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HomeMy WebLinkAboutPD 2023-0013; AVIARA OAKS ELEMENTARY SCHOOL MODERNIZATION; AMENDED DRAINAGE REPORT; 2025-01-01  Prepared by: _________________________ Bryan T. Hill, PE R.C.E. 69339         AMENDED DRAINAGE REPORT (Replaces Previously Approved October 2023 Report)  for Aviara Oaks Elementary School Modernization Project ID PD2023-0013, GR2023-0022, DWG 543-4A Carlsbad, California Prepared for: Ruhnau Clarke Architects 5751 Palmer Way, Suite C Carlsbad, CA 92010   ORIGINALLY APPROVED: OCTOBER 2023 AMENDED: JANUARY 2025   Drainage Report Aviara Oaks Elementary School Modernization October 2023, Revised January 2025    Page i Job # 717-02 TABLE OF CONTENTS 1. INTRODUCTION .................................................................................................................................... 1  2. PROJECT DESCRIPTION ....................................................................................................................... 1  2.1. Soils ............................................................................................................................................... 2  2.2. Pre-Project Conditions ................................................................................................................ 2  2.3. Post-Project Conditions .............................................................................................................. 3  3. HYDROLOGIC ANALYSIS ..................................................................................................................... 3  3.1. Peak Design Storm Calculations ............................................................................................... 3  3.2. Peak Flow Summary.................................................................................................................... 4  4. HYDRAULIC ANALYSIS ......................................................................................................................... 4  5. RESULTS AND CONCLUSIONS ............................................................................................................. 4  6. REFERENCES ......................................................................................................................................... 5    TABLES Table 1 | Summary of Detention Routing Table 2 | Summary of Peak Flow Results   ATTACHMENTS ATTACHMENT 1 Location Map  ATTACHMENT 2 Hydrologic Soils Group Exhibit and San Diego County Charts  ATTACHMENT 3 Rational Method Calculations - Pre-project and Post-project Conditions  ATTACHMENT 4 Hydraulic Calculations  ATTACHMENT 5 Drainage Maps - Pre-Project and Post-Project Conditions  E   Drainage Report Aviara Oaks Elementary School Modernization October 2023, Revised January 2025    Page 1 Job # 717-02 1. INTRODUCTION The purpose of this report is to summarize the hydrologic and hydraulic analyses of the proposed Aviara Oaks Elementary School Modernization project (Project ID. PD2023-0013). This report analyzes the following: 1. Pre-project and post-project drainage conditions, using the Modified Rational Method per the San Diego County Hydrology Manual (SDCHM) for a 100-year design storm 2. Detention routing to demonstrate that the project will not exceed pre-project flow rates at the Point of Compliance (POC) 3. Inlet and pipe sizing calculations, demonstrating that the proposed storm drain system can collect and convey runoff from a 100-year design storm 2. PROJECT DESCRIPTION The Aviara Oaks Elementary School Modernization project proposes to renovate and redevelop portions of the existing Aviara Oaks Elementary School located at 6900 Ambrosia Lane in the City of Carlsbad. The approximately 8.16 acre project site is an existing school with concrete and asphalt hardscape, landscaping, and multiple buildings onsite. Storm water runoff is collected in an existing private storm drain system that conveys flows to a 60” public storm drain that runs north to south through the eastern half of the site, then flows west adjacent to the north side of Aviara Parkway. The project proposes to remove and replace the existing hardscape, including drive lanes and parking lot, renovate five existing buildings, and construct a new building. Runoff from the proposed redevelopment is collected in new private storm drain systems that convey flows to two biofiltration basins that provide water quality, hydromodification, and peak flow mitigation. A portion of the driveway on Ambrosia Lane is unable to be collected in a detention system and leaves the site undetained. See the project Storm Water Quality Management Plan, dated October 2024 for additional water quality and hydromodification mitigation calculations. All project runoff is tributary to the 60” public storm drain, as in the existing condition. E   Drainage Report Aviara Oaks Elementary School Modernization October 2023, Revised January 2025    Page 2 Job # 717-02 2.1. Soils Per the Geotechnical Investigation for Aviara Oaks Elementary School Modernization, by Nova Service, the project site is dominated by dense silty and clayey sand, with very low infiltration rates. Based on this assessment, Type C soils are assumed to be an average representation of the site’s soil characteristics, see documentation in Attachment 1. (see HSG map/data from USDA Web Soil Survey in the report attachments). 2.2. Pre-Project Conditions The existing site is an elementary school located immediately adjacent to the south of Aviara Oaks Middle School. The schools are fronted by Ambrosia Lane on the west and southwest, and Aviara Parkway on the southeast. Immediately to the north and east is undeveloped open space. The existing drainage conveyance is urban, and the site generally drains from the north to south. The middle school comprises the northern, upstream half of the property, and the elementary school is on the southern half. The middle school has a private storm drain system that collects runoff and discharges to a 60” public storm drain that runs north to south on the east side of the project. No significant run-on drains to the elementary school. Storm water runoff from the elementary school is collected in multiple existing private storm drain catch basins located throughout the site, and the majority of site runoff is tributary to two 24” private storm drain systems. Runoff collected in the private systems is conveyed to the east and south for discharge to the existing 60” public storm drain. The two locations where the private system discharges to the public system are identified in this study as Point of Compliance (POC) 1 and 2. The public storm drain passes through the project, runs west along the north side of Aviara Parkway, and then continues south, crossing Aviara Parkway at the intersection with Ambrosia Lane. The storm drain ultimately discharges to Batiquitos Lagoon, approximately 0.7 miles to the south. Two portions of the project drain overland to Ambrosia Lane. The drive lane providing access from Ambrosia Lane discharges to the street; this discharge location is identified as POC 3. A portion of the playground also discharges overland to the street; this discharge location is identified as POC 4. Storm water runoff that discharges to Ambrosia Lane from POC 3 and POC 4 is collected in a curb inlet located north of the intersection with Aviara Parkway. This curb inlet discharges to the 60” public storm drain system downstream of POC 1 and 2. E   Drainage Report Aviara Oaks Elementary School Modernization October 2023, Revised January 2025    Page 3 Job # 717-02 2.3. Post-Project Conditions The project proposes to remove and replace the existing hardscape, including drive lanes and parking lot, renovate five existing buildings, and construct a new building at Aviara Oaks Elementary School. The project will construct new private storm drain systems to collect runoff from the proposed improvements. The private storm drain systems will convey runoff to one of two biofiltration basins designed to provide water quality, hydromodification, and peak flow mitigation. The two biofiltration basins are identified as BMP-1 and BMP-2. BMP-1 discharges to POC 1 and BMP-2 discharges to POC 2. A small portion of the drive lane providing access from Ambrosia Lane is unable to be routed to either biofiltration basin and leaves the site undetained; this discharge location is POC 3. A small portion of landscape area not tributary to BMP-1, discharges overland to Ambrosia Lane at POC4. The biofiltration systems are proposed on the south side of the project, adjacent to Ambrosia Lane and Aviara Parkway. The proposed storm drain system honors pre-project drainage patterns and outfall locations. The biofiltration basins discharge, via storm drain, to the 60” public storm drain that passes through the project; same as the existing condition. See the project Storm Water Quality Management Plan, dated November 2024 for water quality and hydromodification mitigation calculations. 