 to MH 716 MH 716 Rim: 114.81 ft Invert: 107.64 ft HGL (In): 112.98 ft HGL (Out): 112.97 ft Bolted Cover: False Notes: 48" SD MH CB 439 Rim: 115.31 ft Invert: 112.71 ft HGL (In): 113.15 ft HGL (Out): 113.15 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 0.0 in Gutter Spread: 0.00 ft Headloss: 0.00 ft Total Intercepted Flow: 0.00 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 440 Rim: 115.22 ft Invert: 112.16 ft HGL (In): 113.15 ft HGL (Out): 113.15 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 2.0 in Gutter Spread: 5.01 ft Headloss: 0.01 ft Total Intercepted Flow: 0.77 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 441 Rim: 115.10 ft Invert: 111.65 ft HGL (In): 113.13 ft HGL (Out): 113.11 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 2.0 in Gutter Spread: 3.88 ft Headloss: 0.02 ft Total Intercepted Flow: 0.54 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 442 Rim: 115.25 ft Invert: 109.46 ft HGL (In): 113.07 ft HGL (Out): 113.04 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 1.4 in Gutter Spread: 2.62 ft Headloss: 0.03 ft Total Intercepted Flow: 0.23 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB Pipe - (500): 12.0 in Length: 50.55 ft S: 1.00 % Up. Invert: 112.16 ft Down. Invert: 111.65 ft HGL (In): 113.15 ft HGL (Out): 113.14 ft Vel (In): 0.99 ft/s Vel (Out): 0.98 ft/s Q: 0.77 cfs Pipe - (499): 12.0 in Length: 28.59 ft S: 7.68 % Up. Invert: 111.65 ft Down. Invert: 109.46 ft HGL (In): 113.11 ft HGL (Out): 113.12 ft Vel (In): 1.66 ft/s Vel (Out): 1.66 ft/s Q: 1.30 cfs Pipe - (498): 12.0 in Length: 39.70 ft S: 4.07 % Up. Invert: 109.46 ft Down. Invert: 107.84 ft HGL (In): 113.04 ft HGL (Out): 113.04 ft Vel (In): 1.93 ft/s Vel (Out): 1.93 ft/s Q: 1.52 cfs Pipe - (501): 12.0 in Length: 55.13 ft S: 1.00 % Up. Invert: 112.71 ft Down. Invert: 112.16 ft HGL (In): 113.15 ft HGL (Out): 113.15 ft Vel (In): 0.00 ft/s Vel (Out): 0.00 ft/s Q: 0.00 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/25/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - B1_PH3 - CB 439 to MH 716 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 100 Year Storm 105.00 110.00 115.00 -0+50 0+00 0+50 1+00 1+50 2+00 Station (ft) El e v a t i o n ( f t ) PH3 - CB 443 to MH 715 MH 715 Rim: 113.52 ft Invert: 107.07 ft HGL (In): 112.92 ft HGL (Out): 112.88 ft Bolted Cover: False Notes: 48" SD MH CB 443 Rim: 114.02 ft Invert: 111.42 ft HGL (In): 113.12 ft HGL (Out): 113.12 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 0.0 in Gutter Spread: 0.00 ft Headloss: 0.00 ft Total Intercepted Flow: 0.00 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 444 Rim: 113.93 ft Invert: 110.86 ft HGL (In): 113.12 ft HGL (Out): 113.11 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 2.1 in Gutter Spread: 5.24 ft Headloss: 0.01 ft Total Intercepted Flow: 0.85 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 445 Rim: 113.81 ft Invert: 110.36 ft HGL (In): 113.08 ft HGL (Out): 113.06 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 2.0 in Gutter Spread: 3.98 ft Headloss: 0.02 ft Total Intercepted Flow: 0.55 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 446 Rim: 113.96 ft Invert: 110.07 ft HGL (In): 113.03 ft HGL (Out): 112.99 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 1.5 in Gutter Spread: 3.04 ft Headloss: 0.03 ft Total Intercepted Flow: 0.30 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB Pipe - (496): 12.0 in Length: 50.53 ft S: 1.00 % Up. Invert: 110.86 ft Down. Invert: 110.36 ft HGL (In): 113.11 ft HGL (Out): 113.10 ft Vel (In): 1.08 ft/s Vel (Out): 1.08 ft/s Q: 0.85 cfs Pipe - (495): 12.0 in Length: 28.58 ft S: 1.00 % Up. Invert: 110.36 ft Down. Invert: 110.07 ft HGL (In): 113.06 ft HGL (Out): 113.07 ft Vel (In): 1.74 ft/s Vel (Out): 1.74 ft/s Q: 1.37 cfs Pipe - (494): 12.0 in Length: 39.64 ft S: 7.08 % Up. Invert: 110.07 ft Down. Invert: 107.27 ft HGL (In): 112.99 ft HGL (Out): 112.99 ft Vel (In): 2.09 ft/s Vel (Out): 2.09 ft/s Q: 1.64 cfs Pipe - (497): 12.0 in Length: 55.15 ft S: 1.00 % Up. Invert: 111.42 ft Down. Invert: 110.86 ft HGL (In): 113.12 ft HGL (Out): 113.12 ft Vel (In): 0.00 ft/s Vel (Out): 0.00 ft/s Q: 0.00 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/25/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - B1_PH3 - CB 443 to MH 715 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 100 Year Storm 105.00 110.00 115.00 -0+50 0+00 0+50 Station (ft) El e v a t i o n ( f t ) PH3 - CB 543, CB 544 to MH 760 MH 760 Rim: 112.55 ft Invert: 106.59 ft HGL (In): 112.70 ft HGL (Out): 112.55 ft Bolted Cover: False Notes: 48" SD MH CB 543 Rim: 112.18 ft Invert: 106.98 ft HGL (In): 112.55 ft HGL (Out): 112.55 ft Inlet: SLO City Curb Inlet Gutter Depth: 2.5 in Gutter Spread: 5.46 ft Headloss: 0.00 ft Total Intercepted Flow: 0.72 cfs Bypass Flow: 0.21 cfs NOTES: SLO 36 DI CB 544 Rim: 112.18 ft Invert: 107.11 ft HGL (In): 112.55 ft HGL (Out): 112.55 ft Inlet: SLO City Curb Inlet Gutter Depth: 2.7 in Gutter Spread: 6.36 ft Headloss: 0.00 ft Total Intercepted Flow: 0.85 cfs Bypass Flow: 0.40 cfs NOTES: SLO 36 DI Pipe - (448): 18.0 in Length: 29.39 ft S: 1.07 % Up. Invert: 107.11 ft Down. Invert: 106.79 ft HGL (In): 112.55 ft HGL (Out): 112.55 ft Vel (In): 0.48 ft/s Vel (Out): 0.48 ft/s Q: 0.85 cfs Pipe - (449): 18.0 in Length: 3.55 ft S: 5.26 % Up. Invert: 106.98 ft Down. Invert: 106.79 ft HGL (In): 112.55 ft HGL (Out): 112.55 ft Vel (In): 0.41 ft/s Vel (Out): 0.41 ft/s Q: 0.72 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/25/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - B1_PH3 - CB 543, CB 544 to MH 760 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 100 Year Storm 105.00 110.00 115.00 -0+50 0+00 0+50 Station (ft) El e v a t i o n ( f t ) PH3 - CB 608, CB 609 to MH 767 MH 767 Rim: 113.28 ft Invert: 107.12 ft HGL (In): 112.89 ft HGL (Out): 112.72 ft Bolted Cover: False Notes: 48" SD MH CB 609 Rim: 112.91 ft Invert: 108.69 ft HGL (In): 112.90 ft HGL (Out): 112.89 ft Inlet: SLO City Curb Inlet Gutter Depth: 2.4 in Gutter Spread: 5.14 ft Headloss: 0.00 ft Total Intercepted Flow: 0.67 cfs Bypass Flow: 0.16 cfs NOTES: SLO 36 DI CB 608 Rim: 112.91 ft Invert: 107.51 ft HGL (In): 112.89 ft HGL (Out): 112.89 ft Inlet: SLO City Curb Inlet Gutter Depth: 2.4 in Gutter Spread: 5.33 ft Headloss: 0.00 ft Total Intercepted Flow: 0.70 cfs Bypass Flow: 0.19 cfs NOTES: SLO 36 DI Pipe - (635): 18.0 in Length: 29.76 ft S: 4.60 % Up. Invert: 108.69 ft Down. Invert: 107.32 ft HGL (In): 112.89 ft HGL (Out): 112.90 ft Vel (In): 0.38 ft/s Vel (Out): 0.38 ft/s Q: 0.67 cfs Pipe - (634): 18.0 in Length: 4.05 ft S: 4.69 % Up. Invert: 107.51 ft Down. Invert: 107.32 ft HGL (In): 112.89 ft HGL (Out): 112.90 ft Vel (In): 0.40 ft/s Vel (Out): 0.40 ft/s Q: 0.70 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/25/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - B1_PH3 - CB 608, CB 609 to MH 767 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 100 Year Storm 105.00 110.00 115.00 -0+50 0+00 0+50 Station (ft) El e v a t i o n ( f t ) PH3 - CB 610, CB 611 to MH 768 MH 768 Rim: 113.28 ft Invert: 106.89 ft HGL (In): 112.85 ft HGL (Out): 112.73 ft Bolted Cover: False Notes: 48" SD MH CB 611 Rim: 112.91 ft Invert: 107.38 ft HGL (In): 112.86 ft HGL (Out): 112.86 ft Inlet: SLO City Curb Inlet Gutter Depth: 2.5 in Gutter Spread: 5.63 ft Headloss: 0.00 ft Total Intercepted Flow: 0.75 cfs Bypass Flow: 0.24 cfs NOTES: SLO 36 DI CB 610 Rim: 112.91 ft Invert: 107.13 ft HGL (In): 112.86 ft HGL (Out): 112.85 ft Inlet: SLO City Curb Inlet Gutter Depth: 2.5 in Gutter Spread: 5.84 ft Headloss: 0.00 ft Total Intercepted Flow: 0.78 cfs Bypass Flow: 0.28 cfs NOTES: SLO 36 DI Pipe - (637): 18.0 in Length: 29.75 ft S: 1.00 % Up. Invert: 107.38 ft Down. Invert: 107.09 ft HGL (In): 112.86 ft HGL (Out): 112.86 ft Vel (In): 0.42 ft/s Vel (Out): 0.42 ft/s Q: 0.75 cfs Pipe - (636): 18.0 in Length: 3.78 ft S: 1.01 % Up. Invert: 107.13 ft Down. Invert: 107.09 ft HGL (In): 112.85 ft HGL (Out): 112.86 ft Vel (In): 0.44 ft/s Vel (Out): 0.44 ft/s Q: 0.78 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/25/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - B1_PH3 - CB 610, CB 611 to MH 768 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 100 Year Storm 105.00 110.00 115.00 -0+50 0+00 0+50 Station (ft) El e v a t i o n ( f t ) PH3 - CB 625 to MH 706 MH 706 Rim: 113.70 ft Invert: 107.69 ft HGL (In): 113.29 ft HGL (Out): 113.19 ft Bolted Cover: False Notes: 48" SD MH CB 625 Rim: 113.33 ft Invert: 108.19 ft HGL (In): 113.30 ft HGL (Out): 113.29 ft Inlet: SLO City Curb Inlet Gutter Depth: 2.6 in Gutter Spread: 6.28 ft Headloss: 0.00 ft Total Intercepted Flow: 0.84 cfs Bypass Flow: 0.38 cfs NOTES: SLO 36 DI Pipe - (740): 18.0 in Length: 29.70 ft S: 1.01 % Up. Invert: 108.19 ft Down. Invert: 107.89 ft HGL (In): 113.29 ft HGL (Out): 113.30 ft Vel (In): 0.48 ft/s Vel (Out): 0.48 ft/s Q: 0.84 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/25/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - B1_PH3 - CB 625 to MH 706 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 100 Year Storm 105.00 110.00 115.00 -0+50 0+00 0+50 1+00 1+50 2+00 Station (ft) El e v a t i o n ( f t ) PH3 - Future B-1, CB 547 to CB 625 CB 553 Rim: 112.79 ft Invert: 106.98 ft HGL (In): 112.83 ft HGL (Out): 112.70 ft Inlet: SLO City Curb Inlet Gutter Depth: 2.8 in Gutter Spread: 6.83 ft Headloss: 0.13 ft Total Intercepted Flow: 0.92 cfs Bypass Flow: 0.53 cfs NOTES: SLO 36 DI CB 547 Rim: 112.80 ft Invert: 107.49 ft HGL (In): 112.84 ft HGL (Out): 112.83 ft Inlet: SLO City Curb Inlet Gutter Depth: 2.2 in Gutter Spread: 4.49 ft Headloss: 0.00 ft Total Intercepted Flow: 0.58 cfs Bypass Flow: 0.08 cfs NOTES: SLO 36 DI CB 625 Rim: 113.33 ft Invert: 108.32 ft HGL (In): 112.84 ft HGL (Out): 112.84 ft Inlet: SLO City Curb Inlet Gutter Depth: 2.6 in Gutter Spread: 6.28 ft Headloss: 0.00 ft Total Intercepted Flow: 0.84 cfs Bypass Flow: 0.38 cfs NOTES: SLO 36 DI B-1 Top: 114.00 ft Invert: 107.68 ft HGL (In): 112.88 ft HGL (Out): 112.88 ft Notes: Full Capture Inlet/ Stub for Future Flows Pipe - (444): 18.0 in Length: 31.09 ft S: 1.00 % Up. Invert: 107.49 ft Down. Invert: 107.18 ft HGL (In): 112.83 ft HGL (Out): 112.84 ft Vel (In): 0.75 ft/s Vel (Out): 0.75 ft/s Q: 1.32 cfs CO-221: 24.0 in Length: 46.89 ft S: 1.07 % Up. Invert: 107.68 ft Down. Invert: 107.18 ft HGL (In): 112.88 ft HGL (Out): 112.93 ft Vel (In): 2.56 ft/s Vel (Out): 2.56 ft/s Q: 8.06 cfs Pipe - (740): 18.0 in Length: 73.32 ft S: -1.00 % Up. Invert: 107.59 ft Down. Invert: 108.32 ft HGL (In): 112.84 ft HGL (Out): 112.84 ft Vel (In): 0.48 ft/s Vel (Out): 0.48 ft/s Q: 0.84 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 7/31/2023 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - B1_PH3 - Future B-1, CB 547 to CB 625 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 100 Year Storm 105.00 110.00 115.00 120.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 Station (ft) El e v a t i o n ( f t ) PH3 - MH 713, CB 447 to MH 809 MH 715 Rim: 113.52 ft Invert: 107.07 ft HGL (In): 112.92 ft HGL (Out): 112.88 ft Bolted Cover: False Notes: 48" SD MH MH 714 Rim: 113.56 ft Invert: 107.46 ft HGL (In): 113.05 ft HGL (Out): 112.94 ft Bolted Cover: False Notes: 48" SD MH MH 713 Rim: 114.99 ft Invert: 108.73 ft HGL (In): 113.13 ft HGL (Out): 113.10 ft Bolted Cover: False Notes: 48" SD MH MH 809 Rim: 112.57 ft Invert: 106.39 ft HGL (In): 112.57 ft HGL (Out): 112.37 ft Bolted Cover: False Notes: 60" SD MH MH 768 Rim: 113.28 ft Invert: 106.89 ft HGL (In): 112.85 ft HGL (Out): 112.73 ft Bolted Cover: False Notes: 48" SD MH MH 716 Rim: 114.81 ft Invert: 107.64 ft HGL (In): 112.98 ft HGL (Out): 112.97 ft Bolted Cover: False Notes: 48" SD MH MH 717 Rim: 115.00 ft Invert: 107.82 ft HGL (In): 112.99 ft HGL (Out): 112.98 ft Bolted Cover: False Notes: 48" SD MH MH 767 Rim: 113.28 ft Invert: 107.12 ft HGL (In): 112.89 ft HGL (Out): 112.72 ft Bolted Cover: False Notes: 48" SD MH CB 447 Rim: 116.08 ft Invert: 113.46 ft HGL (In): 113.79 ft HGL (Out): 113.74 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 1.9 in Gutter Spread: 3.32 ft Headloss: 0.05 ft Total Intercepted Flow: 0.47 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 448 Rim: 116.22 ft Invert: 113.20 ft HGL (In): 113.63 ft HGL (Out): 113.56 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 1.5 in Gutter Spread: 3.00 ft Headloss: 0.07 ft Total Intercepted Flow: 0.29 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB Pipe - (328): 18.0 in Length: 125.66 ft S: 0.38 % Up. Invert: 107.64 ft Down. Invert: 107.17 ft HGL (In): 112.97 ft HGL (Out): 112.94 ft Vel (In): 1.26 ft/s Vel (Out): 1.26 ft/s Q: 2.23 cfs Pipe - (329): 18.0 in Length: 19.91 ft S: 0.38 % Up. Invert: 107.82 ft Down. Invert: 107.74 ft HGL (In): 112.98 ft HGL (Out): 112.99 ft Vel (In): 0.43 ft/s Vel (Out): 0.43 ft/s Q: 0.75 cfs Pipe - (325): 18.0 in Length: 116.24 ft S: 1.00 % Up. Invert: 108.73 ft Down. Invert: 107.56 ft HGL (In): 113.10 ft HGL (Out): 113.08 ft Vel (In): 1.37 ft/s Vel (Out): 1.37 ft/s Q: 2.42 cfs Pipe - (491): 12.0 in Length: 27.00 ft S: 0.97 % Up. Invert: 113.46 ft Down. Invert: 113.20 ft HGL (In): 113.74 ft HGL (Out): 113.66 ft Vel (In): 2.56 ft/s Vel (Out): 1.46 ft/s Q: 0.47 cfs Pipe - (490): 12.0 in Length: 93.68 ft S: 5.63 % Up. Invert: 113.20 ft Down. Invert: 107.92 ft HGL (In): 113.56 ft HGL (Out): 113.00 ft Vel (In): 2.94 ft/s Vel (Out): 0.97 ft/s Q: 0.76 cfs Pipe - (327): 18.0 in Length: 79.33 ft S: 0.38 % Up. Invert: 106.89 ft Down. Invert: 106.59 ft HGL (In): 112.73 ft HGL (Out): 112.70 ft Vel (In): 2.86 ft/s Vel (Out): 2.86 ft/s Q: 5.06 cfs Pipe - (327) (1): 18.0 in Length: 20.49 ft S: 0.38 % Up. Invert: 107.07 ft Down. Invert: 106.99 ft HGL (In): 112.88 ft HGL (Out): 112.92 ft Vel (In): 2.08 ft/s Vel (Out): 2.08 ft/s Q: 3.68 cfs Pipe - (326) (1): 18.0 in Length: 53.31 ft S: 1.00 % Up. Invert: 107.12 ft Down. Invert: 106.59 ft HGL (In): 112.72 ft HGL (Out): 112.75 ft Vel (In): 3.37 ft/s Vel (Out): 3.37 ft/s Q: 5.96 cfs Pipe - (326): 18.0 in Length: 28.08 ft S: 0.87 % Up. Invert: 107.46 ft Down. Invert: 107.22 ft HGL (In): 112.94 ft HGL (Out): 113.00 ft Vel (In): 2.67 ft/s Vel (Out): 2.67 ft/s Q: 4.72 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 7/31/2023 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - B1_PH3 - MH 713, CB 447 to MH 809 (Avila Ranch Drainage Model_2.stsw) WATERSHED B (South of Venture) STORM DRAIN NETWORK 100-YEAR STORM Active Scenario: Phases 2-6 --- 100 Year Storm 100.00 105.00 110.00 115.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 Station (ft) El e v a t i o n ( f t ) PH2 - CB 454 to MH 776 MH 761 Rim: 113.42 ft Invert: 104.97 ft HGL (In): 111.27 ft HGL (Out): 111.23 ft Bolted Cover: False Notes: 48" SD MH MH 709 Rim: 113.96 ft Invert: 105.55 ft HGL (In): 111.28 ft HGL (Out): 111.28 ft Bolted Cover: False Notes: 48" SD MH MH 708 Rim: 113.54 ft Invert: 104.76 ft HGL (In): 111.22 ft HGL (Out): 111.18 ft Bolted Cover: False Notes: 48" SD MH MH 776 Rim: 113.67 ft Invert: 104.55 ft HGL (In): 111.16 ft HGL (Out): 110.84 ft Bolted Cover: False Notes: 48" SD MH CB 452 Rim: 114.43 ft Invert: 110.97 ft HGL (In): 111.53 ft HGL (Out): 111.44 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 1.6 in Gutter Spread: 3.27 ft Headloss: 0.09 ft Total Intercepted Flow: 0.34 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 453 Rim: 114.28 ft Invert: 111.25 ft HGL (In): 111.72 ft HGL (Out): 111.64 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 2.6 in Gutter Spread: 6.48 ft Headloss: 0.07 ft Total Intercepted Flow: 0.89 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 454 Rim: 114.39 ft Invert: 111.78 ft HGL (In): 111.78 ft HGL (Out): 111.78 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 0.0 in Gutter Spread: 0.00 ft Headloss: 0.00 ft Total Intercepted Flow: 0.00 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB Pipe - (313): 18.0 in Length: 21.64 ft S: 0.50 % Up. Invert: 104.97 ft Down. Invert: 104.86 ft HGL (In): 111.23 ft HGL (Out): 111.26 ft Vel (In): 1.44 ft/s Vel (Out): 1.44 ft/s Q: 2.55 cfs Pipe - (311) (1) (1): 18.0 in Length: 21.88 ft S: 0.50 % Up. Invert: 104.76 ft Down. Invert: 104.65 ft HGL (In): 111.18 ft HGL (Out): 111.22 ft Vel (In): 2.04 ft/s Vel (Out): 2.04 ft/s Q: 3.60 cfs Pipe - (313) (1): 18.0 in Length: 96.33 ft S: 0.50 % Up. Invert: 105.55 ft Down. Invert: 105.07 ft HGL (In): 111.28 ft HGL (Out): 111.27 ft Vel (In): 0.69 ft/s Vel (Out): 0.69 ft/s Q: 1.23 cfs Pipe - (455): 12.0 in Length: 53.37 ft S: 1.00 % Up. Invert: 111.78 ft Down. Invert: 111.25 ft HGL (In): 111.78 ft HGL (Out): 111.72 ft Vel (In): 0.00 ft/s Vel (Out): 0.00 ft/s Q: 0.00 cfs Pipe - (454): 12.0 in Length: 28.26 ft S: 1.00 % Up. Invert: 111.25 ft Down. Invert: 110.97 ft HGL (In): 111.64 ft HGL (Out): 111.59 ft Vel (In): 3.08 ft/s Vel (Out): 1.97 ft/s Q: 0.89 cfs Pipe - (453): 12.0 in Length: 14.46 ft S: 36.09 % Up. Invert: 110.97 ft Down. Invert: 105.75 ft HGL (In): 111.44 ft HGL (Out): 111.32 ft Vel (In): 3.41 ft/s Vel (Out): 1.56 ft/s Q: 1.23 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/25/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - B2_PH2 - CB 454 to MH 776 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 100 Year Storm 100.00 105.00 110.00 115.00 -0+50 0+00 0+50 1+00 Station (ft) El e v a t i o n ( f t ) PH2 - CB 457 to MH 708 MH 708 Rim: 113.54 ft Invert: 104.76 ft HGL (In): 111.22 ft HGL (Out): 111.18 ft Bolted Cover: False Notes: 48" SD MH CB 457 Rim: 113.95 ft Invert: 111.36 ft HGL (In): 111.36 ft HGL (Out): 111.36 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 0.0 in Gutter Spread: 0.00 ft Headloss: 0.00 ft Total Intercepted Flow: 0.00 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 456 Rim: 113.84 ft Invert: 110.83 ft HGL (In): 111.29 ft HGL (Out): 111.22 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 2.5 in Gutter Spread: 6.26 ft Headloss: 0.07 ft Total Intercepted Flow: 0.86 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 455 Rim: 113.99 ft Invert: 110.55 ft HGL (In): 111.23 ft HGL (Out): 111.20 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 1.5 in Gutter Spread: 3.04 ft Headloss: 0.04 ft Total Intercepted Flow: 0.30 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB Pipe - (464): 12.0 in Length: 52.16 ft S: 1.00 % Up. Invert: 111.36 ft Down. Invert: 110.83 ft HGL (In): 111.36 ft HGL (Out): 111.29 ft Vel (In): 0.00 ft/s Vel (Out): 0.00 ft/s Q: 0.00 cfs Pipe - (463): 12.0 in Length: 28.47 ft S: 1.00 % Up. Invert: 110.83 ft Down. Invert: 110.55 ft HGL (In): 111.22 ft HGL (Out): 111.27 ft Vel (In): 3.05 ft/s Vel (Out): 1.49 ft/s Q: 0.86 cfs Pipe - (462): 12.0 in Length: 14.74 ft S: 37.93 % Up. Invert: 110.55 ft Down. Invert: 104.96 ft HGL (In): 111.20 ft HGL (Out): 111.26 ft Vel (In): 2.13 ft/s Vel (Out): 1.47 ft/s Q: 1.15 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/25/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - B2_PH2 - CB 457 to MH 708 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 100 Year Storm 100.00 105.00 110.00 115.00 -0+50 0+00 0+50 1+00 1+50 2+00 Station (ft) El e v a t i o n ( f t ) PH2 - CB 458 to O-301 (Outlet B) CB 461 Rim: 114.22 ft Invert: 110.66 ft HGL (In): 111.26 ft HGL (Out): 111.16 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 0.0 in Gutter Spread: 0.00 ft Headloss: 0.10 ft Total Intercepted Flow: 0.00 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 460 Rim: 114.40 ft Invert: 111.01 ft HGL (In): 111.61 ft HGL (Out): 111.51 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 2.0 in Gutter Spread: 4.89 ft Headloss: 0.10 ft Total Intercepted Flow: 0.74 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 459 Rim: 114.23 ft Invert: 111.49 ft HGL (In): 111.90 ft HGL (Out): 111.83 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 1.5 in Gutter Spread: 1.48 ft Headloss: 0.06 ft Total Intercepted Flow: 0.27 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 458 Rim: 114.38 ft Invert: 111.77 ft HGL (In): 112.09 ft HGL (Out): 112.04 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 1.7 in Gutter Spread: 3.63 ft Headloss: 0.05 ft Total Intercepted Flow: 0.42 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB O-301 (OUT-B) Rim: 105.00 ft Invert: 104.00 ft Tailwater Elev.: 110.00 ft Q: 1.40 cfs Notes: 12 CMP Flared End Section Pipe - (467): 12.0 in Length: 50.63 ft S: 0.95 % Up. Invert: 111.49 ft Down. Invert: 111.01 ft HGL (In): 111.83 ft HGL (Out): 111.64 ft Vel (In): 2.85 ft/s Vel (Out): 1.38 ft/s Q: 0.68 cfs Pipe - (466): 12.0 in Length: 28.32 ft S: 1.00 % Up. Invert: 111.77 ft Down. Invert: 111.49 ft HGL (In): 112.04 ft HGL (Out): 111.93 ft Vel (In): 2.47 ft/s Vel (Out): 1.38 ft/s Q: 0.42 cfs Pipe - (553): 12.0 in Length: 62.06 ft S: 10.72 % Up. Invert: 110.66 ft Down. Invert: 104.00 ft HGL (In): 111.16 ft HGL (Out): 110.05 ft Vel (In): 3.56 ft/s Vel (Out): 1.78 ft/s Q: 1.40 cfs Pipe - (468): 12.0 in Length: 35.31 ft S: 1.00 % Up. Invert: 111.01 ft Down. Invert: 110.66 ft HGL (In): 111.51 ft HGL (Out): 111.38 ft Vel (In): 3.56 ft/s Vel (Out): 2.86 ft/s Q: 1.41 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/25/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - B2_PH2 - CB 458 to O-301 (Outlet B) (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 100 Year Storm 100.00 105.00 110.00 115.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 Station (ft) El e v a t i o n ( f t ) PH2 - CB 462 to O-302 (Outlet B) CB 401 Rim: 114.85 ft Invert: 110.19 ft HGL (In): 110.89 ft HGL (Out): 110.75 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 0.0 in Gutter Spread: 0.00 ft Headloss: 0.14 ft Total Intercepted Flow: 0.00 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 465 Rim: 114.16 ft Invert: 110.33 ft HGL (In): 111.01 ft HGL (Out): 110.89 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 2.7 in Gutter Spread: 6.92 ft Headloss: 0.11 ft Total Intercepted Flow: 0.95 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 464 Rim: 114.14 ft Invert: 110.62 ft HGL (In): 111.08 ft HGL (Out): 111.01 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 0.0 in Gutter Spread: 0.00 ft Headloss: 0.06 ft Total Intercepted Flow: 0.00 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 463 Rim: 114.02 ft Invert: 111.19 ft HGL (In): 111.64 ft HGL (Out): 111.57 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 2.0 in Gutter Spread: 3.90 ft Headloss: 0.07 ft Total Intercepted Flow: 0.54 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 462 Rim: 114.12 ft Invert: 111.52 ft HGL (In): 111.78 ft HGL (Out): 111.74 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 1.5 in Gutter Spread: 3.00 ft Headloss: 0.04 ft Total Intercepted Flow: 0.29 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB O-302 (OUT-B) Rim: 105.00 ft Invert: 104.00 ft Tailwater Elev.: 110.00 ft Q: 1.74 cfs Notes: 12 CMP Flared End Section Pipe - (471): 12.0 in Length: 57.11 ft S: 1.00 % Up. Invert: 111.19 ft Down. Invert: 110.62 ft HGL (In): 111.57 ft HGL (Out): 111.16 ft Vel (In): 3.01 ft/s Vel (Out): 2.37 ft/s Q: 0.83 cfs Pipe - (470): 12.0 in Length: 32.89 ft S: 1.00 % Up. Invert: 111.52 ft Down. Invert: 111.19 ft HGL (In): 111.74 ft HGL (Out): 111.65 ft Vel (In): 2.24 ft/s Vel (Out): 0.84 ft/s Q: 0.29 cfs Pipe - (472): 12.0 in Length: 58.14 ft S: 0.50 % Up. Invert: 110.62 ft Down. Invert: 110.33 ft HGL (In): 111.01 ft HGL (Out): 111.04 ft Vel (In): 2.88 ft/s Vel (Out): 1.45 ft/s Q: 0.82 cfs Pipe - (552): 12.0 in Length: 80.56 ft S: 7.68 % Up. Invert: 110.19 ft Down. Invert: 104.00 ft HGL (In): 110.75 ft HGL (Out): 110.08 ft Vel (In): 3.84 ft/s Vel (Out): 2.22 ft/s Q: 1.74 cfs Pipe - (551): 12.0 in Length: 14.04 ft S: 1.00 % Up. Invert: 110.33 ft Down. Invert: 110.19 ft HGL (In): 110.89 ft HGL (Out): 111.03 ft Vel (In): 3.84 ft/s Vel (Out): 2.98 ft/s Q: 1.75 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/25/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - B2_PH2 - CB 462 to O-302 (Outlet B) (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 100 Year Storm 105.00 110.00 115.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 Station (ft) El e v a t i o n ( f t ) PH2 - CB 462 to O-303 (Outlet B) CB 469 Rim: 113.86 ft Invert: 109.67 ft HGL (In): 110.37 ft HGL (Out): 110.25 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 2.8 in Gutter Spread: 7.65 ft Headloss: 0.12 ft Total Intercepted Flow: 1.06 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 468 Rim: 113.74 ft Invert: 110.25 ft HGL (In): 110.70 ft HGL (Out): 110.63 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 0.0 in Gutter Spread: 0.00 ft Headloss: 0.07 ft Total Intercepted Flow: 0.00 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 467 Rim: 113.62 ft Invert: 110.84 ft HGL (In): 111.29 ft HGL (Out): 111.22 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 2.0 in Gutter Spread: 4.03 ft Headloss: 0.07 ft Total Intercepted Flow: 0.56 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 466 Rim: 113.79 ft Invert: 111.18 ft HGL (In): 111.44 ft HGL (Out): 111.40 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 1.5 in Gutter Spread: 2.94 ft Headloss: 0.04 ft Total Intercepted Flow: 0.28 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB O-303 (OUT-B) Rim: 110.00 ft Invert: 106.00 ft Tailwater Elev.: 110.00 ft Q: 1.86 cfs Notes: 12 CMP Flared End Section Pipe - (475): 12.0 in Length: 59.11 ft S: 1.00 % Up. Invert: 110.84 ft Down. Invert: 110.25 ft HGL (In): 111.22 ft HGL (Out): 110.79 ft Vel (In): 3.02 ft/s Vel (Out): 2.42 ft/s Q: 0.83 cfs Pipe - (474): 12.0 in Length: 34.14 ft S: 1.00 % Up. Invert: 111.18 ft Down. Invert: 110.84 ft HGL (In): 111.40 ft HGL (Out): 111.30 ft Vel (In): 2.22 ft/s Vel (Out): 0.81 ft/s Q: 0.28 cfs Pipe - (550): 12.0 in Length: 76.25 ft S: 4.81 % Up. Invert: 109.67 ft Down. Invert: 106.00 ft HGL (In): 110.25 ft HGL (Out): 110.09 ft Vel (In): 3.93 ft/s Vel (Out): 2.37 ft/s Q: 1.86 cfs Pipe - (476): 12.0 in Length: 58.39 ft S: 1.00 % Up. Invert: 110.25 ft Down. Invert: 109.67 ft HGL (In): 110.63 ft HGL (Out): 110.40 ft Vel (In): 3.02 ft/s Vel (Out): 1.40 ft/s Q: 0.83 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/25/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - B2_PH2 - CB 462 to O-303 (Outlet B) (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 100 Year Storm 100.00 105.00 110.00 115.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 Station (ft) El e v a t i o n ( f t ) PH2 - CB 472 to MH 775 MH 711 Rim: 113.29 ft Invert: 105.34 ft HGL (In): 111.47 ft HGL (Out): 111.46 ft Bolted Cover: False Notes: 48" SD MH MH 775 Rim: 113.53 ft Invert: 104.75 ft HGL (In): 111.44 ft HGL (Out): 111.25 ft Bolted Cover: False Notes: 48" SD MH MH 710 Rim: 113.36 ft Invert: 105.55 ft HGL (In): 111.48 ft HGL (Out): 111.47 ft Bolted Cover: False Notes: 48" SD MH CB 472 Rim: 113.76 ft Invert: 111.15 ft HGL (In): 111.53 ft HGL (Out): 111.53 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 0.0 in Gutter Spread: 0.00 ft Headloss: 0.00 ft Total Intercepted Flow: 0.00 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 471 Rim: 113.65 ft Invert: 110.63 ft HGL (In): 111.53 ft HGL (Out): 111.52 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 2.5 in Gutter Spread: 6.27 ft Headloss: 0.01 ft Total Intercepted Flow: 0.86 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 470 Rim: 113.80 ft Invert: 110.34 ft HGL (In): 111.51 ft HGL (Out): 111.49 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 1.5 in Gutter Spread: 3.05 ft Headloss: 0.02 ft Total Intercepted Flow: 0.30 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB Pipe - (321): 18.0 in Length: 22.31 ft S: 0.50 % Up. Invert: 105.55 ft Down. Invert: 105.44 ft HGL (In): 111.47 ft HGL (Out): 111.48 ft Vel (In): 0.65 ft/s Vel (Out): 0.65 ft/s Q: 1.15 cfs Pipe - (311): 18.0 in Length: 79.13 ft S: 0.62 % Up. Invert: 105.34 ft Down. Invert: 104.85 ft HGL (In): 111.46 ft HGL (Out): 111.45 ft Vel (In): 0.92 ft/s Vel (Out): 0.92 ft/s Q: 1.62 cfs Pipe - (480): 12.0 in Length: 52.16 ft S: 1.00 % Up. Invert: 111.15 ft Down. Invert: 110.63 ft HGL (In): 111.53 ft HGL (Out): 111.53 ft Vel (In): 0.00 ft/s Vel (Out): 0.00 ft/s Q: 0.00 cfs Pipe - (479): 12.0 in Length: 29.22 ft S: 0.98 % Up. Invert: 110.63 ft Down. Invert: 110.34 ft HGL (In): 111.52 ft HGL (Out): 111.53 ft Vel (In): 1.16 ft/s Vel (Out): 1.09 ft/s Q: 0.86 cfs Pipe - (478): 12.0 in Length: 16.25 ft S: 28.26 % Up. Invert: 110.34 ft Down. Invert: 105.75 ft HGL (In): 111.49 ft HGL (Out): 111.51 ft Vel (In): 1.47 ft/s Vel (Out): 1.47 ft/s Q: 1.16 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/25/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - B2_PH2 - CB 472 to MH 775 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 100 Year Storm 100.00 105.00 110.00 115.00 -0+50 0+00 0+50 Station (ft) El e v a t i o n ( f t ) PH2 - CB 542, CB 541 to MH761 MH 761 Rim: 113.42 ft Invert: 104.97 ft HGL (In): 111.27 ft HGL (Out): 111.23 ft Bolted Cover: False Notes: 48" SD MH CB 542 Rim: 113.06 ft Invert: 105.35 ft HGL (In): 111.27 ft HGL (Out): 111.27 ft Inlet: SLO City Curb Inlet Gutter Depth: 7.2 in Gutter Spread: 6.37 ft Headloss: 0.00 ft Total Intercepted Flow: 0.69 cfs Bypass Flow: 0.00 cfs NOTES: SLO 36 DI CB 541 Rim: 113.06 ft Invert: 106.65 ft HGL (In): 111.27 ft HGL (Out): 111.27 ft Inlet: SLO City Curb Inlet Gutter Depth: 7.4 in Gutter Spread: 7.13 ft Headloss: 0.00 ft Total Intercepted Flow: 0.82 cfs Bypass Flow: 0.00 cfs NOTES: SLO 36 DI Pipe - (452): 18.0 in Length: 29.56 ft S: 5.00 % Up. Invert: 106.65 ft Down. Invert: 105.17 ft HGL (In): 111.27 ft HGL (Out): 111.27 ft Vel (In): 0.46 ft/s Vel (Out): 0.46 ft/s Q: 0.82 cfs Pipe - (451): 18.0 in Length: 3.55 ft S: 4.99 % Up. Invert: 105.35 ft Down. Invert: 105.17 ft HGL (In): 111.27 ft HGL (Out): 111.27 ft Vel (In): 0.39 ft/s Vel (Out): 0.39 ft/s Q: 0.69 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/25/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - B2_PH2 - CB 542, CB 541 to MH761 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 100 Year Storm 105.00 110.00 115.00 -0+50 0+00 0+50 Station (ft) El e v a t i o n ( f t ) PH2 - CB 560, CB 559 to MH711 MH 711 Rim: 113.29 ft Invert: 105.34 ft HGL (In): 111.47 ft HGL (Out): 111.46 ft Bolted Cover: False Notes: 48" SD MH CB 559 Rim: 112.92 ft Invert: 105.86 ft HGL (In): 111.47 ft HGL (Out): 111.47 ft Inlet: SLO City Curb Inlet Gutter Depth: 6.6 in Gutter Spread: 3.91 ft Headloss: 0.00 ft Total Intercepted Flow: 0.33 cfs Bypass Flow: 0.00 cfs NOTES: SLO 36 DI CB 560 Rim: 112.93 ft Invert: 105.72 ft HGL (In): 111.47 ft HGL (Out): 111.47 ft Inlet: SLO City Curb Inlet Gutter Depth: 6.5 in Gutter Spread: 1.99 ft Headloss: 0.00 ft Total Intercepted Flow: 0.27 cfs Bypass Flow: 0.00 cfs NOTES: SLO 36 DI Pipe - (323): 18.0 in Length: 31.78 ft S: 1.00 % Up. Invert: 105.86 ft Down. Invert: 105.54 ft HGL (In): 111.47 ft HGL (Out): 111.47 ft Vel (In): 0.19 ft/s Vel (Out): 0.19 ft/s Q: 0.33 cfs Pipe - (324): 18.0 in Length: 3.75 ft S: 4.98 % Up. Invert: 105.72 ft Down. Invert: 105.54 ft HGL (In): 111.47 ft HGL (Out): 111.47 ft Vel (In): 0.15 ft/s Vel (Out): 0.15 ft/s Q: 0.27 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/25/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - B2_PH2 - CB 560, CB 559 to MH711 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 100 Year Storm 105.00 110.00 115.00 -0+50 0+00 0+50 Station (ft) El e v a t i o n ( f t ) PH2 - CB 613, CB 612 to MH 769 MH 769 Rim: 112.62 ft Invert: 105.01 ft HGL (In): 111.81 ft HGL (Out): 111.54 ft Bolted Cover: False Notes: 48" SD MH CB 612 Rim: 112.26 ft Invert: 109.26 ft HGL (In): 111.81 ft HGL (Out): 111.81 ft Inlet: SLO City Curb Inlet Gutter Depth: 6.7 in Gutter Spread: 4.59 ft Headloss: 0.00 ft Total Intercepted Flow: 0.42 cfs Bypass Flow: 0.00 cfs NOTES: SLO 36 DI CB 613 Rim: 112.26 ft Invert: 105.39 ft HGL (In): 111.81 ft HGL (Out): 111.81 ft Inlet: SLO City Curb Inlet Gutter Depth: 7.0 in Gutter Spread: 5.54 ft Headloss: 0.00 ft Total Intercepted Flow: 0.56 cfs Bypass Flow: 0.00 cfs NOTES: SLO 36 DI Pipe - (639): 18.0 in Length: 29.56 ft S: 12.06 % Up. Invert: 109.26 ft Down. Invert: 105.70 ft HGL (In): 111.81 ft HGL (Out): 111.81 ft Vel (In): 0.24 ft/s Vel (Out): 0.24 ft/s Q: 0.42 cfs Pipe - (640): 18.0 in Length: 3.54 ft S: 5.03 % Up. Invert: 105.39 ft Down. Invert: 105.21 ft HGL (In): 111.81 ft HGL (Out): 111.81 ft Vel (In): 0.32 ft/s Vel (Out): 0.32 ft/s Q: 0.56 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 7/31/2023 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - B2_PH2 - CB 613, CB 612 to MH 769 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 100 Year Storm 100.00 105.00 110.00 115.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 7+50 Station (ft) El e v a t i o n ( f t ) PH3 - MH 809 to O-331 (Outlet B) MH 769 Rim: 112.62 ft Invert: 105.01 ft HGL (In): 111.81 ft HGL (Out): 111.54 ft Bolted Cover: False Notes: 48" SD MH MH 775 Rim: 113.53 ft Invert: 104.75 ft HGL (In): 111.41 ft HGL (Out): 111.22 ft Bolted Cover: False Notes: 48" SD MH MH 808 Rim: 112.24 ft Invert: 106.08 ft HGL (In): 112.47 ft HGL (Out): 112.24 ft Bolted Cover: False Notes: 60" SD MH MH 776 Rim: 113.67 ft Invert: 104.55 ft HGL (In): 111.14 ft HGL (Out): 110.82 ft Bolted Cover: False Notes: 48" SD MH MH 809 Rim: 112.57 ft Invert: 106.39 ft HGL (In): 112.57 ft HGL (Out): 112.37 ft Bolted Cover: False Notes: 60" SD MH MH 807 Rim: 112.23 ft Invert: 105.74 ft HGL (In): 112.10 ft HGL (Out): 111.95 ft Bolted Cover: False Notes: 60" SD MH MH 777 Rim: 114.72 ft Invert: 104.11 ft HGL (In): 110.34 ft HGL (Out): 110.14 ft Bolted Cover: False Notes: 48" SD MH MH 963 Rim: 112.18 ft Invert: 105.50 ft HGL (In): 111.90 ft HGL (Out): 111.90 ft Bolted Cover: False Notes: O-331 (OUT-B) Rim: 107.00 ft Invert: 103.98 ft Tailwater Elev.: 110.00 ft Q: 32.87 cfs Notes: 36 CMP Flared End Section Pipe - (309): 36.0 in Length: 120.80 ft S: 0.20 % Up. Invert: 106.08 ft Down. Invert: 105.84 ft HGL (In): 112.28 ft HGL (Out): 112.34 ft Vel (In): 3.89 ft/s Vel (Out): 3.89 ft/s Q: 27.47 cfs Pipe - (311) (1): 36.0 in Length: 49.13 ft S: 0.20 % Up. Invert: 104.75 ft Down. Invert: 104.65 ft HGL (In): 111.22 ft HGL (Out): 111.43 ft Vel (In): 4.31 ft/s Vel (Out): 4.31 ft/s Q: 30.49 cfs Pipe - (308) (1): 36.0 in Length: 101.00 ft S: 0.20 % Up. Invert: 106.39 ft Down. Invert: 106.18 ft HGL (In): 112.37 ft HGL (Out): 112.44 ft Vel (In): 3.62 ft/s Vel (Out): 3.62 ft/s Q: 25.62 cfs Pipe - (548) (2): 36.0 in Length: 66.26 ft S: 0.20 % Up. Invert: 104.11 ft Down. Invert: 103.98 ft HGL (In): 110.14 ft HGL (Out): 110.34 ft Vel (In): 4.68 ft/s Vel (Out): 4.68 ft/s Q: 33.05 cfs Pipe - (549): 36.0 in Length: 220.65 ft S: 0.20 % Up. Invert: 104.55 ft Down. Invert: 104.11 ft HGL (In): 110.82 ft HGL (Out): 110.69 ft Vel (In): 4.76 ft/s Vel (Out): 4.76 ft/s Q: 33.62 cfs Pipe - (547) (1): 36.0 in Length: 80.99 ft S: 0.20 % Up. Invert: 105.01 ft Down. Invert: 104.85 ft HGL (In): 111.54 ft HGL (Out): 111.68 ft Vel (In): 4.13 ft/s Vel (Out): 4.13 ft/s Q: 29.22 cfs Pipe - (547): 36.0 in Length: 29.19 ft S: 0.73 % Up. Invert: 105.74 ft Down. Invert: 105.53 ft HGL (In): 111.95 ft HGL (Out): 112.15 ft Vel (In): 3.96 ft/s Vel (Out): 3.96 ft/s Q: 27.98 cfs Pipe - (547) (3): 36.0 in Length: 59.04 ft S: 0.66 % Up. Invert: 105.50 ft Down. Invert: 105.11 ft HGL (In): 111.90 ft HGL (Out): 112.06 ft Vel (In): 4.04 ft/s Vel (Out): 4.04 ft/s Q: 28.54 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 7/31/2023 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - B2_PH3 - MH 809 to O-331 (Outlet B) (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 100 Year Storm 105.00 110.00 115.00 -0+50 0+00 0+50 Station (ft) El e v a t i o n ( f t ) PH3 - CB 554 to MH 963 MH 963 Rim: 112.18 ft Invert: 105.50 ft HGL (In): 111.90 ft HGL (Out): 111.90 ft Bolted Cover: False Notes: CB 554 Rim: 111.62 ft Invert: 106.45 ft HGL (In): 111.90 ft HGL (Out): 111.90 ft Inlet: SLO City Curb Inlet Gutter Depth: 7.3 in Gutter Spread: 6.72 ft Headloss: 0.00 ft Total Intercepted Flow: 0.75 cfs Bypass Flow: 0.00 cfs NOTES: SLO 36 DI Pipe - (317): 18.0 in Length: 29.70 ft S: 0.50 % Up. Invert: 106.45 ft Down. Invert: 106.30 ft HGL (In): 111.90 ft HGL (Out): 111.91 ft Vel (In): 0.42 ft/s Vel (Out): 0.42 ft/s Q: 0.75 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 7/31/2023 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - B2_PH3 - CB 554 to MH 963 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 100 Year Storm 105.00 110.00 115.00 -0+50 0+00 0+50 Station (ft) El e v a t i o n ( f t ) B2_PH3 - CB 556 to MH 807 MH 807 Rim: 112.23 ft Invert: 105.74 ft HGL (In): 112.10 ft HGL (Out): 111.95 ft Bolted Cover: False Notes: 60" SD MH CB 556 Rim: 111.62 ft Invert: 106.09 ft HGL (In): 112.15 ft HGL (Out): 112.11 ft Inlet: SLO City Curb Inlet Gutter Depth: 7.6 in Gutter Spread: 8.27 ft Headloss: 0.04 ft Total Intercepted Flow: 1.02 cfs Bypass Flow: 0.00 cfs NOTES: SLO 36 DI Pipe - (316): 18.0 in Length: 29.56 ft S: 0.50 % Up. Invert: 106.09 ft Down. Invert: 105.94 ft HGL (In): 112.11 ft HGL (Out): 112.11 ft Vel (In): 0.58 ft/s Vel (Out): 0.58 ft/s Q: 1.02 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 7/31/2023 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - B2_PH3 - CB 556 to MH 807 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 100 Year Storm 105.00 110.00 115.00 -0+50 0+00 0+50 Station (ft) El e v a t i o n ( f t ) PH3 - CB 561, CB 562 to MH 808 MH 808 Rim: 112.24 ft Invert: 106.08 ft HGL (In): 112.48 ft HGL (Out): 112.24 ft Bolted Cover: False Notes: 60" SD MH CB 562 Rim: 111.88 ft Invert: 108.11 ft HGL (In): 112.25 ft HGL (Out): 112.25 ft Inlet: SLO City Curb Inlet Gutter Depth: 2.8 in Gutter Spread: 7.06 ft Headloss: 0.01 ft Total Intercepted Flow: 1.56 cfs Bypass Flow: 0.00 cfs NOTES: SLO 87 DI CB 561 Rim: 111.88 ft Invert: 106.47 ft HGL (In): 112.24 ft HGL (Out): 112.24 ft Inlet: SLO City Curb Inlet Gutter Depth: 2.5 in Gutter Spread: 5.75 ft Headloss: 0.00 ft Total Intercepted Flow: 1.03 cfs Bypass Flow: 0.00 cfs NOTES: SLO 87 DI Pipe - (332): 18.0 in Length: 3.75 ft S: 4.98 % Up. Invert: 106.47 ft Down. Invert: 106.28 ft HGL (In): 112.24 ft HGL (Out): 112.25 ft Vel (In): 0.58 ft/s Vel (Out): 0.58 ft/s Q: 1.03 cfs Pipe - (333): 18.0 in Length: 29.80 ft S: 6.13 % Up. Invert: 108.11 ft Down. Invert: 106.28 ft HGL (In): 112.25 ft HGL (Out): 112.25 ft Vel (In): 0.88 ft/s Vel (Out): 0.88 ft/s Q: 1.56 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/25/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - B2_PH3 - CB 561, CB 562 to MH 808 (Avila Ranch Drainage Model_2.stsw) WATERSHED C STORM DRAIN NETWORK 100-YEAR STORM Active Scenario: Phases 2-6 --- 100 Year Storm 110.00 115.00 120.00 -0+50 0+00 0+50 1+00 1+50 2+00 Station (ft) El e v a t i o n ( f t ) PH3 - CB 402 to MH 702 MH 702 Rim: 116.89 ft Invert: 110.79 ft HGL (In): 112.88 ft HGL (Out): 112.85 ft Bolted Cover: False Notes: 48" SD MH CB 403 Rim: 117.44 ft Invert: 114.32 ft HGL (In): 114.69 ft HGL (Out): 114.63 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 1.9 in Gutter Spread: 4.31 ft Headloss: 0.06 ft Total Intercepted Flow: 0.58 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 404 Rim: 117.34 ft Invert: 113.92 ft HGL (In): 114.41 ft HGL (Out): 114.33 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 1.7 in Gutter Spread: 3.51 ft Headloss: 0.08 ft Total Intercepted Flow: 0.39 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 405 Rim: 117.20 ft Invert: 113.52 ft HGL (In): 114.12 ft HGL (Out): 114.02 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 1.9 in Gutter Spread: 3.13 ft Headloss: 0.10 ft Total Intercepted Flow: 0.45 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 406 Rim: 117.33 ft Invert: 113.26 ft HGL (In): 113.92 ft HGL (Out): 113.81 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 1.5 in Gutter Spread: 2.91 ft Headloss: 0.11 ft Total Intercepted Flow: 0.27 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 402 Rim: 117.47 ft Invert: 114.86 ft HGL (In): 114.86 ft HGL (Out): 114.86 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 0.0 in Gutter Spread: 0.00 ft Headloss: 0.00 ft Total Intercepted Flow: 0.00 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB Pipe - (544): 12.0 in Length: 53.83 ft S: 1.00 % Up. Invert: 114.86 ft Down. Invert: 114.32 ft HGL (In): 114.86 ft HGL (Out): 114.69 ft Vel (In): 0.00 ft/s Vel (Out): 0.00 ft/s Q: 0.00 cfs Pipe - (541): 12.0 in Length: 26.33 ft S: 0.97 % Up. Invert: 113.52 ft Down. Invert: 113.26 ft HGL (In): 114.02 ft HGL (Out): 114.02 ft Vel (In): 3.56 ft/s Vel (Out): 2.55 ft/s Q: 1.40 cfs Pipe - (540): 12.0 in Length: 14.53 ft S: 15.66 % Up. Invert: 113.26 ft Down. Invert: 110.99 ft HGL (In): 113.81 ft HGL (Out): 112.95 ft Vel (In): 3.78 ft/s Vel (Out): 2.12 ft/s Q: 1.67 cfs Pipe - (542): 12.0 in Length: 41.00 ft S: 0.98 % Up. Invert: 113.92 ft Down. Invert: 113.52 ft HGL (In): 114.33 ft HGL (Out): 114.18 ft Vel (In): 3.15 ft/s Vel (Out): 1.96 ft/s Q: 0.96 cfs Pipe - (543): 12.0 in Length: 40.26 ft S: 0.98 % Up. Invert: 114.32 ft Down. Invert: 113.92 ft HGL (In): 114.63 ft HGL (Out): 114.45 ft Vel (In): 2.71 ft/s Vel (Out): 1.51 ft/s Q: 0.58 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/25/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - C_PH3 - CB 402 to MH 702 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 100 Year Storm 105.00 110.00 115.00 120.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 Station (ft) El e v a t i o n ( f t ) PH3 - CB 408 to O-309 (Outlet C) MH 718 Rim: 118.12 ft Invert: 110.21 ft HGL (In): 112.44 ft HGL (Out): 112.33 ft Bolted Cover: False Notes: 48" SD MH MH 722 Rim: 117.19 ft Invert: 110.52 ft HGL (In): 112.82 ft HGL (Out): 112.72 ft Bolted Cover: False Notes: 48" SD MH MH 703 Rim: 118.01 ft Invert: 110.92 ft HGL (In): 112.85 ft HGL (Out): 112.84 ft Bolted Cover: False Notes: 48" SD MH CB 408 Rim: 118.52 ft Invert: 115.92 ft HGL (In): 115.92 ft HGL (Out): 115.92 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 0.0 in Gutter Spread: 0.00 ft Headloss: 0.00 ft Total Intercepted Flow: 0.00 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 407 Rim: 118.30 ft Invert: 114.85 ft HGL (In): 115.45 ft HGL (Out): 115.35 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 2.1 in Gutter Spread: 4.22 ft Headloss: 0.10 ft Total Intercepted Flow: 0.58 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 410 Rim: 118.45 ft Invert: 114.56 ft HGL (In): 115.22 ft HGL (Out): 115.11 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 1.5 in Gutter Spread: 2.92 ft Headloss: 0.11 ft Total Intercepted Flow: 0.28 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 409 Rim: 118.42 ft Invert: 115.37 ft HGL (In): 115.82 ft HGL (Out): 115.75 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 2.1 in Gutter Spread: 5.20 ft Headloss: 0.07 ft Total Intercepted Flow: 0.83 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB O-309 (OUT-C) Rim: 111.50 ft Invert: 109.98 ft Tailwater Elev.: 112.00 ft Q: 5.99 cfs Notes: 18 CMP Flared End Section Pipe - (447): 18.0 in Length: 94.56 ft S: 0.20 % Up. Invert: 110.92 ft Down. Invert: 110.73 ft HGL (In): 112.84 ft HGL (Out): 112.84 ft Vel (In): 0.95 ft/s Vel (Out): 0.95 ft/s Q: 1.67 cfs Pipe - (538) (1): 12.0 in Length: 51.58 ft S: 1.00 % Up. Invert: 115.37 ft Down. Invert: 114.85 ft HGL (In): 115.75 ft HGL (Out): 115.50 ft Vel (In): 3.02 ft/s Vel (Out): 1.69 ft/s Q: 0.83 cfs Pipe - (538): 12.0 in Length: 29.46 ft S: 0.97 % Up. Invert: 114.85 ft Down. Invert: 114.56 ft HGL (In): 115.35 ft HGL (Out): 115.33 ft Vel (In): 3.56 ft/s Vel (Out): 2.55 ft/s Q: 1.40 cfs Pipe - (537): 12.0 in Length: 14.70 ft S: 22.28 % Up. Invert: 114.56 ft Down. Invert: 111.29 ft HGL (In): 115.11 ft HGL (Out): 112.92 ft Vel (In): 3.78 ft/s Vel (Out): 2.13 ft/s Q: 1.67 cfs Pipe - (539): 12.0 in Length: 55.46 ft S: 1.00 % Up. Invert: 115.92 ft Down. Invert: 115.37 ft HGL (In): 115.92 ft HGL (Out): 115.82 ft Vel (In): 0.00 ft/s Vel (Out): 0.00 ft/s Q: 0.00 cfs Pipe - (341) (1): 18.0 in Length: 113.90 ft S: 0.20 % Up. Invert: 110.21 ft Down. Invert: 109.98 ft HGL (In): 112.33 ft HGL (Out): 112.18 ft Vel (In): 3.45 ft/s Vel (Out): 3.45 ft/s Q: 6.09 cfs Pipe - (341): 18.0 in Length: 156.80 ft S: 0.20 % Up. Invert: 110.52 ft Down. Invert: 110.21 ft HGL (In): 112.72 ft HGL (Out): 112.55 ft Vel (In): 2.73 ft/s Vel (Out): 2.73 ft/s Q: 4.82 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/25/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - C_PH3 - CB 408 to O-309 (Outlet C) (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 100 Year Storm 110.00 115.00 120.00 -0+50 0+00 0+50 1+00 1+50 Station (ft) El e v a t i o n ( f t ) PH3 - CB 422 to MH 718 MH 718 Rim: 118.12 ft Invert: 110.21 ft HGL (In): 112.44 ft HGL (Out): 112.33 ft Bolted Cover: False Notes: 48" SD MH CB 420 Rim: 117.52 ft Invert: 114.11 ft HGL (In): 114.74 ft HGL (Out): 114.64 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 0.0 in Gutter Spread: 0.00 ft Headloss: 0.10 ft Total Intercepted Flow: 0.00 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 421 Rim: 117.51 ft Invert: 114.65 ft HGL (In): 115.28 ft HGL (Out): 115.17 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 3.0 in Gutter Spread: 8.51 ft Headloss: 0.10 ft Total Intercepted Flow: 1.20 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 422 Rim: 117.58 ft Invert: 114.96 ft HGL (In): 115.28 ft HGL (Out): 115.25 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 1.5 in Gutter Spread: 2.74 ft Headloss: 0.03 ft Total Intercepted Flow: 0.35 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB Pipe - (524): 12.0 in Length: 54.32 ft S: 0.99 % Up. Invert: 114.65 ft Down. Invert: 114.11 ft HGL (In): 115.17 ft HGL (Out): 114.88 ft Vel (In): 3.67 ft/s Vel (Out): 2.96 ft/s Q: 1.54 cfs Pipe - (523): 12.0 in Length: 31.32 ft S: 1.00 % Up. Invert: 114.96 ft Down. Invert: 114.65 ft HGL (In): 115.25 ft HGL (Out): 115.29 ft Vel (In): 1.81 ft/s Vel (Out): 0.67 ft/s Q: 0.35 cfs Pipe - (673) + (522): 12.0 in Length: 32.00 ft S: 11.81 % Up. Invert: 114.11 ft Down. Invert: 110.33 ft HGL (In): 114.64 ft HGL (Out): 112.50 ft Vel (In): 3.67 ft/s Vel (Out): 1.95 ft/s Q: 1.53 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/25/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - C_PH3 - CB 422 to MH 718 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 100 Year Storm 110.00 115.00 120.00 -0+50 0+00 0+50 Station (ft) El e v a t i o n ( f t ) PH3 - CB 552, CB 551 to MH 701 MH 701 Rim: 116.80 ft Invert: 110.93 ft HGL (In): 112.90 ft HGL (Out): 112.89 ft Bolted Cover: False Notes: 48" SD MH CB 551 Rim: 116.41 ft Invert: 111.25 ft HGL (In): 112.90 ft HGL (Out): 112.90 ft Inlet: SLO City Curb Inlet Gutter Depth: 7.4 in Gutter Spread: 7.22 ft Headloss: 0.00 ft Total Intercepted Flow: 0.83 cfs Bypass Flow: 0.00 cfs NOTES: SLO 36 DI CB 552 Rim: 116.43 ft Invert: 111.40 ft HGL (In): 112.90 ft HGL (Out): 112.90 ft Inlet: SLO City Curb Inlet Gutter Depth: 7.5 in Gutter Spread: 7.58 ft Headloss: 0.00 ft Total Intercepted Flow: 0.90 cfs Bypass Flow: 0.00 cfs NOTES: SLO 36 DI Pipe - (279): 18.0 in Length: 24.07 ft S: 0.50 % Up. Invert: 111.25 ft Down. Invert: 111.13 ft HGL (In): 112.90 ft HGL (Out): 112.90 ft Vel (In): 0.47 ft/s Vel (Out): 0.47 ft/s Q: 0.83 cfs Pipe - (290): 18.0 in Length: 5.40 ft S: 5.00 % Up. Invert: 111.40 ft Down. Invert: 111.13 ft HGL (In): 112.90 ft HGL (Out): 112.91 ft Vel (In): 0.51 ft/s Vel (Out): 0.51 ft/s Q: 0.90 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/25/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - C_PH3 - CB 552, CB 551 to MH 701 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 100 Year Storm 105.00 110.00 115.00 120.00 -0+50 0+00 0+50 1+00 Station (ft) El e v a t i o n ( f t ) PH3 - CB 564 to O-310 (Outlet C) CB 565 Rim: 115.80 ft Invert: 110.12 ft HGL (In): 112.04 ft HGL (Out): 112.03 ft Inlet: SLO City Curb Inlet Gutter Depth: 7.7 in Gutter Spread: 8.52 ft Headloss: 0.02 ft Total Intercepted Flow: 1.07 cfs Bypass Flow: 0.00 cfs NOTES: SLO 36 DI CB 564 Rim: 115.80 ft Invert: 110.31 ft HGL (In): 112.05 ft HGL (Out): 112.05 ft Inlet: SLO City Curb Inlet Gutter Depth: 8.2 in Gutter Spread: 10.59 ft Headloss: 0.01 ft Total Intercepted Flow: 1.48 cfs Bypass Flow: 0.00 cfs NOTES: SLO 36 DI O-310 (OUT-C) Rim: 111.50 ft Invert: 109.98 ft Tailwater Elev.: 112.00 ft Q: 2.45 cfs Notes: 18 CMP Flared End Section Pipe - (340): 18.0 in Length: 53.79 ft S: 0.25 % Up. Invert: 110.12 ft Down. Invert: 109.98 ft HGL (In): 112.03 ft HGL (Out): 112.03 ft Vel (In): 1.41 ft/s Vel (Out): 1.41 ft/s Q: 2.49 cfs Pipe - (339): 18.0 in Length: 36.00 ft S: 0.25 % Up. Invert: 110.31 ft Down. Invert: 110.22 ft HGL (In): 112.05 ft HGL (Out): 112.05 ft Vel (In): 0.84 ft/s Vel (Out): 0.84 ft/s Q: 1.48 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 7/31/2023 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - C_PH3 - CB 564 to O-310 (Outlet C) (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 100 Year Storm 110.00 115.00 120.00 -0+50 0+00 0+50 1+00 Station (ft) El e v a t i o n ( f t ) PH3 - MH 701 to MH 722 MH 701 Rim: 116.80 ft Invert: 110.93 ft HGL (In): 112.90 ft HGL (Out): 112.89 ft Bolted Cover: False Notes: 48" SD MH MH 702 Rim: 116.89 ft Invert: 110.79 ft HGL (In): 112.88 ft HGL (Out): 112.85 ft Bolted Cover: False Notes: 48" SD MH MH 722 Rim: 117.19 ft Invert: 110.52 ft HGL (In): 112.82 ft HGL (Out): 112.72 ft Bolted Cover: False Notes: 48" SD MH Pipe - (292): 18.0 in Length: 18.25 ft S: 0.20 % Up. Invert: 110.93 ft Down. Invert: 110.89 ft HGL (In): 112.89 ft HGL (Out): 112.90 ft Vel (In): 0.95 ft/s Vel (Out): 0.95 ft/s Q: 1.69 cfs Pipe - (293): 18.0 in Length: 32.14 ft S: 0.16 % Up. Invert: 110.79 ft Down. Invert: 110.74 ft HGL (In): 112.85 ft HGL (Out): 112.88 ft Vel (In): 1.87 ft/s Vel (Out): 1.87 ft/s Q: 3.30 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/25/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - C_PH3 - MH 701 to MH 722 (Avila Ranch Drainage Model_2.stsw) BYPASS CULVERT STORM DRAIN NETWORK 100-YEAR STORM Active Scenario: Phases 2-6 --- 100 Year Storm 105.00 110.00 115.00 120.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 Station (ft) El e v a t i o n ( f t ) CULV_H-4 to O-341 (Culvert Outlet C) MH 805 Rim: 116.95 ft Invert: 110.27 ft HGL (In): 113.97 ft HGL (Out): 113.57 ft Bolted Cover: False Notes: 60" SD MH MH 801 Rim: 117.67 ft Invert: 109.93 ft HGL (In): 113.48 ft HGL (Out): 113.03 ft Bolted Cover: False Notes: 60" SD MH MH 806 Rim: 118.69 ft Invert: 109.41 ft HGL (In): 112.67 ft HGL (Out): 112.36 ft Bolted Cover: False Notes: 60" SD MH O-341 (OUT-C) Rim: 113.07 ft Invert: 109.07 ft Tailwater Elev.: 112.00 ft Q: 62.73 cfs Notes: 48 CMP Flared End Section Structure - (265) Invert: 110.85 ft Beveled ring, 45° bevels Note: Headwall H-4 Pipe - (443) (1): 48.0 in Length: 189.13 ft S: 0.20 % Up. Invert: 110.85 ft Down. Invert: 110.47 ft HGL (In): 114.20 ft HGL (Out): 114.38 ft Vel (In): 5.33 ft/s Vel (Out): 5.14 ft/s Q: 60.00 cfs Pipe - (576): 48.0 in Length: 67.78 ft S: 0.20 % Up. Invert: 110.27 ft Down. Invert: 110.13 ft HGL (In): 113.57 ft HGL (Out): 113.96 ft Vel (In): 5.66 ft/s Vel (Out): 5.60 ft/s Q: 62.83 cfs Pipe - (582): 48.0 in Length: 173.13 ft S: 0.20 % Up. Invert: 109.41 ft Down. Invert: 109.07 ft HGL (In): 112.36 ft HGL (Out): 112.63 ft Vel (In): 6.32 ft/s Vel (Out): 6.36 ft/s Q: 62.77 cfs Pipe - (581): 48.0 in Length: 210.03 ft S: 0.20 % Up. Invert: 109.93 ft Down. Invert: 109.51 ft HGL (In): 113.03 ft HGL (Out): 113.21 ft Vel (In): 6.03 ft/s Vel (Out): 5.90 ft/s Q: 62.81 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/25/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - CULV_H-4 to O-341 (Culvert Outlet C) (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 100 Year Storm 105.00 110.00 115.00 120.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 Station (ft) El e v a t i o n ( f t ) CULV_H-5 to O-350 (Culvert Outlet C) MH 802 Rim: 116.83 ft Invert: 110.22 ft HGL (In): 113.92 ft HGL (Out): 113.56 ft Bolted Cover: False Notes: 60" SD MH MH 804 Rim: 117.55 ft Invert: 109.88 ft HGL (In): 113.48 ft HGL (Out): 113.09 ft Bolted Cover: False Notes: 60" SD MH MH 803 Rim: 118.68 ft Invert: 109.41 ft HGL (In): 112.85 ft HGL (Out): 112.37 ft Bolted Cover: False Notes: 60" SD MH O-350 (OUT-C) Rim: 113.03 ft Invert: 109.03 ft Tailwater Elev.: 112.00 ft Q: 61.98 cfs Notes: 48 CMP Flared End Section Structure - (651) Invert: 110.85 ft Beveled ring, 45° bevels Note: Headwall H-5 Pipe - (342): 48.0 in Length: 184.00 ft S: 0.20 % Up. Invert: 109.88 ft Down. Invert: 109.51 ft HGL (In): 113.09 ft HGL (Out): 113.30 ft Vel (In): 5.55 ft/s Vel (Out): 5.35 ft/s Q: 60.00 cfs Pipe - (578): 48.0 in Length: 215.14 ft S: 0.20 % Up. Invert: 110.85 ft Down. Invert: 110.42 ft HGL (In): 114.18 ft HGL (Out): 114.33 ft Vel (In): 5.36 ft/s Vel (Out): 5.15 ft/s Q: 60.00 cfs Pipe - (443): 48.0 in Length: 67.81 ft S: 0.20 % Up. Invert: 110.22 ft Down. Invert: 110.08 ft HGL (In): 113.56 ft HGL (Out): 113.91 ft Vel (In): 5.35 ft/s Vel (Out): 5.28 ft/s Q: 60.00 cfs Pipe - (343): 48.0 in Length: 189.59 ft S: 0.20 % Up. Invert: 109.41 ft Down. Invert: 109.03 ft HGL (In): 112.37 ft HGL (Out): 112.60 ft Vel (In): 6.23 ft/s Vel (Out): 6.21 ft/s Q: 62.01 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/25/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - CULV_H-5 to O-350 (Culvert Outlet C) (Avila Ranch Drainage Model_2.stsw) WATERSHED D STORM DRAIN NETWORK 100-YEAR STORM Active Scenario: Phases 2-6 --- 100 Year Storm 105.00 110.00 115.00 -0+50 0+00 0+50 1+00 1+50 Station (ft) El e v a t i o n ( f t ) PH3 - CB 545 to O-304 (Outlet D) MH 721 Rim: 111.65 ft Invert: 108.33 ft HGL (In): 111.26 ft HGL (Out): 111.24 ft Bolted Cover: False Notes: 48" SD MH CB 545 Rim: 111.28 ft Invert: 108.47 ft HGL (In): 111.27 ft HGL (Out): 111.27 ft Inlet: SLO City Curb Inlet Gutter Depth: 8.2 in Gutter Spread: 10.69 ft Headloss: 0.01 ft Total Intercepted Flow: 1.73 cfs Bypass Flow: 0.00 cfs NOTES: SLO 48 DI CB 546 Rim: 111.28 ft Invert: 108.27 ft HGL (In): 111.22 ft HGL (Out): 111.17 ft Inlet: SLO City Curb Inlet Gutter Depth: 8.2 in Gutter Spread: 10.83 ft Headloss: 0.05 ft Total Intercepted Flow: 1.76 cfs Bypass Flow: 0.00 cfs NOTES: SLO 48 DI O-304 (OUT-D) Rim: 109.54 ft Invert: 108.04 ft Tailwater Elev.: 111.00 ft Q: 4.33 cfs Notes: 18 CMP Flared End Section Pipe - (445): 18.0 in Length: 3.82 ft S: 0.99 % Up. Invert: 108.47 ft Down. Invert: 108.43 ft HGL (In): 111.27 ft HGL (Out): 111.28 ft Vel (In): 0.98 ft/s Vel (Out): 0.98 ft/s Q: 1.73 cfs Pipe - (441) (1): 18.0 in Length: 29.73 ft S: 0.20 % Up. Invert: 108.33 ft Down. Invert: 108.27 ft HGL (In): 111.24 ft HGL (Out): 111.26 ft Vel (In): 1.65 ft/s Vel (Out): 1.65 ft/s Q: 2.91 cfs Pipe - (441) (2): 18.0 in Length: 112.98 ft S: 0.20 % Up. Invert: 108.27 ft Down. Invert: 108.04 ft HGL (In): 111.17 ft HGL (Out): 111.10 ft Vel (In): 2.49 ft/s Vel (Out): 2.49 ft/s Q: 4.41 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/25/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - D_PH3 - CB 545 to O-304 (Outlet D) (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 100 Year Storm 105.00 110.00 115.00 -0+50 0+00 0+50 Station (ft) El e v a t i o n ( f t ) PH3 - CB 557, CB 558 to MH 720 MH 720 Rim: 112.07 ft Invert: 108.89 ft HGL (In): 111.31 ft HGL (Out): 111.30 ft Bolted Cover: False Notes: 48" SD MH CB 557 Rim: 111.71 ft Invert: 109.15 ft HGL (In): 111.31 ft HGL (Out): 111.31 ft Inlet: SLO City Curb Inlet Gutter Depth: 7.3 in Gutter Spread: 6.92 ft Headloss: 0.00 ft Total Intercepted Flow: 0.78 cfs Bypass Flow: 0.00 cfs NOTES: SLO 36 DI CB 558 Rim: 111.71 ft Invert: 109.11 ft HGL (In): 111.31 ft HGL (Out): 111.31 ft Inlet: SLO City Curb Inlet Gutter Depth: 7.4 in Gutter Spread: 7.20 ft Headloss: 0.00 ft Total Intercepted Flow: 0.83 cfs Bypass Flow: 0.00 cfs NOTES: SLO 36 DI Pipe - (319) (1): 18.0 in Length: 3.75 ft S: 0.51 % Up. Invert: 109.11 ft Down. Invert: 109.09 ft HGL (In): 111.31 ft HGL (Out): 111.31 ft Vel (In): 0.47 ft/s Vel (Out): 0.47 ft/s Q: 0.83 cfs Pipe - (319): 18.0 in Length: 29.75 ft S: 0.20 % Up. Invert: 109.15 ft Down. Invert: 109.09 ft HGL (In): 111.31 ft HGL (Out): 111.31 ft Vel (In): 0.44 ft/s Vel (Out): 0.44 ft/s Q: 0.78 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/25/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - D_PH3 - CB 557, CB 558 to MH 720 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 100 Year Storm 105.00 110.00 115.