3. HYDROLOGIC ANALYSIS Advanced Engineering Software (AES) is used for computing the pre-project and post-project 100-year Rational Method peak flows. AES computes Rational Method storm runoff based upon the criteria set forth in the SDCHM. 3.1. Peak Design Storm Calculations For pre-project and post-project conditions, peak flow rates are calculated using the SDCHM Rational Method Hydrograph procedure (see results in Appendix 3) for a 100-yr design storm. Peak flow is equal to: Q = CIA Where: Q = peak discharge (cfs) C = runoff coefficient I = average rainfall intensity, taken at the time of concentration (in/hr) A = drainage area (ac) E   Drainage Report Aviara Oaks Elementary School Modernization October 2023, Revised January 2025    Page 4 Job # 717-02 3.2. Peak Flow Summary The project proposes to detain the 100-year storm onsite to mitigate for increases in peak runoff generated by the development. Detention routing calculations are provided within this study. 4. HYDRAULIC ANALYSIS A hydraulic analysis of the proposed detention system was performed, using Hydraflow Hydrographs, to demonstrate that the project will adequately mitigate the increase in peak flow runoff generated by the site by reducing peak flows to pre-project flow rates at POC1 and POC2. A hydrograph was generated for a 100-year design storm, using RatHydro software, and routed through a model of biofiltration basins BMP-1 and BMP-2. Calculations are included as Attachment 4; a summary of the routing is provided below: Table 1 | Summary of Detention Routing 5. RESULTS AND CONCLUSIONS The analysis within this study demonstrates that the Aviara Oaks Elementary School Modernization project will: 1. Honor pre-project drainage patterns and discharge locations. The proposed project reduces runoff to all four POCs in the 100 year design storm. 2. Provide adequate detention to mitigate increases in peak flow associated with the proposed project. Peak flow rates are summarized in the table below: BMP Tc IN (min) Q100 INFLOW (cfs) Q100 OUTFLOW (cfs) BMP-1 5.9 28.31 10.85 BMP-2 9.69 6.87 4.25 n L _ E   Drainage Report Aviara Oaks Elementary School Modernization October 2023, Revised January 2025    Page 5 Job # 717-02 Table 1: Pre-project Condition Runoff Table Location Area (ac) Runoff Coeff. C Tc (min) Intensity I (in/hr) Q100 (cfs) POC 1 6.36 0.56 8.7 4.68 16.8 POC 2 3.75 0.53 11.3 3.95 7.9 POC 3 1.22 0.60 7.0 5.44 4.0 POC 4 0.45 0.62 5.0 6.69 1.9 Table 2: Post-Project Condition Runoff Table Location Area (ac) Runoff Coeff. C Tc (min) Intensity I (in/hr) Q100, without detention (cfs) Q100, with detention (cfs) POC 1 8.50 0.66 5.93 6.0 33.57 16.11 POC 2 3.29 0.47 9.69 4.4 6.87 4.25 POC 3 0.15 0.35 5 6.69 0.35 N/A POC 4 0.03 0.30 5 6.69 0.06 N/A 6. REFERENCES 1. San Diego County, 2003 Hydrology Manual E   Drainage Report Aviara Oaks Elementary School Modernization October 2023, Revised January 2025    Page 1 Job # 717-02   ATTACHMENT 1 Location Map   CITY or OCEANSIDIE PR OJ ECT PACIFIC OCEAN 78 CIIITY OF ENCi N TAS OT TO SCALE CITY OF VISTA -y Otr NI IM.A.RCOS   Drainage Report Aviara Oaks Elementary School Modernization October 2023, Revised January 2025    Page 2 Job # 717-02 ATTACHMENT 2 Hydrologic Soils Group Exhibit and San Diego County Charts   E 10/21/23, 5:04 PM Precipitation Frequency Data Server NOAA Atlas 14, Volume 6, Version 2 Location name: Carlsbad, California, USA* Latitude: 33.1031°, Longitude: -117.2789° Elevation: 201 ft** • source: ESRI Maps •• source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Perica, Sarah Dietz, Sarah Heim, Lillian Hiner, Kazungu Maitaria, Deborah Martin, Sandra Pavlovic, lshani Roy, Carl Trypaluk, Dale Unruh, Fenglin Yan, Michael Yekta, Tan Zhao, Geoffrey Bonnin, Daniel Brewer, Li-Chuan Chen, Tye Parzybok, John Yarchoan NOAA, National Weather Service, Silver Spring, Maryland PF tabular I PF gmghical I Mags & aerials PF tabular I PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1 lourationll Average recurrence interval (years) 1 II 2 11 5 II 10 II 25 II 50 II 100 II 200 II 500 II 1000 i s-min I 0.113 0.142 0.182 0.216 0.263 0.302 0.342 0.385 0.447 0.498 (0.095-0.135) (0.119-0.171) (0.152-0.219) (0.179-0.262) (0.211-0.332) (0.236-0.389) (0.261-0.453) (0.286-0.526) (0.317-0.637) (0.340-0.736) ~ 0.162 0.203 0.261 0.309 0.377 0.432 0.490 0.552 0.641 0.713 (0.136-0.194) (0.171-0.245) (0.218-0.314) (0.257-0.376) (0.303-0.476) (0.339-0.557) (0.374-0.649) (0.409-0.753) (0.454-0.913) (0.487-1.05) ~ 0.195 0.246 0.315 0.374 0.456 0.523 0.593 0.668 0.775 0.862 (0.164-0.234) (0.207-0.296) (0.264-0.380) (0.310-0.454) (0.366-0.575) (0.410-0.674) (0.453-0.785) (0.495-0.911) (0.549-1.10) (0.589-1.28) I30-min I 0.275 0.347 0.444 0.527 0.643 0.737 0.836 0.941 1.09 1.22 (0.232-0.330) (0.291-0.417) (0.372-0.535) (0.437-0.640) (0.515-0.811) (0.577-0.950) (0.638-1.11) (0.697-1 .28) (0.774-1.56) (0.830-1.80) ! so-min I 0.390 0.491 0.629 0.746 0.911 1.04 1.18 1.33 1.55 1.72 (0.328-0.468) (0.413-0.590) (0.527-0.758) (0.619-0.907) (0.730-1.15) (0.817-1.34) (0.903-1.57) (0.988-1 .82) (1.10-2.20) (1.18-2.54) ~ 0.541 0.678 0.863 1.02 1.24 1.41 1.59 1.79 2.06 2.29 (0.455-0.649) (0.569-0.814) (0.723-1 .04) (0.846-1 .24) (0.991-1.56) (1 .10-1.82) (1 .22-2.11) (1.32-2.44) (1.46-2.94) (1 .56-3.38) ~ 0.649 0.813 1.03 1.22 1.48 1.68 1.90 2.12 2.44 2.71 (0.546-0.779) (0.683-0.977) (0.866-1.25) (1 .01-1.48) (1.18-1 .86) (1 .32-2.17) (1.45-2.51) (1.57-2.90) (1.73-3.48) (1 .85-4.00) ~ 0.872 1.10 1.39 1.64 1.98 2.26 2.54 2.83 3.24 3.58 (0.734-1.05) (0.920-1.32) (1 .17-1.68) (1.36-2.00) (1.59-2.50) (1 .77-2.91) (1.94-3.36) (2.10-3.86) (2.30-4.63) (2.44-5.29) I I I ~ 1.15 I (1 .d2~~75) 11 (1 .is~2~24) 11 (1.:11~66) 11 (2.~-~~32) I 2.99 3.35 3.73 I (3.~-~6~06) 11 (3.{9~90) I (0.970-1 .38) (2.34-3.85) 12.56-4.43\ (2.76-5.08) ~ 1.44 1.83 2.35 2.77 3.34 3.79 4.24 4.72 5.36 5.87 (1.27-1 .67) (1 .62-2.12) (2.06-2.73) (2.41-3.24) (2.82-4.04) (3.14-4.66) (3.44-5.35) (3.72-6.10) (4.07-7.22) (4.31-8.16) I 2-day 11 (1 _;6~:.05) 11 (2.;o~i.63) 11 (2.:6~3~39) 11 (3.;1~~04) 11 (3.i4~~06) I 4.76 5.35 5.95 I (5.:5~9~13) 11 (5.1/!.3) I (3.94-5.86) (4.33-6.74) (4.70-7.70) I 3-day I 1.99 2.56 3.31 3.93 4.78 5.45 6.13 6.84 7.82 8.59 (1.76-2.30) (2.26-2.97) (2.91-3.85) (3.43-4.60) (4.04-5.78) (4.52-6.71) (4.96-7.73) (5.40-8.85) (5.93-10.5) (6.31-11 .9) I 4-day I 2.17 2.81 3.64 4.33 5.29 6.03 6.80 7.60 8.70 9.57 (1.92-2.52) (2.47-3.25) (3.20-4.23) (3.78-5.07) (4.47-6.38) (5.00-7.43) (5.50-8.56) (5.99-9.83) (6.60-11 .7) (7.02-13.3) I 7-day I 2.56 3.32 4.34 5.18 6.34 7.25 8.20 9.18 10.6 11.6 (2.26-2.96) (2.93-3.85) (3.81-5.04) (4.51-6.06) (5.36-7.65) (6.01-8.93) (6.64-10.3) (7.24-11.9) (8.00-14.2) (8.55-16.2) i 10-day I 2.85 3.72 4.88 5.84 7.17 8.22 9.30 10.4 12.0 13.3 (2.51-3.30) (3.28-4.31) (4.28-5.66) (5.09-6.83) (6.06-8.66) (6.81-10.1) (7.54-11 .7) (8.24-13.5) (9.13-16.2) (9.77-18.5) i 20-day I 3.44 4.54 6.02 7.25 8.97 10.3 11.7 13.2 15.3 17.0 (3.04-3.98) (4.00-5.26) (5.29-6.99) (6.32-8.49) (7.58-10.8) (8.56-12. 7) (9.51-14.8) (10.4-17.1) (11 .6-20.7) ( 12.5-23. 7) I30-day I 4.13 5.48 7.31 8.83 11.0 12.7 14.4 16.3 19.0 21 .1 (3.64-4.78) (4.83-6.35) (6.42-8.49) (7.70-10.3) (9.27-13.2) (10.5-15.6) (11.7-18.2) (12.9-21.1) (14.4-25.6) (15.5-29.4) I45-day I 4.87 6.49 8.67 10.5 13.1 15.1 17.3 19.6 22.9 25.6 (4.29-5.63) (5.71-7.51) (7.62-10.1) (9.16-12.3) (11 .1-15.8) (12.6-18.7) (14.0-21 .8) (15.5-25.4) (17.4-30.8) ( 18.8-35.6) ! so-day I 5.65 7.52 10.1 12.2 15.2 17.6 20.2 23.0 26.9 30.1 (4.98-6.54) (6.62-8.71) (8.83-11 . 7) (10.6-14.3) (12.9-18.4) (14.6-21.7) ( 16.4-25.5) (18.1-29.7) (20.4-36.2) (22.1-41.8) 1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound ( or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Tog PF graphical https://hdsc.nws.noaa.gov/pfds/pfds _printpage.html?lat=33.1031 &lon=-117 .2789&data=depth&units=english&series=pds 1/4 30 25 t: ..c:: 20 .µ a. QJ -c t: 15 0 ·.;:; 19 ·a 10 u QJ ... c.. 5 0 C: C .E .E J-i I 0 ,-t 30 25 C: ..c:: 20 .µ a. QJ -c t: 15 0 ·.;:; 19 :§. 10 u ~ c.. 5 0 1 PDS-based depth-duration-f requency (DDF) cu rves Latitude: 33.1031 °., Longitude: -117 .2789° C C C: I.. I.. I.. ... ... >, >, >, >, >, .E .E .E ~ ~ ~ ~ ~ rtl rtl rtl rtl rtl N ,.,, <D I I " "" "9 " I I I N ~ N ,.,, ,;;\-I U"l 0 0 Duratio'ii r--. 0 ,-t rn +.D .-I 2 5 10 25 50 100 200 Average recurrence interval (years} >, >, >, >, rtl rtl rtl rtl " " "" I I I I 0 0 U"IO N rn 'St +.D 500 1000 ~OAA Atlas 14, Vol urne 6, Version 2 Created (GMT): Sun Oct 22 00:04:44 2023 Average recum~nce irnteiva1 (years) 1 2 5 10 25 50 100 200 500 1000 Duration 5-rnin 10-mln 15-m n 30--mln 60-min 2-hr 3-hr 6-hr 12-hr 24-hr 2-day 3-day 4-day 7-day 10--day 20--day 30--day 45-day 60--day 'AN il'E. :RN4 R iversi.de l/. ~b/,to . • . 4-r,4~ 8 h Anaheim Ca-thedral.Cify ~S.. Long eac • •• • , •• • . Santa Ana • Palm Deser t Indio Oxnard 0 Murriet,a • I L os-:A.nge,!!.r, 0 oRfv A nahei Q Long B eachO oSuntaA I San Dieg 0 • Ensenada rside nsfde :rn Ensenadu p 2.54 4.24 0.60 100 2.54 10.0 90 8.0 7.0 6.0 5.0 4.0 3.0 2.0 0.6 0.5 0.4 0.3 0.2 0.1 r-... ' .... , I' :r--. ~ .. ~ .. I'"'" " ~ .. ·~ ' .... r-,. ... .. ~ .... ... r-,.r-,. ~ ' I'-... ' "" ·, "" I' I' .. r-,. ' ' ~ "" r,.. .... , ~ r-... • ' r-,.r-,. .... I'.. .. ~ ... " ' I',. .... , r,.. r-,."" ' 5 6 7 8 9 10 )' ~ 1-.., ::-,,.. "r--. 'r-. 1, , .. ' "", "r-,.. "' .. .. ,.. .. 'r-. ", ' '"" "' ""', ~r-,.. 1, .. ,.. .. ,.., "" "r--. r-., .. "" ,,.. .. "I', , .. ..... ,.. i-., "i-,.. .. ,.. .. " 1,, .. ,.. ... r-,.. 'r-. 'r-. ', "" 15 20 "~ ~ ~ ",- ~ ~,. " ",- ~ "~ .. ",- ",- " 30 Minutes "" "" ,..., "i,,. "" .. ,.. ~ "" ~ .. ,..., " .. ,.. " "" " .. ,.. ",- """ " ,..., .. ,.. "~ .. .. ,.. "'" """ ~ 40 50 Duration I = I = p6 = D = EQUATION 7.44 P6 D-0.645 Intensity (in/hr) 6-Hour Precipitation (in) Duration (min) ' . , ... ' .... 'I', ' ,r--. r,,.r-,.. ' ' r-,. .. ... ,,.. ' r-,. " "" .. ,. 'r--. ,, "", ' .. ,, """" ~ ,..., ",- 'r--. i-.r-,.. "" ,,. "~ ~ ', ,, "", ~ "' ~ ~,. r-,. .. , "" ,,. "~ .. , r-,, " ~ , ... .. "'"", "~ .. 'r--. ... ,,.. "', ~,. """, ,..., ' ,,.. ",- r-,. ... ,. r--., .. , "" "" ,, 'r--. "r--.. ,.~ 2 3 Hours 4 .. " .. .. .. .. .. .. .. 5 6 O> i 0 ~ -0 co (") 6.0 i 5.5 - 5.0 g 4.5 '§' (") 4.o l 3.5 ~ 3.0 2.5 2.0 1.5 1.0 Intensity-Duration Design Chart -Template Directions for Application: (1) From precipitation maps determine 6 hr and 24 hr amounts for the selected frequency. These maps are included in the County Hydrology Manual (10, 50, and 100 yr maps included in the Design and Procedure Manual}. (2) Adjust 6 hr precipitation (if necessary) so that it is within the range of 45% to 65% of the 24 hr precipitation (not applicaple to Desert). (3) Plot 6 hr precipitation on the right side of the chart. (4) Draw a line through the point parallel to the plotted lines. (5) This line is the intensity-duration curve for the location being analyzed. Application Form: (a) Selected frequency ___ year p (b) P5 = --in., P24 = --'P 6 = . %(2) 24 (c) Adjusted P6<2) = ___ in. (d) Ix= ___ min. (e) I= __ in./hr . Note: This chart replaces the Intensity-Duration-Frequency curves used since 1965. I I I P6 1 1.5 2 2.5 3 3.5 4 4.5 5 5.5 6 Duration I I I I I I I I I I I 5 2.63 3.95 5.27 6.59 7~9.22 10.54 11.86 13.17 14.49 15.81 7 2.12 3.18 4.24 _5.3()_ 6:.Ws'36 7.42 ~4! }.54_ Jg.60 11.6~12.72 10 1.68 2.53 3.37 4.21 5.05 5.90 6.74 7.58 8.42 9.27 10.11 -15 1.30 1.95 2.59 3.24 3.89 4.54 5.19 5.84 6.49 7.13 7.78 20 1.08 1.62 2.15 2.69 3.23 3.77 4.31 4.85 5.39 5.93 6.46 25 0.93 1.40 1.87 2.33 2.80 3.27 3.73 4.20_ 4.6~ 5.13_ c-56..Q._ -30 0.83_ 1.24 J..66 2.07 2.49 2.90 ~~321_ 4.15 ~ 4.98 ---~ ----40 0.69 1.03 1.38 1.72 2.07 2.41 2.76 3.10 3.45 3.79 4.13 ~ ---->----_! .'!_91 1. 7~.09 f-3.58 0.60 0.90 1.19 2.39 2.69 2.98 3.28 60 0.53 o:ao 1.06 1.33 1.59 1.86 2.12 fig--2]is 2.92-3.18 90 0.41 0.61 0.82 1.02 1.23 1.~ 1.6~ 1.~ 2.04 2.25 -2.45 120 0.34 0.51 0.68 0.85 1.02 1.19 1.36 1.53 1.70 1.87 2.04 150 0.29 0.44 0.59 0.73 0.88 1.03 -c---1.32 --1.62 1.76 1.18 1.47 180 0.26 0.39 0.52 -c-r-0.65 0.78 0.91 1.04 1 .18--1.31 1.44-~ ~ 0.22 0.33 0.43 0.54 0.65 0.76 0.87 0.98 1.08 1.19 1.30 0.19 0.28 0.38 0.47 0.56 0 .66 0.75 --1.03 1.13 300 0.85 0.94 360 -0.25 0.33 0.42 0.50 0.58 0.67 Q75 0.84 0.92 1.00 0.17 IF ·~-UlR E l 3-3 r w w LL z w (_) z <( r (/) c5 w (/) a::: ::::> 0 (_) a::: w r ~ 2.50% slope 2.Q--;-----,.,r11 100 --~1~·=5.::::..:;-.::::.::::.::::.::::.::::.::;:;:;~------~- 0 EXAMPLE: Given: Watercourse Distance (D) = 70 Feet Slope (s) = 1.3% Runoff Coefficient (C) = 0.41 Overland Flow Time (T) = 9.5 Minutes SOURCE: Airport Drainage, Federal Aviation Administration, 1965 T = 1.8 (1.1-C) VD 3\fs 20 Cf) w r ::::> z ~ z w ~ j::: ~ 0 ....J LL 0 z <( ....J a::: w > 0 FIGURE Rational Formula -Overland Time of Flow Nomograph Basin AT (Ac.) A0.90 (Ac.)A0.30 (Ac.) C Remarks A-1 1.90 0.62 1.28 0.50 Parking Lot/Landscape A-2 0.83 0.69 0.14 0.80 Parking Lot A-3 0.71 0.38 0.33 0.62 School Building A-4 0.53 0.13 0.40 0.45 School Building/Landscape A-5 0.49 0.34 0.15 0.72 School Building A-6 0.64 0.41 0.23 0.68 School Building A-7 1.26 0.22 1.04 0.40 Field Total (POC-1) 6.36 2.79 3.57 0.56 School B-1 1.27 0.92 0.35 0.73 Asphalt/School Building B-2 2.48 0.54 1.94 0.43 Field/Asphalt Playground Total (POC-2) 3.75 1.46 2.29 0.53 School OS-1 1.22 0.60 0.62 0.60 Parking Lot/Landscape OS-2 0.45 0.24 0.21 0.62 Asphalt/Landscape Total (Offsite) 1.67 0.84 0.83 0.60 School Total 11.78 5.09 6.69 0.56 School Assumptions: 1) Two land use types exist on site: Paving/ Roof, Street, Impervious C-Value = 0.90 Landscape, Pervious C-Value = 0.30 2) C-Values have been determined using the equation from Section 3.1.2 of County of San Diego Hydrology Manual (June 2003): C= 0.9 (Impervious Area/ Total Area)+ 0.3 (Pervious Area/ Total Area) PRE-PROJECT C-VALUE DETERMINATION 1 Post-Project Drainage Basins Basin AT (Ac.) A0.90 (Ac.)A0.30 (Ac.) C Remarks BYP-1 1.32 0.32 1.00 0.45 Hillside/Driveway BYP-2 0.84 0.06 0.78 0.34 Undeveloped Hillside Total (Bypass) 2.16 0.38 1.78 0.41 Driveway/Hillside A-1 0.50 0.38 0.12 0.76 Parking Lot/Landscape A-2 0.71 0.71 0.00 0.90 Parking Lot A-3 0.43 0.41 0.02 0.87 Parking Lot A-4 0.19 0.13 0.06 0.71 Sidewalk/Landscape A-5 0.30 0.27 0.03 0.84 School Building A-6 0.36 0.35 0.01 0.88 Parking Lot A-7 0.06 0.04 0.02 0.70 Parking Lot/Landscape A-8 0.72 0.40 0.32 0.63 School Building/Landscape A-9 0.83 0.68 0.15 0.79 Parking Lot A-10 0.48 0.15 0.33 0.49 School Building/Landscape A-11 0.55 0.40 0.15 0.74 School Building A-12 0.91 0.82 0.09 0.84 Sidewalk/Parking Lot A-13 0.30 0.00 0.30 0.30 Biofiltration Basin Total (BMP-1) 6.34 4.74 1.60 0.75 School B-1 0.60 0.49 0.11 0.79 Playground B-2 0.10 0.00 0.10 0.30 Field B-3 0.61 0.44 0.17 0.73 Playground B-4 1.31 0.00 1.31 0.30 Field B-5 0.48 0.00 0.48 0.30 Field B-6 0.19 0.00 0.19 0.30 Biofiltration Basin Total (BMP-2) 3.29 0.93 2.36 0.47 School TOTAL 11.79 6.05 5.74 0.61 School Assumptions: 1) Two land use types exist on site: Paving/ Roof, Street, Impervious C-Value = 0.90 Landscape, Pervious C-Value = 0.30 2) C-Values have been determined using the equation from section 3.1.2 of County of San Diego Hydrology Manual (June 2003) POST-PROJECT C-VALUE DETERMINATION C= 0.9 (Impervious Area/ Total Area)+ 0.3 (Pervious Area/ Total Area) 717_DRN Cvalue Study-PostProject_2025-01-15.xls San Diego County Hydrology Manual Section: 3 Date: June 2003 Page: 6 of 26 Table 3-1 RUNOFF COEFFICIENTS FOR URBAN AREAS Land Use Runoff Coefficient “C” Soil Type NRCS Elements County Elements % IMPER. A B C D Undisturbed Natural Terrain (Natural) Permanent Open Space 0*0.20 0.25 0.30 0.35 Low Density Residential (LDR) Residential, 1.0 DU/A or less 10 0.27 0.32 0.36 0.41 Low Density Residential (LDR) Residential, 2.0 DU/A or less 20 0.34 0.38 0.42 0.46 Low Density Residential (LDR) Residential, 2.9 DU/A or less 25 0.38 0.41 0.45 0.49 Medium Density Residential (MDR) Residential, 4.3 DU/A or less 30 0.41 0.45 0.48 0.52 Medium Density Residential (MDR) Residential, 7.3 DU/A or less 40 0.48 0.51 0.54 0.57 Medium Density Residential (MDR) Residential, 10.9 DU/A or less 45 0.52 0.54 0.57 0.60 Medium Density Residential (MDR) Residential, 14.5 DU/A or less 50 0.55 0.58 0.60 0.63 High Density Residential (HDR) Residential, 24.0 DU/A or less 65 0.66 0.67 0.69 0.71 High Density Residential (HDR) Residential, 43.0 DU/A or less 80 0.76 0.77 0.78 0.79 Commercial/Industrial (N. Com) Neighborhood Commercial 80 0.76 0.77 0.78 0.79 Commercial/Industrial (G. Com) General Commercial 85 0.80 0.80 0.81 0.82 Commercial/Industrial (O.P. Com) Office Professional/Commercial 90 0.83 0.84 0.84 0.85 Commercial/Industrial (Limited I.) Limited Industrial 90 0.83 0.84 0.84 0.85 Commercial/Industrial (General I.) General Industrial 95 0.87 0.87 0.87 0.87 *The values associated with 0% impervious may be used for direct calculation of the runoff coefficient as described in Section 3.1.2 (representing the pervious runoff coefficient, Cp, for the soil type), or for areas that will remain undisturbed in perpetuity. Justification must be given that the area will remain natural forever (e.g., the area is located in Cleveland National Forest). DU/A = dwelling units per acre NRCS = National Resources Conservation Service 3-6 D 4373 Viewridge Avenue Suite B San Diego, California 92123 858.292.7575 944 Calle Amanecer Suite F San Clemente, CA 92673 949.388.7710 www.usa-nova.com NOVA Project No. 2021251 February 8, 2023 Aviara Oaks Elementary School Modernization 6900 Ambrosia Lane Carlsbad, California Submitted to: Carlsbad Unified School District 6225 El Camino Real Carlsbad, California 92009 REPORT UPDATE GEOTECHNICAL INVESTIGATION INFILTRATION AND HYDROLOGIC SOILS GROUP DOCUMENTATION -~ CARLSBAD ~P,. Unified School District Report of Update Geotechnical Investigation Aviara Oaks Elementary School Modernization, Carlsbad, CA NOVA Project No. 2021251 February 8, 2023 11 4.2. Site-Specific Geology The western portion of the campus is in cut, underlain by Tertiary Santiago Formation (map symbol Tsa). Moving eastward, the campus transitions from cut conditions to deep