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 Station (ft) El e v a t i o n ( f t ) PH3 - MH 720 to O-304 (Outlet D) MH 720 Rim: 112.07 ft Invert: 108.89 ft HGL (In): 111.31 ft HGL (Out): 111.30 ft Bolted Cover: False Notes: 48" SD MH MH 721 Rim: 111.65 ft Invert: 108.33 ft HGL (In): 111.26 ft HGL (Out): 111.24 ft Bolted Cover: False Notes: 48" SD MH CB 546 Rim: 111.28 ft Invert: 108.27 ft HGL (In): 111.22 ft HGL (Out): 111.17 ft Inlet: SLO City Curb Inlet Gutter Depth: 8.2 in Gutter Spread: 10.83 ft Headloss: 0.05 ft Total Intercepted Flow: 1.76 cfs Bypass Flow: 0.00 cfs NOTES: SLO 48 DI O-304 (OUT-D) Rim: 109.54 ft Invert: 108.04 ft Tailwater Elev.: 111.00 ft Q: 4.33 cfs Notes: 18 CMP Flared End Section Pipe - (337) + (631): 18.0 in Length: 177.95 ft S: 0.20 % Up. Invert: 108.89 ft Down. Invert: 108.53 ft HGL (In): 111.30 ft HGL (Out): 111.28 ft Vel (In): 0.88 ft/s Vel (Out): 0.88 ft/s Q: 1.56 cfs Pipe - (441) (1): 18.0 in Length: 29.73 ft S: 0.20 % Up. Invert: 108.33 ft Down. Invert: 108.27 ft HGL (In): 111.24 ft HGL (Out): 111.26 ft Vel (In): 1.65 ft/s Vel (Out): 1.65 ft/s Q: 2.91 cfs Pipe - (441) (2): 18.0 in Length: 112.98 ft S: 0.20 % Up. Invert: 108.27 ft Down. Invert: 108.04 ft HGL (In): 111.17 ft HGL (Out): 111.10 ft Vel (In): 2.49 ft/s Vel (Out): 2.49 ft/s Q: 4.41 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/25/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - D_PH3 - MH 720 to O-304 (Outlet D) (Avila Ranch Drainage Model_2.stsw) WATERSHED E STORM DRAIN NETWORK 100-YEAR STORM Active Scenario: Phases 2-6 --- 100 Year Storm 110.00 115.00 120.00 -0+50 0+00 0+50 Station (ft) El e v a t i o n ( f t ) PH4 - CB 566, CB 567 to MH 724 MH 724 Rim: 116.55 ft Invert: 113.44 ft HGL (In): 115.57 ft HGL (Out): 115.54 ft Bolted Cover: False Notes: 48" SD MH CB 566 Rim: 116.21 ft Invert: 113.76 ft HGL (In): 115.58 ft HGL (Out): 115.57 ft Inlet: SLO City Curb Inlet Gutter Depth: 7.3 in Gutter Spread: 6.99 ft Headloss: 0.00 ft Total Intercepted Flow: 1.30 cfs Bypass Flow: 0.00 cfs NOTES: SLO 87 DI CB 567 Rim: 116.03 ft Invert: 113.80 ft HGL (In): 115.58 ft HGL (Out): 115.58 ft Inlet: SLO City Curb Inlet Gutter Depth: 7.4 in Gutter Spread: 7.25 ft Headloss: 0.01 ft Total Intercepted Flow: 1.47 cfs Bypass Flow: 0.00 cfs NOTES: SLO 96 DI Pipe - (346): 18.0 in Length: 33.15 ft S: 0.50 % Up. Invert: 113.80 ft Down. Invert: 113.64 ft HGL (In): 115.58 ft HGL (Out): 115.58 ft Vel (In): 0.83 ft/s Vel (Out): 0.83 ft/s Q: 1.47 cfs Pipe - (345): 18.0 in Length: 2.37 ft S: 4.97 % Up. Invert: 113.76 ft Down. Invert: 113.64 ft HGL (In): 115.57 ft HGL (Out): 115.58 ft Vel (In): 0.74 ft/s Vel (Out): 0.74 ft/s Q: 1.30 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/25/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - E_PH4 - CB 566, CB 567 to MH 724 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 100 Year Storm 110.00 115.00 120.00 -0+50 0+00 0+50 Station (ft) El e v a t i o n ( f t ) PH4 - CB 569, CB 568 to MH 725 MH 725 Rim: 117.45 ft Invert: 113.59 ft HGL (In): 116.00 ft HGL (Out): 115.72 ft Bolted Cover: False Notes: 48" SD MH CB 568 Rim: 117.00 ft Invert: 113.96 ft HGL (In): 116.01 ft HGL (Out): 116.01 ft Inlet: SLO City Curb Inlet Gutter Depth: 7.2 in Gutter Spread: 6.46 ft Headloss: 0.00 ft Total Intercepted Flow: 1.16 cfs Bypass Flow: 0.00 cfs NOTES: SLO 87 DI CB 569 Rim: 117.08 ft Invert: 113.91 ft HGL (In): 116.01 ft HGL (Out): 116.00 ft Inlet: SLO City Curb Inlet Gutter Depth: 6.9 in Gutter Spread: 5.29 ft Headloss: 0.00 ft Total Intercepted Flow: 0.86 cfs Bypass Flow: 0.00 cfs NOTES: SLO 87 DI Pipe - (348): 18.0 in Length: 33.17 ft S: 0.50 % Up. Invert: 113.96 ft Down. Invert: 113.79 ft HGL (In): 116.01 ft HGL (Out): 116.01 ft Vel (In): 0.66 ft/s Vel (Out): 0.66 ft/s Q: 1.16 cfs Pipe - (347): 18.0 in Length: 2.37 ft S: 4.97 % Up. Invert: 113.91 ft Down. Invert: 113.79 ft HGL (In): 116.00 ft HGL (Out): 116.01 ft Vel (In): 0.49 ft/s Vel (Out): 0.49 ft/s Q: 0.86 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/25/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - E_PH4 - CB 569, CB 568 to MH 725 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 100 Year Storm 110.00 115.00 120.00 -0+50 0+00 0+50 Station (ft) El e v a t i o n ( f t ) PH4 - CB 605, CB 604 to MH 758 MH 758 Rim: 119.41 ft Invert: 113.87 ft HGL (In): 116.92 ft HGL (Out): 116.45 ft Bolted Cover: False Notes: 48" SD MH CB 604 Rim: 118.69 ft Invert: 114.37 ft HGL (In): 116.93 ft HGL (Out): 116.93 ft Inlet: SLO City Curb Inlet Gutter Depth: 1.7 in Gutter Spread: 6.97 ft Headloss: 0.00 ft Total Intercepted Flow: 0.79 cfs Bypass Flow: 0.33 cfs NOTES: SLO 48 DI CB 605 Rim: 118.78 ft Invert: 114.24 ft HGL (In): 116.92 ft HGL (Out): 116.92 ft Inlet: SLO City Curb Inlet Gutter Depth: 1.7 in Gutter Spread: 7.02 ft Headloss: 0.00 ft Total Intercepted Flow: 0.64 cfs Bypass Flow: 0.50 cfs NOTES: SLO 36 DI Pipe - (429): 18.0 in Length: 30.22 ft S: 1.01 % Up. Invert: 114.37 ft Down. Invert: 114.07 ft HGL (In): 116.93 ft HGL (Out): 116.93 ft Vel (In): 0.45 ft/s Vel (Out): 0.45 ft/s Q: 0.79 cfs Pipe - (428): 18.0 in Length: 3.50 ft S: 5.00 % Up. Invert: 114.24 ft Down. Invert: 114.07 ft HGL (In): 116.92 ft HGL (Out): 116.93 ft Vel (In): 0.36 ft/s Vel (Out): 0.36 ft/s Q: 0.64 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/25/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - E_PH4 - CB 605, CB 604 to MH 758 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 100 Year Storm 110.00 115.00 120.00 -0+50 0+00 0+50 1+00 1+50 Station (ft) El e v a t i o n ( f t ) PH4 - FES 308, CB 598 to MH 723 MH 723 Rim: 117.34 ft Invert: 113.71 ft HGL (In): 115.62 ft HGL (Out): 115.60 ft Bolted Cover: False Notes: 48" SD MH FES 308 Rim: 114.95 ft Invert: 114.94 ft HGL (In): 114.95 ft HGL (Out): 114.95 ft Inlet: Gutter Depth: 0.0 in Gutter Spread: 0.00 ft Headloss: 0.00 ft Total Intercepted Flow: 0.00 cfs Bypass Flow: 0.00 cfs NOTES: 18 CMP Flared End Section CB 598 Rim: 116.97 ft Invert: 113.95 ft HGL (In): 115.62 ft HGL (Out): 115.62 ft Inlet: SLO City Curb Inlet Gutter Depth: 2.9 in Gutter Spread: 7.25 ft Headloss: 0.00 ft Total Intercepted Flow: 1.00 cfs Bypass Flow: 0.17 cfs NOTES: SLO 42 DI CB 599 Rim: 116.95 ft Invert: 114.08 ft HGL (In): 115.62 ft HGL (Out): 115.62 ft Inlet: SLO City Curb Inlet Gutter Depth: 2.9 in Gutter Spread: 7.17 ft Headloss: 0.00 ft Total Intercepted Flow: 0.98 cfs Bypass Flow: 0.16 cfs NOTES: SLO 42 DI Pipe - (344): 12.0 in Length: 83.27 ft S: 1.03 % Up. Invert: 114.94 ft Down. Invert: 114.08 ft HGL (In): 115.62 ft HGL (Out): 115.62 ft Vel (In): 0.00 ft/s Vel (Out): 0.00 ft/s Q: 0.00 cfs Pipe - (621): 18.0 in Length: 3.59 ft S: 1.00 % Up. Invert: 113.95 ft Down. Invert: 113.91 ft HGL (In): 115.62 ft HGL (Out): 115.62 ft Vel (In): 0.57 ft/s Vel (Out): 0.57 ft/s Q: 1.00 cfs Pipe - (622): 18.0 in Length: 30.16 ft S: 1.00 % Up. Invert: 114.21 ft Down. Invert: 113.91 ft HGL (In): 115.62 ft HGL (Out): 115.62 ft Vel (In): 0.57 ft/s Vel (Out): 0.56 ft/s Q: 0.98 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/25/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - E_PH4 - FES 308, CB 598 to MH 723 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 100 Year Storm 110.00 115.00 120.00 125.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 7+50 8+00 8+50 Station (ft) El e v a t i o n ( f t ) PH4 - Future E-13, MH 762 to O-311 (Outlet E) MH 758 Rim: 119.41 ft Invert: 113.87 ft HGL (In): 117.04 ft HGL (Out): 116.54 ft Bolted Cover: False Notes: 48" SD MH MH 725 Rim: 117.45 ft Invert: 113.59 ft HGL (In): 116.07 ft HGL (Out): 115.78 ft Bolted Cover: False Notes: 48" SD MH MH 730 Rim: 118.35 ft Invert: 113.13 ft HGL (In): 115.56 ft HGL (Out): 115.27 ft Bolted Cover: False Notes: 48" SD MH MH 765 Rim: 119.60 ft Invert: 114.11 ft HGL (In): 117.81 ft HGL (Out): 117.37 ft Bolted Cover: False Notes: 48" SD MH MH 762 Rim: 122.65 ft Invert: 114.84 ft HGL (In): 118.15 ft HGL (Out): 118.08 ft Bolted Cover: False Notes: 48" SD MH E-13 Top: 122.87 ft Invert: 115.24 ft HGL (In): 118.36 ft HGL (Out): 118.23 ft Notes: Full Capture Inlet/ Stub for Future Flows O-311 (OUT-E) Rim: 115.24 ft Invert: 112.74 ft Tailwater Elev.: 114.40 ft Q: 23.14 cfs Notes: 30 CMP Flared End Section Pipe - (358): 30.0 in Length: 193.19 ft S: 0.20 % Up. Invert: 113.13 ft Down. Invert: 112.74 ft HGL (In): 115.27 ft HGL (Out): 115.12 ft Vel (In): 5.27 ft/s Vel (Out): 6.85 ft/s Q: 23.63 cfs Pipe - (357): 30.0 in Length: 132.81 ft S: 0.20 % Up. Invert: 113.59 ft Down. Invert: 113.33 ft HGL (In): 115.78 ft HGL (Out): 115.84 ft Vel (In): 4.31 ft/s Vel (Out): 4.25 ft/s Q: 19.62 cfs Pipe - (589): 18.0 in Length: 22.23 ft S: 1.81 % Up. Invert: 115.24 ft Down. Invert: 114.84 ft HGL (In): 118.23 ft HGL (Out): 118.40 ft Vel (In): 4.04 ft/s Vel (Out): 4.04 ft/s Q: 7.14 cfs Pipe - (359): 24.0 in Length: 316.77 ft S: 0.20 % Up. Invert: 114.84 ft Down. Invert: 114.21 ft HGL (In): 118.08 ft HGL (Out): 117.89 ft Vel (In): 2.27 ft/s Vel (Out): 2.27 ft/s Q: 7.12 cfs Pipe - (359): 24.0 in Length: 87.66 ft S: 0.20 % Up. Invert: 113.87 ft Down. Invert: 113.69 ft HGL (In): 116.54 ft HGL (Out): 116.57 ft Vel (In): 5.70 ft/s Vel (Out): 5.70 ft/s Q: 17.91 cfs Pipe - (359) (1): 24.0 in Length: 71.78 ft S: 0.20 % Up. Invert: 114.11 ft Down. Invert: 113.97 ft HGL (In): 117.37 ft HGL (Out): 117.48 ft Vel (In): 5.32 ft/s Vel (Out): 5.32 ft/s Q: 16.70 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 7/31/2023 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - E_PH4 - Future E-13, MH 762 to O-311 (Outlet E) (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 100 Year Storm 110.00 115.00 120.00 125.00 -0+50 0+00 0+50 1+00 Station (ft) El e v a t i o n ( f t ) PH4 - Future E-9, Future E-10 to MH 765 MH 765 Rim: 119.60 ft Invert: 114.11 ft HGL (In): 117.81 ft HGL (Out): 117.37 ft Bolted Cover: False Notes: 48" SD MH E-10 Top: 120.19 ft Invert: 114.71 ft HGL (In): 117.86 ft HGL (Out): 117.84 ft Notes: Full Capture Inlet/ Stub for Future Flows E-9 Top: 120.36 ft Invert: 114.45 ft HGL (In): 117.84 ft HGL (Out): 117.82 ft Notes: Full Capture Inlet/ Stub for Future Flows Pipe - (624): 24.0 in Length: 46.38 ft S: 1.00 % Up. Invert: 114.71 ft Down. Invert: 114.25 ft HGL (In): 117.84 ft HGL (Out): 117.86 ft Vel (In): 1.79 ft/s Vel (Out): 1.79 ft/s Q: 5.61 cfs Pipe - (623): 24.0 in Length: 20.26 ft S: 1.00 % Up. Invert: 114.45 ft Down. Invert: 114.25 ft HGL (In): 117.82 ft HGL (Out): 117.86 ft Vel (In): 1.65 ft/s Vel (Out): 1.65 ft/s Q: 5.18 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 7/31/2023 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - E_PH4 - Future E-9, Future E-10 to MH 765 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 100 Year Storm 110.00 115.00 120.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 Station (ft) El e v a t i o n ( f t ) PH4 - MH 732 to MH 730 MH 724 Rim: 116.55 ft Invert: 113.44 ft HGL (In): 115.57 ft HGL (Out): 115.54 ft Bolted Cover: False Notes: 48" SD MH MH 730 Rim: 118.35 ft Invert: 113.13 ft HGL (In): 115.50 ft HGL (Out): 115.23 ft Bolted Cover: False Notes: 48" SD MH MH 723 Rim: 117.34 ft Invert: 113.71 ft HGL (In): 115.62 ft HGL (Out): 115.60 ft Bolted Cover: False Notes: 48" SD MH MH 732 Rim: 118.94 ft Invert: 114.12 ft HGL (In): 115.62 ft HGL (Out): 115.62 ft Bolted Cover: False Notes: 48" SD MH Pipe - (362): 18.0 in Length: 87.66 ft S: 0.20 % Up. Invert: 113.71 ft Down. Invert: 113.54 ft HGL (In): 115.60 ft HGL (Out): 115.59 ft Vel (In): 1.12 ft/s Vel (Out): 1.12 ft/s Q: 1.98 cfs Pipe - (430): 24.0 in Length: 104.84 ft S: 0.20 % Up. Invert: 113.44 ft Down. Invert: 113.23 ft HGL (In): 115.54 ft HGL (Out): 115.54 ft Vel (In): 1.45 ft/s Vel (Out): 1.45 ft/s Q: 4.57 cfs Pipe - (362) (2): 18.0 in Length: 156.44 ft S: 0.20 % Up. Invert: 114.12 ft Down. Invert: 113.81 ft HGL (In): 115.62 ft HGL (Out): 115.62 ft Vel (In): 0.00 ft/s Vel (Out): 0.00 ft/s Q: 0.00 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/25/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - E_PH4 - MH 732 to MH 730 (Avila Ranch Drainage Model_2.stsw) WATERSHED F STORM DRAIN NETWORK 100-YEAR STORM Active Scenario: Phases 2-6 --- 100 Year Storm 115.00 120.00 125.00 -0+50 0+00 0+50 Station (ft) El e v a t i o n ( f t ) PH4 - CB 624, CB 626 to MH 784 MH 784 Rim: 122.27 ft Invert: 115.73 ft HGL (In): 120.15 ft HGL (Out): 119.49 ft Bolted Cover: False Notes: 48" SD MH CB 624 Rim: 121.91 ft Invert: 116.12 ft HGL (In): 120.15 ft HGL (Out): 120.15 ft Inlet: SLO City Curb Inlet Gutter Depth: 2.5 in Gutter Spread: 5.72 ft Headloss: 0.00 ft Total Intercepted Flow: 0.76 cfs Bypass Flow: 0.26 cfs NOTES: SLO 36 DI CB 626 Rim: 121.91 ft Invert: 116.23 ft HGL (In): 120.15 ft HGL (Out): 120.15 ft Inlet: SLO City Curb Inlet Gutter Depth: 2.5 in Gutter Spread: 5.72 ft Headloss: 0.00 ft Total Intercepted Flow: 0.76 cfs Bypass Flow: 0.26 cfs NOTES: SLO 36 DI Pipe - (742): 18.0 in Length: 3.78 ft S: 5.00 % Up. Invert: 116.12 ft Down. Invert: 115.93 ft HGL (In): 120.15 ft HGL (Out): 120.15 ft Vel (In): 0.43 ft/s Vel (Out): 0.43 ft/s Q: 0.76 cfs Pipe - (741): 18.0 in Length: 29.74 ft S: 1.01 % Up. Invert: 116.23 ft Down. Invert: 115.93 ft HGL (In): 120.15 ft HGL (Out): 120.15 ft Vel (In): 0.43 ft/s Vel (Out): 0.43 ft/s Q: 0.76 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/25/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - F_PH4 - CB 624, CB 626 to MH 784 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 100 Year Storm 110.00 115.00 120.00 125.00 -0+50 0+00 0+50 1+00 1+50 2+00 Station (ft) El e v a t i o n ( f t ) PH4 - FES 314 to O-16 (Outlet F) CB 595 Rim: 121.09 ft Invert: 114.41 ft HGL (In): 118.01 ft HGL (Out): 117.31 ft Inlet: SLO City Curb Inlet Gutter Depth: 7.2 in Gutter Spread: 6.33 ft Headloss: 0.70 ft Total Intercepted Flow: 1.12 cfs Bypass Flow: 0.00 cfs NOTES: SLO 87 DI CB 594 Rim: 120.97 ft Invert: 114.69 ft HGL (In): 118.32 ft HGL (Out): 118.09 ft Inlet: SLO City Curb Inlet Gutter Depth: 7.2 in Gutter Spread: 6.42 ft Headloss: 0.23 ft Total Intercepted Flow: 1.15 cfs Bypass Flow: 0.00 cfs NOTES: SLO 87 DI FES 314 Rim: 117.84 ft Invert: 114.84 ft HGL (In): 118.59 ft HGL (Out): 118.37 ft Inlet: 36"x36" Grate Inlet Gutter Depth: (N/A) in Gutter Spread: 0.00 ft Headloss: 0.22 ft Total Intercepted Flow: 37.31 cfs Bypass Flow: 0.00 cfs NOTES: 36 CMP Flared End Section O-313 (OUT-F) Rim: 116.50 ft Invert: 114.07 ft Tailwater Elev.: 116.36 ft Q: 48.95 cfs Notes: 36 CMP Flared End Section Pipe - (359) (1) (1): 36.0 in Length: 30.69 ft S: 0.25 % Up. Invert: 114.69 ft Down. Invert: 114.61 ft HGL (In): 118.09 ft HGL (Out): 118.46 ft Vel (In): 5.43 ft/s Vel (Out): 5.43 ft/s Q: 38.39 cfs Pipe - (360): 36.0 in Length: 139.93 ft S: 0.25 % Up. Invert: 114.41 ft Down. Invert: 114.07 ft HGL (In): 117.31 ft HGL (Out): 117.49 ft Vel (In): 7.07 ft/s Vel (Out): 8.54 ft/s Q: 49.44 cfs Pipe - (618): 36.0 in Length: 19.75 ft S: 0.25 % Up. Invert: 114.84 ft Down. Invert: 114.79 ft HGL (In): 118.37 ft HGL (Out): 118.76 ft Vel (In): 5.28 ft/s Vel (Out): 5.28 ft/s Q: 37.31 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/25/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - F_PH4 - FES 314 to O-313 (Outlet F) (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 100 Year Storm 115.00 120.00 125.00 -0+50 0+00 0+50 Station (ft) El e v a t i o n ( f t ) PH4 - Future F-3 to MH 763 MH 763 Rim: 124.12 ft Invert: 117.01 ft HGL (In): 121.94 ft HGL (Out): 121.59 ft Bolted Cover: False Notes: 48" SD MH F-3 Top: 124.60 ft Invert: 117.31 ft HGL (In): 122.11 ft HGL (Out): 122.11 ft Notes: Full Capture Inlet/ Stub for Future Flows Pipe - (596): 18.0 in Length: 20.23 ft S: 0.50 % Up. Invert: 117.31 ft Down. Invert: 117.21 ft HGL (In): 122.11 ft HGL (Out): 122.48 ft Vel (In): 5.88 ft/s Vel (Out): 5.88 ft/s Q: 10.39 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/25/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - F_PH4 - Future F-3 to MH 763 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 100 Year Storm 110.00 115.00 120.00 125.00 130.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 Station (ft) El e v a t i o n ( f t ) F_PH4 - MH 731 to O-313 (Outlet F) MH 731 Rim: 125.33 ft Invert: 118.08 ft HGL (In): 121.94 ft HGL (Out): 121.94 ft Bolted Cover: False Notes: 48" SD MH MH 764 Rim: 121.85 ft Invert: 115.42 ft HGL (In): 118.90 ft HGL (Out): 118.51 ft Bolted Cover: False Notes: 48" SD MH MH 763 Rim: 124.12 ft Invert: 117.01 ft HGL (In): 121.94 ft HGL (Out): 121.59 ft Bolted Cover: False Notes: 48" SD MH MH 784 Rim: 122.27 ft Invert: 115.73 ft HGL (In): 120.15 ft HGL (Out): 119.49 ft Bolted Cover: False Notes: 48" SD MH CB 595 Rim: 121.09 ft Invert: 114.41 ft HGL (In): 118.01 ft HGL (Out): 117.31 ft Inlet: SLO City Curb Inlet Gutter Depth: 7.2 in Gutter Spread: 6.33 ft Headloss: 0.70 ft Total Intercepted Flow: 1.12 cfs Bypass Flow: 0.00 cfs NOTES: SLO 87 DI O-313 (OUT-F) Rim: 116.50 ft Invert: 114.07 ft Tailwater Elev.: 116.36 ft Q: 48.95 cfs Notes: 36 CMP Flared End Section Pipe - (360): 36.0 in Length: 139.93 ft S: 0.25 % Up. Invert: 114.41 ft Down. Invert: 114.07 ft HGL (In): 117.31 ft HGL (Out): 117.49 ft Vel (In): 7.07 ft/s Vel (Out): 8.54 ft/s Q: 49.44 cfs Pipe - (361): 18.0 in Length: 49.22 ft S: 1.85 % Up. Invert: 115.42 ft Down. Invert: 114.51 ft HGL (In): 118.51 ft HGL (Out): 118.66 ft Vel (In): 6.50 ft/s Vel (Out): 6.50 ft/s Q: 11.48 cfs Pipe - (361) (1) (1): 18.0 in Length: 121.58 ft S: 0.80 % Up. Invert: 118.08 ft Down. Invert: 117.11 ft HGL (In): 121.94 ft HGL (Out): 121.94 ft Vel (In): 0.00 ft/s Vel (Out): 0.00 ft/s Q: 0.00 cfs Pipe - (361) (1)(1): 18.0 in Length: 173.05 ft S: 0.74 % Up. Invert: 117.01 ft Down. Invert: 115.73 ft HGL (In): 121.59 ft HGL (Out): 120.69 ft Vel (In): 5.87 ft/s Vel (Out): 5.87 ft/s Q: 10.38 cfs Pipe - (361) (1)(2): 18.0 in Length: 57.39 ft S: 0.19 % Up. Invert: 115.73 ft Down. Invert: 115.62 ft HGL (In): 119.49 ft HGL (Out): 119.56 ft Vel (In): 6.52 ft/s Vel (Out): 6.52 ft/s Q: 11.53 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/25/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - F_PH4 - MH 731 to O-313 (Outlet F) (Avila Ranch Drainage Model_2.stsw) WATERSHED G STORM DRAIN NETWORK 100-YEAR STORM Active Scenario: Phases 2-6 --- 100 Year Storm 110.00 115.00 120.00 -0+50 0+00 0+50 1+00 Station (ft) El e v a t i o n ( f t ) PH5 - CB 593 to O-312 (Outlet G) CB 592 Rim: 115.95 ft Invert: 113.15 ft HGL (In): 114.23 ft HGL (Out): 113.98 ft Inlet: SLO City Curb Inlet Gutter Depth: 8.3 in Gutter Spread: 11.13 ft Headloss: 0.25 ft Total Intercepted Flow: 2.44 cfs Bypass Flow: 0.00 cfs NOTES: SLO 78 DI CB 593 Rim: 115.95 ft Invert: 113.34 ft HGL (In): 114.27 ft HGL (Out): 114.24 ft Inlet: SLO City Curb Inlet Gutter Depth: 8.0 in Gutter Spread: 10.02 ft Headloss: 0.03 ft Total Intercepted Flow: 2.08 cfs Bypass Flow: 0.00 cfs NOTES: SLO 78 DI O-312 (OUT-G) Rim: 114.62 ft Invert: 112.91 ft Tailwater Elev.: 113.72 ft Q: 4.47 cfs Notes: 18 CMP Flared End Section Pipe - (600): 18.0 in Length: 36.50 ft S: 0.25 % Up. Invert: 113.34 ft Down. Invert: 113.25 ft HGL (In): 114.24 ft HGL (Out): 114.28 ft Vel (In): 1.87 ft/s Vel (Out): 1.70 ft/s Q: 2.08 cfs Pipe - (601): 18.0 in Length: 55.23 ft S: 0.44 % Up. Invert: 113.15 ft Down. Invert: 112.91 ft HGL (In): 113.98 ft HGL (Out): 114.05 ft Vel (In): 4.46 ft/s Vel (Out): 4.59 ft/s Q: 4.49 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/25/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - G_PH5 - CB 593 to O-312 (Outlet G) (Avila Ranch Drainage Model_2.stsw) WATERSHED H STORM DRAIN NETWORK 100-YEAR STORM Active Scenario: Phases 2-6 --- 100 Year Storm 110.00 115.00 120.00 125.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 Station (ft) El e v a t i o n ( f t ) PH5 - CB 509 to MH 757 MH 757 Rim: 117.53 ft Invert: 110.04 ft HGL (In): 116.09 ft HGL (Out): 115.61 ft Bolted Cover: False Notes: 48" SD MH CB 509 Rim: 120.78 ft Invert: 116.14 ft HGL (In): 118.85 ft HGL (Out): 118.82 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 2.7 in Gutter Spread: 7.90 ft Headloss: 0.04 ft Total Intercepted Flow: 1.67 cfs Bypass Flow: 0.28 cfs NOTES: 18x18 CB CB 507 Rim: 118.40 ft Invert: 111.26 ft HGL (In): 117.60 ft HGL (Out): 117.24 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 2.9 in Gutter Spread: 8.89 ft Headloss: 0.37 ft Total Intercepted Flow: 1.94 cfs Bypass Flow: 0.55 cfs NOTES: 18x18 CB CB 502 Rim: 117.95 ft Invert: 110.74 ft HGL (In): 116.40 ft HGL (Out): 116.28 ft Inlet: 24"x24" Grate Inlet Gutter Depth: 3.4 in Gutter Spread: 10.51 ft Headloss: 0.12 ft Total Intercepted Flow: 1.60 cfs Bypass Flow: 0.00 cfs NOTES: 24x24 CB CB 508 Rim: 119.40 ft Invert: 113.00 ft HGL (In): 118.59 ft HGL (Out): 118.43 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 2.9 in Gutter Spread: 9.02 ft Headloss: 0.16 ft Total Intercepted Flow: 1.98 cfs Bypass Flow: 0.59 cfs NOTES: 18x18 CB Pipe - (747): 12.0 in Length: 120.00 ft S: 2.53 % Up. Invert: 116.14 ft Down. Invert: 113.10 ft HGL (In): 118.82 ft HGL (Out): 118.66 ft Vel (In): 2.12 ft/s Vel (Out): 2.12 ft/s Q: 1.67 cfs Pipe - (591): 18.0 in Length: 50.55 ft S: 0.98 % Up. Invert: 110.74 ft Down. Invert: 110.24 ft HGL (In): 116.28 ft HGL (Out): 116.33 ft Vel (In): 3.91 ft/s Vel (Out): 3.91 ft/s Q: 6.92 cfs Pipe - (745): 12.0 in Length: 43.00 ft S: 1.22 % Up. Invert: 111.26 ft Down. Invert: 110.74 ft HGL (In): 117.24 ft HGL (Out): 117.13 ft Vel (In): 6.86 ft/s Vel (Out): 6.86 ft/s Q: 5.39 cfs Pipe - (746): 12.0 in Length: 98.00 ft S: 1.67 % Up. Invert: 113.00 ft Down. Invert: 111.37 ft HGL (In): 118.43 ft HGL (Out): 117.92 ft Vel (In): 4.53 ft/s Vel (Out): 4.53 ft/s Q: 3.55 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/25/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - H_PH5 - CB 509 to MH 757 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 100 Year Storm 105.00 110.00 115.00 120.00 -0+50 0+00 0+50 1+00 Station (ft) El e v a t i o n ( f t ) PH5 CB 522, CB 576 to MH 743 MH 743 Rim: 116.42 ft Invert: 109.27 ft HGL (In): 114.21 ft HGL (Out): 113.21 ft Bolted Cover: False Notes: 48" SD MH CB 522 Rim: 116.64 ft Invert: 110.67 ft HGL (In): 114.22 ft HGL (Out): 114.22 ft Inlet: 36"x36" Grate Inlet Gutter Depth: 1.7 in Gutter Spread: 7.01 ft Headloss: 0.00 ft Total Intercepted Flow: 0.86 cfs Bypass Flow: 0.00 cfs NOTES: 36x36 CB CB 577 Rim: 116.05 ft Invert: 110.21 ft HGL (In): 114.22 ft HGL (Out): 114.21 ft Inlet: SLO City Curb Inlet Gutter Depth: 2.8 in Gutter Spread: 6.97 ft Headloss: 0.01 ft Total Intercepted Flow: 0.94 cfs Bypass Flow: 0.57 cfs NOTES: SLO 36 DI CB 576 Rim: 116.05 ft Invert: 109.65 ft HGL (In): 114.21 ft HGL (Out): 114.21 ft Inlet: SLO City Curb Inlet Gutter Depth: 1.8 in Gutter Spread: 2.74 ft Headloss: 0.00 ft Total Intercepted Flow: 0.33 cfs Bypass Flow: 0.00 cfs NOTES: SLO 36 DI Pipe - (384): 18.0 in Length: 3.77 ft S: 4.98 % Up. Invert: 109.65 ft Down. Invert: 109.47 ft HGL (In): 114.21 ft HGL (Out): 114.21 ft Vel (In): 0.19 ft/s Vel (Out): 0.19 ft/s Q: 0.33 cfs Pipe - (385): 18.0 in Length: 29.75 ft S: 2.50 % Up. Invert: 110.21 ft Down. Invert: 109.47 ft HGL (In): 114.21 ft HGL (Out): 114.22 ft Vel (In): 1.01 ft/s Vel (Out): 1.01 ft/s Q: 1.78 cfs Pipe - (386): 18.0 in Length: 14.30 ft S: 2.50 % Up. Invert: 110.67 ft Down. Invert: 110.31 ft HGL (In): 114.22 ft HGL (Out): 114.23 ft Vel (In): 0.49 ft/s Vel (Out): 0.49 ft/s Q: 0.86 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/25/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - H_PH5 - CB 522, CB 576 to MH 743 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 100 Year Storm 105.00 110.00 115.00 120.