fill conditions, where the pre-exiting canyon was infilled to construct the campus. Geologic Cross-Section A-A’ on Plate 2 depicts this transition. Alluvium was identified as overlying the Santiago Formation in the southern portion of the site in Boring B-1. Descriptions of the materials encountered in the borings are presented below. Fill (af):As discussed, the depth of artificial fill across the site increases in depth moving eastward. Fill was encountered in Boring B-11, drilled on the eastern portion of the site, to a maximum depth of 70 feet bgs. The fill is comprised of generally medium dense to dense, light gray-brown and olive brown silty and clayey sand and sandy clay The fill appears to be mostly derived from the underlying Santiago Formation. Figure 4-2 depicts this unit. No record of the placement and compaction of this fill was available at the time of this report. As a result, the fill is considered ‘undocumented’. However, data obtained from the borings and CPT soundings suggest that this fill was engineered. Figure 4-2. Fill at Boring B-3 Quaternary Older Alluvium (Qoa):Beneath the fill in Boring B-1, the site is underlain by alluvium. The geologic map indicates that it is young alluvium; however, due to the relatively dense nature and visual appearance of the alluvium, it is NOVA’s judgement that this unit is more appropriately characterized as older alluvium. As encountered in the borings, the older alluvium consists of yellowish-brown to dark brown silty sand with thin interbedded lenses of yellow sand. Blow counts indicate this unit is dense. Tertiary Santiago Formation (Tsa):The Santiago Formation was encountered at the surface within Borings B-6 and B-11 and deepens moving eastward. As encountered in the borings, this formation is comprised of light gray-brown to yellowish-brown silty and clayey sandstone and sandy claystone, which is very dense and hard. Figure 4-3 depicts this unit. The fill appears to be mostly derived from the underlying Santiago Formation. is comprised of light gray-brown to yellowish-brown silty and clayey sandstone and sandy claystone, which is very dense and hard. THE PROJECT SITE IS DOMINATED BY DENSE SILTY AND CLAYEY SAND, WITH VERY LOW INFILTRATION RATES, SEE PAGE 32 OF THE GEOTECHNICAL INVESTIGATION THAT FOLLOWS HERE. PER GUIDANCE FROM THE NATURAL RESOURCES CONSERVATION SERVICE (NRCS), PROVIDED HERE FOR REFERENCE, INFILTRATION RATES FROM 0.06 TO 0.57 IN/HR ARE CONSISTENT WITH HYDROLOGIC SOILS GROUP TYPE C. GIVEN THAT THE MAXIMUM MEASURED INFILTRATION RATE IS 0.09 IN/HR, TYPE C SOILS ARE ASSUMED WITHIN THE SWQMP TO BE AN AVERAGE REPRESENTATION OF THE SITE'S SOIL CHARACTERISTICS. NOVA Report of Update Geotechnical Investigation Aviara Oaks Elementary School Modernization, Carlsbad, CA NOVA Project No. 2021251 February 8, 2023 32 7. INFILTRATION FEASIBILITY 7.1. Overview NOVA coordinated with the client to provide infiltration testing in the areas most likely to have BMPs. NOVA has evaluated the site as abstracted below after guidance contained in the City of Carlsbad BMP Design Manual, September 2021 (the governing document at the time of the original report). Plate 1 depicts the locations of the percolation test wells and associated exploratory geotechnical borings. This section provides the results of the testing and related recommendations for management of stormwater in conformance with the BMP Manual. Based on infiltration rates of Test Wells P-1 through P-4 divided by the project factor of safety calculated in accordance with Table D.2-3 of the BMP Manual, as well as the deep fills in these areas, stormwater infiltration is not feasible in any appreciable quantity. The BMPs are therefore considered to have a no infiltration condition. The following section provides NOVA’s assessment of the feasibility of stormwater infiltration BMPs utilizing the information developed during the subsurface exploration. 7.2. Percolation Testing The percolation test wells were pre-soaked by filling the holes with water to the ground surface level and testing commenced within a 26-hour window. On the day of testing, two 25-minute trials were conducted in each well. In all of the percolation borings, the pre-soak water percolated less than 6 inches into the soil unit within 25 minutes. Based on the results of the trials in those test wells, water levels were recorded every 30 minutes for 6 hours. At the beginning of each test interval, the water level was raised to approximately the same level as the previous tests, in order to maintain a near-constant head during all test periods. Percolation rates recorded in the field were converted to infiltration rates using the Porchet Method. Table 7-1 summarizes the percolation test conditions and related infiltration rates. Table 7-1. Summary of Percolation Testing Test Location Test Well Depth (feet) Material at Test Depth Infiltration Rate (in/hr, FS=4)1 Infiltration Condition P-1 5 Fill 0.02 No Infiltration P-2 5 Fill 0.04 No Infiltration P-3 5 Fill 0.04 No Infiltration P-4 5 Fill 0.09 Partial Infiltration Note 1: FS indicates ‘Factor of Safety’ As shown in Table 7-1, a factor of safety (FS) is applied to the infiltration rate (I). This factor of safety, calculated for this site as FS = 4, considers the nature and variability of subsurface materials, as well as the natural tendency of infiltration structures to become less efficient with time. NOVA provided the 0.02 0.04 00.04 0.09 I I I I l ) ( ) { ) ( ) Report of Update Geotechnical Investigation Aviara Oaks Elementary School Modernization, Carlsbad, CA NOVA Project No. 2021251 February 8, 2023 33 factor values for the Suitability Assessment section of the table, and the project civil engineer provided the factor values for the Design section. The factor of safety was determined using Section D.2.3 of Appendix D of the BMP Manual. This table is reproduced below as Table 7-2. Table 7-2. Determination of Safety Factor From City of Carlsbad BMP Design Manual, September 2021, Table D.2-3: Determination of Safety Factor 7.3. Review of Infiltration Restrictions Section D.2.1 of the BMP Manual presents restriction elements that should be considered by the project geotechnical professional while assessing the feasibility of infiltration related to geotechnical conditions. These elements are listed in Table 7-3.Based on this assessment, NOVA considers the stormwater infiltration basins in the locations in which they are currently designed to be a restricted condition due the fact it will be located in approximately 50 to 70 feet of existing fill. - -~ -. . ,,_,,. l;nrnn-r:n ' ---~ ,_. . ... • .::., w,;=-:..:. ~--IP-~g,;av .::. Infiltration Testing Method 0-25 0.50 Suitahility Soil Texture Oass 0.25 Refer to 0.50 Assessn1e.1.1t Soil Variability 0.25 TableD.2-4 0.75 (A) Depth to Groundwater/Obstruction 0.25 0.25 Suitability Assessment Safety Factor, SA = :Ep 2.0 Pretrea.tment 0.50 1.0 D esign Resiliency 0.25 Refer to TableD.2-4 0.5 (B) Compaction 0.25 0.5 Desig11 Safety Factor, Sa = Lp 2.0 Safety Factor, S = SAX SB 4.0 ~fost be always greater than or equru to 2) Report of Update Geotechnical Investigation Aviara Oaks Elementary School Modernization, Carlsbad, CA NOVA Project No. 2021251 February 8, 2023 34 Table 7-3. Infiltration Restrictions From City of Carlsbad BMP Design Manual, September 2021, Table B.2-1: Infiltration Restrictions 7.4. Suitability of the Site for Stormwater Infiltration The infiltration condition of the proposed BMPs located in fill is considered Restricted by the City of Carlsbad. Infiltration rates determined from the percolation tests indicate that water cannot infiltrate in an appreciable quantity. Therefore, it is NOVA’s recommendation that BMPs should be designed with a no infiltration condition. NOTE: Given the "no infiltration condition", an impermeable liner is proposed to mitigate for the restriction associated with proximity to a steep slope. Restriction Element B"MP is within 100' of Contaminatt'.d Soils E I BMP is within 100' of lndustrial Activities L'lcking Source Control BMP is within 100' of \'\!'ell/Groundwater Basin I Mandatory II Considerations I Optional Considerations Result I BJvll) is within 50' of Septic Tanks/Leach Fields BMP is within 10' of Structures/Tanks/Walls BlvIP is within 10' of Sewer Utilities Bl\1IP is within 10' of GroLmdwater Table BMP is with.in Hydi:ic SoiJs BMP is within HighJy Liquefiable Soils and has Connectivity to Structures BlvIP is within 1.5 Times the Height of Adjacent Steep Slopes (2:25%) City Scaff has Assigned "Restricted" Infiltration Category is within P ed t!y ype D So Bl\1IP is within 1 0' of Properry Line BMP is within FiJl Depths of 2:5' (Exjsti.ng or Proposed) • M is witl1i.11 1 O' of U derrr 1d U tili • es BMP is within 250' of Ephemeral Stream Other (Provide detailed geotechnical support) Unrestricted. None of tbe restriction elements above are applicable. Is Element Applicable? (Yes/No) 0 Yes 0 0 Yes Restricted. One or more of the restriction elements above are applicable. Restricted 3 (E)BUILDINGKITCHEN/MPR A# 108787 FFE=159.50 (E)BUILDINGADMIN (E)BUILDING 300CLASSROOM FFE=153.48 (E)BUILDING 700CLASSROOM A# 52004 FFE=149.10 (E)BLDG 400CLASSROOM A# 108787 FFE=158.20 (E)BUILDING 500CLASSROOM A# 108787 FFE=149.10 (E) BUILDING 600CLASSROOM A# 108787 FFE=150.28 NEW BUILDING 800CLASSROOM FFE=150.60 (E)BUILDINGLIBRARY FFE=159.43 FFE=159.31 FFE=158.20 T T T B G T BG T --- AS - 2 . 