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 Station (ft) El e v a t i o n ( f t ) PH5 - CB 523 to O-307 (Outlet H) MH 746 Rim: 117.45 ft Invert: 110.67 ft HGL (In): 112.26 ft HGL (Out): 112.22 ft Bolted Cover: False Notes: 48" SD MH MH 745 Rim: 118.78 ft Invert: 112.10 ft HGL (In): 112.63 ft HGL (Out): 112.51 ft Bolted Cover: False Notes: 48" SD MH MH 785 Rim: 115.75 ft Invert: 108.98 ft HGL (In): 112.13 ft HGL (Out): 112.05 ft Bolted Cover: False Notes: 48" SD MH MH 786 Rim: 116.02 ft Invert: 109.29 ft HGL (In): 112.19 ft HGL (Out): 112.15 ft Bolted Cover: False Notes: CB 523 Rim: 119.45 ft Invert: 112.70 ft HGL (In): 112.94 ft HGL (Out): 112.94 ft Inlet: 36"x36" Grate Inlet Gutter Depth: 0.0 in Gutter Spread: 0.00 ft Headloss: 0.00 ft Total Intercepted Flow: 0.00 cfs Bypass Flow: 0.00 cfs NOTES: 36x36 CB CB 575 Rim: 114.68 ft Invert: 108.29 ft HGL (In): 111.95 ft HGL (Out): 111.16 ft Inlet: SLO City Curb Inlet Gutter Depth: 7.6 in Gutter Spread: 8.10 ft Headloss: 0.79 ft Total Intercepted Flow: 2.15 cfs Bypass Flow: 0.00 cfs NOTES: SLO 129 DI CB 616 Rim: 118.54 ft Invert: 112.45 ft HGL (In): 112.94 ft HGL (Out): 112.86 ft Inlet: SLO City Curb Inlet Gutter Depth: 3.2 in Gutter Spread: 8.77 ft Headloss: 0.07 ft Total Intercepted Flow: 1.21 cfs Bypass Flow: 1.32 cfs NOTES: SLO 36 DI O-307 (OUT-H) Rim: 111.09 ft Invert: 108.09 ft Tailwater Elev.: 111.00 ft Q: 49.59 cfs Notes: 36 CMP Flared End Section Pipe - (383): 36.0 in Length: 40.50 ft S: 0.50 % Up. Invert: 108.29 ft Down. Invert: 108.09 ft HGL (In): 111.16 ft HGL (Out): 111.78 ft Vel (In): 7.15 ft/s Vel (Out): 7.09 ft/s Q: 49.69 cfs Pipe - (388): 18.0 in Length: 133.23 ft S: 1.00 % Up. Invert: 112.10 ft Down. Invert: 110.77 ft HGL (In): 112.51 ft HGL (Out): 112.27 ft Vel (In): 3.07 ft/s Vel (Out): 0.68 ft/s Q: 1.21 cfs Pipe - (387): 18.0 in Length: 14.78 ft S: 1.01 % Up. Invert: 112.70 ft Down. Invert: 112.55 ft HGL (In): 112.94 ft HGL (Out): 112.94 ft Vel (In): 0.00 ft/s Vel (Out): 0.00 ft/s Q: 0.00 cfs Pipe - (387) (1): 18.0 in Length: 30.22 ft S: 0.50 % Up. Invert: 112.45 ft Down. Invert: 112.30 ft HGL (In): 112.86 ft HGL (Out): 112.86 ft Vel (In): 3.08 ft/s Vel (Out): 3.28 ft/s Q: 1.21 cfs Pipe - (390) + (389) (1): 24.0 in Length: 78.16 ft S: 0.75 % Up. Invert: 108.98 ft Down. Invert: 108.39 ft HGL (In): 112.05 ft HGL (Out): 112.07 ft Vel (In): 2.79 ft/s Vel (Out): 2.79 ft/s Q: 8.75 cfs Pipe - (389) (2): 24.0 in Length: 26.54 ft S: 0.79 % Up. Invert: 109.29 ft Down. Invert: 109.08 ft HGL (In): 112.15 ft HGL (Out): 112.20 ft Vel (In): 2.09 ft/s Vel (Out): 2.09 ft/s Q: 6.57 cfs Pipe - (389): 24.0 in Length: 139.50 ft S: 0.92 % Up. Invert: 110.67 ft Down. Invert: 109.39 ft HGL (In): 112.22 ft HGL (Out): 112.22 ft Vel (In): 1.67 ft/s Vel (Out): 1.39 ft/s Q: 4.37 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/25/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - H_PH5 - CB 523 to O-307 (Outlet H) (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 100 Year Storm 105.00 110.00 115.00 120.00 -0+50 0+00 0+50 1+00 Station (ft) El e v a t i o n ( f t ) PH5 - CB 548 to O-307 (Outlet H) CB 575 Rim: 114.68 ft Invert: 108.29 ft HGL (In): 111.95 ft HGL (Out): 111.16 ft Inlet: SLO City Curb Inlet Gutter Depth: 7.6 in Gutter Spread: 8.10 ft Headloss: 0.79 ft Total Intercepted Flow: 2.15 cfs Bypass Flow: 0.00 cfs NOTES: SLO 129 DI CB 548 Rim: 114.84 ft Invert: 108.73 ft HGL (In): 111.99 ft HGL (Out): 111.97 ft Inlet: SLO City Curb Inlet Gutter Depth: 8.1 in Gutter Spread: 10.16 ft Headloss: 0.02 ft Total Intercepted Flow: 3.02 cfs Bypass Flow: 0.00 cfs NOTES: SLO 129 DI O-307 (OUT-H) Rim: 111.09 ft Invert: 108.09 ft Tailwater Elev.: 111.00 ft Q: 49.59 cfs Notes: 36 CMP Flared End Section Pipe - (383): 36.0 in Length: 40.50 ft S: 0.50 % Up. Invert: 108.29 ft Down. Invert: 108.09 ft HGL (In): 111.16 ft HGL (Out): 111.78 ft Vel (In): 7.15 ft/s Vel (Out): 7.09 ft/s Q: 49.69 cfs Pipe - (433): 18.0 in Length: 31.09 ft S: 0.76 % Up. Invert: 108.73 ft Down. Invert: 108.49 ft HGL (In): 111.97 ft HGL (Out): 111.99 ft Vel (In): 1.71 ft/s Vel (Out): 1.71 ft/s Q: 3.02 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/25/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - H_PH5 - CB 548 to O-307 (Outlet H) (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 100 Year Storm 110.00 115.00 120.00 -0+50 0+00 0+50 Station (ft) El e v a t i o n ( f t ) PH5 - CB 570, CB 571 to MH 726 MH 726 Rim: 119.16 ft Invert: 112.65 ft HGL (In): 119.06 ft HGL (Out): 118.62 ft Bolted Cover: False Notes: 48" SD MH CB 571 Rim: 118.75 ft Invert: 114.50 ft HGL (In): 119.08 ft HGL (Out): 119.07 ft Inlet: SLO City Curb Inlet Gutter Depth: 7.4 in Gutter Spread: 7.51 ft Headloss: 0.01 ft Total Intercepted Flow: 1.92 cfs Bypass Flow: 0.00 cfs NOTES: SLO 129 DI CB 570 Rim: 118.82 ft Invert: 112.95 ft HGL (In): 119.06 ft HGL (Out): 119.06 ft Inlet: SLO City Curb Inlet Gutter Depth: 7.4 in Gutter Spread: 7.21 ft Headloss: 0.00 ft Total Intercepted Flow: 1.37 cfs Bypass Flow: 0.00 cfs NOTES: SLO 87 DI Pipe - (350): 18.0 in Length: 33.20 ft S: 4.99 % Up. Invert: 114.50 ft Down. Invert: 112.85 ft HGL (In): 119.07 ft HGL (Out): 119.08 ft Vel (In): 1.09 ft/s Vel (Out): 1.09 ft/s Q: 1.92 cfs Pipe - (349): 18.0 in Length: 2.16 ft S: 5.01 % Up. Invert: 112.95 ft Down. Invert: 112.85 ft HGL (In): 119.06 ft HGL (Out): 119.07 ft Vel (In): 0.77 ft/s Vel (Out): 0.77 ft/s Q: 1.37 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/25/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - H_PH5 - CB 570, CB 571 to MH 726 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 100 Year Storm 105.00 110.00 115.00 120.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 Station (ft) El e v a t i o n ( f t ) PH5 - CB 574 to MH 757 MH 740 Rim: 115.84 ft Invert: 111.04 ft HGL (In): 115.88 ft HGL (Out): 115.84 ft Bolted Cover: False Notes: 48" SD MH MH 741 Rim: 116.19 ft Invert: 110.66 ft HGL (In): 115.85 ft HGL (Out): 115.70 ft Bolted Cover: False Notes: 48" SD MH MH 742 Rim: 117.27 ft Invert: 109.80 ft HGL (In): 115.44 ft HGL (Out): 114.84 ft Bolted Cover: False Notes: 48" SD MH CB 574 Rim: 114.83 ft Invert: 111.45 ft HGL (In): 115.53 ft HGL (Out): 115.50 ft Inlet: SLO City Curb Inlet Gutter Depth: 8.4 in Gutter Spread: 11.33 ft Headloss: 0.03 ft Total Intercepted Flow: 3.56 cfs Bypass Flow: 0.00 cfs NOTES: SLO 129 DI Pipe - (377): 18.0 in Length: 40.90 ft S: 0.50 % Up. Invert: 111.45 ft Down. Invert: 111.24 ft HGL (In): 115.88 ft HGL (Out): 115.90 ft Vel (In): 2.01 ft/s Vel (Out): 2.01 ft/s Q: 3.56 cfs Pipe - (378): 18.0 in Length: 55.52 ft S: 0.50 % Up. Invert: 111.04 ft Down. Invert: 110.76 ft HGL (In): 115.90 ft HGL (Out): 115.91 ft Vel (In): 2.00 ft/s Vel (Out): 2.00 ft/s Q: 3.53 cfs Pipe - (379): 18.0 in Length: 118.21 ft S: 0.56 % Up. Invert: 110.66 ft Down. Invert: 110.00 ft HGL (In): 115.70 ft HGL (Out): 115.59 ft Vel (In): 3.03 ft/s Vel (Out): 3.03 ft/s Q: 5.35 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/25/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - H_PH5 - CB 574 to MH 757 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 100 Year Storm 110.00 115.00 120.00 -0+50 0+00 0+50 Station (ft) El e v a t i o n ( f t ) PH5 CB 578, CB 579 to MH 741 MH 741 Rim: 116.19 ft Invert: 110.66 ft HGL (In): 115.85 ft HGL (Out): 115.70 ft Bolted Cover: False Notes: 48" SD MH CB 578 Rim: 115.83 ft Invert: 111.26 ft HGL (In): 115.85 ft HGL (Out): 115.85 ft Inlet: SLO City Curb Inlet Gutter Depth: 2.7 in Gutter Spread: 6.61 ft Headloss: 0.00 ft Total Intercepted Flow: 0.89 cfs Bypass Flow: 0.47 cfs NOTES: SLO 36 DI CB 579 Rim: 115.83 ft Invert: 111.39 ft HGL (In): 115.85 ft HGL (Out): 115.85 ft Inlet: SLO City Curb Inlet Gutter Depth: 3.0 in Gutter Spread: 7.58 ft Headloss: 0.00 ft Total Intercepted Flow: 1.03 cfs Bypass Flow: 0.78 cfs NOTES: SLO 36 DI Pipe - (391): 18.0 in Length: 3.75 ft S: 0.50 % Up. Invert: 111.26 ft Down. Invert: 111.24 ft HGL (In): 115.85 ft HGL (Out): 115.85 ft Vel (In): 0.50 ft/s Vel (Out): 0.50 ft/s Q: 0.89 cfs Pipe - (392): 18.0 in Length: 29.75 ft S: 0.50 % Up. Invert: 111.39 ft Down. Invert: 111.24 ft HGL (In): 115.85 ft HGL (Out): 115.85 ft Vel (In): 0.59 ft/s Vel (Out): 0.59 ft/s Q: 1.03 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/25/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - H_PH5 - CB 578, CB 579 to MH 741 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 100 Year Storm 110.00 115.00 120.00 -0+50 0+00 0+50 Station (ft) El e v a t i o n ( f t ) PH5 - CB 581, CB 580 to MH 746 MH 746 Rim: 117.45 ft Invert: 110.67 ft HGL (In): 112.26 ft HGL (Out): 112.22 ft Bolted Cover: False Notes: 48" SD MH CB 580 Rim: 117.09 ft Invert: 111.06 ft HGL (In): 112.27 ft HGL (Out): 112.26 ft Inlet: SLO City Curb Inlet Gutter Depth: 3.2 in Gutter Spread: 8.52 ft Headloss: 0.01 ft Total Intercepted Flow: 1.48 cfs Bypass Flow: 0.88 cfs NOTES: SLO 48 DI CB 581 Rim: 117.09 ft Invert: 111.46 ft HGL (In): 112.26 ft HGL (Out): 112.23 ft Inlet: SLO City Curb Inlet Gutter Depth: 3.5 in Gutter Spread: 9.88 ft Headloss: 0.03 ft Total Intercepted Flow: 1.76 cfs Bypass Flow: 1.57 cfs NOTES: SLO 48 DI Pipe - (397): 18.0 in Length: 29.75 ft S: 2.00 % Up. Invert: 111.46 ft Down. Invert: 110.87 ft HGL (In): 112.23 ft HGL (Out): 112.28 ft Vel (In): 1.92 ft/s Vel (Out): 1.03 ft/s Q: 1.76 cfs Pipe - (396): 18.0 in Length: 3.75 ft S: 4.98 % Up. Invert: 111.06 ft Down. Invert: 110.87 ft HGL (In): 112.26 ft HGL (Out): 112.28 ft Vel (In): 0.97 ft/s Vel (Out): 0.87 ft/s Q: 1.48 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/25/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - H_PH5 - CB 581, CB 580 to MH 746 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 100 Year Storm 110.00 115.00 120.00 125.00 -0+50 0+00 0+50 Station (ft) El e v a t i o n ( f t ) PH5 - CB 600, CB 601 to MH 729 MH 729 Rim: 120.86 ft Invert: 112.56 ft HGL (In): 118.19 ft HGL (Out): 118.19 ft Bolted Cover: False Notes: 48" SD MH CB 600 Rim: 120.48 ft Invert: 112.80 ft HGL (In): 118.19 ft HGL (Out): 118.19 ft Inlet: SLO City Curb Inlet Gutter Depth: 2.1 in Gutter Spread: 3.84 ft Headloss: 0.00 ft Total Intercepted Flow: 0.49 cfs Bypass Flow: 0.03 cfs NOTES: SLO 36 DI CB 601 Rim: 120.49 ft Invert: 113.05 ft HGL (In): 118.19 ft HGL (Out): 118.19 ft Inlet: SLO City Curb Inlet Gutter Depth: 1.3 in Gutter Spread: 5.23 ft Headloss: 0.00 ft Total Intercepted Flow: 0.44 cfs Bypass Flow: 0.09 cfs NOTES: SLO 36 DI Pipe - (652): 18.0 in Length: 4.22 ft S: 1.00 % Up. Invert: 112.80 ft Down. Invert: 112.76 ft HGL (In): 118.19 ft HGL (Out): 118.19 ft Vel (In): 0.27 ft/s Vel (Out): 0.27 ft/s Q: 0.49 cfs Pipe - (627): 18.0 in Length: 29.54 ft S: 1.00 % Up. Invert: 113.05 ft Down. Invert: 112.76 ft HGL (In): 118.19 ft HGL (Out): 118.19 ft Vel (In): 0.25 ft/s Vel (Out): 0.25 ft/s Q: 0.44 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/25/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - H_PH5 - CB 600, CB 601 to MH 729 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 100 Year Storm 110.00 115.00 120.00 125.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 Station (ft) El e v a t i o n ( f t ) PH5 - CB 601 to MH 728 MH 729 Rim: 120.86 ft Invert: 112.56 ft HGL (In): 118.19 ft HGL (Out): 118.19 ft Bolted Cover: False Notes: 48" SD MH MH 728 Rim: 120.63 ft Invert: 111.88 ft HGL (In): 118.17 ft HGL (Out): 117.98 ft Bolted Cover: False Notes: 48" SD MH CB 601 Rim: 120.49 ft Invert: 113.05 ft HGL (In): 118.19 ft HGL (Out): 118.19 ft Inlet: SLO City Curb Inlet Gutter Depth: 1.3 in Gutter Spread: 5.23 ft Headloss: 0.00 ft Total Intercepted Flow: 0.44 cfs Bypass Flow: 0.09 cfs NOTES: SLO 36 DI Pipe - (627): 18.0 in Length: 29.54 ft S: 1.00 % Up. Invert: 113.05 ft Down. Invert: 112.76 ft HGL (In): 118.19 ft HGL (Out): 118.19 ft Vel (In): 0.25 ft/s Vel (Out): 0.25 ft/s Q: 0.44 cfs Pipe - (353) + (354): 18.0 in Length: 222.17 ft S: 0.21 % Up. Invert: 112.56 ft Down. Invert: 112.08 ft HGL (In): 118.19 ft HGL (Out): 118.18 ft Vel (In): 0.49 ft/s Vel (Out): 0.49 ft/s Q: 0.87 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/25/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - H_PH5 - CB 601 to MH 728 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 100 Year Storm 110.00 115.00 120.00 125.00 -0+50 0+00 0+50 Station (ft) El e v a t i o n ( f t ) PH5 - CB 602, CB603 to MH 766 MH 766 Rim: 119.69 ft Invert: 113.18 ft HGL (In): 119.63 ft HGL (Out): 119.29 ft Bolted Cover: False Notes: 48" SD MH CB 602 Rim: 119.32 ft Invert: 113.56 ft HGL (In): 119.63 ft HGL (Out): 119.63 ft Inlet: SLO City Curb Inlet Gutter Depth: 2.9 in Gutter Spread: 7.54 ft Headloss: 0.00 ft Total Intercepted Flow: 1.28 cfs Bypass Flow: 0.51 cfs NOTES: SLO 48 DI CB 603 Rim: 119.37 ft Invert: 113.69 ft HGL (In): 119.64 ft HGL (Out): 119.63 ft Inlet: SLO City Curb Inlet Gutter Depth: 3.0 in Gutter Spread: 7.58 ft Headloss: 0.01 ft Total Intercepted Flow: 1.59 cfs Bypass Flow: 0.23 cfs NOTES: SLO 66 DI Pipe - (629): 18.0 in Length: 30.21 ft S: 1.00 % Up. Invert: 113.69 ft Down. Invert: 113.38 ft HGL (In): 119.63 ft HGL (Out): 119.64 ft Vel (In): 0.90 ft/s Vel (Out): 0.90 ft/s Q: 1.59 cfs Pipe - (628): 18.0 in Length: 3.54 ft S: 5.00 % Up. Invert: 113.56 ft Down. Invert: 113.38 ft HGL (In): 119.63 ft HGL (Out): 119.64 ft Vel (In): 0.73 ft/s Vel (Out): 0.73 ft/s Q: 1.28 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/25/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - H_PH5 - CB 602, CB603 to MH 766 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 100 Year Storm 110.00 115.00 120.00 -0+50 0+00 0+50 Station (ft) El e v a t i o n ( f t ) PH5 - CB 614, CB 615 to MH 770 MH 770 Rim: 118.14 ft Invert: 110.37 ft HGL (In): 116.81 ft HGL (Out): 116.28 ft Bolted Cover: False Notes: 48" SD MH CB 615 Rim: 117.79 ft Invert: 111.97 ft HGL (In): 116.81 ft HGL (Out): 116.81 ft Inlet: SLO City Curb Inlet Gutter Depth: 3.0 in Gutter Spread: 7.85 ft Headloss: 0.00 ft Total Intercepted Flow: 1.07 cfs Bypass Flow: 0.89 cfs NOTES: SLO 36 DI CB 614 Rim: 117.79 ft Invert: 110.63 ft HGL (In): 116.81 ft HGL (Out): 116.81 ft Inlet: SLO City Curb Inlet Gutter Depth: 2.7 in Gutter Spread: 6.56 ft Headloss: 0.00 ft Total Intercepted Flow: 0.88 cfs Bypass Flow: 0.45 cfs NOTES: SLO 36 DI Pipe - (642): 18.0 in Length: 30.06 ft S: 4.99 % Up. Invert: 111.97 ft Down. Invert: 110.47 ft HGL (In): 116.81 ft HGL (Out): 116.81 ft Vel (In): 0.61 ft/s Vel (Out): 0.61 ft/s Q: 1.07 cfs Pipe - (641): 18.0 in Length: 3.07 ft S: 4.99 % Up. Invert: 110.63 ft Down. Invert: 110.47 ft HGL (In): 116.81 ft HGL (Out): 116.81 ft Vel (In): 0.50 ft/s Vel (Out): 0.50 ft/s Q: 0.88 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/25/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - H_PH5 - CB 614, CB 615 to MH 770 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 100 Year Storm 105.00 110.00 115.00 120.00 -0+50 0+00 0+50 Station (ft) El e v a t i o n ( f t ) PH5 - CB 627 to MH 785 MH 785 Rim: 115.75 ft Invert: 108.98 ft HGL (In): 112.13 ft HGL (Out): 112.05 ft Bolted Cover: False Notes: 48" SD MH CB 627 Rim: 115.36 ft Invert: 109.34 ft HGL (In): 112.14 ft HGL (Out): 112.13 ft Inlet: SLO City Curb Inlet Gutter Depth: 3.4 in Gutter Spread: 9.54 ft Headloss: 0.01 ft Total Intercepted Flow: 2.30 cfs Bypass Flow: 0.76 cfs NOTES: SLO 72 DI Pipe - (748): 18.0 in Length: 3.20 ft S: 5.00 % Up. Invert: 109.34 ft Down. Invert: 109.18 ft HGL (In): 112.13 ft HGL (Out): 112.15 ft Vel (In): 1.30 ft/s Vel (Out): 1.30 ft/s Q: 2.30 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/25/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - H_PH5 - CB 627 to MH 785 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 100 Year Storm 105.00 110.00 115.00 120.00 -0+50 0+00 0+50 Station (ft) El e v a t i o n ( f t ) PH5 - CB 628 to MH 786 MH 786 Rim: 116.02 ft Invert: 109.29 ft HGL (In): 112.19 ft HGL (Out): 112.15 ft Bolted Cover: False Notes: CB 628 Rim: 115.66 ft Invert: 109.78 ft HGL (In): 112.22 ft HGL (Out): 112.20 ft Inlet: SLO City Curb Inlet Gutter Depth: 3.4 in Gutter Spread: 9.62 ft Headloss: 0.01 ft Total Intercepted Flow: 2.33 cfs Bypass Flow: 0.80 cfs NOTES: SLO 72 DI Pipe - (749): 18.0 in Length: 29.19 ft S: 0.99 % Up. Invert: 109.78 ft Down. Invert: 109.49 ft HGL (In): 112.20 ft HGL (Out): 112.22 ft Vel (In): 1.32 ft/s Vel (Out): 1.32 ft/s Q: 2.33 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/25/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - H_PH5 - CB 628 to MH 786 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 100 Year Storm 110.00 115.00 120.00 -0+50 0+00 0+50 1+00 Station (ft) El e v a t i o n ( f t ) PH5 - Future H-22 (Comm. North), Future H-23 (Comm. South) to MH 747 MH 747 Rim: 118.78 ft Invert: 110.80 ft HGL (In): 117.53 ft HGL (Out): 117.05 ft Bolted Cover: False Notes: 48" SD MH H-23 Top: 117.49 ft Invert: 112.26 ft HGL (In): 117.64 ft HGL (Out): 117.60 ft Notes: Full Capture Inlet/ Stub for Future Flows H-22 Top: 117.00 ft Invert: 111.14 ft HGL (In): 117.61 ft HGL (Out): 117.56 ft Notes: Full Capture Inlet/ Stub for Future Flows Pipe - (395): 18.0 in Length: 21.93 ft S: 1.00 % Up. Invert: 111.22 ft Down. Invert: 111.00 ft HGL (In): 117.56 ft HGL (Out): 117.62 ft Vel (In): 2.46 ft/s Vel (Out): 2.46 ft/s Q: 4.35 cfs Pipe - (394): 18.0 in Length: 63.28 ft S: 2.00 % Up. Invert: 112.26 ft Down. Invert: 111.00 ft HGL (In): 117.60 ft HGL (Out): 117.61 ft Vel (In): 2.22 ft/s Vel (Out): 2.22 ft/s Q: 3.92 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/25/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - H_PH5 - Future H-22 (Comm. North), Future H-23 (Comm. South) to MH 747 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 100 Year Storm 110.00 115.00 120.00 125.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 Station (ft) El e v a t i o n ( f t ) PH5 - Future H-28 to MH 757 MH 770 Rim: 118.14 ft Invert: 110.37 ft HGL (In): 116.81 ft HGL (Out): 116.28 ft Bolted Cover: False Notes: 48" SD MH MH 757 Rim: 117.53 ft Invert: 110.04 ft HGL (In): 116.09 ft HGL (Out): 115.61 ft Bolted Cover: False Notes: 48" SD MH MH 766 Rim: 119.69 ft Invert: 113.18 ft HGL (In): 119.63 ft HGL (Out): 119.29 ft Bolted Cover: False Notes: 48" SD MH MH 747 Rim: 118.78 ft Invert: 110.80 ft HGL (In): 117.53 ft HGL (Out): 117.05 ft Bolted Cover: False Notes: 48" SD MH MH 726 Rim: 119.16 ft Invert: 112.65 ft HGL (In): 119.06 ft HGL (Out): 118.62 ft Bolted Cover: False Notes: 48" SD MH MH 727 Rim: 120.16 ft Invert: 113.50 ft HGL (In): 119.93 ft HGL (Out): 119.72 ft Bolted Cover: False Notes: 48" SD MH MH 728 Rim: 120.63 ft Invert: 111.88 ft HGL (In): 118.17 ft HGL (Out): 117.98 ft Bolted Cover: False Notes: 48" SD MH H-28 Top: 120.45 ft Invert: 113.80 ft HGL (In): 120.40 ft HGL (Out): 120.07 ft Notes: Full Capture Inlet/ Stub for Future Flows Pipe - (630): 24.0 in Length: 20.23 ft S: 0.49 % Up. Invert: 113.80 ft Down. Invert: 113.70 ft HGL (In): 120.07 ft HGL (Out): 120.59 ft Vel (In): 6.50 ft/s Vel (Out): 6.50 ft/s Q: 20.41 cfs Pipe - (575): 30.0 in Length: 196.80 ft S: 0.50 % Up. Invert: 111.88 ft Down. Invert: 110.90 ft HGL (In): 117.98 ft HGL (Out): 117.82 ft Vel (In): 4.34 ft/s Vel (Out): 4.34 ft/s Q: 21.30 cfs Pipe - (352): 30.0 in Length: 132.90 ft S: 0.50 % Up. Invert: 112.65 ft Down. Invert: 111.98 ft HGL (In): 118.62 ft HGL (Out): 118.61 ft Vel (In): 5.28 ft/s Vel (Out): 5.28 ft/s Q: 25.91 cfs Pipe - (351): 30.0 in Length: 87.68 ft S: 0.50 % Up. Invert: 113.18 ft Down. Invert: 112.75 ft HGL (In): 119.29 ft HGL (Out): 119.40 ft Vel (In): 4.67 ft/s Vel (Out): 4.67 ft/s Q: 22.91 cfs Pipe - (351) (1): 30.0 in Length: 43.19 ft S: 0.50 % Up. Invert: 113.50 ft Down. Invert: 113.28 ft HGL (In): 119.72 ft HGL (Out): 119.90 ft Vel (In): 4.15 ft/s Vel (Out): 4.15 ft/s Q: 20.38 cfs Pipe - (393) (1): 30.0 in Length: 46.54 ft S: 0.50 % Up. Invert: 110.37 ft Down. Invert: 110.14 ft HGL (In): 116.28 ft HGL (Out): 116.62 ft Vel (In): 5.82 ft/s Vel (Out): 5.82 ft/s Q: 28.56 cfs Pipe - (393) (1) (1): 30.0 in Length: 64.90 ft S: 0.50 % Up. Invert: 110.80 ft Down. Invert: 110.47 ft HGL (In): 117.05 ft HGL (Out): 117.29 ft Vel (In): 5.54 ft/s Vel (Out): 5.54 ft/s Q: 27.20 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/25/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - H_PH5 - Future H-28 to MH 757 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 100 Year Storm 105.00 110.00 115.00 120.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 Station (ft) El e v a t i o n ( f t ) PH5 - MH 757 to O-307 (Outlet H) MH 743 Rim: 116.42 ft Invert: 109.27 ft HGL (In): 114.21 ft HGL (Out): 113.21 ft Bolted Cover: False Notes: 48" SD MH MH 742 Rim: 117.27 ft Invert: 109.80 ft HGL (In): 115.44 ft HGL (Out): 114.84 ft Bolted Cover: False Notes: 48" SD MH MH 757 Rim: 117.53 ft Invert: 110.04 ft HGL (In): 116.09 ft HGL (Out): 115.61 ft Bolted Cover: False Notes: 48" SD MH MH 744 Rim: 115.34 ft Invert: 108.62 ft HGL (In): 112.35 ft HGL (Out): 112.06 ft Bolted Cover: False Notes: 48" SD MH CB 575 Rim: 114.68 ft Invert: 108.29 ft HGL (In): 111.95 ft HGL (Out): 111.16 ft Inlet: SLO City Curb Inlet Gutter Depth: 7.6 in Gutter Spread: 8.10 ft Headloss: 0.79 ft Total Intercepted Flow: 2.15 cfs Bypass Flow: 0.00 cfs NOTES: SLO 129 DI O-307 (OUT-H) Rim: 111.09 ft Invert: 108.09 ft Tailwater Elev.: 111.00 ft Q: 49.59 cfs Notes: 36 CMP Flared End Section Pipe - (383): 36.0 in Length: 40.50 ft S: 0.50 % Up. Invert: 108.29 ft Down. Invert: 108.09 ft HGL (In): 111.16 ft HGL (Out): 111.78 ft Vel (In): 7.15 ft/s Vel (Out): 7.09 ft/s Q: 49.69 cfs Pipe - (382): 36.0 in Length: 39.08 ft S: 0.58 % Up. Invert: 108.62 ft Down. Invert: 108.39 ft HGL (In): 112.06 ft HGL (Out): 112.43 ft Vel (In): 5.54 ft/s Vel (Out): 5.54 ft/s Q: 39.19 cfs Pipe - (381): 30.0 in Length: 108.54 ft S: 0.50 % Up. Invert: 109.27 ft Down. Invert: 108.72 ft HGL (In): 113.21 ft HGL (Out): 113.35 ft Vel (In): 8.03 ft/s Vel (Out): 8.03 ft/s Q: 39.41 cfs Pipe - (380): 30.0 in Length: 86.38 ft S: 0.50 % Up. Invert: 109.80 ft Down. Invert: 109.37 ft HGL (In): 114.84 ft HGL (Out): 115.14 ft Vel (In): 7.74 ft/s Vel (Out): 7.74 ft/s Q: 37.98 cfs Pipe - (393): 30.0 in Length: 28.57 ft S: 0.50 % Up. Invert: 110.04 ft Down. Invert: 109.90 ft HGL (In): 115.61 ft HGL (Out): 116.18 ft Vel (In): 6.91 ft/s Vel (Out): 6.91 ft/s Q: 33.90 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/25/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - H_PH5 - MH 757 to O-307 (Outlet H) (Avila Ranch Drainage Model_2.stsw) WATERSHED I STORM DRAIN NETWORK 100-YEAR STORM Active Scenario: Phases 2-6 --- 100 Year Storm 100.00 105.00 110.00 115.00 120.00 -0+50 0+00 0+50 1+00 Station (ft) El e v a t i o n ( f t ) CB 11 to CB 618 CB 618 Rim: 114.52 ft Invert: 104.17 ft HGL (In): 112.80 ft HGL (Out): 111.82 ft Inlet: SLO City Curb Inlet Gutter Depth: 7.5 in Gutter Spread: 7.68 ft Headloss: 0.98 ft Total Intercepted Flow: 1.33 cfs Bypass Flow: 0.00 cfs NOTES: SLO 60 DI CB 11 Rim: 112.00 ft Invert: 106.30 ft HGL (In): 112.05 ft HGL (Out): 112.00 ft Inlet: 36"x36" Grate Inlet Gutter Depth: 9.1 in Gutter Spread: 6.08 ft Headloss: 0.05 ft Total Intercepted Flow: 8.00 cfs Bypass Flow: 0.00 cfs NOTES: SLOCo D-2a Riser Pipe - (4): 24.0 in Length: 75.25 ft S: 2.57 % Up. Invert: 106.30 ft Down. Invert: 104.37 ft HGL (In): 112.88 ft HGL (Out): 112.90 ft Vel (In): 2.54 ft/s Vel (Out): 2.54 ft/s Q: 8.00 cfs WG Project Engineer: Rachel Hawthorne, Zac Powell Avila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 4/25/2023 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - I_PH5 - CB 11 to CB 618 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 100 Year Storm 100.00 105.00 110.00 115.00 120.00 125.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 7+50 8+00 Station (ft) El e v a t i o n ( f t ) PH5 - CB 503 to MH 778 MH 778 Rim: 114.91 ft Invert: 103.91 ft HGL (In): 111.51 ft HGL (Out): 110.81 ft Bolted Cover: False Notes: 48" SD MH MH 734 Rim: 117.43 ft Invert: 108.35 ft HGL (In): 115.03 ft HGL (Out): 114.39 ft Bolted Cover: False Notes: 48" SD MH MH 735 Rim: 117.83 ft Invert: 109.34 ft HGL (In): 115.39 ft HGL (Out): 115.12 ft Bolted Cover: False Notes: 48" SD MH MH 733 Rim: 121.61 ft Invert: 111.42 ft HGL (In): 116.38 ft HGL (Out): 116.22 ft Bolted Cover: False Notes: 48" SD MH CB 503 Top: 117.80 ft Invert: 113.56 ft HGL (In): 117.33 ft HGL (Out): 117.02 ft Notes: Full Capture Inlet/ Stub for Future Flows Pipe - (366) (1): 24.0 in Length: 29.63 ft S: 3.00 % Up. Invert: 109.34 ft Down. Invert: 108.45 ft HGL (In): 115.12 ft HGL (Out): 115.31 ft Vel (In): 4.19 ft/s Vel (Out): 4.19 ft/s Q: 13.18 cfs Pipe - (423): 18.0 in Length: 64.67 ft S: 2.99 % Up. Invert: 113.56 ft Down. Invert: 111.62 ft HGL (In): 117.02 ft HGL (Out): 117.02 ft Vel (In): 6.39 ft/s Vel (Out): 6.39 ft/s Q: 11.29 cfs Pipe - (363) + (365) + (366): 24.0 in Length: 394.64 ft S: 0.50 % Up. Invert: 111.42 ft Down. Invert: 109.44 ft HGL (In): 116.22 ft HGL (Out): 115.59 ft Vel (In): 3.58 ft/s Vel (Out): 3.58 ft/s Q: 11.24 cfs Pipe - (367) + (368): 24.0 in Length: 275.88 ft S: 1.54 % Up. Invert: 108.35 ft Down. Invert: 104.11 ft HGL (In): 114.39 ft HGL (Out): 112.50 ft Vel (In): 7.97 ft/s Vel (Out): 7.97 ft/s Q: 25.04 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 4/25/2023 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - I_PH5 - CB 503 to MH 778 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 100 Year Storm 110.00 115.00 120.00 125.00 -0+50 0+00 0+50 1+00 1+50 2+00 Station (ft) El e v a t i o n ( f t ) PH5 - CB 506 to MH 737 MH 737 Rim: 119.02 ft Invert: 112.12 ft HGL (In): 117.29 ft HGL (Out): 117.11 ft Bolted Cover: False Notes: 48" SD MH CB 506 Rim: 120.93 ft Invert: 114.41 ft HGL (In): 117.87 ft HGL (Out): 117.84 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 2.4 in Gutter Spread: 6.48 ft Headloss: 0.02 ft Total Intercepted Flow: 1.29 cfs Bypass Flow: 0.00 cfs NOTES: 18x18 CB CB 501 Rim: 119.29 ft Invert: 112.80 ft HGL (In): 117.37 ft HGL (Out): 117.33 ft Inlet: 24"x24" Grate Inlet Gutter Depth: 3.0 in Gutter Spread: 8.61 ft Headloss: 0.05 ft Total Intercepted Flow: 1.54 cfs Bypass Flow: 0.00 cfs NOTES: 24x24 CB CB 505 Rim: 119.93 ft Invert: 113.33 ft HGL (In): 117.73 ft HGL (Out): 117.63 ft Inlet: 18"x18" Grate Inlet Gutter Depth: 2.7 in Gutter Spread: 8.15 ft Headloss: 0.11 ft Total Intercepted Flow: 1.74 cfs Bypass Flow: 0.34 cfs NOTES: 18x18 CB Pipe - (743): 12.0 in Length: 43.09 ft S: 1.00 % Up. Invert: 113.33 ft Down. Invert: 112.90 ft HGL (In): 117.63 ft HGL (Out): 117.59 ft Vel (In): 3.75 ft/s Vel (Out): 3.75 ft/s Q: 2.94 cfs Pipe - (590): 18.0 in Length: 23.07 ft S: 1.00 % Up. Invert: 112.80 ft Down. Invert: 112.57 ft HGL (In): 117.33 ft HGL (Out): 117.39 ft Vel (In): 2.50 ft/s Vel (Out): 2.50 ft/s Q: 4.42 cfs Pipe - (744): 12.0 in Length: 98.00 ft S: 1.00 % Up. Invert: 114.41 ft Down. Invert: 113.43 ft HGL (In): 117.84 ft HGL (Out): 117.78 ft Vel (In): 1.64 ft/s Vel (Out): 1.64 ft/s Q: 1.29 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 4/25/2023 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - I_PH5 - CB 506 to MH 737 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 100 Year Storm 110.00 115.00 120.00 -0+50 0+00 0+50 1+00 Station (ft) El e v a t i o n ( f t ) CB 521, CB 617 to CB 619 CB 617 Rim: 117.49 ft Invert: 112.36 ft HGL (In): 116.46 ft HGL (Out): 116.45 ft Inlet: SLO City Curb Inlet Gutter Depth: 3.2 in Gutter Spread: 8.45 ft Headloss: 0.01 ft Total Intercepted Flow: 2.04 cfs Bypass Flow: 0.27 cfs NOTES: SLO 72 DI CB 619 Rim: 117.47 ft Invert: 110.36 ft HGL (In): 116.44 ft HGL (Out): 115.72 ft Inlet: SLO City Curb Inlet Gutter Depth: 2.4 in Gutter Spread: 5.29 ft Headloss: 0.72 ft Total Intercepted Flow: 0.88 cfs Bypass Flow: 0.00 cfs NOTES: SLO 36 DI CB 521 Rim: 118.46 ft Invert: 110.75 ft HGL (In): 116.47 ft HGL (Out): 116.45 ft Inlet: 36"x36" Grate Inlet Gutter Depth: 4.9 in Gutter Spread: 4.07 ft Headloss: 0.02 ft Total Intercepted Flow: 2.08 cfs Bypass Flow: 0.00 cfs NOTES: 36x36 CB Pipe - (374): 18.0 in Length: 18.86 ft S: 1.00 % Up. Invert: 110.75 ft Down. Invert: 110.56 ft HGL (In): 116.45 ft HGL (Out): 116.46 ft Vel (In): 1.18 ft/s Vel (Out): 1.18 ft/s Q: 2.08 cfs Pipe - (643): 18.0 in Length: 36.11 ft S: 4.98 % Up. Invert: 112.36 ft Down. Invert: 110.56 ft HGL (In): 116.45 ft HGL (Out): 116.46 ft Vel (In): 1.16 ft/s Vel (Out): 1.16 ft/s Q: 2.04 cfs WG Project Engineer: Rachel Hawthorne, Zac Powell Avila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 4/25/2023 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - I_PH5 - CB 521, CB 617 to CB 619 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 100 Year Storm 100.00 105.00 110.00 115.00 120.