3 (N) 5-30'x32' RELOCATABLE CLASSROOM BLDGS.PC#________ N.I.C.N.I.C.N.I.C.N.I.C. N.I.C. N.I.C.N.I.C. BIO FILTRATIONBASIN, SEE CIVILAND LANDSCAPEDWG. BIO FILTRATIONBASIN, SEE CIVILAND LANDSCAPEDWG. (E)FH (E)FH (E)FH (E)FH (E) PA(E)PA (E) PA (E) PA (E) PA (E)PA (E)PA PLAYFIELD NE PROPERTY LINE PR O P E R T Y L I N E (E) PA (E) PA (E) CONC. (E ) C O N C . (E) CONC. (E) CONC. (E ) C O N C . AM B R O S I A L N KW Y RELO902RELO903RELO904 CR A#114477(2016)RELO901 (N) MODULARCLASSROOM BLDG. CR CR CR RELOCATED(E) RELO.TOILETBLDG. RELO905 DF             CPT-3                    CPT-1  CPT-2     NWE N S 4373 Viewridge Avenue, Suite B San Diego, CA 92123 P: 858.292.7575 944 Calle Amanecer, Suite F San Clemente, CA 92673 P: 949.388.7710 NOVA www.usa-nova.com DRAWING TITLE: PLATE NO. 0 80' 160' DATE: DRAWN BY: REVIEWED BY: DTJ MS PROJECT NO.: SCALE:1"=80' GEOTECHNICAL MATERIALS SPECIAL INSPECTION DVBE SBE SDVOSB SLBE             ?     CONE PENETRATION TEST CPT-3 AVIARA OAKS ES - CUSD 6900 AMBROSIA LANE, CARLSBAD, CALIFORNIA 2021251 JAN 2023 SUBSURFACE INVESTIGATION MAP 1 OF 2 .5  ½  ½  ½  ½                                        ½    CPT-2ACPT-3 ½  ½  ½ ½                                      CPT-3                            ½  ½         CPT-1 4373 Viewridge Avenue, Suite B San Diego, CA 92123 P: 858.292.7575 944 Calle Amanecer, Suite F San Clemente, CA 92673 P: 949.388.7710 NOVA www.usa-nova.com DRAWING TITLE: 0 80'160' GEOTECHNICAL MATERIALS SPECIAL INSPECTION DVBE SBE SDVOSB SLBE         ? PLATE NO. DATE: DRAWN BY: REVIEWED BY: DTJ MS PROJECT NO.: SCALE:1"=80' AVIARA OAKS ES - CUSD 6900 AMBROSIA LANE, CARLSBAD, CALIFORNIA 2021251 JAN 2023 GEOLOGIC CROSS-SECTIONS 2 OF 2 ------ -✓----/ -/ -/ .,..,..,. ----------- l (210–VI–NEH, January 2009) United States Department of Agriculture Natural Resources Conservation Service Part 630 Hydrology National Engineering Handbook Chapter 7 Hydrologic Soil Groups Rain clouds Cloud formation Precipitation Transpiration from soil from ocean Transpir atio n Ocean Ground water Rock Deep percolation Soil Percolation Infiltration Surface r u n o f f E v a p oratio n fro m vegetation from streams Evaporation ~\ 1 / /1;;:-_ ..::::::,; ---- 'l/11\f ~r<F>7 . . . -------=---~ 7–1(210–VI–NEH, January 2009) Chapter 7 Hydrologic Soil Groups 630.0700 Introduction This chapter defines four hydrologic soil groups, or HSGs, that, along with land use, management prac- tices, and hydrologic conditions, determine a soil's associated runoff curve number (NEH630.09). Runoff curve numbers are used to estimate direct runoff from rainfall (NEH630.10). A map unit is a collection of areas defined and named the same in terms of their soil components or miscel- laneous areas or both (NSSH 627.03). Soil scientists assign map unit components to hydrologic soil groups. Map unit components assigned to a specific hydrologic soil group have similar physical and runoff charac- teristics. Soils in the United States, its territories, and Puerto Rico have been assigned to hydrologic soil groups. The assigned groups can be found by consult- ing the Natural Resources Conservation Service’s (NRCS) Field Office Technical Guide; published soil survey data bases; the NRCS Soil Data Mart Web site (http://soildatamart.nrcs.usda.gov/); and/or the Web Soil Survey Web site (http://websoilsurvey.nrcs.usda. gov/). The NRCS State soil scientist should be contacted if a soil survey does not exist for a given area or where the soils within a watershed have not been assigned to hydrologic groups. 630.0701 Hydrologic soil groups Soils were originally assigned to hydrologic soil groups based on measured rainfall, runoff, and infil- trometer data (Musgrave 1955). Since the initial work was done to establish these groupings, assignment of soils to hydrologic soil groups has been based on the judgment of soil scientists. Assignments are made based on comparison of the characteristics of unclas- sified soil profiles with profiles of soils already placed into hydrologic soil groups. Most of the groupings are based on the premise that soils found within a climatic region that are similar in depth to a restrictive layer or water table, transmission rate of water, texture, struc- ture, and degree of swelling when saturated, will have similar runoff responses. The classes are based on the following factors: s INTAKEANDTRANSMISSIONOFWATERUNDERTHECON- ditions of maximum yearly wetness (thoroughly wet) s SOILNOTFROZEN s BARESOILSURFACE s MAXIMUMSWELLINGOFEXPANSIVECLAYS The slope of the soil surface is not considered when assigning hydrologic soil groups. In its simplest form, hydrologic soil group is deter- mined by the water transmitting soil layer with the lowest saturated hydraulic conductivity and depth to any layer that is more or less water impermeable (such as a fragipan or duripan) or depth to a water table (if present). The least transmissive layer can be any soil horizon that transmits water at a slower rate relative to those horizons above or below it. For example, a layer having a saturated hydraulic conductivity of 9.0 micrometers per second (1.3 inches per hour) is the least transmissive layer in a soil if the layers above and below it have a saturated hydraulic conductivity of 23 micrometers per second (3.3 inches per hour). Water impermeable soil layers are among those types of layers recorded in the component restriction table of the National Soil Information System (NASIS) database. The saturated hydraulic conductivity of an impermeable or nearly impermeable layer may range Part 630 National Engineering Handbook Hydrologic Soil GroupsChapter 7 7–2 (210–VI–NEH, January 2009) from essentially 0 micrometers per second (0 inches per hour) to 0.9 micrometers per second (0.1 inches per hour). For simplicity, either case is considered im- permeable for hydrologic soil group purposes. In some cases, saturated hydraulic conductivity (a quantitative- ly measured characteristic) data are not always readily available or obtainable. In these situations, other soil properties such as texture, compaction (bulk density), strength of soil structure, clay mineralogy, and organic matter are used to estimate water movement. Table 7–1 relates saturated hydraulic conductivity to hydro- logic soil group. The four hydrologic soil groups (HSGs) are described as: Group A—Soils in this group have low runoff poten- tial when thoroughly wet. Water is transmitted freely through the soil. Group A soils typically have less than 10 percent clay and more than 90 percent sand or gravel and have gravel or sand textures. Some soils having loamy sand, sandy loam, loam or silt loam textures may be placed in this group if they are well aggregated, of low bulk density, or contain greater than 35 percent rock fragments. The limits on the diagnostic physical characteristics of group A are as follows. The saturated hydraulic con- ductivity of all soil layers exceeds 40.0 micrometers per second (5.67 inches per hour). The depth to any water impermeable layer is greater than 50 centime- ters [20 inches]. The depth to the water table is greater than 60 centimeters [24 inches]. Soils that are deeper than 100 centimeters [40 inches] to a water imperme- able layer and a water table are in group A if the satu- rated hydraulic conductivity of all soil layers within 100 centimeters [40 inches] of the surface exceeds 10 micrometers per second (1.42 inches per hour). Group B—Soils in this group have moderately low runoff potential when thoroughly wet. Water transmis- sion through the soil is unimpeded. Group B soils typi- cally have between 10 percent and 20 percent clay and 50 percent to 90 percent sand and have loamy sand or sandy loam textures. Some soils having loam, silt loam, silt, or sandy clay loam textures may be placed in this group if they are well aggregated, of low bulk density, or contain greater than 35 percent rock frag- ments. The limits on the diagnostic physical characteristics of group B are as follows. The saturated hydraulic conductivity in the least transmissive layer between the surface and 50 centimeters [20 inches] ranges from 10.0 micrometers per second (1.42 inches per hour) to 40.0 micrometers per second (5.67 inches per hour). The depth to any water impermeable layer is greater than 50 centimeters [20 inches]. The depth to the water table is greater than 60 centimeters [24 inches]. Soils that are deeper than 100 centimeters [40 inches] to a water impermeable layer and a water table are in group B if the saturated hydraulic conductivity of all soil layers within 100 centimeters [40 inches] of the surface exceeds 4.0 micrometers per second (0.57 inches per hour) but is less than 10.0 micrometers per second (1.42 inches per hour). Group C—Soils in this group have moderately high runoff potential when thoroughly wet. Water transmis- sion through the soil is somewhat restricted. Group C soils typically have between 20 percent and 40 percent clay and less than 50 percent sand and have loam, silt loam, sandy clay loam, clay loam, and silty clay loam textures. Some soils having clay, silty clay, or sandy clay textures may be placed in this group if they are well aggregated, of low bulk density, or contain greater than 35 percent rock fragments. The limits on the diagnostic physical characteristics of group C are as follows. The saturated hydraulic conductivity in the least transmissive layer between the surface and 50 centimeters [20 inches] is between 1.0 micrometers per second (0.14 inches per hour) and 10.0 micrometers per second (1.42 inches per hour). The depth to any water impermeable layer is greater than 50 centimeters [20 inches]. The depth to the water table is greater than 60 centimeters [24 inches]. Soils that are deeper than 100 centimeters [40 inches] to a restriction and a water table are in group C if the saturated hydraulic conductivity of all soil lay- ers within 100 centimeters [40 inches] of the surface exceeds 0.40 micrometers per second (0.06 inches per hour) but is less than 4.0 micrometers per second (0.57 inches per hour). Group D—Soils in this group have high runoff poten- tial when thoroughly wet. Water movement through the soil is restricted or very restricted. Group D soils typically have greater than 40 percent clay, less than 50 percent sand, and have clayey textures. In some areas, they also have high shrink-swell potential. All soils with a depth to a water impermeable layer less than 50 centimeters [20 inches] and all soils with a water table if the saturated hydraulic conductivity of all soil lay- ers within 100 centimeters [40 inches] of the surface exceeds 0.40 micrometers per second (0.06 inches per hour) but is less than 4.0 micrometers per second (0.57 inches per hour). Soils that are deeper than 100 centimeters [40 inches] to a restriction and a water table are in group C i 7–3(210–VI–NEH, January 2009) Part 630 National Engineering Handbook Hydrologic Soil GroupsChapter 7 within 60 centimeters [24 inches] of the surface are in this group, although some may have a dual classifica- tion, as described in the next section, if they can be adequately drained. The limits on the physical diagnostic characteristics of group D are as follows. For soils with a water im- permeable layer at a depth between 50 centimeters and 100 centimeters [20 and 40 inches], the saturated hydraulic conductivity in the least transmissive soil layer is less than or equal to 1.0 micrometers per sec- ond (0.14 inches per hour). For soils that are deeper than 100 centimeters [40 inches] to a restriction or water table, the saturated hydraulic conductivity of all soil layers within 100 centimeters [40 inches] of the surface is less than or equal to 0.40 micrometers per second (0.06 inches per hour). Dual hydrologic soil groups—Certain wet soils are placed in group D based solely on the presence of a water table within 60 centimeters [24 inches] of the surface even though the saturated hydraulic conduc- tivity may be favorable for water transmission. If these soils can be adequately drained, then they are assigned to dual hydrologic soil groups (A/D, B/D, and C/D) based on their saturated hydraulic conductivity and the water table depth when drained. The first letter applies to the drained condition and the second to the undrained condition. For the purpose of hydrologic soil group, adequately drained means that the seasonal high water table is kept at least 60 centimeters [24 inches] below the surface in a soil where it would be higher in a natural state. Matrix of hydrologic soil group assignment criteria—The decision matrix in table 7–1 can be used to determine a soil’s hydrologic soil group. If saturated hydraulic conductivity data are available and deemed to be reliable, then these data, along with water table depth information, should be used to place the soil into the appropriate hydrologic soil group. If these data are not available, the hydrologic soil group is determined by observing the properties of the soil in the field. Factors such as texture, compaction (bulk density), strength of soil structure, clay mineralogy, and organic matter are considered in estimating the hydraulic conductivity of each layer in the soil profile. The depth and hydraulic conductivity of any water im- permeable layer and the depth to any high water table are used to determine correct hydrologic soil group for the soil. The property that is most limiting to water movement generally determines the soil’s hydrologic group. In anomalous situations, when adjustments to hydrologic soil group become necessary, they shall be made by the NRCS State soil scientist in consultation with the State conservation engineer. Part 630 National Engineering Handbook Hydrologic Soil GroupsChapter 7 7–4 (210–VI–NEH, January 2009) Table 7–1 Criteria for assignment of hydrologic soil group (HSG) 1/ An impermeable layer has a Ksat less than 0.01 μm/s [0.0014 in/h] or a component restriction of fragipan; duripan; petrocalcic; orstein; petrogypsic; cemented horizon; densic material; placic; bedrock, paralithic; bedrock, lithic; bedrock, densic; or permafrost. 2/ High water table during any month during the year. 3/ Dual HSG classes are applied only for wet soils (water table less than 60 cm [24 in]). If these soils can be drained, a less restrictive HSG can be assigned, depending on the Ksat. Depth to water impermeable layer 1/ Depth to high water table 2/ Ksat of least transmissive layer in depth range Ksat depth range HSG 3/ <50 cm [<20 in]———D 50 to 100 cm [20 to 40 in] <60 cm [<24 in] >40.0 μm/s (>5.67 in/h) 0 to 60 cm [0 to 24 in]A/D >10.0 to ≤40.0 μm/s (>1.42 to ≤5.67 in/h) 0 to 60 cm [0 to 24 in]B/D >1.0 to ≤10.0 μm/s (>0.14 to ≤1.42 in/h) 0 to 60 cm [0 to 24 in]C/D ≤1.0 μm/s (≤0.14 in/h) 0 to 60 cm [0 to 24 in]D ≥60 cm [≥24 in] >40.0 μm/s (>5.67 in/h) 0 to 50 cm [0 to 20 in]A >10.0 to ≤40.0 μm/s (>1.42 to ≤5.67 in/h) 0 to 50 cm [0 to 20 in]B >1.0 to ≤10.0 μm/s (>0.14 to ≤1.42 in/h) 0 to 50 cm [0 to 20 in]C ≤1.0 μm/s (≤0.14 in/h) 0 to 50 cm [0 to 20 in]D >100 cm [>40 in] <60 cm [<24 in] >10.0 μm/s (>1.42 in/h) 0 to 100 cm [0 to 40 in]A/D >4.0 to ≤10.0 μm/s (>0.57 to ≤1.42 in/h) 0 to 100 cm [0 to 40 in]B/D >0.40 to ≤4.0 μm/s (>0.06 to ≤0.57 in/h) 0 to 100 cm [0 to 40 in]C/D ≤0.40 μm/s (≤0.06 in/h) 0 to 100 cm [0 to 40 in]D 60 to 100 cm [24 to 40 in] >40.0 μm/s (>5.67 in/h) 0 to 50 cm [0 to 20 in]A >10.0 to ≤40.0 μm/s (>1.42 to ≤5.67 in/h) 0 to 50 cm [0 to 20 in]B >1.0 to ≤10.0 μm/s (>0.14 to ≤1.42 in/h) 0 to 50 cm [0 to 20 in]C ≤1.0 μm/s (≤0.14 in/h) 0 to 50 cm [0 to 20 in]D >100 cm [>40 in] >10.0 μm/s (>1.42 in/h) 0 to 100 cm [0 to 40 in]A >4.0 to ≤ 10.0 μm/s (>0.57 to ≤1.42 in/h) 0 to 100 cm [0 to 40 in]B 0 to 100 cm [0 to 40 in]C>0.40 to ≤4.0 μm/s (>0.06 to ≤0.57 in/h) ≤0.40 μm/s (≤0.06 in/h) 0 to 100 cm [0 to 40 in]D I ---I 7–5(210–VI–NEH, January 2009) Part 630 National Engineering Handbook Hydrologic Soil GroupsChapter 7 630.0702 Disturbed soils As a result of construction and other disturbances, the soil profile can be altered from its natural state and the listed group assignments generally no longer apply, nor can any supposition based on the natural soil be made that will accurately describe the hydro- logic properties of the disturbed soil. In these circum- stances, an onsite investigation should be made to determine the hydrologic soil group. A general set of guidelines for estimating saturated hydraulic conduc- tivity from field observable characteristics is presented in the Soil Survey Manual (Soil Survey Staff 1993). 630.0703 References Musgrave, G.W. 1955. How much of the rain enters the soil? In Water: U.S. Department of Agriculture. Yearbook. Washington, DC. pp. 151–159. Nielsen, R.D., and A.T. Hjelmfelt. 1998. Hydrologic soil group assessment. Water Resources Engineering 98. In Abt, Young-Pezeshk, and Watson (eds.), Proc. of Internat. Water Resources Eng. Conf., Am. Soc. Civil Engr: pp. 1297–1302. Rawls, W.J., and D.L. Brakensiek. 1983. A procedure to predict Green-Ampt infiltration parameters. In Advances in infiltration. Proc. of the National Con- ference on Advances in Infiltration. Chicago, IL. U.S. Department of Agriculture, Natural Resources Conservation Service. 1993. Soil Survey Manual. Agricultural Handbook No. 18, chapter 3. U.S. Government Printing Office, Washington, DC. U.S. Department of Agriculture, Natural Resources Conservation Service. 1993. National Engineering Handbook, title 210–VI. Part 630, chapters 9 and 10. Washington, DC. Available online at http://di- rectives.sc.egov.usda.gov/. U.S. Department of Agriculture, Natural Resources Conservation Service. 