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 Station (ft) El e v a t i o n ( f t ) PH5 - CB 525 to MH 780 MH 780 Rim: 113.63 ft Invert: 102.39 ft HGL (In): 109.29 ft HGL (Out): 108.94 ft Bolted Cover: False Notes: 60" SD MH MH 778 Rim: 114.91 ft Invert: 103.91 ft HGL (In): 111.51 ft HGL (Out): 110.81 ft Bolted Cover: False Notes: 48" SD MH CB 618 Rim: 114.52 ft Invert: 104.17 ft HGL (In): 112.80 ft HGL (Out): 111.82 ft Inlet: SLO City Curb Inlet Gutter Depth: 7.5 in Gutter Spread: 7.68 ft Headloss: 0.98 ft Total Intercepted Flow: 1.33 cfs Bypass Flow: 0.00 cfs NOTES: SLO 60 DI CB 596 Rim: 114.49 ft Invert: 103.78 ft HGL (In): 110.76 ft HGL (Out): 110.46 ft Inlet: SLO City Curb Inlet Gutter Depth: 7.8 in Gutter Spread: 8.81 ft Headloss: 0.30 ft Total Intercepted Flow: 1.63 cfs Bypass Flow: 0.00 cfs NOTES: SLO 60 DI CB 525 Rim: 113.00 ft Invert: 104.62 ft HGL (In): 113.50 ft HGL (Out): 113.00 ft Inlet: 36"x36" Grate Inlet Gutter Depth: 20.6 in Gutter Spread: 22.54 ft Headloss: 0.50 ft Total Intercepted Flow: 39.52 cfs Bypass Flow: 0.00 cfs NOTES: SLOCo D-2a Riser Pipe - (420): 42.0 in Length: 388.20 ft S: 0.33 % Up. Invert: 103.78 ft Down. Invert: 102.49 ft HGL (In): 110.46 ft HGL (Out): 109.89 ft Vel (In): 6.23 ft/s Vel (Out): 6.23 ft/s Q: 59.91 cfs Pipe - (438): 30.0 in Length: 32.07 ft S: 0.50 % Up. Invert: 104.17 ft Down. Invert: 104.01 ft HGL (In): 111.82 ft HGL (Out): 112.74 ft Vel (In): 8.88 ft/s Vel (Out): 8.88 ft/s Q: 43.58 cfs Pipe - (420) (1): 36.0 in Length: 6.63 ft S: 0.50 % Up. Invert: 103.91 ft Down. Invert: 103.88 ft HGL (In): 110.81 ft HGL (Out): 111.85 ft Vel (In): 8.34 ft/s Vel (Out): 8.34 ft/s Q: 58.97 cfs Pipe - (438) (1): 30.0 in Length: 49.33 ft S: 0.50 % Up. Invert: 104.62 ft Down. Invert: 104.37 ft HGL (In): 113.19 ft HGL (Out): 113.81 ft Vel (In): 8.05 ft/s Vel (Out): 8.05 ft/s Q: 39.52 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 4/25/2023 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - I_PH5 - CB 525 to MH 780 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 100 Year Storm 110.00 115.00 120.00 -0+50 0+00 0+50 Station (ft) El e v a t i o n ( f t ) PH5 - CB 549, CB 550 to MH 736 MH 736 Rim: 119.32 ft Invert: 112.49 ft HGL (In): 117.35 ft HGL (Out): 117.31 ft Bolted Cover: False Notes: 48" SD MH CB 550 Rim: 118.96 ft Invert: 112.99 ft HGL (In): 117.38 ft HGL (Out): 117.37 ft Inlet: SLO City Curb Inlet Gutter Depth: 3.3 in Gutter Spread: 9.19 ft Headloss: 0.02 ft Total Intercepted Flow: 2.46 cfs Bypass Flow: 0.35 cfs NOTES: SLO 87 DI CB 549 Rim: 118.96 ft Invert: 112.87 ft HGL (In): 117.36 ft HGL (Out): 117.35 ft Inlet: SLO City Curb Inlet Gutter Depth: 2.3 in Gutter Spread: 4.91 ft Headloss: 0.00 ft Total Intercepted Flow: 0.64 cfs Bypass Flow: 0.13 cfs NOTES: SLO 36 DI Pipe - (422): 18.0 in Length: 3.55 ft S: 4.99 % Up. Invert: 112.87 ft Down. Invert: 112.69 ft HGL (In): 117.35 ft HGL (Out): 117.36 ft Vel (In): 0.36 ft/s Vel (Out): 0.36 ft/s Q: 0.64 cfs Pipe - (421): 18.0 in Length: 29.77 ft S: 0.99 % Up. Invert: 112.99 ft Down. Invert: 112.69 ft HGL (In): 117.37 ft HGL (Out): 117.38 ft Vel (In): 1.39 ft/s Vel (Out): 1.39 ft/s Q: 2.46 cfs WG Project Engineer: Rachel Hawthorne, Zac Powell Avila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 4/25/2023 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - I_PH5 - CB 549, CB 550 to MH 736 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 100 Year Storm 105.00 110.00 115.00 120.00 -0+50 0+00 0+50 Station (ft) El e v a t i o n ( f t ) PH5 - CB 572, CB 573 to MH 735 MH 735 Rim: 117.83 ft Invert: 109.34 ft HGL (In): 115.39 ft HGL (Out): 115.12 ft Bolted Cover: False Notes: 48" SD MH CB 573 Rim: 117.48 ft Invert: 110.03 ft HGL (In): 115.40 ft HGL (Out): 115.40 ft Inlet: SLO City Curb Inlet Gutter Depth: 2.8 in Gutter Spread: 7.06 ft Headloss: 0.00 ft Total Intercepted Flow: 1.37 cfs Bypass Flow: 0.20 cfs NOTES: SLO 36 DI CB 572 Rim: 117.48 ft Invert: 109.73 ft HGL (In): 115.40 ft HGL (Out): 115.39 ft Inlet: SLO City Curb Inlet Gutter Depth: 2.8 in Gutter Spread: 6.89 ft Headloss: 0.00 ft Total Intercepted Flow: 1.32 cfs Bypass Flow: 0.16 cfs NOTES: SLO 36 DI Pipe - (371): 18.0 in Length: 29.75 ft S: 1.64 % Up. Invert: 110.03 ft Down. Invert: 109.54 ft HGL (In): 115.40 ft HGL (Out): 115.40 ft Vel (In): 0.77 ft/s Vel (Out): 0.77 ft/s Q: 1.37 cfs Pipe - (370): 18.0 in Length: 3.74 ft S: 4.99 % Up. Invert: 109.73 ft Down. Invert: 109.54 ft HGL (In): 115.39 ft HGL (Out): 115.40 ft Vel (In): 0.75 ft/s Vel (Out): 0.75 ft/s Q: 1.32 cfs WG Project Engineer: Rachel Hawthorne, Zac Powell Avila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 4/25/2023 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - I_PH5 - CB 572, CB 573 to MH 735 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 100 Year Storm 105.00 110.00 115.00 120.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 Station (ft) El e v a t i o n ( f t ) PH5 - MH 736 to MH 734 MH 783 Rim: 118.54 ft Invert: 110.96 ft HGL (In): 116.72 ft HGL (Out): 116.58 ft Bolted Cover: False Notes: 48" SD MH MH 734 Rim: 117.43 ft Invert: 108.35 ft HGL (In): 115.03 ft HGL (Out): 114.39 ft Bolted Cover: False Notes: 48" SD MH MH 737 Rim: 119.02 ft Invert: 112.12 ft HGL (In): 117.29 ft HGL (Out): 117.11 ft Bolted Cover: False Notes: 48" SD MH MH 736 Rim: 119.32 ft Invert: 112.49 ft HGL (In): 117.35 ft HGL (Out): 117.31 ft Bolted Cover: False Notes: 48" SD MH CB 619 Rim: 117.47 ft Invert: 110.36 ft HGL (In): 116.44 ft HGL (Out): 115.72 ft Inlet: SLO City Curb Inlet Gutter Depth: 2.4 in Gutter Spread: 5.29 ft Headloss: 0.72 ft Total Intercepted Flow: 0.88 cfs Bypass Flow: 0.00 cfs NOTES: SLO 36 DI Pipe - (375): 18.0 in Length: 61.85 ft S: 2.93 % Up. Invert: 110.36 ft Down. Invert: 108.55 ft HGL (In): 115.72 ft HGL (Out): 115.75 ft Vel (In): 6.80 ft/s Vel (Out): 6.80 ft/s Q: 12.02 cfs Pipe - (372): 18.0 in Length: 29.08 ft S: 0.93 % Up. Invert: 112.49 ft Down. Invert: 112.22 ft HGL (In): 117.31 ft HGL (Out): 117.34 ft Vel (In): 1.74 ft/s Vel (Out): 1.74 ft/s Q: 3.07 cfs Pipe - (373) (1): 18.0 in Length: 28.96 ft S: 1.72 % Up. Invert: 110.96 ft Down. Invert: 110.46 ft HGL (In): 116.58 ft HGL (Out): 116.71 ft Vel (In): 4.13 ft/s Vel (Out): 4.13 ft/s Q: 7.31 cfs Pipe - (373): 18.0 in Length: 94.72 ft S: 1.01 % Up. Invert: 112.12 ft Down. Invert: 111.16 ft HGL (In): 117.11 ft HGL (Out): 116.99 ft Vel (In): 4.18 ft/s Vel (Out): 4.18 ft/s Q: 7.39 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 4/25/2023 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - I_PH5 - MH 736 to MH 734 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 100 Year Storm 95.00 100.00 105.00 110.00 115.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 7+50 8+00 8+50 9+00 Station (ft) El e v a t i o n ( f t ) PH5 - MH 780 to O-306 (Outlet I) MH 779 Rim: 108.89 ft Invert: 100.98 ft HGL (In): 107.77 ft HGL (Out): 107.49 ft Bolted Cover: False Notes: 60" SD MH MH 780 Rim: 113.63 ft Invert: 102.39 ft HGL (In): 109.29 ft HGL (Out): 108.94 ft Bolted Cover: False Notes: 60" SD MH CB 12 Rim: 106.62 ft Invert: 99.88 ft HGL (In): 106.92 ft HGL (Out): 106.60 ft Inlet: 60"x60" Grate Inlet Gutter Depth: 9.2 in Gutter Spread: 6.11 ft Headloss: 0.32 ft Total Intercepted Flow: 7.60 cfs Bypass Flow: 0.00 cfs NOTES: 60" SLOCo D-2a Riser O-306 (OUT-I) Rim: 102.23 ft Invert: 99.23 ft Tailwater Elev.: 106.00 ft Q: 61.61 cfs Notes: 42 CMP Flared End Section Pipe - (419): 42.0 in Length: 396.24 ft S: 0.33 % Up. Invert: 102.39 ft Down. Invert: 101.08 ft HGL (In): 108.94 ft HGL (Out): 108.36 ft Vel (In): 6.15 ft/s Vel (Out): 6.15 ft/s Q: 59.15 cfs Pipe - (418): 42.0 in Length: 183.98 ft S: 0.35 % Up. Invert: 99.88 ft Down. Invert: 99.23 ft HGL (In): 106.60 ft HGL (Out): 106.65 ft Vel (In): 6.44 ft/s Vel (Out): 6.44 ft/s Q: 61.99 cfs Pipe - (418) (1): 42.0 in Length: 301.94 ft S: 0.33 % Up. Invert: 100.98 ft Down. Invert: 99.98 ft HGL (In): 107.49 ft HGL (Out): 107.19 ft Vel (In): 6.07 ft/s Vel (Out): 6.07 ft/s Q: 58.36 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 4/25/2023 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - I_PH5 - MH 780 to O-306 (Outlet I) (Avila Ranch Drainage Model_2.stsw) WATERSHED J STORM DRAIN NETWORK 100-YEAR STORM Active Scenario: Phases 2-6 --- 100 Year Storm 105.00 110.00 115.00 -0+50 0+00 0+50 Station (ft) El e v a t i o n ( f t ) PH5 - CB 582+CB 620, CB 583 to MH 752 MH 752 Rim: 113.15 ft Invert: 106.43 ft HGL (In): 110.42 ft HGL (Out): 109.94 ft Bolted Cover: False Notes: 48" SD MH CB 583 Rim: 112.78 ft Invert: 107.67 ft HGL (In): 110.55 ft HGL (Out): 110.48 ft Inlet: SLO City Curb Inlet Gutter Depth: 8.5 in Gutter Spread: 12.10 ft Headloss: 0.07 ft Total Intercepted Flow: 5.18 cfs Bypass Flow: 0.00 cfs NOTES: SLO 87 DI + 87 DI CB 582 + 620 Rim: 112.79 ft Invert: 106.82 ft HGL (In): 110.44 ft HGL (Out): 110.42 ft Inlet: SLO City Curb Inlet Gutter Depth: 7.9 in Gutter Spread: 9.36 ft Headloss: 0.02 ft Total Intercepted Flow: 5.22 cfs Bypass Flow: 0.00 cfs NOTES: SLO 129 DI + 129 DI Pipe - (405): 18.0 in Length: 29.79 ft S: 3.50 % Up. Invert: 107.67 ft Down. Invert: 106.63 ft HGL (In): 110.48 ft HGL (Out): 110.55 ft Vel (In): 2.93 ft/s Vel (Out): 2.93 ft/s Q: 5.18 cfs Pipe - (404): 24.0 in Length: 3.75 ft S: 4.98 % Up. Invert: 106.82 ft Down. Invert: 106.63 ft HGL (In): 110.42 ft HGL (Out): 110.46 ft Vel (In): 1.66 ft/s Vel (Out): 1.66 ft/s Q: 5.22 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/25/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - J_PH5 - CB 582+CB 620, CB 583 to MH 752 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 100 Year Storm 105.00 110.00 115.00 -0+50 0+00 0+50 Station (ft) El e v a t i o n ( f t ) PH5 - CB 584 to MH 771 MH 771 Rim: 114.62 ft Invert: 107.92 ft HGL (In): 111.83 ft HGL (Out): 111.62 ft Bolted Cover: False Notes: 48" SD MH CB 584 Rim: 114.26 ft Invert: 108.30 ft HGL (In): 111.84 ft HGL (Out): 111.83 ft Inlet: SLO City Curb Inlet Gutter Depth: 3.3 in Gutter Spread: 8.90 ft Headloss: 0.01 ft Total Intercepted Flow: 2.34 cfs Bypass Flow: 0.26 cfs NOTES: SLO 87 DI Pipe - (406): 18.0 in Length: 3.55 ft S: 4.99 % Up. Invert: 108.30 ft Down. Invert: 108.12 ft HGL (In): 111.83 ft HGL (Out): 111.85 ft Vel (In): 1.33 ft/s Vel (Out): 1.33 ft/s Q: 2.34 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/25/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - J_PH5 - CB 584 to MH 771 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 100 Year Storm 105.00 110.00 115.00 120.00 -0+50 0+00 0+50 Station (ft) El e v a t i o n ( f t ) PH5 - CB 585 to MH 749 MH 749 Rim: 116.11 ft Invert: 109.48 ft HGL (In): 112.31 ft HGL (Out): 112.20 ft Bolted Cover: False Notes: 48" SD MH CB 585 Rim: 115.75 ft Invert: 110.27 ft HGL (In): 112.34 ft HGL (Out): 112.32 ft Inlet: SLO City Curb Inlet Gutter Depth: 3.3 in Gutter Spread: 9.19 ft Headloss: 0.02 ft Total Intercepted Flow: 2.47 cfs Bypass Flow: 0.35 cfs NOTES: SLO 87 DI Pipe - (407): 18.0 in Length: 29.78 ft S: 2.00 % Up. Invert: 110.27 ft Down. Invert: 109.68 ft HGL (In): 112.32 ft HGL (Out): 112.34 ft Vel (In): 1.40 ft/s Vel (Out): 1.40 ft/s Q: 2.47 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/25/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - J_PH5 - CB 585 to MH 749 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 100 Year Storm 110.00 115.00 120.00 -0+50 0+00 0+50 Station (ft) El e v a t i o n ( f t ) PH5 - CB 586, CB 587 to MH 748 MH 748 Rim: 118.52 ft Invert: 111.95 ft HGL (In): 112.90 ft HGL (Out): 112.66 ft Bolted Cover: False Notes: 48" SD MH CB 587 Rim: 118.16 ft Invert: 112.62 ft HGL (In): 113.34 ft HGL (Out): 113.23 ft Inlet: SLO City Curb Inlet Gutter Depth: 3.4 in Gutter Spread: 9.48 ft Headloss: 0.11 ft Total Intercepted Flow: 2.58 cfs Bypass Flow: 0.44 cfs NOTES: SLO 87 DI CB 586 Rim: 118.16 ft Invert: 112.43 ft HGL (In): 112.89 ft HGL (Out): 112.85 ft Inlet: SLO City Curb Inlet Gutter Depth: 2.4 in Gutter Spread: 5.23 ft Headloss: 0.03 ft Total Intercepted Flow: 0.86 cfs Bypass Flow: 0.00 cfs NOTES: SLO 87 DI Pipe - (409): 18.0 in Length: 31.54 ft S: 1.50 % Up. Invert: 112.62 ft Down. Invert: 112.15 ft HGL (In): 113.23 ft HGL (Out): 113.03 ft Vel (In): 3.83 ft/s Vel (Out): 2.91 ft/s Q: 2.58 cfs Pipe - (408): 18.0 in Length: 5.55 ft S: 5.01 % Up. Invert: 112.43 ft Down. Invert: 112.15 ft HGL (In): 112.85 ft HGL (Out): 112.92 ft Vel (In): 2.07 ft/s Vel (Out): 0.97 ft/s Q: 0.86 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/25/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - J_PH5 - CB 586, CB 587 to MH 748 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 100 Year Storm 110.00 115.00 120.00 -0+50 0+00 0+50 Station (ft) El e v a t i o n ( f t ) PH5 - CB 588, CB 589 to MH 739 MH 739 Rim: 118.87 ft Invert: 111.32 ft HGL (In): 114.39 ft HGL (Out): 114.26 ft Bolted Cover: False Notes: 48" SD MH CB 588 Rim: 118.50 ft Invert: 111.58 ft HGL (In): 114.41 ft HGL (Out): 114.39 ft Inlet: SLO City Curb Inlet Gutter Depth: 3.4 in Gutter Spread: 9.56 ft Headloss: 0.02 ft Total Intercepted Flow: 2.61 cfs Bypass Flow: 0.47 cfs NOTES: SLO 87 DI CB 589 Rim: 118.50 ft Invert: 111.84 ft HGL (In): 114.43 ft HGL (Out): 114.41 ft Inlet: SLO City Curb Inlet Gutter Depth: 3.6 in Gutter Spread: 10.17 ft Headloss: 0.02 ft Total Intercepted Flow: 2.86 cfs Bypass Flow: 0.71 cfs NOTES: SLO 87 DI Pipe - (411): 18.0 in Length: 29.54 ft S: 0.94 % Up. Invert: 111.84 ft Down. Invert: 111.56 ft HGL (In): 114.41 ft HGL (Out): 114.43 ft Vel (In): 1.62 ft/s Vel (Out): 1.62 ft/s Q: 2.86 cfs Pipe - (410): 18.0 in Length: 3.54 ft S: 0.68 % Up. Invert: 111.58 ft Down. Invert: 111.56 ft HGL (In): 114.39 ft HGL (Out): 114.43 ft Vel (In): 1.48 ft/s Vel (Out): 1.48 ft/s Q: 2.61 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/25/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - J_PH5 - CB 588, CB 589 to MH 739 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 100 Year Storm 105.00 110.00 115.00 120.00 -0+50 0+00 0+50 Station (ft) El e v a t i o n ( f t ) PH5 - CB 590 to MH 754 MH 754 Rim: 115.72 ft Invert: 108.00 ft HGL (In): 112.45 ft HGL (Out): 112.02 ft Bolted Cover: False Notes: 48" SD MH CB 590 Rim: 115.36 ft Invert: 108.38 ft HGL (In): 112.47 ft HGL (Out): 112.46 ft Inlet: SLO City Curb Inlet Gutter Depth: 3.2 in Gutter Spread: 8.49 ft Headloss: 0.01 ft Total Intercepted Flow: 2.18 cfs Bypass Flow: 0.17 cfs NOTES: SLO 87 DI Pipe - (412): 18.0 in Length: 3.55 ft S: 4.99 % Up. Invert: 108.38 ft Down. Invert: 108.20 ft HGL (In): 112.46 ft HGL (Out): 112.48 ft Vel (In): 1.23 ft/s Vel (Out): 1.23 ft/s Q: 2.18 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/25/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - J_PH5 - CB 590 to MH 754 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 100 Year Storm 105.00 110.00 115.00 120.00 -0+50 0+00 0+50 Station (ft) El e v a t i o n ( f t ) PH5 - CB 591 to MH 772 MH 772 Rim: 115.28 ft Invert: 106.29 ft HGL (In): 111.28 ft HGL (Out): 110.64 ft Bolted Cover: False Notes: 48" SD MH CB 591 Rim: 114.61 ft Invert: 108.00 ft HGL (In): 111.31 ft HGL (Out): 111.29 ft Inlet: SLO City Curb Inlet Gutter Depth: 3.4 in Gutter Spread: 9.60 ft Headloss: 0.02 ft Total Intercepted Flow: 2.63 cfs Bypass Flow: 0.48 cfs NOTES: SLO 87 DI Pipe - (413): 18.0 in Length: 30.20 ft S: 4.99 % Up. Invert: 108.00 ft Down. Invert: 106.49 ft HGL (In): 111.29 ft HGL (Out): 111.31 ft Vel (In): 1.49 ft/s Vel (Out): 1.49 ft/s Q: 2.63 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/25/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - J_PH5 - CB 591 to MH 772 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 100 Year Storm 105.00 110.00 115.00 120.00 -0+50 0+00 0+50 Station (ft) El e v a t i o n ( f t ) PH5 - CB 606 to MH 773 MH 773 Rim: 117.57 ft Invert: 109.96 ft HGL (In): 113.97 ft HGL (Out): 113.81 ft Bolted Cover: False Notes: 48" SD MH CB 606 Rim: 117.20 ft Invert: 110.34 ft HGL (In): 113.98 ft HGL (Out): 113.97 ft Inlet: SLO City Curb Inlet Gutter Depth: 3.0 in Gutter Spread: 7.61 ft Headloss: 0.01 ft Total Intercepted Flow: 1.81 cfs Bypass Flow: 0.03 cfs NOTES: SLO 87 DI Pipe - (412) (1): 18.0 in Length: 3.55 ft S: 4.99 % Up. Invert: 110.34 ft Down. Invert: 110.16 ft HGL (In): 113.97 ft HGL (Out): 113.99 ft Vel (In): 1.02 ft/s Vel (Out): 1.02 ft/s Q: 1.81 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/25/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - J_PH5 - CB 606 to MH 773 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 100 Year Storm 105.00 110.00 115.00 120.00 -0+50 0+00 0+50 Station (ft) El e v a t i o n ( f t ) PH5 - CB 607 to MH 774 MH 774 Rim: 116.90 ft Invert: 109.24 ft HGL (In): 113.57 ft HGL (Out): 113.27 ft Bolted Cover: False Notes: 48" SD MH CB 607 Rim: 116.54 ft Invert: 110.91 ft HGL (In): 113.61 ft HGL (Out): 113.59 ft Inlet: SLO City Curb Inlet Gutter Depth: 3.5 in Gutter Spread: 9.81 ft Headloss: 0.02 ft Total Intercepted Flow: 2.72 cfs Bypass Flow: 0.56 cfs NOTES: SLO 87 DI Pipe - (413) (1): 18.0 in Length: 29.58 ft S: 4.99 % Up. Invert: 110.91 ft Down. Invert: 109.44 ft HGL (In): 113.59 ft HGL (Out): 113.61 ft Vel (In): 1.54 ft/s Vel (Out): 1.54 ft/s Q: 2.72 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/25/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - J_PH5 - CB 607 to MH 774 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 100 Year Storm 100.00 105.00 110.00 115.00 120.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 Station (ft) El e v a t i o n ( f t ) PH5 - MH 739 to MH 755 MH 754 Rim: 115.72 ft Invert: 108.00 ft HGL (In): 112.45 ft HGL (Out): 112.02 ft Bolted Cover: False Notes: 48" SD MH MH 755 Rim: 110.84 ft Invert: 102.77 ft HGL (In): 108.34 ft HGL (Out): 107.98 ft Bolted Cover: False Notes: 48" SD MH MH 773 Rim: 117.57 ft Invert: 109.96 ft HGL (In): 113.97 ft HGL (Out): 113.81 ft Bolted Cover: False Notes: 48" SD MH MH 774 Rim: 116.90 ft Invert: 109.24 ft HGL (In): 113.57 ft HGL (Out): 113.27 ft Bolted Cover: False Notes: 48" SD MH MH 772 Rim: 115.28 ft Invert: 106.29 ft HGL (In): 111.28 ft HGL (Out): 110.64 ft Bolted Cover: False Notes: 48" SD MH MH 753 Rim: 114.44 ft Invert: 104.10 ft HGL (In): 109.30 ft HGL (Out): 108.90 ft Bolted Cover: False Notes: 48" SD MH MH 739 Rim: 118.87 ft Invert: 111.32 ft HGL (In): 114.39 ft HGL (Out): 114.26 ft Bolted Cover: False Notes: 48" SD MH Pipe - (414): 30.0 in Length: 113.59 ft S: 1.00 % Up. Invert: 104.10 ft Down. Invert: 102.97 ft HGL (In): 108.90 ft HGL (Out): 108.96 ft Vel (In): 6.32 ft/s Vel (Out): 6.32 ft/s Q: 31.01 cfs Pipe - (376) (2): 18.0 in Length: 62.61 ft S: 1.00 % Up. Invert: 109.96 ft Down. Invert: 109.34 ft HGL (In): 113.81 ft HGL (Out): 113.82 ft Vel (In): 4.00 ft/s Vel (Out): 4.00 ft/s Q: 7.07 cfs Pipe - (376): 18.0 in Length: 126.08 ft S: 1.00 % Up. Invert: 111.32 ft Down. Invert: 110.06 ft HGL (In): 114.26 ft HGL (Out): 114.12 ft Vel (In): 3.07 ft/s Vel (Out): 3.07 ft/s Q: 5.42 cfs Pipe - (376) (2) (1): 18.0 in Length: 113.74 ft S: 1.00 % Up. Invert: 109.24 ft Down. Invert: 108.10 ft HGL (In): 113.27 ft HGL (Out): 112.92 ft Vel (In): 5.45 ft/s Vel (Out): 5.45 ft/s Q: 9.64 cfs Pipe - (376) (1) (1): 18.0 in Length: 87.71 ft S: 2.38 % Up. Invert: 106.29 ft Down. Invert: 104.20 ft HGL (In): 110.64 ft HGL (Out): 110.28 ft Vel (In): 7.95 ft/s Vel (Out): 7.95 ft/s Q: 14.05 cfs Pipe - (376) (1): 18.0 in Length: 71.16 ft S: 2.26 % Up. Invert: 108.00 ft Down. Invert: 106.39 ft HGL (In): 112.02 ft HGL (Out): 111.95 ft Vel (In): 6.57 ft/s Vel (Out): 6.57 ft/s Q: 11.62 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/25/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - J_PH5 - MH 739 to MH 755 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 100 Year Storm 100.00 105.00 110.00 115.00 120.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 Station (ft) El e v a t i o n ( f t ) PH5 - MH 748 to MH 753 MH 749 Rim: 116.11 ft Invert: 109.48 ft HGL (In): 112.31 ft HGL (Out): 112.20 ft Bolted Cover: False Notes: 48" SD MH MH 751 Rim: 113.71 ft Invert: 107.09 ft HGL (In): 110.99 ft HGL (Out): 110.81 ft Bolted Cover: False Notes: 48" SD MH MH 752 Rim: 113.15 ft Invert: 106.43 ft HGL (In): 110.42 ft HGL (Out): 109.94 ft Bolted Cover: False Notes: 48" SD MH MH 750 Rim: 114.15 ft Invert: 107.41 ft HGL (In): 111.39 ft HGL (Out): 111.21 ft Bolted Cover: False Notes: 48" SD MH MH 771 Rim: 114.62 ft Invert: 107.92 ft HGL (In): 111.83 ft HGL (Out): 111.62 ft Bolted Cover: False Notes: 48" SD MH MH 748 Rim: 118.52 ft Invert: 111.95 ft HGL (In): 112.90 ft HGL (Out): 112.66 ft Bolted Cover: False Notes: 48" SD MH MH 753 Rim: 114.44 ft Invert: 104.10 ft HGL (In): 109.30 ft HGL (Out): 108.90 ft Bolted Cover: False Notes: 48" SD MH Pipe - (402) + (403): 24.0 in Length: 125.31 ft S: 1.70 % Up. Invert: 106.43 ft Down. Invert: 104.30 ft HGL (In): 109.94 ft HGL (Out): 109.78 ft Vel (In): 5.57 ft/s Vel (Out): 5.57 ft/s Q: 17.49 cfs Pipe - (401): 18.0 in Length: 83.27 ft S: 0.67 % Up. Invert: 107.09 ft Down. Invert: 106.53 ft HGL (In): 110.81 ft HGL (Out): 110.72 ft Vel (In): 4.42 ft/s Vel (Out): 4.42 ft/s Q: 7.81 cfs Pipe - (399): 18.0 in Length: 145.53 ft S: 1.00 % Up. Invert: 109.48 ft Down. Invert: 108.02 ft HGL (In): 112.20 ft HGL (Out): 111.99 ft Vel (In): 3.27 ft/s Vel (Out): 3.27 ft/s Q: 5.78 cfs Pipe - (398): 18.0 in Length: 237.22 ft S: 1.00 % Up. Invert: 111.95 ft Down. Invert: 109.58 ft HGL (In): 112.66 ft HGL (Out): 112.37 ft Vel (In): 4.19 ft/s Vel (Out): 1.94 ft/s Q: 3.43 cfs Pipe - (400): 18.0 in Length: 44.79 ft S: 0.47 % Up. Invert: 107.41 ft Down. Invert: 107.20 ft HGL (In): 111.21 ft HGL (Out): 111.30 ft Vel (In): 4.44 ft/s Vel (Out): 4.44 ft/s Q: 7.85 cfs Pipe - (399) (1): 18.0 in Length: 48.36 ft S: 0.81 % Up. Invert: 107.92 ft Down. Invert: 107.53 ft HGL (In): 111.62 ft HGL (Out): 111.70 ft Vel (In): 4.47 ft/s Vel (Out): 4.47 ft/s Q: 7.89 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/25/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - J_PH5 - MH 748 to MH 753 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 100 Year Storm 95.00 100.00 105.00 110.00 115.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 Station (ft) El e v a t i o n ( f t ) PH5 - MH 755 to O-315 (Outlet J) MH 755 Rim: 110.84 ft Invert: 102.77 ft HGL (In): 108.34 ft HGL (Out): 107.98 ft Bolted Cover: False Notes: 48" SD MH MH 756 Rim: 113.65 ft Invert: 101.89 ft HGL (In): 107.60 ft HGL (Out): 107.30 ft Bolted Cover: False Notes: 48" SD MH O-315 (OUT-J) Rim: 99.54 ft Invert: 97.04 ft Tailwater Elev.: 106.00 ft Q: 29.83 cfs Notes: 30 CMP Flared End Section Pipe - (415): 30.0 in Length: 77.98 ft S: 0.99 % Up. Invert: 102.77 ft Down. Invert: 101.99 ft HGL (In): 107.98 ft HGL (Out): 108.21 ft Vel (In): 6.26 ft/s Vel (Out): 6.26 ft/s Q: 30.73 cfs Pipe - (416): 30.0 in Length: 276.22 ft S: 1.75 % Up. Invert: 101.89 ft Down. Invert: 97.04 ft HGL (In): 107.30 ft HGL (Out): 106.60 ft Vel (In): 6.22 ft/s Vel (Out): 6.22 ft/s Q: 30.53 cfs WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 8/25/2022 StormCAD [10.03.04.53]Wallace Group Profile Report Engineering Profile - J_PH5 - MH 755 to O-315 (Outlet J) (Avila Ranch Drainage Model_2.stsw) APPENDIX D Appendix D – Overland Conveyance Calculations and Exhibits · Overland Escape Exhibit for Phases 2-6 · Overland Escape – 100-Year Flow Summary · Overland Escape – Overflow Weir Analysis (Irregular Broad Crested Weir Method) · Overland Escape – Overflow Path Analysis (FlowMaster) HU M P HU M P HU M P HU M P 0. 1 7 % 112 112 112 112 113114 112 11 3 11 4 110 110 11 5 107 107 10 8 108 109 109 11 1 111112 11 3 114 11 6 11 3 11 3 1 1 3 11 3 11 3 11 4 11 4 1 1 4 11 4 110 110 115 108108 109109 111 111 112 112 112 113 113 114 0+0 0 1+00 2+002+74 12 0 12 0 12 5 12 5 12 5 12 5 11 6 11 6 11 7 11 7 11 8 118 118 11 9 11 9 12 1 12 1 12 2 12 2 12 3 12 3 12 4 12 4 12 4 12 6 12 6 0+00 1+00 2 + 0 0 3+ 0 0 3+ 8 7 SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SDSD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD S D SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SDSD SD SD SD SD SD SD SD SD SD SD S S SD SD SD SD SD SD SD SD SD SD SD SD SD SD A ORIGINAL SCALE IS IN INCHES FOR REDUCED PLANS T 805 544-4011 F 805 544-4294 612 CLARION COURT SAN LUIS OBISPO, CA 93401 DATE SIGNED SIGNATURE www.wallacegroup.us PLANNING CIVIL AND TRANSPORTATION ENGINEERING CONSTRUCTION MANAGEMENT LANDSCAPE ARCHITECTURE MECHANICAL ENGINEERING PUBLIC WORKS ADMINISTRATION SURVEYING / GIS SOLUTIONS WATER RESOURCES 0 1 2 3 DESIGNERS: DRAWING NO. DATE: DRAWN BY: JOB #: OF 1 2 3 4 A B C D 1 2 3 4 5 5 Copyright © Wallace Group, a California Corporation. All rights reserved. Copies of this drawing shall have this notice. These plans and specifications, and the ideas and designs incorporated herein, are instruments of service prepared for the construction of work shown hereon and shall not be used in whole or in part for any other project without written authority of Wallace Group, a California Corporation. ® 2022 Wa t h e n C a s t a n o s H o m e s Av i l a R a n c h - P h a s e s 2 - 6 , S a n L u i s O b i s p o , C A 3 37/24/2022 1493-0007 RAH DJG/ ZKP SHEETS Ov e r l a n d E s c a p e - W e i r A n a l y s i s 1 FILE NAME: 2022_OVERLAND ESCAPE_WEIR ANALYSIS.DWG N RAC H E L A . HAWTH O R N E C I V I L No. 73686 NOT FOR CONSTRUCTION FOR PLAN REVIEW ONLY A L A T T S OF E C A O NRFI I REGISTER E D P R O F E SSIONAL EN G I N E E R OVERFLOW PATH A1 MAX WEIR DEPTH 0.3 FT OVERFLOW PATH B1 MAX WEIR DEPTH 0.6 FT OVERFLOW PATH C MAX WEIR DEPTH 0.8 FT OVERFLOW PATH F MAX WEIR DEPTH 0.3 FT OVERFLOW PATH E1 MAX WEIR DEPTH 0.3 FT OVERFLOW PATH H1/H2 MAX WEIR DEPTH 0.5 FT OVERFLOW PATH I OVERFLOW WILL CONTINUE ONTO BUCKLEY ROAD OVERFLOW PATH J1/J2 MAX WEIR DEPTH 0.4 FT OVERFLOW PATH A2 FLOWS TO PHASE 1 OVERFLOW PATH OVERFLOW PATH B2 NORMAL DEPTH 0.38 FT SHEET FLOW TO TANK FARM CREEK OVERFLOW PATH E2 NORMAL DEPTH 0.40 FT SHEET FLOW TO TANK FARM CREEK OVERFLOW PATH A1 NORMAL DEPTH 0.37 FT OVERFLOW PATH B1 NORMAL DEPTH 0.55 FT OVERFLOW PATH C NORMAL DEPTH 0.36 FT OVERFLOW PATH E1 NORMAL DEPTH 0.43 FT OVERFLOW PATH F NORMAL DEPTH 0.28 FT OVERFLOW PATH G NORMAL DEPTH 0.44 FT SHEET FLOW TO TANK FARM CREEK OVERFLOW PATH H1/H2 NORMAL DEPTH 0.48 FT OVERFLOW PATH I NORMAL DEPTH 0.44 FT OVERFLOW PATH J1 NORMAL DEPTH 0.41 FT OVERFLOW PATH J2 NORMAL DEPTH 0.47 FT OFFSITE OVERFLOW PATH 1 JOINS PATH B1OFFSITE OVERFLOW PATH 2 CONCRETE SWALE SEE PHASE 1 OVERLAND ESCAPE (RRM) 1 Project:1493-0007 Avila Ranch Phases 2-6 Date:August 24, 2022 By:ZKP Overland Escape Review 100-Year Storm Flows (from StormCAD Model) Overland Escape Path Q100 (cfs) A 8.8 B1 37.5 B2 10.9 C 7.8 E1 14.5 E2 12.4 F 14.2 G 9.1 H1 27.6 H2 27.6 I 18.1 J1 15.2 J2 23.0 Avila Ranch Phases 2-6 Road Overflow at Low Point - Overflow Path A1 IRREGULAR BROAD CRESTED WEIR METHOD Q = CL(H^1.5) C 2.60 L 20.00 0.02 d (ft)W1 W2 W3 W4 W5 W6 Total WSE 116.33 116.15 116.01 115.92 115.97 116.10 115.86 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 115.88 0.02 0.00 0.00 0.00 0.00 0.00 0.00 0.00 115.90 0.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 115.92 0.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 115.94 0.08 0.00 0.00 0.00 0.15 0.00 0.00 0.15 115.96 0.10 0.00 0.00 0.00 0.42 0.00 0.00 0.42 115.98 0.12 0.00 0.00 0.00 0.76 0.05 0.00 0.82 116.00 0.14 0.00 0.00 0.00 1.18 0.27 0.00 1.45 116.02 0.16 0.00 0.00 0.05 1.64 0.58 0.00 2.28 116.04 0.18 0.00 0.00 0.27 2.16 0.96 0.00 3.39 116.06 0.20 0.00 0.00 0.58 2.72 1.40 0.00 4.71 116.08 0.22 0.00 0.00 0.96 3.33 1.90 0.00 6.19 116.10 0.24 0.00 0.00 1.40 3.97 2.44 0.00 7.81 116.12 0.26 0.00 0.00 1.90 4.65 3.02 0.15 9.72 116.14 0.28 0.00 0.00 2.44 5.37 3.64 0.42 11.86 116.16 0.30 0.00 0.05 3.02 6.11 4.31 0.76 14.26 116.18 0.32 0.00 0.27 3.64 6.89 5.00 1.18 16.99 116.20 0.34 0.00 0.58 4.31 7.70 5.74 1.64 19.97 116.22 0.36 0.00 0.96 5.00 8.54 6.50 2.16 23.17 116.24 0.38 0.00 1.40 5.74 9.41 7.30 2.72 26.57 116.26 0.40 0.00 1.90 6.50 10.31 8.12 3.33 30.16 116.28 0.42 0.00 2.44 7.30 11.23 8.98 3.97 33.91 116.30 0.44 0.00 3.02 8.12 12.18 9.86 4.65 37.83 116.32 0.46 0.00 3.64 8.98 13.16 10.77 5.37 41.91 116.34 0.48 0.05 4.31 9.86 14.15 11.70 6.11 46.19 116.36 0.50 0.27 5.00 10.77 15.18 12.66 6.89 50.78 116.38 0.52 0.58 5.74 11.70 16.22 13.65 7.70 55.60 116.40 0.54 0.96 6.50 12.66 17.29 14.66 8.54 60.63 116.42 0.56 1.40 7.30 13.65 18.38 15.70 9.41 65.85 116.44 0.58 1.90 8.12 14.66 19.50 16.76 10.31 71.24 116.46 0.60 2.44 8.98 15.70 20.63 17.84 11.23 76.81 FHWA HDS-5 Hydraqulic Desing of Highwa Culverts HW 0.25 Use depth from column 2 L 20 From cell I7 HW/L 0.0125 Cr 2.6 From chart B, 2.6 gravel OR 2.95 pavement kf 1 Assumes no backwater Cd 2.6 Use in cell I6 -10.00 0.00 10.00 20.00 30.00 40.00 50.00 60.00 70.00 80.00 90.00 115.80 115.90 116.00 116.10 116.20 116.30 116.40 116.50 Avila Ranch Phases 2-6 Road Overflow at Low Point - Overflow Path B1 IRREGULAR BROAD CRESTED WEIR METHOD Q = CL(H^1.5) C 2.60 L 20.00 0.02 d (ft)W1 W2 W3 W4 W5 W6 W7 Total WSE 112.49 112.33 112.23 112.15 112.22 112.26 112.33 112.