2005. National Soil Sur- vey Handbook, title 430–VI. Washington, DC. Available online at http://soils.usda.gov/techni- cal/handbook/.   Drainage Report Aviara Oaks Elementary School Modernization October 2023, Revised January 2025    Page 3 Job # 717-02 ATTACHMENT 3 Rational Method Calculations - Pre-project and Post-project Conditions   E Basin Area (Ac.) Imperviousness % C Tc (min) I (in/hr) Q100 (cfs) A-1 1.90 33 0.50 8.70 4.68 4.41 A-2 0.83 83 0.80 8.70 4.68 3.10 A-3 0.71 54 0.62 8.70 4.68 2.06 A-4 0.53 25 0.45 8.70 4.68 1.11 A-5 0.49 69 0.72 8.70 4.68 1.64 A-6 0.64 64 0.68 8.70 4.68 2.05 A-7 1.26 17 0.40 8.70 4.68 2.39 Total 6.36 44 0.56 8.70 4.68 16.76 Basin Area (Ac.) Imperviousness % C Tc (min) I (in/hr) Q100 (cfs) B-1 1.27 72 0.73 11.28 3.95 3.69 B-2 2.48 22 0.43 11.28 3.95 4.22 Total 3.75 39 0.53 11.28 3.95 7.90 Basin Area (Ac.) Imperviousness % C Tc (min) I (in/hr) Q100 (cfs) OS-1 1.22 49 0.60 6.98 5.44 3.95 Basin Area (Ac.) Imperviousness % C Tc (min) I (in/hr) Q100 (cfs) OS-2 0.45 53 0.62 5 6.69 1.87 NOTE: A 5 MINUTE MIN. TC IS APPLIED TO OS-2 PRE‐PROJECT CONDITION HYDROLOGY SUMMARY PRE-PROJECT DRAINAGE AREAS TRIBUTARY TO POC-1 PRE-PROJECT DRAINAGE AREAS TRIBUTARY TO POC-2 PRE-PROJECT DRAINAGE AREAS DISCHARGING OVERLAND TO POC-3 PRE-PROJECT DRAINAGE AREAS DISCHARGING OVERLAND TO POC-4 ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1532 Analysis prepared by: Tory R. Walker Engineering, Inc. 122 Civic Center Drive Suite 206 Vista, CA 92084 ************************** DESCRIPTION OF STUDY ************************** * AVIARA OAKS ELEMENTARY SCHOOL * * 100YR DESIGN STORM * * PRE-PROJECT ROUTING, BASIN A * ************************************************************************** FILE NAME: BASIN-A.DAT TIME/DATE OF STUDY: 07:37 10/28/2023 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.540 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.85 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 2 30.0 15.0 0.020/0.020/0.020 0.50 1.50 0.0312 0.125 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.50 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .5000 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 150.00 UPSTREAM ELEVATION(FEET) = 218.50 DOWNSTREAM ELEVATION(FEET) = 189.00 ELEVATION DIFFERENCE(FEET) = 29.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.013 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.681 SUBAREA RUNOFF(CFS) = 0.17 TOTAL AREA(ACRES) = 0.05 TOTAL RUNOFF(CFS) = 0.17 **************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ CHANNEL LENGTH THRU SUBAREA(FEET) = 105.00 REPRESENTATIVE CHANNEL SLOPE = 0.1200 CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 90.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 5.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.225 *USER SPECIFIED(SUBAREA): STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .5000 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.87 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.02 AVERAGE FLOW DEPTH(FEET) = 0.04 TRAVEL TIME(MIN.) = 0.58 Tc(MIN.) = 5.59 SUBAREA AREA(ACRES) = 0.45 SUBAREA RUNOFF(CFS) = 1.40 AREA-AVERAGE RUNOFF COEFFICIENT = 0.500 TOTAL AREA(ACRES) = 0.5 PEAK FLOW RATE(CFS) = 1.56 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.05 FLOW VELOCITY(FEET/SEC.) = 3.41 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.00 = 255.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 2 USED)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0600 STREET LENGTH(FEET) = 175.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.89 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 7.12 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.63 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.24 STREET FLOW TRAVEL TIME(MIN.) = 0.63 Tc(MIN.) = 6.22 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.811 *USER SPECIFIED(SUBAREA): STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .5000 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.500 SUBAREA AREA(ACRES) = 0.92 SUBAREA RUNOFF(CFS) = 2.67 TOTAL AREA(ACRES) = 1.4 PEAK FLOW RATE(CFS) = 4.13 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.38 FLOW VELOCITY(FEET/SEC.) = 5.03 DEPTH*VELOCITY(FT*FT/SEC.) = 1.48 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 103.00 = 430.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ CHANNEL LENGTH THRU SUBAREA(FEET) = 115.00 REPRESENTATIVE CHANNEL SLOPE = 0.0560 CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 55.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 3.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.537 *USER SPECIFIED(SUBAREA): STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .5000 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.79 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.96 AVERAGE FLOW DEPTH(FEET) = 0.11 TRAVEL TIME(MIN.) = 0.48 Tc(MIN.) = 6.71 SUBAREA AREA(ACRES) = 0.48 SUBAREA RUNOFF(CFS) = 1.33 AREA-AVERAGE RUNOFF COEFFICIENT = 0.500 TOTAL AREA(ACRES) = 1.9 PEAK FLOW RATE(CFS) = 5.26 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.11 FLOW VELOCITY(FEET/SEC.) = 4.23 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 104.00 = 545.00 FEET. ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 1.9 TC(MIN.) = 6.71 PEAK FLOW RATE(CFS) = 5.26 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS FROM NODE 104 TO 105 (POC1), FLOW IS CONVEYED THROUGH APPROXIMATELY 840 FT OF ONSITE STORM DRAIN. ASSUME 12" DIA, FLOWING FULL: FLOW AREA: 3.1416 x 0.5 FT^2= 0.785 SF FLOW VELOCITY: 5.4 CFS/0.785 SF = 6.88 FT/S Tc = 6.7 MIN + [840 FT/ (6.88 FT/S)/60] = 8.7 MIN ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1532 Analysis prepared by: Tory R. Walker Engineering, Inc. 122 Civic Center Drive Suite 206 Vista, CA 92084 ************************** DESCRIPTION OF STUDY ************************** * AVIARA OAKS ELEMENTARY SCHOOL * * 100YR DESIGN STORM * * PRE-PROJECT ROUTING, BASIN B * ************************************************************************** FILE NAME: BASIN-B.DAT TIME/DATE OF STUDY: 07:40 10/28/2023 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.540 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.85 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.50 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .4300 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 35.00 UPSTREAM ELEVATION(FEET) = 154.50 DOWNSTREAM ELEVATION(FEET) = 154.25 ELEVATION DIFFERENCE(FEET) = 0.25 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.982 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.949 SUBAREA RUNOFF(CFS) = 0.11 TOTAL AREA(ACRES) = 0.05 TOTAL RUNOFF(CFS) = 0.11 **************************************************************************** FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ CHANNEL LENGTH THRU SUBAREA(FEET) = 230.00 REPRESENTATIVE CHANNEL SLOPE = 0.0170 CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 90.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 5.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.959 *USER SPECIFIED(SUBAREA): NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .4300 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.18 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.16 AVERAGE FLOW DEPTH(FEET) = 0.12 TRAVEL TIME(MIN.) = 3.30 Tc(MIN.) = 11.28 SUBAREA AREA(ACRES) = 2.43 SUBAREA RUNOFF(CFS) = 4.14 AREA-AVERAGE RUNOFF COEFFICIENT = 0.430 TOTAL AREA(ACRES) = 2.5 PEAK FLOW RATE(CFS) = 4.22 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.16 FLOW VELOCITY(FEET/SEC.) = 1.32 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 202.00 = 265.00 FEET. ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 2.5 TC(MIN.) = 11.28 PEAK FLOW RATE(CFS) = 4.22 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1532 Analysis prepared by: Tory R. Walker Engineering, Inc. 122 Civic Center Drive Suite 206 Vista, CA 92084 ************************** DESCRIPTION OF STUDY ************************** * AVIARA OAKS ELEMENTARY SCHOOL * * 100YR DESIGN STORM * * PRE-PROJECT ROUTING, BASIN OS-1 * ************************************************************************** FILE NAME: OS1RUN.DAT TIME/DATE OF STUDY: 07:43 10/28/2023 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.540 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.85 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 2 40.0 20.0 0.025/0.025/0.025 0.50 1.50 0.0312 0.125 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.50 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 301.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 85.00 UPSTREAM ELEVATION(FEET) = 201.00 DOWNSTREAM ELEVATION(FEET) = 164.00 ELEVATION DIFFERENCE(FEET) = 37.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.852 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.692 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.20 TOTAL AREA(ACRES) = 0.05 TOTAL RUNOFF(CFS) = 0.20 **************************************************************************** FLOW PROCESS FROM NODE 301.00 TO NODE 302.