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 112.02 0.02 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 112.04 0.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 112.06 0.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 112.08 0.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 112.10 0.10 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 112.12 0.12 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 112.14 0.14 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 112.16 0.16 0.00 0.00 0.00 0.05 0.00 0.00 0.00 0.05 112.18 0.18 0.00 0.00 0.00 0.27 0.00 0.00 0.00 0.27 112.20 0.20 0.00 0.00 0.00 0.58 0.00 0.00 0.00 0.58 112.22 0.22 0.00 0.00 0.00 0.96 0.00 0.00 0.00 0.96 112.24 0.24 0.00 0.00 0.05 1.40 0.15 0.00 0.00 1.60 112.26 0.26 0.00 0.00 0.27 1.90 0.42 0.00 0.00 2.58 112.28 0.28 0.00 0.00 0.58 2.44 0.76 0.15 0.00 3.93 112.30 0.30 0.00 0.00 0.96 3.02 1.18 0.42 0.00 5.58 112.32 0.32 0.00 0.00 1.40 3.64 1.64 0.76 0.00 7.46 112.34 0.34 0.00 0.05 1.90 4.31 2.16 1.18 0.03 9.62 112.36 0.36 0.00 0.27 2.44 5.00 2.72 1.64 0.14 12.22 112.38 0.38 0.00 0.58 3.02 5.74 3.33 2.16 0.29 15.12 112.40 0.40 0.00 0.96 3.64 6.50 3.97 2.72 0.48 18.28 112.42 0.42 0.00 1.40 4.31 7.30 4.65 3.33 0.70 21.69 112.44 0.44 0.00 1.90 5.00 8.12 5.37 3.97 0.95 25.31 112.46 0.46 0.00 2.44 5.74 8.98 6.11 4.65 1.22 29.13 112.48 0.48 0.00 3.02 6.50 9.86 6.89 5.37 1.51 33.15 112.50 0.50 0.05 3.64 7.30 10.77 7.70 6.11 1.82 37.40 112.52 0.52 0.27 4.31 8.12 11.70 8.54 6.89 2.15 41.99 112.54 0.54 0.58 5.00 8.98 12.66 9.41 7.70 2.50 46.85 112.56 0.56 0.96 5.74 9.86 13.65 10.31 8.54 2.87 51.93 112.58 0.58 1.40 6.50 10.77 14.66 11.23 9.41 3.25 57.23 112.60 0.60 1.90 7.30 11.70 15.70 12.18 10.31 3.65 62.73 FHWA HDS-5 Hydraqulic Desing of Highwa Culverts HW 0.51 Use depth from column 2 L 20 From cell I7 HW/L 0.0255 Cr 2.6 From chart B, 2.6 gravel OR 2.95 pavement kf 1 Assumes no backwater Cd 2.6 Use in cell I6 -10.00 0.00 10.00 20.00 30.00 40.00 50.00 60.00 70.00 111.90 112.00 112.10 112.20 112.30 112.40 112.50 112.60 112.70 Avila Ranch Phases 2-6 Road Overflow at Low Point - Overflow Path C IRREGULAR BROAD CRESTED WEIR METHOD Q = CL(H^1.5) C 2.60 L 20.00 0.04 d (ft)W1 W2 W3 W4 Total WSE 117.63 117.73 117.85 117.98 117.11 0.00 0.00 0.00 0.00 0.00 0.00 117.15 0.04 0.00 0.00 0.00 0.00 0.00 117.19 0.08 0.00 0.00 0.00 0.00 0.00 117.23 0.12 0.00 0.00 0.00 0.00 0.00 117.27 0.16 0.00 0.00 0.00 0.00 0.00 117.31 0.20 0.00 0.00 0.00 0.00 0.00 117.35 0.24 0.00 0.00 0.00 0.00 0.00 117.39 0.28 0.00 0.00 0.00 0.00 0.00 117.43 0.32 0.00 0.00 0.00 0.00 0.00 117.47 0.36 0.00 0.00 0.00 0.00 0.00 117.51 0.40 0.00 0.00 0.00 0.00 0.00 117.55 0.44 0.00 0.00 0.00 0.00 0.00 117.59 0.48 0.00 0.00 0.00 0.00 0.00 117.63 0.52 0.00 0.00 0.00 0.00 0.00 117.67 0.56 0.42 0.00 0.00 0.00 0.42 117.71 0.60 1.18 0.00 0.00 0.00 1.18 117.75 0.64 2.16 0.15 0.00 0.00 2.31 117.79 0.68 3.33 0.76 0.00 0.00 4.09 117.83 0.72 4.65 1.64 0.00 0.00 6.30 117.87 0.76 6.11 2.72 0.15 0.00 8.98 117.91 0.80 7.70 3.97 0.76 0.00 12.44 117.95 0.84 9.41 5.37 1.64 0.00 16.42 117.99 0.88 11.23 6.89 2.72 0.05 20.90 118.03 0.92 13.16 8.54 3.97 0.58 26.25 118.07 0.96 15.18 10.31 5.37 1.40 32.26 118.11 1.00 17.29 12.18 6.89 2.44 38.80 118.15 1.04 19.50 14.15 8.54 3.64 45.84 118.19 1.08 21.79 16.22 10.31 5.00 53.33 118.23 1.12 24.17 18.38 12.18 6.50 61.23 118.27 1.16 26.62 20.63 14.15 8.12 69.53 118.31 1.20 29.16 22.97 16.22 9.86 78.21 FHWA HDS-5 Hydraqulic Desing of Highwa Culverts HW 0.74 Use depth from column 2 L 20 From cell I7 HW/L 0.0370 Cr 2.6 From chart B, 2.6 gravel OR 2.95 pavement kf 1 Assumes no backwater Cd 2.6 Use in cell I6 -10.00 0.00 10.00 20.00 30.00 40.00 50.00 60.00 70.00 80.00 90.00 117.00 117.20 117.40 117.60 117.80 118.00 118.20 118.40 Avila Ranch Phases 2-6 Road Overflow at Low Point - Overflow Path E1 IRREGULAR BROAD CRESTED WEIR METHOD Q = CL(H^1.5) C 2.60 L 20.00 0.01 d (ft)W1 W2 W3 W4 W5 W6 W7 Total WSE 117.40 117.36 117.17 117.10 117.15 117.29 117.48 117.10 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 117.11 0.01 0.00 0.00 0.00 0.05 0.00 0.00 0.00 0.05 117.12 0.02 0.00 0.00 0.00 0.15 0.00 0.00 0.00 0.15 117.13 0.03 0.00 0.00 0.00 0.27 0.00 0.00 0.00 0.27 117.14 0.04 0.00 0.00 0.00 0.42 0.00 0.00 0.00 0.42 117.15 0.05 0.00 0.00 0.00 0.58 0.00 0.00 0.00 0.58 117.16 0.06 0.00 0.00 0.00 0.76 0.05 0.00 0.00 0.82 117.17 0.07 0.00 0.00 0.00 0.96 0.15 0.00 0.00 1.11 117.18 0.08 0.00 0.00 0.05 1.18 0.27 0.00 0.00 1.50 117.19 0.09 0.00 0.00 0.15 1.40 0.42 0.00 0.00 1.97 117.20 0.10 0.00 0.00 0.27 1.64 0.58 0.00 0.00 2.50 117.21 0.11 0.00 0.00 0.42 1.90 0.76 0.00 0.00 3.08 117.22 0.12 0.00 0.00 0.58 2.16 0.96 0.00 0.00 3.71 117.23 0.13 0.00 0.00 0.76 2.44 1.18 0.00 0.00 4.38 117.24 0.14 0.00 0.00 0.96 2.72 1.40 0.00 0.00 5.09 117.25 0.15 0.00 0.00 1.18 3.02 1.64 0.00 0.00 5.84 117.26 0.16 0.00 0.00 1.40 3.33 1.90 0.00 0.00 6.63 117.27 0.17 0.00 0.00 1.64 3.64 2.16 0.00 0.00 7.45 117.28 0.18 0.00 0.00 1.90 3.97 2.44 0.00 0.00 8.31 117.29 0.19 0.00 0.00 2.16 4.31 2.72 0.00 0.00 9.19 117.30 0.20 0.00 0.00 2.44 4.65 3.02 0.05 0.00 10.16 117.31 0.21 0.00 0.00 2.72 5.00 3.33 0.15 0.00 11.20 117.32 0.22 0.00 0.00 3.02 5.37 3.64 0.27 0.00 12.30 117.33 0.23 0.00 0.00 3.33 5.74 3.97 0.42 0.00 13.45 117.34 0.24 0.00 0.00 3.64 6.11 4.31 0.58 0.00 14.65 117.35 0.25 0.00 0.00 3.97 6.50 4.65 0.76 0.00 15.89 117.36 0.26 0.00 0.00 4.31 6.89 5.00 0.96 0.00 17.17 117.37 0.27 0.00 0.05 4.65 7.30 5.37 1.18 0.00 18.54 117.38 0.28 0.00 0.15 5.00 7.70 5.74 1.40 0.00 20.00 117.39 0.29 0.00 0.27 5.37 8.12 6.11 1.64 0.00 21.52 117.40 0.30 0.00 0.42 5.74 8.54 6.50 1.90 0.00 23.09 FHWA HDS-5 Hydraqulic Desing of Highwa Culverts HW 0.24 Use depth from column 2 L 20 From cell I7 HW/L 0.0120 Cr 2.6 From chart B, 2.6 gravel OR 2.95 pavement kf 1 Assumes no backwater Cd 2.6 Use in cell I6 0.00 5.00 10.00 15.00 20.00 25.00 117.05 117.10 117.15 117.20 117.25 117.30 117.35 117.40 117.45 Avila Ranch Phases 2-6 Road Overflow at Low Point - Overflow Path F IRREGULAR BROAD CRESTED WEIR METHOD Q = CL(H^1.5) C 2.60 L 20.00 0.01 d (ft)W1 W2 W3 W4 W5 W6 W7 Total WSE 122.15 121.95 121.78 121.71 121.74 121.85 121.99 121.70 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 121.71 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 121.72 0.02 0.00 0.00 0.00 0.05 0.00 0.00 0.00 0.05 121.73 0.03 0.00 0.00 0.00 0.15 0.00 0.00 0.00 0.15 121.74 0.04 0.00 0.00 0.00 0.27 0.00 0.00 0.00 0.27 121.75 0.05 0.00 0.00 0.00 0.42 0.05 0.00 0.00 0.47 121.76 0.06 0.00 0.00 0.00 0.58 0.15 0.00 0.00 0.73 121.77 0.07 0.00 0.00 0.00 0.76 0.27 0.00 0.00 1.03 121.78 0.08 0.00 0.00 0.00 0.96 0.42 0.00 0.00 1.38 121.79 0.09 0.00 0.00 0.05 1.18 0.58 0.00 0.00 1.81 121.80 0.10 0.00 0.00 0.15 1.40 0.76 0.00 0.00 2.32 121.81 0.11 0.00 0.00 0.27 1.64 0.96 0.00 0.00 2.88 121.82 0.12 0.00 0.00 0.42 1.90 1.18 0.00 0.00 3.49 121.83 0.13 0.00 0.00 0.58 2.16 1.40 0.00 0.00 4.15 121.84 0.14 0.00 0.00 0.76 2.44 1.64 0.00 0.00 4.85 121.85 0.15 0.00 0.00 0.96 2.72 1.90 0.00 0.00 5.58 121.86 0.16 0.00 0.00 1.18 3.02 2.16 0.05 0.00 6.41 121.87 0.17 0.00 0.00 1.40 3.33 2.44 0.15 0.00 7.32 121.88 0.18 0.00 0.00 1.64 3.64 2.72 0.27 0.00 8.28 121.89 0.19 0.00 0.00 1.90 3.97 3.02 0.42 0.00 9.31 121.90 0.20 0.00 0.00 2.16 4.31 3.33 0.58 0.00 10.38 121.91 0.21 0.00 0.00 2.44 4.65 3.64 0.76 0.00 11.50 121.92 0.22 0.00 0.00 2.72 5.00 3.97 0.96 0.00 12.66 121.93 0.23 0.00 0.00 3.02 5.37 4.31 1.18 0.00 13.87 121.94 0.24 0.00 0.00 3.33 5.74 4.65 1.40 0.00 15.12 121.95 0.25 0.00 0.00 3.64 6.11 5.00 1.64 0.00 16.41 121.96 0.26 0.00 0.05 3.97 6.50 5.37 1.90 0.00 17.79 121.97 0.27 0.00 0.15 4.31 6.89 5.74 2.16 0.00 19.24 121.98 0.28 0.00 0.27 4.65 7.30 6.11 2.44 0.00 20.77 121.99 0.29 0.00 0.42 5.00 7.70 6.50 2.72 0.00 22.35 122.00 0.30 0.00 0.58 5.37 8.12 6.89 3.02 0.03 24.01 FHWA HDS-5 Hydraqulic Desing of Highwa Culverts HW 0.24 Use depth from column 2 L 20 From cell I7 HW/L 0.0120 Cr 2.6 From chart B, 2.6 gravel OR 2.95 pavement kf 1 Assumes no backwater Cd 2.6 Use in cell I6 -5.00 0.00 5.00 10.00 15.00 20.00 25.00 30.00 121.65 121.70 121.75 121.80 121.85 121.90 121.95 122.00 122.05 Avila Ranch Phases 2-6 Road Overflow at Low Point - Overflow Path H IRREGULAR BROAD CRESTED WEIR METHOD Q = CL(H^1.5) C 2.60 L 20.00 0.02 d (ft)W1 W2 W3 W4 W5 W6 W7 Total WSE 115.84 115.68 115.56 115.51 115.62 115.78 115.92 115.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 115.52 0.02 0.00 0.00 0.00 0.05 0.00 0.00 0.00 0.05 115.54 0.04 0.00 0.00 0.00 0.27 0.00 0.00 0.00 0.27 115.56 0.06 0.00 0.00 0.00 0.58 0.00 0.00 0.00 0.58 115.58 0.08 0.00 0.00 0.15 0.96 0.00 0.00 0.00 1.11 115.60 0.10 0.00 0.00 0.42 1.40 0.00 0.00 0.00 1.82 115.62 0.12 0.00 0.00 0.76 1.90 0.00 0.00 0.00 2.66 115.64 0.14 0.00 0.00 1.18 2.44 0.15 0.00 0.00 3.76 115.66 0.16 0.00 0.00 1.64 3.02 0.42 0.00 0.00 5.08 115.68 0.18 0.00 0.00 2.16 3.64 0.76 0.00 0.00 6.57 115.70 0.20 0.00 0.15 2.72 4.31 1.18 0.00 0.00 8.35 115.72 0.22 0.00 0.42 3.33 5.00 1.64 0.00 0.00 10.39 115.74 0.24 0.00 0.76 3.97 5.74 2.16 0.00 0.00 12.63 115.76 0.26 0.00 1.18 4.65 6.50 2.72 0.00 0.00 15.05 115.78 0.28 0.00 1.64 5.37 7.30 3.33 0.00 0.00 17.63 115.80 0.30 0.00 2.16 6.11 8.12 3.97 0.15 0.00 20.51 115.82 0.32 0.00 2.72 6.89 8.98 4.65 0.42 0.00 23.66 115.84 0.34 0.00 3.33 7.70 9.86 5.37 0.76 0.00 27.02 115.86 0.36 0.15 3.97 8.54 10.77 6.11 1.18 0.00 30.72 115.88 0.38 0.42 4.65 9.41 11.70 6.89 1.64 0.00 34.72 115.90 0.40 0.76 5.37 10.31 12.66 7.70 2.16 0.00 38.97 115.92 0.42 1.18 6.11 11.23 13.65 8.54 2.72 0.00 43.44 115.94 0.44 1.64 6.89 12.18 14.66 9.41 3.33 0.07 48.20 115.96 0.46 2.16 7.70 13.16 15.70 10.31 3.97 0.21 53.21 115.98 0.48 2.72 8.54 14.15 16.76 11.23 4.65 0.38 58.44 116.00 0.50 3.33 9.41 15.18 17.84 12.18 5.37 0.59 63.89 116.02 0.52 3.97 10.31 16.22 18.94 13.16 6.11 0.82 69.53 116.04 0.54 4.65 11.23 17.29 20.06 14.15 6.89 1.08 75.37 116.06 0.56 5.37 12.18 18.38 21.21 15.18 7.70 1.36 81.39 116.08 0.58 6.11 13.16 19.50 22.38 16.22 8.54 1.66 87.58 116.10 0.60 6.89 14.15 20.63 23.57 17.29 9.41 1.99 93.94 FHWA HDS-5 Hydraqulic Desing of Highwa Culverts HW 0.47 Use depth from column 2 L 20 From cell I7 HW/L 0.0235 Cr 2.6 From chart B, 2.6 gravel OR 2.95 pavement kf 1 Assumes no backwater Cd 2.6 Use in cell I6 0.00 10.00 20.00 30.00 40.00 50.00 60.00 70.00 80.00 90.00 100.00 115.40 115.50 115.60 115.70 115.80 115.90 116.00 116.10 116.20 Avila Ranch Phases 2-6 Road Overflow at Low Point - Overflow Path J IRREGULAR BROAD CRESTED WEIR METHOD Q = CL(H^1.5) C 2.60 L 20.00 0.02 d (ft) W1 W2 W3 W4 W5 W6 W7 Total WSE 113.93 113.74 113.64 113.61 113.66 113.81 113.97 113.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 113.62 0.02 0.00 0.00 0.00 0.05 0.00 0.00 0.00 0.05 113.64 0.04 0.00 0.00 0.00 0.27 0.00 0.00 0.00 0.27 113.66 0.06 0.00 0.00 0.15 0.58 0.00 0.00 0.00 0.73 113.68 0.08 0.00 0.00 0.42 0.96 0.15 0.00 0.00 1.53 113.70 0.10 0.00 0.00 0.76 1.40 0.42 0.00 0.00 2.58 113.72 0.12 0.00 0.00 1.18 1.90 0.76 0.00 0.00 3.84 113.74 0.14 0.00 0.00 1.64 2.44 1.18 0.00 0.00 5.26 113.76 0.16 0.00 0.15 2.16 3.02 1.64 0.00 0.00 6.97 113.78 0.18 0.00 0.42 2.72 3.64 2.16 0.00 0.00 8.95 113.80 0.20 0.00 0.76 3.33 4.31 2.72 0.00 0.00 11.12 113.82 0.22 0.00 1.18 3.97 5.00 3.33 0.05 0.00 13.53 113.84 0.24 0.00 1.64 4.65 5.74 3.97 0.27 0.00 16.27 113.86 0.26 0.00 2.16 5.37 6.50 4.65 0.58 0.00 19.26 113.88 0.28 0.00 2.72 6.11 7.30 5.37 0.96 0.00 22.46 113.90 0.30 0.00 3.33 6.89 8.12 6.11 1.40 0.00 25.86 113.92 0.32 0.00 3.97 7.70 8.98 6.89 1.90 0.00 29.44 113.94 0.34 0.05 4.65 8.54 9.86 7.70 2.44 0.00 33.25 113.96 0.36 0.27 5.37 9.41 10.77 8.54 3.02 0.00 37.38 113.98 0.38 0.58 6.11 10.31 11.70 9.41 3.64 0.03 41.79 114.00 0.40 0.96 6.89 11.23 12.66 10.31 4.31 0.14 46.50 114.02 0.42 1.40 7.70 12.18 13.65 11.23 5.00 0.29 51.47 114.04 0.44 1.90 8.54 13.16 14.66 12.18 5.74 0.48 56.66 114.06 0.46 2.44 9.41 14.15 15.70 13.16 6.50 0.70 62.06 114.08 0.48 3.02 10.31 15.18 16.76 14.15 7.30 0.95 67.66 114.10 0.50 3.64 11.23 16.22 17.84 15.18 8.12 1.22 73.45 114.12 0.52 4.31 12.18 17.29 18.94 16.22 8.98 1.51 79.43 114.14 0.54 5.00 13.16 18.38 20.06 17.29 9.86 1.82 85.58 114.16 0.56 5.74 14.15 19.50 21.21 18.38 10.77 2.15 91.90 114.18 0.58 6.50 15.18 20.63 22.38 19.50 11.70 2.50 98.39 114.20 0.60 7.30 16.22 21.79 23.57 20.63 12.66 2.87 105.04 FHWA HDS-5 Hydraqulic Desing of Highwa Culverts HW 0.36 Use depth from column 2 L 20 From cell I7 HW/L 0.0180 Cr 2.6 From chart B, 2.6 gravel OR 2.95 pavement kf 1 Assumes no backwater Cd 2.6 Use in cell I6 0.00 20.00 40.00 60.00 80.00 100.00 120.00 113.50 113.60 113.70 113.80 113.90 114.00 114.10 114.20 114.30 Cross Section for Overflow Path A1 Project Description Manning FormulaFriction Method Normal DepthSolve For Input Data ft/ft0.010Channel Slope ft0.348Normal Depth cfs8.80Discharge Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 8/24/2022 FlowMaster [10.03.00.03] Bentley Systems, Inc. Haestad Methods Solution CenterOverflow Paths.fm8 Cross Section for Overflow Path B1 Project Description Manning FormulaFriction Method Normal DepthSolve For Input Data ft/ft0.010Channel Slope ft0.544Normal Depth cfs37.50Discharge Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 8/24/2022 FlowMaster [10.03.00.03] Bentley Systems, Inc. Haestad Methods Solution CenterOverflow Paths.fm8 Cross Section for Overflow Path B2 Project Description Manning FormulaFriction Method Normal DepthSolve For Input Data ft/ft0.010Channel Slope ft0.376Normal Depth cfs10.90Discharge Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 8/24/2022 FlowMaster [10.03.00.03] Bentley Systems, Inc. Haestad Methods Solution CenterOverflow Paths.fm8 Cross Section for Overflow Path C Project Description Manning FormulaFriction Method Normal DepthSolve For Input Data ft/ft0.010Channel Slope ft0.346Normal Depth cfs8.00Discharge Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 8/24/2022 FlowMaster [10.03.00.03] Bentley Systems, Inc. Haestad Methods Solution CenterOverflow Paths.fm8 Cross Section for Overflow Path E1 Project Description Manning FormulaFriction Method Normal DepthSolve For Input Data ft/ft0.010Channel Slope ft0.400Normal Depth cfs14.50Discharge Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 8/24/2022 FlowMaster [10.03.00.03] Bentley Systems, Inc. Haestad Methods Solution CenterOverflow Paths.fm8 Cross Section for Overflow Path E2 Project Description Manning FormulaFriction Method Normal DepthSolve For Input Data ft/ft0.010Channel Slope ft0.396Normal Depth cfs12.40Discharge Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 8/24/2022 FlowMaster [10.03.00.03] Bentley Systems, Inc. Haestad Methods Solution CenterOverflow Paths.fm8 Cross Section for Overflow Path F Project Description Manning FormulaFriction Method Normal DepthSolve For Input Data ft/ft0.010Channel Slope ft0.277Normal Depth cfs14.20Discharge Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 8/24/2022 FlowMaster [10.03.00.03] Bentley Systems, Inc. Haestad Methods Solution CenterOverflow Paths.fm8 Cross Section for Overflow Path G Project Description Manning FormulaFriction Method Normal DepthSolve For Input Data ft/ft0.010Channel Slope ft0.441Normal Depth cfs9.10Discharge Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 8/24/2022 FlowMaster [10.03.00.03] Bentley Systems, Inc. Haestad Methods Solution CenterOverflow Paths.fm8 Cross Section for Overflow Path H1 Project Description Manning FormulaFriction Method Normal DepthSolve For Input Data ft/ft0.010Channel Slope ft0.483Normal Depth cfs27.60Discharge Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 8/24/2022 FlowMaster [10.03.00.03] Bentley Systems, Inc. Haestad Methods Solution CenterOverflow Paths.fm8 Cross Section for Overflow Path H2 Project Description Manning FormulaFriction Method Normal DepthSolve For Input Data ft/ft0.010Channel Slope ft0.483Normal Depth cfs27.60Discharge Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 8/24/2022 FlowMaster [10.03.00.03] Bentley Systems, Inc. Haestad Methods Solution CenterOverflow Paths.fm8 Cross Section for Overflow Path I Project Description Manning FormulaFriction Method Normal DepthSolve For Input Data ft/ft0.010Channel Slope ft0.443Normal Depth cfs18.10Discharge Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 8/24/2022 FlowMaster [10.03.00.03] Bentley Systems, Inc. Haestad Methods Solution CenterOverflow Paths.fm8 Cross Section for Overflow Path J1 Project Description Manning FormulaFriction Method Normal DepthSolve For Input Data ft/ft0.010Channel Slope ft0.408Normal Depth cfs15.20Discharge Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 8/24/2022 FlowMaster [10.03.00.03] Bentley Systems, Inc. Haestad Methods Solution CenterOverflow Paths.fm8 Cross Section for Overflow Path J2 Project Description Manning FormulaFriction Method Normal DepthSolve For Input Data ft/ft0.010Channel Slope ft0.470Normal Depth cfs23.00Discharge Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 8/24/2022 FlowMaster [10.03.00.03] Bentley Systems, Inc. Haestad Methods Solution CenterOverflow Paths.fm8 APPENDIX E Appendix E – Rock Slope Protection (RSP) Sizing Calculations Outlet ID Description RSP Fabric Final RSP Selection Notes Q100, cfs Pipe DIA, in # pipes Pipe Type Full flow pipe vel (fps) D50 (ft) W50 (lbs) D50 (ft) W50 (lbs) D50 (ft) W50 (lbs) D50 (ft) W50 (lbs) D50 (ft) W50 (lbs) Std Rock Weight W50 from SLOCo Std H-5 Std Rock Weight D50 from SLOCo Std H-5 Length "X" (ft) = 6 x DIA Width "Y" (ft) = 3 x DIA Depth (in) from SLOCo Std H-5 Bed (cf)RSP Key (cf) Pipe cover (cf) Total RSP Volume, CF Total RSP Volume, CY Phase 1 SD Outlet #3 Phase 1 Outlet #3 at Bypass Spillway YES RSP type matched to Bypass Spillway. See Ph. 2-6 Mass Grading Plan for footprint).-- -- -- HDPE (Smooth ID)-- -- -- -- -- -- -- -- -- -- -- 75 lb, Backing #1 WSHD B -- FES #331/ Bypass Spillway 36" CMP -- South of Foxtrot near Lot 2-8 31.13 36 1 HDPE (Smooth ID)4.41 0.24 1.27 0.17 0.42 0.13 0.17 0.03 0.00 0.24 1.27 75 lb, Backing #1 0.66 18.0 9.0 18.0 243.0 13.5 10.1 266.6 9.9 WSHD B -- FES #302/ Bypass Spillway 12" CMP -- South of Foxtrot near Lot 2-8 1.17 12 1 HDPE (Smooth ID)1.49 0.03 0.00 0.02 0.00 0.01 0.00 0.03 0.00 0.03 0.00 See RSP design for FES #331 (ABOVE) WSHD B -- FES #303 12" CMP -- South of Foxtrot near Lot 2-15 YES RSP type & footprint size as calculated 1.81 12 1 HDPE (Smooth ID)2.31 0.07 0.03 0.05 0.01 0.03 0.00 0.01 0.00 0.07 0.03 25 lb, Backing #2 0.66 6.0 3.0 16.0 24.0 4.0 3.0 31.0 1.1 WSHD B -- FES #301 12" CMP -- South of Foxtrot near Lot 2-2 YES RSP type & footprint size as calculated 1.40 12 1 HDPE (Smooth ID)1.78 0.04 0.01 0.03 0.00 0.02 0.00 0.10 0.09 0.10 0.09 25 lb, Backing #2 0.66 6.0 3.0 16.0 24.0 4.0 3.0 31.0 1.1 WSHD C -- FES #350 DBL 48" CMP -- Venture near STA 26+50 YES RSP type as calculated. A larger RSP area is designated in plans (See Ph. 2-6 Mass Grading Plan) 123.03 48 2 HDPE (Smooth ID)4.90 0.30 2.39 0.21 0.78 0.16 0.33 0.06 0.02 0.30 2.39 75 lb, Backing #1 0.95 24.0 25.5 18.0 918.0 38.3 28.7 984.9 36.5 WSHD C -- FES #309 18" CMP -- Venture near STA 29+20 5.98 18 1 HDPE (Smooth ID)3.39 0.14 0.26 0.10 0.09 0.07 0.04 0.02 0.00 0.14 0.26 25 lb, Backing #2 0.66 9.0 4.5 16.0 54.0 6.0 4.5 64.5 2.4 WSHD C -- FES #310 18" CMP -- Venture near STA 29+20 2.53 18 1 HDPE (Smooth ID)1.43 0.03 0.00 0.02 0.00 0.01 0.00 0.02 0.00 0.03 0.00 25 lb, Backing #2 0.66 9.0 4.5 16.0 54.0 6.0 4.5 64.5 2.4 WSHD D -- FES #304 18" CMP -- Venture near STA 25+00, Park D YES RSP type as calculated. A larger RSP area is designated in plans (See improvement plans) 4.53 18 1 HDPE (Smooth ID)2.56 0.08 0.05 0.06 0.02 0.04 0.01 0.18 0.50 0.18 0.50 25 lb, Backing #2 0.66 9.0 4.5 16.0 54.0 6.0 4.5 64.5 2.4 WSHD F -- FES #313 36" CMP -- Venture near STA 39+00 YES RSP type as calculated. A larger RSP area is designated in plans (See Ph. 2-6 Mass Grading Plan) 49.76 36 1 HDPE (Smooth ID)7.04 0.63 21.14 0.43 6.93 0.32 2.92 N/A N/A 0.63 21.14 75 lb, Backing #1 0.95 18.0 9.0 18.0 243.0 13.5 10.1 266.6 9.9 WSHD E -- FES #311 30" CMP -- Jespersen near STA 16+00 23.64 30 1 HDPE (Smooth ID)4.82 0.29 2.17 0.20 0.71 0.15 0.30 0.00 0.00 0.29 2.17 0.95 15.0 7.5 16.0 150.0 10.0 7.5 167.5 6.2 WSHD G -- FES #312 18" CMP -- Jespersen near STA 15+50 2.64 18 1 HDPE (Smooth ID)1.49 0.03 0.00 0.02 0.00 0.01 0.00 0.00 0.00 0.03 0.00 0.95 9.0 4.5 16.0 54.0 6.0 4.5 64.5 2.4 WSHD H -- FES #307 36" CMP -- Earhart near STA 46+50 YES RSP type & footprint size as calculated 51.12 36 1 HDPE (Smooth ID)7.24 0.66 24.85 0.45 8.15 0.34 3.43 0.14 0.24 0.66 24.85 75 lb, Backing #1 0.95 18.0 9.0 18.0 243.0 13.5 10.1 266.6 9.9 WSHD I -- FES #306 36" CMP -- South near Buckley Road YES RSP type as calculated. A larger RSP area is designated in plans (See improvement plans) 51.68 36 1 HDPE (Smooth ID)7.31 0.67 26.53 0.46 8.70 0.35 3.66 N/A N/A 0.67 26.53 75 lb, Backing #1 0.95 18.0 9.0 18.0 243.0 13.5 10.1 266.6 9.9 WSHD J-- FES #315 30" CMP -- South near Buckley Road YES RSP type as calculated. A larger RSP area is designated in plans (See improvement plans) 30.42 30 1 HDPE (Smooth ID)6.20 0.48 9.84 0.33 3.23 0.25 1.36 N/A N/A 0.48 9.84 75 lb, Backing #1 0.95 15.0 7.5 18.0 168.8 11.3 8.4 188.4 7.0 WSHD M -- East Perimeter Swale Vegetated Swale YES RSP type & footprint size as calculated. Fabric-lining of swale needed in conjuction with vegetation 19.30 -- -- Vegetated Swale 5.22 0.34 3.52 0.24 1.16 0.18 0.49 N/A N/A 0.34 3.52 25 lb, Backing #2 0.66 18.0 15.0 16.0 360.0 20.0 380.0 14.1 SLO County Rural Inlet #525 Vegetated Open Space Swale Inlet (east of Jespersen, north of Buckley Bike Path)NO Vegetated Swale connected to Modified SLO County Rural Inlet D-2a Modified SLO County Rural Inlet D-2a SLO County Rural Inlet #11 Vegetated Swale Inlet (east of Jespersen at Buckley Road Intersection) See Buckley Road Widening Improvement STORM DRAIN PIPE OUTLET TO CREEK YES YES RSP type as calculated. A larger RSP area is designated in plans (See improvement plans) See RSP notes for Jespersen Auto Culvert below.YES 75 lb, Backing #1 SURFACE FLOW/ OTHER OUTFALLS See Buckley Road Widening Improvement Plans AVILA RANCH PHASES 2-6 ROCK SLOPE PROTECTION SIZING CALCULATIONS Location Pipe Data RSP Size Based on Pipe Flow RSP Based on Creek Flow (from 2022-06- 29 RSP based on Creek Flow excel file) Largest Result Selected Rock RSP QuantitiesSize Check #1 NK Berry Formula Size Check #2 Bank and Shore Formula Size Check #3 Searcy Formula (HEC-14) RSP type as calculated. A larger RSP area is designated in plans to accomadate both pipe outlets and Bypass Channel spillway (See improvement plans) Jespersen Culvert Addendum Page 1 of 4 ADDENDUM Drainage Report for Tract 3089 – Avila Ranch Phases 2, 3, 4, 5 & 6 Final Improvements (Volume 2 of 2) July 2023 Date: April 9, 2024 To: File From: Zac Powell, EIT and Rachel Hawthorne, RCE 73686 Subject: Revised Drainage Design for Jespersen Culvert This memorandum has been prepared as an addendum to the Drainage Report for Tract 3089 – Avila Ranch Phases 2, 3, 4, 5, and 6 Final Improvements (Volume 2 of 2) dated July 2023 and prepared by Wallace Group. The purpose of this memo and accompanying appendix is to provide an overview of the hydraulic and hydrologic analysis for the revised Jespersen Culvert design, associated with the Phases 4-6 Avila Ranch Improvement Plans. The culvert drainage was analyzed to determine if it was possible to accommodate the request from Contech, the culvert manufacturer, to provide additional cover between the crown reinforcing ribs of the culvert structure and the finished surface of Jespersen Road by lowering the entire culvert structure by 1.50 feet. No other changes or improvements to the Jespersen Culvert design are proposed at this time. Figure 1: Structural Schematic of Jespersen Culvert (for reference only) Two primary development conditions were identified and reviewed as a part of the Jespersen Road culvert analysis – the Mass Grading and Post-Developed conditions. The Mass Grading condition refers to the Avila Ranch Phases 2-6 Mass Grading Plan, which consists of preliminary grading operations and the construction of select storm drain facilities. This condition produces the largest tributary area for the Jespersen Culvert and is expected to be temporary (Figures 2 and 3). The Post-Developed condition is associated with the Avila Ranch Phases 4-6 Public Improvement Plans. This condition refers to the completed project construction of Phases 4-6 Improvements, including storm drain networks which reduce the overall tributary area for the Jespersen Culvert in the Post-Developed condition (Figures 2 and 4). Jespersen Culvert Addendum 4/9/2024 Page 2 of 4 Following City of San Luis Obispo drainage design standards (Uniform Design Criteria and Drainage Design Manual) the 10-year (primary) and 100-year (secondary) storm events were analyzed for each condition mentioned above. A minimum of 6 inches of freeboard below grates/inlets was held and a minimum closed conduit design velocity of 2.0 ft/sec was checked in the 10-year storm event. Using the HY-8 Culvert Analysis software, the lowered Jespersen Culvert design was modeled, analyzed, and found to be hydraulically suitable. Detailed hydraulic calculations and results can be found in the Appendix of this memo. For the mass graded conditions, the water surface elevation in the 10-year storm event at the culvert entrance is 114.38’ which is above the soffit of the lowered culvert, 114.23’. Because the 100-year water surface elevation of 114.99’ does not overtop the road in the 100-year storm event, this is an acceptable temporary condition. In the post development scenario, the estimated 10-year water surface elevation at the culvert entrance is 113.68’ (approximately six inches below the soffit of the culvert). Our interpretation of the DDM indicates that a minimum six inches of freeboard should be maintained at the culvert entrance. In conclusion, the lowered culvert meets City of San Luis Obispo design criteria for the 10-year and 100-year storm events in the post-developed conditions. Referenced documents and standards: - Drainage Design Report (Vol. 1 of 2) for Avila Ranch Phases 2-6 Mass Grading, by Wallace Group, dated April 2023. - Drainage Design Report (Vol. 2 of 2) for Avila Ranch Phases 2-6 Final improvements, by Wallace Group, dated July 2023. - City of San Luis Obispo Waterway Management Plan Volume III – Drainage Design Manual (DDM) requirements, dated 2003. - City of San Luis Obispo Engineering Standards Section 1010 (Uniform Design Criteria, UDC), dated 2020. Jespersen Culvert Addendum 4/9/2024 Page 3 of 4 Figure 2: Tributary flow data (cfs) for the Jespersen Culvert Figure 3: Tributary area for Jespersen Culvert - Mass Grading Jespersen Culvert Addendum 4/9/2024 Page 4 of 4 Figure 4: Jespersen Culvert tributary area - Post-Developed ADDENDUM (BERM OVERFLOW) DRAINAGE REPORT For TRACT 3089 - AVILA RANCH PHASES 2, 3, 4, 5, & 6 FINAL IMPROVEMENTS (Volume 2 of 2) November 2025 Prepared by: Wallace Group 612 Clarion Court San Luis Obispo, CA 93401 805 544-4011 Job Number: 1493-0007 REFERENCE: DRAINAGE REPORT TRACT 3089 - AVILA RANCH PHASES 2, 3, 4, 5, & 6 MASS GRADING PLANS (Volume 1 of 2) April 2023 Approved 01/26/2026 Engineering Development Review Table of Contents Certification ................................................................................................................................. 4 Scope of Work ............................................................................................................................ 4 I. Project Background.................................................................................................................. 5 I.A. Project Description ............................................................................................................ 5 I.B. Project History .................................................................................................................. 6 I.C. Purpose of Addendum ...................................................................................................... 6 III. Hydrologic and Hydraulic Analysis ......................................................................................... 8 III.A. Hydrologic Analysis ......................................................................................................... 8 III.B. Hydraulic Analysis ........................................................................................................... 8 Network Hydraulics, Street Flow, and Inlet Capacity ....................................................... 8 Overland Conveyance Paths ........................................................................................... 8 Storm Drain Culverts (Five-barrel, 18” HDPE) ................................................................. 9 Rock Slope Protection and Erosion Protection .............................................................. 12 Conclusion .................................................................................................................... 13 APPENDIX F ............................................................................................................................ 14 List of Figures Figure 1. Avila Ranch Project Location within the City of SLO ......................................................... 5 Figure 2. Avila Ranch Phase Map .................................................................................................... 6 Figure 3. Overland Conveyance Path .............................................................................................. 9 Figure 4. Stormwater Culverts ........................................................................................................10 Figure 5. Bike Path Flooding in 10-Year Storm Event .....................................................................11 Figure 6: Typical Shore Protection RSP Section (Caltrans HDM Figure 883.2l) ..............................12 List of Appendices Appendix F – Berm Overflow from Chevron Property - Calculations and Exhibits • Avila Ranch Drainage and Flood Study History Memorandum • Overland Escape Path Exhibit • Rock Slope Protection and Run-Up Calculations • HEC-RAS 2 Flood Depth Analysis Results Tables and Exhibits o Table 1 Peak Flows at Cross Sections o Table 2 Maximum Flow Depths at Cross Sections o Table 3 Maximum Flow Water Surface Elevations at Cross Sections o Table 4 Maximum Flow Velocities at Cross Sections o Model Results – No Culverts 10 Year Storm Event 25 Year Storm Event 100 Year Storm Event o Model Results – 5 Barrel 18” HDPE Culverts 10 Year Storm Event 25 Year Storm Event 100 Year Storm Event • HY8 North Jespersen Road Culvert Analysis Results • StormCAD Storm Drain Network Analysis o Storm Drain Network Reference Exhibit o 10 Year Storm Event Hydraulic Results o 25 Year Storm Event Hydraulic Results o 100 Year Storm Event Hydraulic Results Certification Professional Engineers This Addendum to the Volume 2 of 2 Drainage Report for Tract 3089 – Avila Ranch Phases 2, 3, 4, 5, and 6 was prepared by, or under the direction of the following Professional Engineer in accordance with the provisions of Section 6700 of the Business and Professions Code of the State of California. ___________________________________ Rachel Hawthorne, PE C73686 Date Signed: November 17, 2025 Director Civil and Transportation Engineering (Wallace Group) Scope of Work This Addendum includes the following: • Hydraulic analysis of storm drain pipe networks and culverts • Street flow capacity and inlet sizing calculations • Analysis of safe overflow path • Calculations for the sizing of rock-slope protection I. Project Background I.A. Project Description Avila Ranch is a residential development project located within the City of San Luis Obispo, California (see Figure 1). The project includes 149 acres of proposed mixed-use development including single and multi-family homes, commercial areas, parks, and agricultural open space. The project property is bounded by Vachell Lane to the west, Buckley Road to the south, industrial land uses to the north, and agricultural space to the east. The project site is bisected by Tank Farm Creek, which runs from the north edge of the site to the southwest corner. Due to the large scope of the project, the development schedule has been split into six phases. A phase map is seen in Figure 2. Figure 1. Avila Ranch Project Location within the City of SLO Figure 2. Avila Ranch Phase Map I.B. Project History Initially, Avila Ranch and Wallace Group intended to work together with Chevron and TriHydro to design and construct a mutually beneficial overflow spillway and bicycle path at the location of the low point in the existing berm along the southern boundary of the Chevron property. As the Chevron grading plans and related flood zone mapping have been delayed due to additional site investigations of the Chevron property ordered by the Water Board, Avila Ranch has deemed it essential to pursue an alternative design to protect their future development from flood due to overtopping of the Chevron berm. Please refer to the “Avila Ranch Drainage and Flood Study History” memorandum in Appendix F for a summary of the events, meetings, and coordination efforts that led to the shift in drainage strategy for the offsite flow previously understood to be within Tank Farm Creek and now expected to overtop the existing berm on the Chevron property adjacent to the northern tract boundary of Avila Ranch. I.C. Purpose of Addendum The purpose of this memorandum is to document the hydraulic analysis of potential flood impacts resulting from overtopping of the existing Chevron Berm during the 10-, 25-, and 100-year storm events. The existing Chevron Berm on the southern side of the Chevron property is located just north of the Avila Ranch development. The Chevron Berm currently retains some floodwater from Tank Farm Creek. The Chevron Berm overtops in larger storm events, resulting in flooding on the Avila Ranch property. Ultimately, Chevron intends to modify their property and the existing Chevron Berm, with the understanding that peak flows to the Avila Ranch property cannot be increased. Based on discussions with the Chevron team, no onsite or berm improvements will be constructed before the Avila Ranch property is developed. To address this flood risk, Wallace Group is proposing an onsite earthen berm to contain overtopping flows and route flow west to Tank Farm Creek. This onsite earthen berm will be located south or downstream of the existing berm along the southern boundary of Chevron’s property and north/upstream of the multifamily lots in Phase 4 of Avila Ranch. The onsite berm may be removed if Chevron completes improvements to their existing berm. These improvements may include the construction of an armored spillway and concrete bike path. The onsite earthen berm will direct flows along the proposed bike path, over Jespersen Road, and back into Tank Farm Creek. Additionally, this addendum proposes a series of five, 18” HDPE storm drain pipes to be constructed under Jespersen Road just south of the northern tract boundary to reduce the amount of stormwater that would otherwise flow across Jespersen Road and the roundabout at Venture Drive. Wallace Group has developed a HEC-RAS 2D model to analyze the flood affects of the proposed earthen berm with and without the proposed 18” storm drains. An exhibit showing the estimated extents of flood inundation for a 100-year storm event under pre-project conditions, post-project conditions, and post-project conditions with the addition of the onsite earthen berm was also prepared using HEC-RAS 2D and is included in this addendum. During the design of the onsite improvements for the Phase 4 multifamily residential lots, modifications to the points of connection to the storm drain network in Venture Drive were requested by Rick Engineering. In response to City plan review comments on the Phase 5 Improvement Plans, revisions to the alignment and profiles of the storm drain networks within Jespersen Road and Venture Drive were made to increase the depth of pipe cover and reduce the number of waterline lowerings. This addendum provides an update storm drain network analysis for the Venture Drive and Jespersen Road storm drain networks. Wallace Group is also proposing rock slope protection (RSP) to mitigate for erosion of the onsite earthen berm directly across from where the Chevron Berm is most likely to overtop. RSP sizing calculations are included in this Addendum. III. Hydrologic and Hydraulic Analysis III.A. Hydrologic Analysis Chevron Berm overflow values were taken from the existing conditions HEC-RAS 2D model for the Chevron property, developed by TriHydro. The County of San Luis Obispo stated that the existing Chevron Berm overflow values are acceptable and directed Chevron to maintain or reduce these overflow rates with their future improvements. Inflow values for Tank Farm creek were set as constant flow during the 2D model simulation. These values were based on the Phase 2 and 3 LOMR model 10-, 25-, and 100-year flows that have been submitted and approved by FEMA (No. 24-09-1118P). This LOMR became effective July 23, 2025. At the most upstream end of this model, the boundary condition was set using the water surface elevation (WSE) from the LOMR model. 10-year WSE in the creek is 115.13 ft, the 25-year WSE is 115.44 and 100-year WSE is 116.36 ft. III.B. Hydraulic Analysis A flood analysis model was developed using HEC-RAS 2D. The model extents were assigned to represent onsite flooding impacts from overtopping of the Chevron Berm during the 10-, 25-, and 100-year storm events. The terrain data in the model contains both grading design surfaces and topographic survey data from the Avila Ranch development. A 4-foot mesh grid was applied across the model extents to accurately capture the channels and terrain details. Breaklines were included along bank lines, with an additional refinement region within the Tank Farm Creek low-flow channel. There is additional flow entering the model at the existing drainage path that enters Tank Farm Creek from the east. The 10-, 25-, and 100-year flows at this location are 29.5, 34.3, and 51.5 cfs, respectively. Surface roughness values were assigned based on the ultimate land cover conditions outside of the creek. Within Tank Farm Creek, surface roughness values were assigned based on the approved FEMA LOMR model referenced above. Network Hydraulics, Street Flow, and Inlet Capacity The storm drain modifications described above were designed using the methods and criteria described in the approved drainage report for the final improvements. Please refer to Appendix F for the updated calculations and hydraulic grade line profiles. Overland Conveyance Paths Please refer to Figure 3 for an overview of the overflow path for stormwater that may overtop the Chevron berm in large storm events. Flood inundation areas, water surface elevations, velocities, and flow rates for the 10-, 25-, and 100-year storm events for the overflow path were modeled in HEC-RAS 2. Based upon finished floor elevations provided by Rick Engineering on 07/22/25 in the Vesting Tentative Tract Map for the Phase 4 Onsite Improvements, the finished floors are more than 1.0’ above the 100-year water surface elevation when storm water is flowing through the overflow path. The finished floor elevation of the proposed townhome building near the lowpoint in Jespersen Road is 122.5’ and the expected 100-year water surface elevation at that location is 118.6’. At the “Bike Path” cross section, the calculated 100-year water surface elevation is 120.3’ and the nearest adjacent townhome building has a proposed finished floor of 123.5’. Please refer to Figure 3 and Table 3 in Appendix F for additional information. Figure 3. Overland Conveyance Path Storm Drain Culverts (Five-barrel, 18” HDPE) To prevent inundation of the roundabout at Jespersen Road and Venture Drive during a 10 year storm event, a set of five, 18” diameter HDPE culverts have been added under Jespersen Road just south of the tract boundary. The grading of the bike path has been revised to create a low point that funnels stormwater from the Chevron berm to the headwall that serves as an inlet to the five culverts. Please refer to Figure 4. The water surface elevation of Tank Farm Creek in a 100-year storm event near the culvert outlet is approximately 115.8’. To avoid the potential of stormwater from the creek backflowing into the culverts, the flowline of the culverts was designed to be slightly above the creek water surface elevation. This design criteria limited the culvert diameter and vertical clearance from the finished surface of Jespersen Road which was at an approximate elevation of 119.5’ at this location. Figure 5 provides a graphic representation of the limits of ponding in the lowpoint of the bike path upstream of the culvert inlets during a 10-year storm event. The maximum ponding depth on the bike path under these conditions is approximately four inches. Figure 4. Stormwater Culverts Figure 5. Bike Path Flooding in 10-Year Storm Event Rock Slope Protection and Erosion Protection The flow velocity as storm water flows from Jespersen Road and into the creek presents a potential erosion concern. An increase in the velocity of storm water is caused by weir conditions over the road. To mitigate erosion along the sidewalk edge, an 18-inch-deep curb at the pavement edge has been added to Jespersen Road at the overflow location. Additionally, Wallace Group evaluated run-up on the onsite earthen berm for potential impact to Avila Ranch structures. Potential maximum run-up on the berm is equal to the maximum velocity head. The maximum velocity head adjacent to the onsite earthen berm is 0.5 feet in the 100-year storm. Applying a safety factor of 2, a minimum freeboard of 1 foot above the 100-year water surface elevation is required along the onsite earthen berm. As previously stated, model results indicate more than 1.5 feet of freeboard from the 100-year water surface elevation to the onsite earthen berm and pad elevations, adequately mitigating potential run-up impacts. The onsite earthen berm across from the likely Chevron Berm overtopping location (low point) has been designed to be reinforced with 18 inches of Class III (12in, 150lb) RSP placed over RSP fabric or gravel filter. The Caltrans Highway Design Manual was used to design this RSP protection on the onsite earthen berm, and cross checked with the Federal Highway Association (FHWA) HEC-23. See below for a typical section for shore protection RSP. Rock slope protection is included at the outlets of the five-barrel 18” HDPE culverts and at the headwall upstream of the culverts. Additional RSP is proposed at the overflow location of the existing Chevron berm. Figure 6: Typical Shore Protection RSP Section (Caltrans HDM Figure 883.2l) Conclusion Wallace Group analyzed the potential 10-, 25- and 100-year storm event impacts from the overtopping of the existing Chevron Berm and the proposed onsite earthen berm using a HEC-RAS 2D model. The analysis confirms that the proposed onsite earthen berm would provide adequate freeboard to contain the existing Chevron Berm overflow and reduces the area of flood inundation as compared to the approved grading design. The onsite earthen berm is recommended to be reinforced with rock slope protection to help mitigate erosion. Also recommended is an 18-inch- deep curb on Jespersen Road to mitigate potential erosion as flow is conveyed across the road to Tank Farm creek. The installation of the five-barrel 18” HDPE storm drains culverts crossing under Jespersen Road have sufficient capacity to prevent the flood inundation of Jespersen Road during a 10-year storm event. Based upon the results of the updated StormCAD network analysis, the proposed storm drain networks within Venture Drive and Jespersen Road meet the design criteria for the primary storm event. APPENDIX F Appendix F – Berm Overflow from Chevron Property - Calculations and Exhibits • Avila Ranch Drainage and Flood Study History Memorandum • Overland Escape Path Exhibit • Rock Slope Protection and Run-Up Calculations • HEC-RAS 2 Flood Depth Analysis Results Tables and Exhibits o Table 1 Peak Flows at Cross Sections o Table 2 Maximum Flow Depths at Cross Sections o Table 3 Maximum Flow Velocities o Model Results – No Culverts 10 Year Storm Event 25 Year Storm Event 100 Year Storm Event o Model Results – 5 Barrel 18” HDPE Culverts 10 Year Storm Event 25 Year Storm Event 100 Year Storm Event • HY8 North Jespersen Road Culvert Analysis Results • StormCAD Storm Drain Network Analysis o Storm Drain Network Reference Exhibit o 10 Year Storm Event Hydraulic Results o 25 Year Storm Event Hydraulic Results o 100 Year Storm Event Hydraulic Results MEMORANDUM Trumark Construction Services, Inc. Avila Ranch – 1493-0007 Date: August 8, 2025 To: Dan Garson, Trumark Construction Services, Inc. From: Rachel Hawthorne, RCE 73686 Subject: Avila Ranch Drainage and Flood Study History The summary of events, meetings, and coordination efforts below is intended to provide a project history that explains the shift in drainage strategy for the offsite flow previously understood to be within Tank Farm Creek and are now expected to overtop the existing berm on the Chevron property adjacent to the northern tract boundary of Avila Ranch. On June 2, 2021, the representatives of Avila Ranch (formerly Wathen Castanos, now Trumark Construction Services, Inc.) and Wallace Group met with City Staff to discuss the drainage strategy and FEMA processing for Phases 2-6 of Avila Ranch. During that meeting, City Staff shared that the Phase 1 Chevron CLOMR was expected to include the area just north of Tank Farm Road and the Phase 2 Chevron CLOMR may include areas south of Tank Farm Road. A copy of the Chevron CLOMR application was provided to the meeting attendees by City Staff. It was noted that San Luis Obispo County Staff reviewing the Chevron CLOMR application had noted possible inconsistencies between the Chevron as-built grading plans and the 2014 Avocet Flood Study. The following week, June 9, 2021, representatives of Avila Ranch and Wallace Group met with representatives from Chevron and their Engineering Consultant, TriHydro. Chevron and TriHydro provided an update on the status of their remediation work which included a grading plan that was under review by the County of San Luis Obispo. TriHydro was in the process of upgrading their flood analysis model to match the existing work done, modelling as-built for area north of Tank Farm and proposed condition for south of Tank Farm. This model was intended to be re-submitted to the City for review of the CLOMR application after addressing comments provided by the City. TriHydro shared their intent to remap the flood zone on the Avila Ranch property. Wallace Group noted that the CLOMR/LOMR prepared for Avila Ranch would not include remapping or study of the flood zone on the Chevron property. On June 14, 2021, as requested by Chevron, Wallace Group sent follow up questions regarding the status of the CLOMR/LOMR applications, revised hydrologic analysis, as-built improvements, remediation work, and the Tank Farm Creek outlet structure. Chevron responded in December of 2021 that a report would be available in 30-45 days. August 8, 2025 Page 2 of 4 With coordination assistance from County Staff, a meeting was held on Thursday, June 30, 2022 that was attended by representatives of Avila Ranch, Wallace Group, the City, the County, and TriHydro. Below is a summary of key discussion items from that meeting: • Existing historical floodways were impacted by the unpermitted improvements on the Ferris property. Changes on the Ferris site that divert floodwaters from Tank Farm Creek to the Chevron Tank farm and potentially spilling to Avila Ranch include eliminating one of two culverts, and fill in flood flow paths. • City is considering adding flooding impacts to the current Code Enforcement Case against Ferris. • Based upon 2017 FEMA topography, it appears that Tank Farm Creek would overtop the berm at the southern boundary of the Chevron property in the 10- year and larger storm events. Flow will also overtop Ferris. Based on the 2017 FEMA topo, the overflow elevations appear about equal (contour 121), but the path is wider over the Chevron Berm to Avila Ranch. • No CLOMR has been submitted for the southern portion of the Chevron property. A CLOMR has been submitted for Avila Ranch Phases 2-6 and a CLOMR/LOMR has been submitted and approved for Avila Ranch Phase 1 (RRM). • The amount of potential storage behind the berm is approx. 80 ac-ft based upon the 2014 Avocet Report. If the berm is taller than 6 feet and has potential to store more than 50 acre-feet, it would fall under DSOD jurisdiction. City Staff suggested that the berm could be considered a levee under FEMA regulations. • Wallace Group/Avila Ranch requested that Chevron/TriHydro address the stability of the berm if water is to be stored on the north side of the berm. This would include the addition of a concrete spillway at an elevation of 121 feet and a potential low-flow storm drain pipe through the berm to reduce the duration that stormwater was ponded upstream of the berm. • TriHydro was modeling the 100-year storm event upstream of the berm using the 2017 FEMA topo. It is anticipated that the TriHydro model will be available for distribution to the City, Wallace Group, and Avial Ranch by the end of July 2022. Wallace Group requested that TriHydro also provide the results of a 10- year storm event. TriHydro indicated that they would do this. • Avila Ranch will request access to the Ferris property for Wallace Group surveyors to survey the existing headwall and culvert at Ferris. The results of this survey are expected to be shared with the meeting attendees in mid to late July. • City Staff shared the future alignment of the bike path along the western boundary of the Chevron property from Tank Farm Road to the tract boundary of Avila Ranch. It was agreed that the alignment of the bike path may be revised to accommodate the drainage design. Wallace Group shared the alignment of the bike path on the Avila Ranch property which follows the north boundary from Jespersen to below the Chevron Berm low point, and the concept that it was being considered as a flood overflow path. August 8, 2025 Page 3 of 4 o To maintain the overflow path and elevation at the berm, the bike path would need to go over the berm rather than cutting through the berm at an elevation lower than 121. In January 2025, Avila Ranch and Wallace Group had not received an updated model from TriHydro and we contacted the County of San Luis Obispo for a status update. County Staff shared that additional contaminants were located on the Chevron property which were potentially beyond the originally proposed remediation and that the County had not received an updated submittal of the flood analysis or grading plans from Chevron/TriHydro. At the request of Avila Ranch, County Staff coordinated a meeting with Chevron, TriHydro, the City, the County, Avila Ranch, and Wallace Group. Below is a summary of key discussion items from that meeting held on January 30, 2025: • Chevron representatives declined the invitation to attend this meeting. • Avila Ranch is planning to construct Phase 4 in 2026-2027 • The Water Board has issued an order for site investigations on the Chevron property. TriHydro expects to submit the results of the investigation to the Water Board in June 2025. • The grading design and modeling work for the CLOMR on the Chevron site are on hold until comments on the results of the site investigation are received from the Water Board. • TriHydro does not anticipate submittal of a CLOMR to FEMA prior to June 2027. • The future bike path connecting from the northern boundary of Avila Ranch to Tank Farm Road through the Chevron property is the responsibility of the Chevron property Developer/Buyer. • TriHydro expressed concern over channelizing the overflow on the Avila Ranch property and acknowledged that they had no control over the Avila Ranch property. Wallace Group shared that bike paths are frequently built with the 100-year floodplain or 100-year overland escape paths. • TriHydro confirmed that the flow over the berm in the final conditions will match or be less than the flow in current conditions. • TriHydro stated that geotechnical analysis of the berm has been performed, and results show that the berm is stable under current conditions including ponding up to the top of the berm. A copy of the Berm Stability Analysis report conducted in 2022 was provided to Wallace Group and Avila Ranch by TriHydro on 2/20/2025. • City Staff will confirm the status of the code enforcement action on the Ferris property and determine what, if any, grading and drainage modifications that affect the amount of flow overtopping the berm or flowing across Horizon Lane are to be performed by Ferris. On 2/6/2025, City Staff informed Wallace Group and Avila Ranch that the District Attorney was moving forward with an item against Ferris and that item was scheduled for court in February 2025. We have not received an update on the outcome of the District Attorney’s action. August 8, 2025 Page 4 of 4 • Avila Ranch requested an additional meeting with Chevron representatives to discuss a potential interim grading solution for the Avila Ranch project and shared their intent to cooperate with all parties. • TriHydro agreed to assist in facilitating a meeting with Chevron representatives and requested that Avila Ranch provide their project schedule and intent of the requested meeting with Chevron in writing. TriHydro would coordinate the meeting with the Chevron legal team. This meeting has not yet been coordinated as Wallace Group and Avila Ranch decided to have the proposed berm improvements reviewed by City Staff prior to meeting with Chevron. PI : 3 2 + 5 5 . 8 3 ' PC : 3 9 + 8 2 . 0 9 ' P R C : 4 0 + 0 3 . 7 3 ' PI: 17+67.23' PC: 21+65.53' PR C : 2 2 + 7 2 . 2 2 ' 1.50% 1. 5 0 % V V V V XVXVXVXVXVX XXXXXXXXXXXXXXXXXXXXXX X X X X X X X X X X X X X X X X X X 0. 2 5 % 0.25% 0.11% 120 116 117 118 119 121 122 115 120 114 116117118119121 114 1 1 4 121 1 2 2 1 2 2 12 2 1 1 5 1 2 0 1 1 6 1 1 7 1 1 8 1 1 9 12 1 1 2 2 120 120 120 116 117 118 119 121 121 122 122 120 11 8 119 121 122 123 121 122 122 12 2 1 1 7 118 119 119 120 121 1 2 0 12 1 1 2 2 121 122 1 2 0 1 1 9 1 2 1 FG= 1 1 9 . 0 2 FG = 1 1 9 . 3 6 FG = 1 1 9 . 8 1 FG = 1 1 7 . 7 9 HP = 1 1 8 . 4 5 FG = 1 1 8 . 1 4 FG = 1 1 7 . 8 1 FG= 1 2 2 . 2 7 FG = 1 2 1 . 1 3 FG= 1 1 8 . 9 6 FG = 1 2 1 . 4 5 FG = 1 2 1 . 6 8 FG= 1 2 2 . 1 4 FG = 1 2 1 . 2 5 FG = 1 2 1 . 2 5 FG= 1 1 6 . 2 0 FF = 1 2 3 . 5 0 FG= 1 2 2 . 0 1 FF = 1 2 3 . 7 0 FF= 1 2 2 . 7 0 FF= 1 2 2 . 6 0 FF = 1 2 2 . 7 0 FF = 1 2 2 . 7 0 FF = 1 2 3 . 6 0 FF= 1 2 3 . 0 0 FF = 1 2 2 . 7 0 FF = 1 2 2 . 5 0 3 : 1 2:1 3: 1 5: 1 8: 1 6 : 1 0. 8 0 % 1 2 1 12 1 120 117 118 119 117118119 115 116 117 118 119 1 1 5 1 1 3 1 1 4 1 1 5 1 1 6 FF= 1 1 8 . 5 7 FF = 1 1 9 . 4 1 FF= 1 1 9 . 2 3 FF= 1 1 9 . 9 5 FF = 1 2 1 . 5 0 EL E V A T I O N EL E V A T I O N STATION 110 120 130 110 120 130 0+00 0+20 0+40 0+60 0+80 1+00 1+20 1+40 1+53 EL: 1 1 9 . 0 1 T 805 544-4011 F 805 544-4294 612 CLARION COURT SAN LUIS OBISPO, CA 93401 www.wallacegroup.us PLANNING CIVIL AND TRANSPORTATION ENGINEERING CONSTRUCTION MANAGEMENT LANDSCAPE ARCHITECTURE MECHANICAL ENGINEERING PUBLIC WORKS ADMINISTRATION SURVEYING / GIS SOLUTIONS WATER RESOURCES DESIGNERS: DRAWING NO. DATE: DRAWN BY: JOB #: OF ® DATE SIGNED SIGNATURE These plans and specifications, and the ideas and designs incorporated herein, are instruments of service prepared for the construction of work shown hereon and shall not be used in whole or in part for any other project without written authority of Wallace Group, a California Corporation. Copyright © 2025 Wallace Group, a California Corporation. All rights reserved. Copies of this drawing shall have this notice. 321 4 5 321 4 5 C D B A ORIGINAL SCALE IS IN INCHES FOR REDUCED PLANS 0 1 2 3 SHEETS FILE NAME: PHASE 4 BERM.DWG Plot Date: 7/28/2025 AV I L A R A N C H CI T Y o f S A N L U I S O B I S P O PH A S E 4 B E R M - A D J A C E N T P A R C E L O V E R F L O W 1493.0007 RAH RMS 07/28/25 1 1 RAC H E L A . H AWTH O R N E C I V I L No. 73686REGISTERED P R O F E SSIONAL EN G I N E E R NOT FOR CONSTRUCTION FOR PLAN REVIEW ONLY S T A TE OF C A L I F O R NIA 0 30'60' (IN FEET) 15' GRAPHIC SCALE 1 IN = 30 FT N u uuuuu u uuuuu u u u u u uu 100 y O v e r f l o w P a t h Ta n k F a r m C r e e k Je s p e r s e n R o a d Venture Drive TEMPORARY CONSTRUCTION EASEMENT MULTI-FAMILY GRADING PLAN BY OTHERS MULTI-FAMILY GRADING PLAN BY OTHERS FF 123.50 Tr a c t Bo u n d a r y PL A- Section SCALE: 1"= 30'A Bi k e P a t h C r o s s S e c t i o n Jespersen Road Cross Section Project Avila Ranch Sub-Task Chevron Berm/Spillway Overflow Calculation Earthen Berm RSP Protection Direction Caltrans HDM Chapter 880 - Shore Protection https://dot.ca.gov/-/media/dot-media/programs/design/documents/chp0880-a11y.pdf Variable Unit Value Note γr lb/ft3 156.0 γw lb/ft3 62.4 Water Unit Weight Sr N/A 2.5 Standard Value Sw N/A 1.0 Fresh Water H ft 2.37 Run Up Depth + Max Depth in Channel θ degrees 7.13 Calculated from CAD Design Kd N/A 2.2 W50 lb 35.0 d50 ft 0.64 d50 in 7.7 Use Class III RSP per Caltrans and FHWA sizing sheets (12in, 150lb) Thickness in 18 *Rounded up to next larger size Avila Ranch Ph04 Earthen Berm RSP Calculations Page 1 of 5 Prepared by Wallace Group July 2025 Avila Ranch Ph04 Earthen Berm RSP Calculations Page 2 of 5 Prepared by Wallace Group July 2025 Avila Ranch Ph04 Earthen Berm RSP Calculations Page 3 of 5 Prepared by Wallace Group July 2025 Avila Ranch Ph04 Earthen Berm RSP Calculations Page 4 of 5 Prepared by Wallace Group July 2025 Elev Bottom ft 120.0 Elev Top ft 122.0 Vertical Change ft 2.0 Horizontal Dist.ft 16.0 θ rad 0.12 θ degrees 7.13 Slope Angle Calculations Avila Ranch Ph04 Earthen Berm RSP Calculations Page 5 of 5 Prepared by Wallace Group July 2025 Avila Ranch Chevron Berm Overflow RSP Sizing RSP Sizing Per Design Guideline 5, Riprap Design for Embankment Overtopping Publication No. FHWA-NHI-09-112, Bridge Scour and Stream Instability Countermeasures Variable Units Desciption Notes g 32.2 ft/s2 Acceleration due to gravity Ku 0.525 unitless constant, for English units qf 5.3 ft3/s/ft unit discharge at failure Calculated in step 2 below Cu max 1.92 unitless coefficient of uniformity (d60/d10) Calcuated in step 1 below Cu min 1.21 unitless coefficient of uniformity (d60/d10) Calcuated in step 1 below S 0.277 ft/ft slope of embankment Calculated from CAD, average of 3 lines α 15.5 degrees slope of the embankment Sg 2.5 unitless specific gravity of stone Assumed ϕ 34 degrees angle of repose of the riprap User input Constant or calculated value 1. Calculate approximate Cu per Caltrans gradations. Caltrans provides d15 and d50. Class d15 min (inches) d50 min (inches)Cu d15 max (inches) d50 max (inches)Cu d15 min (inches) d50 max (inches)Cu I 3.7 5.2 1.41 5.7 6.9 1.21 3.7 6.9 1.86 II 5.5 7.8 1.42 5.8 10.5 1.81 5.5 10.5 1.91 III 7.3 11.5 1.58 10.5 14 1.33 7.3 14 1.92 IV 9.2 14.5 1.58 13 17.5 1.35 9.2 17.5 1.90 V 11 17 1.55 15.5 20.5 1.32 11 20.5 1.86 2. Calculate qf, unit discharge at failure Discharge over the low water crossing notes L 20 feet From HEC-RAS Q 105.0 cfs From HEC-RAS qf 5.3 cfs/foot 3. Calculate smallest median rock size, d50 Cu max d50 = 8.6 in Cu min d50 = 6.8 in Use Class III, 12 inches Per Caltrans max RSP slope of 1.5:1. Smaller angle is conservative. Avila Ranch Ph04 Earthen Berm RSP Calculations Page 1 of 2 Prepared by Wallace Group July 2025 FWHA Avila Ranch Chevron Berm Overflow RSP Sizing RSP Sizing Per Design Guideline 5, Riprap Design for Embankment Overtopping Publication No. FHWA-NHI-09-112, Bridge Scour and Stream Instability Countermeasures Avila Ranch Ph04 Earthen Berm RSP Calculations Page 2 of 2 Prepared by Wallace Group July 2025 FWHA Project Avila Ranch Sub-Task Chevron Berm/Spillway Overflow Calculation Earthen Berm RSP Protection Direction Caltrans HDM CHP 870, 2022 Data Description At Earthen Berm Notes y Local Depth (ft)1.37 100-year max depth from HEC- RAS Sf Safety Factor 1.10 Use CT standard value Cs Stability Coefficiant 0.3 Cv Velocity Distribution Coefficiant 1.42 Outside of bend Ct Blanket Thickness Coefficient 1.0 Sg Specific Gravity of Stone 2.50 Assumed g Acceleration due to Gravity (ft/s2)32.2 Vavg Average velocity (fps)3.70 100-year average velocity across channel from HEC-RAS Rc Centerline radius of curvature (ft)5.0 *Assumed to set Vdes to Vmax W Width of water surface (ft)25.0 based on high velocity area across from overflow (from HEC- Vdes Characteristic Velocity for Design (fps)8.34 Looks reasonable based on HEC- RAS K1 Side Slope Correction Factor 1.00 See K1 Tab - used 4:1 slope Results ft in d30 0.7 8.2 d50 0.8 9.9 RSP Use Class III Class II Avila Ranch Ph04 Earthen Berm RSP Calculations Page 1 of 2 Prepared by Wallace Group July 2025Caltrans Avila Ranch Ph04 Earthen Berm RSP Calculations Page 2 of 2 Prepared by Wallace Group July 2025Caltrans Project Avila Ranch Sub-Task Chevron Berm/Spillway Overflow Calculation Side Slope Correction Factor Direction Caltrans HDM CHP 870, 2022 angle (deg)angle (rad) 14 0.24 32 0.56 Slope Angle (rad)Angle (deg)K1 4 0.245 14.0 1.00 3 0.322 18.4 0.98 2.5 0.381 21.8 0.94 2 0.464 26.6 0.87 1.5 0.588 33.7 0.72 Note: 2:1 Results match Caltrans Worked Example, HDM Chp 870 Avila Ranch Ph04 Earthen Berm Caltrans K1 Calculations Page 1 of 1 Prepared by Wallace Group July 2025Caltrans Project Avila Ranch Sub-Task Chevron Berm/Spillway Overflow Calculation Run-Up Freeboard on Earthen Berm Direction Velocity Head = V2/2g (ft) V = Velocity (ft/sec) g = gravity (32.2 ft/s2) Variable Unit Value Note V ft/s 5.27 Maximum 100-yr Velocity Adjacent to CMU Wall g ft/s2 32.2 HV ft 0.43 Velocity Head Safety Factor 2 Min Freeboard ft 1 Max WSE ft 119.6 Maximum 100-yr Depth Adjacent to CMU Wall Pad Elev ft 122 Frm Design Freeboard ft 2.4 Maximum 10-yr Velocities From Model Maximum run up is equal to the velocity head (occurs when flows are perpendicular to an obstruction) Avila Ranch Ph04 Earthen Berm Run-Up Calculations Page 1 of 1 Prepared by Wallace Group July 2025 Avila Ranch – WG Project No. 1493-0007 Date: July 15, 2025 MODEL RESULTS Note that results upstream of Table 1 Peak Flows at Model Result Cross Sections (cfs) Storm Event Berm Overflow1 Bike Path Jespersen Road 10-year No Culvert 37 37 36 10-year 5 HDPE Pipe Culvert 37 37 0 25-year No Culvert 67 67 63 25-year 5 HDPE Pipe Culvert 67 67 18 100-year No Culvert 105 105 94 100-year 5 HDPE Pipe Culvert 105 105 53 1From Trihydro Chevron Property Model Table 2 Maximum Flow Depths at Model Result Cross Sections (feet) Storm Event Berm Overflow1 Bike Path Jespersen Road 10-year No Culvert 0.4 0.8 1.1 10-year 5 HDPE Pipe Culvert 0.4 0.8 0 25-year No Culvert 0.6 1.1 1.2 25-year 5 HDPE Pipe Culvert 0.6 1.1 1.0 100-year No Culvert 0.7 1.4 1.3 100-year 5 HDPE Pipe Culvert 0.7 1.4 1.2 1From Trihydro Chevron Property Model, Stage minus Lowest Weir Elevation MODEL RESULTS Below is a summary of the HEC-RAS 2 Model Results for the peak flows, maximum flow depths, maximum water surface elevations, and maximum velocities at each of the cross sections. April 2025 Page 2 of 3 Table 3 Maximum Flow Water Surface Elevation at Model Result Cross Sections (feet) Storm Event Berm Overflow1 Bike Path Jespersen Road 10-year No Culvert 120.0 119.8 118.4 10-year 5 HDPE Pipe Culvert 120.0 119.8 N/A 25-year No Culvert 120.3 120.0 118.5 25-year 5 HDPE Pipe Culvert 120.3 120.0 118.3 100-year No Culvert 120.6 120.3 118.6 100-year 5 HDPE Pipe Culvert 120.6 120.3 118.5 1From Trihydro Chevron Property Model, Stage minus Lowest Weir Elevation Cross Sections For WSE Jespersen Road Bi k e P a t h Be r m O v e r f l o w April 2025 Page 3 of 3 Table 4 Maximum Flow Velocities (fps) Storm Event Berm Overflow1 Bike Path Jespersen Road 10-year No Culvert 4.9 4.3 5.3 10-year 5 HDPE Pipe Culvert 4.9 4.3 0 25-year No Culvert 5.0 6.9 6.8 25-year 5 HDPE Pipe Culvert 5.0 6.9 1.7 100-year No Culvert 5.3 7.9 9.8 100-year 5 HDPE Pipe Culvert 5.3 7.9 5.3 1Highest velocity at overflow from Jespersen Road to Tank Farm Creek Esri Community Maps Contributors, County Of San Luis Obispo, California State Parks, © OpenStreetMap, Microsoft, Esri, TomTom, Garmin, SafeGraph, GeoTechnologies, Inc, METI/NASA, USGS, Bureau of Land Management, EPA, NPS, US Census Bureau, USDA, USFWS, County of San Luis Obispo, Maxar, Microsoft EXHIBIT NOTES: WALLACE GROUP DID NOT PERFORM SURVEY SERVICES FOR THIS MAP. NOT A LEGAL DOCUMENT. AVILA RANCH CHEVRON BERM OVERFLOW MITIGATION FLOOD INUNDATION COMPARISON 0 10050 O JOB NO: 1493-0007 CREATED BY: AJM DATE: 07-30-2025 LEGEND Property Boundary 100-yr Flood - EG 100-yr Flood - FG Berm 100-yr Flood - FG No Berm CIVIL ENGINEERING CONSTRUCTION MANAGEMENT LANDSCAPE ARCHITECTURE MECHANICAL ENGINEERING PLANNING PUBLIC WORKS ADMINISTRATION SURVEYING/GIS SOLUTIONS WATER RESOURCES 612 CLARION COURT SAN LUIS OBISPO, CA 93401 T 805 544-4011 F 805 544-4294 www.wallacegroup.us 1:1,200 Esri Community Maps Contributors, County Of San Luis Obispo, California State Parks, © OpenStreetMap, Microsoft, Esri, TomTom, Garmin, SafeGraph, GeoTechnologies, Inc, METI/NASA, USGS, Bureau of Land Management, EPA, NPS, US Census Bureau, USDA, USFWS, County of San Luis Obispo, Maxar, Microsoft AVILA RANCH CHEVRON BERM OVERFLOW MITIGATION MODEL RESULTS 0 10050 O JOB NO: 1493-0007 CREATED BY: AJM DATE: 06-24-2025 LEGEND Property Boundary Parcel Lines PUE Easements ROAD ROW 10-yr Max Depth No Drainage Improvements Feet 0 5 FG-POST-PH04 (ft) Value 108 129 CIVIL ENGINEERING CONSTRUCTION MANAGEMENT LANDSCAPE ARCHITECTURE MECHANICAL ENGINEERING PLANNING PUBLIC WORKS ADMINISTRATION SURVEYING/GIS SOLUTIONS WATER RESOURCES 612 CLARION COURT SAN LUIS OBISPO, CA 93401 T 805 544-4011 F 805 544-4294 www.wallacegroup.us 1:1,500 Esri Community Maps Contributors, County Of San Luis Obispo, California State Parks, © OpenStreetMap, Microsoft, Esri, TomTom, Garmin, SafeGraph, GeoTechnologies, Inc, METI/NASA, USGS, Bureau of Land Management, EPA, NPS, US Census Bureau, USDA, USFWS, County of San Luis Obispo, Maxar, Microsoft AVILA RANCH CHEVRON BERM OVERFLOW MITIGATION MODEL RESULTS 0 10050 O JOB NO: 1493-0007 CREATED BY: AJM DATE: 06-24-2025 LEGEND Property Boundary Parcel Lines PUE Easements ROAD ROW 25-yr Max Depth No Drainage Improvements Feet 0 5 FG-POST-PH04 (ft) Value 108 129 CIVIL ENGINEERING CONSTRUCTION MANAGEMENT LANDSCAPE ARCHITECTURE MECHANICAL ENGINEERING PLANNING PUBLIC WORKS ADMINISTRATION SURVEYING/GIS SOLUTIONS WATER RESOURCES 612 CLARION COURT SAN LUIS OBISPO, CA 93401 T 805 544-4011 F 805 544-4294 www.wallacegroup.us 1:1,500 Esri Community Maps Contributors, County Of San Luis Obispo, California State Parks, © OpenStreetMap, Microsoft, Esri, TomTom, Garmin, SafeGraph, GeoTechnologies, Inc, METI/NASA, USGS, Bureau of Land Management, EPA, NPS, US Census Bureau, USDA, USFWS, County of San Luis Obispo, Maxar, Microsoft AVILA RANCH CHEVRON BERM OVERFLOW MITIGATION MODEL RESULTS 0 10050 O JOB NO: 1493-0007 CREATED BY: AJM DATE: 06-24-2025 LEGEND Property Boundary Parcel Lines PUE Easements ROAD ROW 100-yr Max Depth No Drainage Improvements Feet 0 5 FG-POST-PH04 (ft) Value 108 129 CIVIL ENGINEERING CONSTRUCTION MANAGEMENT LANDSCAPE ARCHITECTURE MECHANICAL ENGINEERING PLANNING PUBLIC WORKS ADMINISTRATION SURVEYING/GIS SOLUTIONS WATER RESOURCES 612 CLARION COURT SAN LUIS OBISPO, CA 93401 T 805 544-4011 F 805 544-4294 www.wallacegroup.us 1:1,500 Esri Community Maps Contributors, County Of San Luis Obispo, California State Parks, © OpenStreetMap, Microsoft, Esri, TomTom, Garmin, SafeGraph, GeoTechnologies, Inc, METI/NASA, USGS, Bureau of Land Management, EPA, NPS, US Census Bureau, USDA, USFWS, County of San Luis Obispo, Maxar, Microsoft AVILA RANCH CHEVRON BERM OVERFLOW MITIGATION MODEL RESULTS 0 10050 O JOB NO: 1493-0007 CREATED BY: AJM DATE: 07-21-2025 LEGEND Property Boundary Parcel Lines PUE Easements ROAD ROW 10-yr Max Depth 5-Barrel 18" HDPE Culvert Feet 0 5 FG-POST-PH04 with Culvert (ft) Value 108 129 CIVIL ENGINEERING CONSTRUCTION MANAGEMENT LANDSCAPE ARCHITECTURE MECHANICAL ENGINEERING PLANNING PUBLIC WORKS ADMINISTRATION SURVEYING/GIS SOLUTIONS WATER RESOURCES 612 CLARION COURT SAN LUIS OBISPO, CA 93401 T 805 544-4011 F 805 544-4294 www.wallacegroup.us 1:1,500 RESULTS ONLY VALID DOWNSTREAM OF CULVERTS Esri Community Maps Contributors, County Of San Luis Obispo, California State Parks, © OpenStreetMap, Microsoft, Esri, TomTom, Garmin, SafeGraph, GeoTechnologies, Inc, METI/NASA, USGS, Bureau of Land Management, EPA, NPS, US Census Bureau, USDA, USFWS, County of San Luis Obispo, Maxar, Microsoft AVILA RANCH CHEVRON BERM OVERFLOW MITIGATION MODEL RESULTS 0 10050 O JOB NO: 1493-0007 CREATED BY: AJM DATE: 07-21-2025 LEGEND Property Boundary Parcel Lines PUE Easements ROAD ROW 25-yr Max Depth 5-Barrel 18" HDPE Culvert Feet 0 5 FG-POST-PH04 with Culvert (ft) Value 108 129 CIVIL ENGINEERING CONSTRUCTION MANAGEMENT LANDSCAPE ARCHITECTURE MECHANICAL ENGINEERING PLANNING PUBLIC WORKS ADMINISTRATION SURVEYING/GIS SOLUTIONS WATER RESOURCES 612 CLARION COURT SAN LUIS OBISPO, CA 93401 T 805 544-4011 F 805 544-4294 www.wallacegroup.us 1:1,500 RESULTS ONLY VALID DOWNSTREAM OF CULVERTS Esri Community Maps Contributors, County Of San Luis Obispo, California State Parks, © OpenStreetMap, Microsoft, Esri, TomTom, Garmin, SafeGraph, GeoTechnologies, Inc, METI/NASA, USGS, Bureau of Land Management, EPA, NPS, US Census Bureau, USDA, USFWS, County of San Luis Obispo, Maxar, Microsoft AVILA RANCH CHEVRON BERM OVERFLOW MITIGATION MODEL RESULTS 0 10050 O JOB NO: 1493-0007 CREATED BY: AJM DATE: 07-21-2025 LEGEND Property Boundary Parcel Lines PUE Easements ROAD ROW 100-yr Max Depth 5-Barrel 18" HDPE Culvert Feet 0 5 FG-POST-PH04 with Culvert (ft) Value 108 129 CIVIL ENGINEERING CONSTRUCTION MANAGEMENT LANDSCAPE ARCHITECTURE MECHANICAL ENGINEERING PLANNING PUBLIC WORKS ADMINISTRATION SURVEYING/GIS SOLUTIONS WATER RESOURCES 612 CLARION COURT SAN LUIS OBISPO, CA 93401 T 805 544-4011 F 805 544-4294 www.wallacegroup.us 1:1,500 RESULTS ONLY VALID DOWNSTREAM OF CULVERTS AVILA RANCH - TRACT 3089 PHASES 5 NORTH JESPERSEN CULVERT ANALYSIS (CHEVRON BERM OVERFLOW PATH) 7/14/2025 Included in this document: -- North Jespersen Culvert - HY8 Culvert Report HY-8 Culvert Analysis Report Crossing Discharge Data Discharge Selection Method: Recurrence NORTH JESPERSEN ROAD CULVERT - CHEVRON BERM OVERFLOW Table 1 - Summary of Culvert Flows at Crossing: North Jespersen Road Headwater Elevation (ft) Discharge Names Total Discharge (cfs) HDPE Pipe Culvert Discharge (cfs) Roadway Discharge (cfs) Iterations 118.07 10 year 37.00 37.00 0.00 1 118.73 25 year 65.00 48.04 16.94 5 119.18 100 year 105.00 54.68 50.31 4 118.30 Overtopping 41.16 41.16 0.00 Overtopping Flow > 41.16 cfs will crest the paved bike path and flow south towards the Jespersen-Venture roundabout. A proposed 36" catch basin will capture and convey this excess flow via the proposed SD pipes beneath Jespersen. Stormwater will then be discharged into Tank Farm Creek to the east. (See Phase 5 Improvement Plans for proposed pipe routing). NOTE: Total Discharge values for the 10, 25, and 100-year storm events are taken from the Chevron property existing conditions flood model prepared by TriHydro. Rating Curve Plot for Crossing: North Jespersen Road Table 2 - Culvert Summary Table: HDPE Pipe Culvert Discharge Names Total Discharge (cfs) Culvert Discharge (cfs) Headwater Elevation (ft) Inlet Control Depth (ft) Outlet Control Depth (ft) Flow Type Normal Depth (ft) Critical Depth (ft) Outlet Depth (ft) Tailwater Depth (ft) Outlet Velocity (ft/s) 10 year 37.00 37.00 118.07 1.710 1.866 7-M2c 1.500 1.050 1.050 0.100 5.598 25 year 65.00 48.04 118.73 2.174 2.528 7-M2c 1.500 1.195 1.195 0.100 6.362 100 year 105.00 54.68 119.18 2.514 2.983 7-M2c 1.500 1.266 1.266 0.100 6.872 ******************************************************************************** Straight Culvert Inlet Elevation (invert): 116.20 ft, Outlet Elevation (invert): 116.01 ft Culvert Length: 97.50 ft, Culvert Slope: 0.0020 ******************************************************************************** Culvert Performance Curve Plot: HDPE Pipe Culvert Water Surface Profile Plot for Culvert: HDPE Pipe Culvert Site Data - HDPE Pipe Culvert Site Data Option: Culvert Invert Data Inlet Station: 0.00 ft Inlet Elevation: 116.20 ft Outlet Station: 97.50 ft Outlet Elevation: 116.01 ft Number of Barrels: 5 Culvert Data Summary - HDPE Pipe Culvert Barrel Shape: Circular Barrel Diameter: 1.50 ft Barrel Material: Smooth HDPE Embedment: 0.00 in Barrel Manning's n: 0.0120 Culvert Type: Straight Inlet Configuration: Square Edge with Headwall Inlet Depression: None Flow > 41.16 cfs will crest the paved bike path and flow south towards the Jespersen-Venture roundabout. A proposed 36" catch basin will capture and convey this excess flow via the proposed SD pipes beneath Jespersen. Stormwater will then be discharged into Tank Farm Creek to the east. (See Phase 5 Improvement Plans for proposed pipe routing). Table 3 - Downstream Channel Rating Curve (Crossing: North Jespersen Road) Flow (cfs)Water Surface Elev (ft)Depth (ft) 37.00 116.00 0.10 65.00 116.00 0.10 105.00 116.00 0.10 Tailwater Channel Data - North Jespersen Road Tailwater Channel Option: Enter Constant Tailwater Elevation Constant Tailwater Elevation: 116.00 ft Roadway Data for Crossing: North Jespersen Road Roadway Profile Shape: Constant Roadway Elevation Crest Length: 20.00 ft Crest Elevation: 118.30 ft Roadway Surface: Paved Roadway Top Width: 10.00 ft Avila Ranch Phases 2-6 Drainage Report Addendum #2 StormCAD Reference Exhibit Date: 7-21-2025 North Jespersen Culvert not included in this analysis. See separate calculations in Drainage Report Add. #2 Active Scenario: Phases 2-6 --- 10 Year Storm WG Project Engineer: Rachel Hawthorne, Zac Powell Avila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 7/21/2025 StormCAD [10.04.00.158]Wallace Group Profile Report Engineering Profile - E_PH4 - CB 569, Future E- 10 to CB 568 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 10 Year Storm WG Project Engineer: Rachel Hawthorne, Zac Powell Avila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 7/21/2025 StormCAD [10.04.00.158]Wallace Group Profile Report Engineering Profile - E_PH4 - CB 605 to MH 758 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 10 Year Storm WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 7/21/2025 StormCAD [10.04.00.158]Wallace Group Profile Report Engineering Profile - E_PH4 - MH 811 to O-311 (Outlet E) (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 10 Year Storm WG Project Engineer: Rachel Hawthorne, Zac Powell Avila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 7/21/2025 StormCAD [10.04.00.158]Wallace Group Profile Report Engineering Profile - E_PH5 - CB 505 to O-305 (Outlet E north) (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 10 Year Storm 110.00 115.00 120.00 -0+50 0+00 0+50 1+00 Station (ft) PH5 - CB 598 to CB 566 CB 598 Rim: 117.98 ft Invert: 114.22 ft HGL (In): 114.80 ft HGL (Out): 114.79 ft Inlet: SLO City Curb Inlet Gutter Depth: 2.5 in Gutter Spread: 5.51 ft Headloss: 0.01 ft Total Intercepted Flow: 0.66 cfs Bypass Flow: 0.01 cfs NOTES: SLO 42 DI CB 566 Rim: 117.30 ft Invert: 114.04 ft HGL (In): 114.78 ft HGL (Out): 114.67 ft Inlet: SLO City Curb Inlet Gutter Depth: 6.7 in Gutter Spread: 4.42 ft Headloss: 0.10 ft Total Intercepted Flow: 0.66 cfs Bypass Flow: 0.00 cfs NOTES: SLO 87 DI CO-298: 18.0 in Length: 89.64 ft S: 0.21 % Up. Invert: 114.22 ft Down. Invert: 114.04 ft HGL (In): 114.79 ft HGL (Out): 114.79 ft Vel (In): 1.09 ft/s Vel (Out): 0.76 ft/s Q: 0.66 cfs WG Project Engineer: Rachel Hawthorne, Zac Powell Avila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 7/21/2025 StormCAD [10.04.00.158]Wallace Group Profile Report Engineering Profile - E_PH5 - CB 598 to CB 566 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phases 2-6 --- 10 Year Storm WG Project Engineer: Rachel Hawthorne, Zac Powell Avila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 7/21/2025 StormCAD [10.04.00.158]Wallace Group Profile Report Engineering Profile - E_PH5 - CB 599 to CB 567 (Avila Ranch Drainage Model_2.stsw) Active Scenario: Phase 2-6 --- 25 Year Storm WG Project Engineer: Rachel Hawthorne, Zac Powell Avila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 7/21/2025 StormCAD [10.04.00.158]Wallace Group Profile Report Engineering Profile - E_PH4 - CB 569, Future E- 10 to CB 568 (Avila Ranch Drainage Model_2.stsw) 118.30 ft 118.30 ft 118.30 ft 118.30 ft 118.30 ft 118.30 ft 118.30 ft 118.30 ft 118.30 ft 118.30 ft Active Scenario: Phase 2-6 --- 25 Year Storm WG Project Engineer: Rachel Hawthorne, Zac Powell Avila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 7/21/2025 StormCAD [10.04.00.158]Wallace Group Profile Report Engineering Profile - E_PH4 - CB 605 to MH 758 (Avila Ranch Drainage Model_2.stsw) 118.30 ft 118.30 ft 118.30 ft 118.30 ft 118.30 ft 118.30 ft Active Scenario: Phase 2-6 --- 25 Year Storm WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 7/21/2025 StormCAD [10.04.00.158]Wallace Group Profile Report Engineering Profile - E_PH4 - MH 811 to O-311 (Outlet E) (Avila Ranch Drainage Model_2.stsw) 118.30 ft 114.01 ft 118.30 ft 118.30 ft 118.30 ft 118.30 ft 118.30 ft 118.30 ft 118.30 ft 118.30 ft 118.30 ft 118.30 ft 118.30 ft 118.30 ft 118.30 ft 118.30 ft 118.30 ft 118.30 ft 118.30 ft 118.30 ft 118.30 ft 118.30 ft 118.30 ft 118.30 ft 118.30 ft 118.30 ft 118.30 ft 118.30 ft 118.30 ft 118.30 ft 118.30 ft 118.30 ft Active Scenario: Phase 2-6 --- 25 Year Storm WG Project Engineer: Rachel Hawthorne, Zac Powell Avila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 7/21/2025 StormCAD [10.04.00.158]Wallace Group Profile Report Engineering Profile - E_PH5 - CB 505 to O-305 (Outlet E north) (Avila Ranch Drainage Model_2.stsw) 118.30 ft 118.30 ft 118.30 ft 118.30 ft 118.30 ft 118.30 ft 118.30 ft 118.30 ft 118.30 ft 118.30 ft 118.30 ft 118.30 ft Active Scenario: Phase 2-6 --- 25 Year Storm 110.00 115.00 120.00 -0+50 0+00 0+50 1+00 Station (ft) PH5 - CB 598 to CB 566 CB 598 Rim: 117.98 ft Invert: 114.22 ft HGL (In): 114.88 ft HGL (Out): 114.88 ft Inlet: SLO City Curb Inlet Gutter Depth: 2.6 in Gutter Spread: 6.14 ft Headloss: 0.01 ft Total Intercepted Flow: 0.79 cfs Bypass Flow: 0.04 cfs NOTES: SLO 42 DI CB 566 Rim: 117.30 ft Invert: 114.04 ft HGL (In): 114.87 ft HGL (Out): 114.75 ft Inlet: SLO City Curb Inlet Gutter Depth: 6.9 in Gutter Spread: 5.22 ft Headloss: 0.12 ft Total Intercepted Flow: 0.84 cfs Bypass Flow: 0.00 cfs NOTES: SLO 87 DI CO-298: 18.0 in Length: 89.64 ft S: 0.21 % Up. Invert: 114.22 ft Down. Invert: 114.04 ft HGL (In): 114.88 ft HGL (Out): 114.87 ft Vel (In): 1.07 ft/s Vel (Out): 0.78 ft/s Q: 0.79 cfs WG Project Engineer: Rachel Hawthorne, Zac Powell Avila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 7/21/2025 StormCAD [10.04.00.158]Wallace Group Profile Report Engineering Profile - E_PH5 - CB 598 to CB 566 (Avila Ranch Drainage Model_2.stsw) 118.30 ft 118.30 ft 118.30 ft 118.30 ft 118.30 ft 118.30 ft Active Scenario: Phase 2-6 --- 25 Year Storm WG Project Engineer: Rachel Hawthorne, Zac Powell Avila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 7/21/2025 StormCAD [10.04.00.158]Wallace Group Profile Report Engineering Profile - E_PH5 - CB 599 to CB 567 (Avila Ranch Drainage Model_2.stsw) 118.30 ft 118.30 ft 118.30 ft 118.30 ft 118.30 ft 118.30 ft Active Scenario: Phases 2-6 --- 100 Year Storm WG Project Engineer: Rachel Hawthorne, Zac Powell Avila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 7/21/2025 StormCAD [10.04.00.158]Wallace Group Profile Report Engineering Profile - E_PH4 - CB 569, Future E- 10 to CB 568 (Avila Ranch Drainage Model_2.stsw) 118.40 ft 118.40 ft 118.40 ft 118.40 ft 118.40 ft 118.40 ft 118.40 ft 118.40 ft 118.40 ft 118.40 ft Active Scenario: Phases 2-6 --- 100 Year Storm WG Project Engineer: Rachel Hawthorne, Zac PowellAvila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 7/21/2025 StormCAD [10.04.00.158]Wallace Group Profile Report Engineering Profile - E_PH4 - MH 811 to O-311 (Outlet E) (Avila Ranch Drainage Model_2.stsw) 118.40 ft 118.40 ft 118.40 ft 118.40 ft 118.40 ft 118.40 ft 118.40 ft 118.40 ft 118.40 ft 118.40 ft 118.40 ft 118.40 ft 118.40 ft 118.40 ft 118.40 ft 118.40 ft 118.40 ft 118.40 ft 118.40 ft 118.40 ft 118.40 ft 118.40 ft 118.40 ft 118.40 ft 118.40 ft 118.40 ft 118.40 ft 118.40 ft 118.40 ft 118.40 ft 118.40 ft Active Scenario: Phases 2-6 --- 100 Year Storm 110.00 115.00 120.00 -0+50 0+00 0+50 1+00 Station (ft) PH5 - CB 598 to CB 566 CB 598 Rim: 117.98 ft Invert: 114.22 ft HGL (In): 115.05 ft HGL (Out): 115.04 ft Inlet: SLO City Curb Inlet Gutter Depth: 2.9 in Gutter Spread: 7.25 ft Headloss: 0.01 ft Total Intercepted Flow: 1.00 cfs Bypass Flow: 0.17 cfs NOTES: SLO 42 DI CB 566 Rim: 117.30 ft Invert: 114.04 ft HGL (In): 115.03 ft HGL (Out): 114.89 ft Inlet: SLO City Curb Inlet Gutter Depth: 7.3 in Gutter Spread: 6.99 ft Headloss: 0.15 ft Total Intercepted Flow: 1.30 cfs Bypass Flow: 0.00 cfs NOTES: SLO 87 DI CO-298: 18.0 in Length: 89.64 ft S: 0.21 % Up. Invert: 114.22 ft Down. Invert: 114.04 ft HGL (In): 115.04 ft HGL (Out): 115.04 ft Vel (In): 1.02 ft/s Vel (Out): 0.80 ft/s Q: 1.00 cfs WG Project Engineer: Rachel Hawthorne, Zac Powell Avila Ranch Tract 3089 - Phases 2, 3, 4, 5 & 6Plot Date: 7/21/2025 StormCAD [10.04.00.158]Wallace Group Profile Report Engineering Profile - E_PH5 - CB 598 to CB 566 (Avila Ranch Drainage Model_2.stsw)