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ CHANNEL LENGTH THRU SUBAREA(FEET) = 160.00 REPRESENTATIVE CHANNEL SLOPE = 0.0180 CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 60.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 0.10 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.281 *USER SPECIFIED(SUBAREA): STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.90 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.60 AVERAGE FLOW DEPTH(FEET) = 0.06 TRAVEL TIME(MIN.) = 1.67 Tc(MIN.) = 5.52 SUBAREA AREA(ACRES) = 0.37 SUBAREA RUNOFF(CFS) = 1.39 AREA-AVERAGE RUNOFF COEFFICIENT = 0.600 TOTAL AREA(ACRES) = 0.4 PEAK FLOW RATE(CFS) = 1.58 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.08 FLOW VELOCITY(FEET/SEC.) = 1.98 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 302.00 = 245.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 302.00 TO NODE 303.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 2 USED)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0500 STREET LENGTH(FEET) = 400.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 40.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.025 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.025 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.025 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.88 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 6.45 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.55 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.28 STREET FLOW TRAVEL TIME(MIN.) = 1.46 Tc(MIN.) = 6.98 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.396 *USER SPECIFIED(SUBAREA): STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.600 SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 2.59 TOTAL AREA(ACRES) = 1.2 PEAK FLOW RATE(CFS) = 3.95 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 7.46 FLOW VELOCITY(FEET/SEC.) = 4.89 DEPTH*VELOCITY(FT*FT/SEC.) = 1.49 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 303.00 = 645.00 FEET. ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 1.2 TC(MIN.) = 6.98 PEAK FLOW RATE(CFS) = 3.95 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS Post-Project Drainage Basins Basin Area (Ac.) Imperviousness % C Tc (min) I (in/hr) Q100 (cfs) A-1 0.50 76 0.76 5.93 6.0 2.26 A-2 0.71 100 0.90 5.93 6.0 3.81 A-3 0.43 95 0.87 5.93 6.0 2.24 A-4 0.19 68 0.71 5.93 6.0 0.81 A-5 0.30 90 0.84 5.93 6.0 1.50 A-6 0.36 97 0.88 5.93 6.0 1.90 A-7 0.06 67 0.70 5.93 6.0 0.25 A-8 0.72 56 0.63 5.93 6.0 2.72 A-9 0.83 82 0.79 5.93 6.0 3.92 A-10 0.48 31 0.49 5.93 6.0 1.40 A-11 0.55 73 0.74 5.93 6.0 2.42 A-12 0.91 90 0.84 5.93 6.0 4.56 A-13 0.30 0 0.30 5.93 6.0 0.54 Sub-Total 6.34 75 0.75 5.93 6.0 28.31 10.85 BYP-1 1.32 24 0.45 5.93 6.0 3.53 BYP-2 0.84 7 0.34 5.93 6.0 1.73 Total 8.50 60 0.66 5.93 6.0 33.57 16.11 Basin Area (Ac.) Imperviousness % C Tc (min) I (in/hr) Q100 (cfs) B-1 0.60 82 0.79 9.69 4.4 2.11 B-2 0.10 0 0.30 9.69 4.4 0.13 B-3 0.61 72 0.73 9.69 4.4 1.99 B-4 1.31 0 0.30 9.69 4.4 1.75 B-5 0.48 0 0.30 9.69 4.4 0.64 B-6 0.19 0 0.30 9.69 4.4 0.25 Total 3.29 28 0.47 9.69 4.4 6.87 4.25 Basin Area (Ac.) Imperviousness % C Tc (min) I (in/hr) Q100 (cfs) OS-1 0.15 5 0.35 5 6.69 0.35 Basin Area (Ac.) Imperviousness % C Tc (min) I (in/hr) Q100 (cfs) OS-2 0.03 0 0.3 5 6.69 0.06 PROPOSED DRAINAGE CONDITIONS TRIBUTARY TO POC-3 PROPOSED DRAINAGE CONDITIONS TRIBUTARY TO POC-4 PROPOSED DRAINAGE CONDITIONS TRIBUTARY TO POC-1 BMP-1 DETAINED OUTLFOW (CFS) PROPOSED DRAINAGE CONDITIONS TRIBUTARY TO POC-2 BMP-2 DETAINED OUTFLOW (CFS) POC-1 DETAINED OUTLFOW (CFS) 717_DRN Cvalue Study-PostProject_2025-01-15.xls 11.,..______...._______,...__-----+-----+---......,_____...-----tll I I I I I I I I I I I I ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1532 Analysis prepared by: Tory R. Walker Engineering, Inc. 122 Civic Center Drive Suite 206 Vista, CA 92084 ************************** DESCRIPTION OF STUDY ************************** * AVIARA OAKS ELEMENTARY SCHOOL * * 100 YEAR DESIGN STORM * * POST-PROJECT ROUTING, BASIN A * ************************************************************************** FILE NAME: AOEBMP1.DAT TIME/DATE OF STUDY: 09:23 03/06/2024 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.540 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.85 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.50 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7600 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 167.24 DOWNSTREAM ELEVATION(FEET) = 163.00 ELEVATION DIFFERENCE(FEET) = 4.24 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.611 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 91.20 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.692 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.25 TOTAL AREA(ACRES) = 0.05 TOTAL RUNOFF(CFS) = 0.25 **************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ CHANNEL LENGTH THRU SUBAREA(FEET) = 66.00 REPRESENTATIVE CHANNEL SLOPE = 0.0280 CHANNEL BASE(FEET) = 1.00 "Z" FACTOR = 50.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 5.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.692 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7600 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.40 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.50 AVERAGE FLOW DEPTH(FEET) = 0.10 TRAVEL TIME(MIN.) = 0.44 Tc(MIN.) = 4.05 SUBAREA AREA(ACRES) = 0.45 SUBAREA RUNOFF(CFS) = 2.29 AREA-AVERAGE RUNOFF COEFFICIENT = 0.760 TOTAL AREA(ACRES) = 0.5 PEAK FLOW RATE(CFS) = 2.54 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.13 FLOW VELOCITY(FEET/SEC.) = 2.73 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.00 = 166.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0200 FLOW LENGTH(FEET) = 189.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.04 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.54 PIPE TRAVEL TIME(MIN.) = 0.52 Tc(MIN.) = 4.57 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 103.00 = 355.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.692 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8421 SUBAREA AREA(ACRES) = 0.71 SUBAREA RUNOFF(CFS) = 4.28 TOTAL AREA(ACRES) = 1.2 TOTAL RUNOFF(CFS) = 6.82 TC(MIN.) = 4.57 **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0150 FLOW LENGTH(FEET) = 272.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.94 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.82 PIPE TRAVEL TIME(MIN.) = 0.65 Tc(MIN.) = 5.23 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 104.00 = 627.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.504 *USER SPECIFIED(SUBAREA): NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8495 SUBAREA AREA(ACRES) = 0.43 SUBAREA RUNOFF(CFS) = 2.43 TOTAL AREA(ACRES) = 1.6 TOTAL RUNOFF(CFS) = 9.06 TC(MIN.) = 5.23 **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.504 *USER SPECIFIED(SUBAREA): NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7100 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8350 SUBAREA AREA(ACRES) = 0.19 SUBAREA RUNOFF(CFS) = 0.88 TOTAL AREA(ACRES) = 1.8 TOTAL RUNOFF(CFS) = 9.94 TC(MIN.) = 5.23 **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.504 *USER SPECIFIED(SUBAREA): NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .8400 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8357 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 1.64 TOTAL AREA(ACRES) = 2.1 TOTAL RUNOFF(CFS) = 11.58 TC(MIN.) = 5.23 **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.504 *USER SPECIFIED(SUBAREA): NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7000 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8320 SUBAREA AREA(ACRES) = 0.06 SUBAREA RUNOFF(CFS) = 0.27 TOTAL AREA(ACRES) = 2.2 TOTAL RUNOFF(CFS) = 11.85 TC(MIN.) = 5.23 **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.504 *USER SPECIFIED(SUBAREA): NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .4900 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7705 SUBAREA AREA(ACRES) = 0.48 SUBAREA RUNOFF(CFS) = 1.53 TOTAL AREA(ACRES) = 2.7 TOTAL RUNOFF(CFS) = 13.38 TC(MIN.) = 5.23 **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 14.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.05 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.38 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 5.34 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 105.00 = 677.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.411 *USER SPECIFIED(SUBAREA): NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .6300 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7406 SUBAREA AREA(ACRES) = 0.72 SUBAREA RUNOFF(CFS) = 2.91 TOTAL AREA(ACRES) = 3.4 TOTAL RUNOFF(CFS) = 16.10 TC(MIN.) = 5.34 **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.411 *USER SPECIFIED(SUBAREA): NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .8800 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7540 SUBAREA AREA(ACRES) = 0.36 SUBAREA RUNOFF(CFS) = 2.03 TOTAL AREA(ACRES) = 3.8 TOTAL RUNOFF(CFS) = 18.13 TC(MIN.) = 5.34 **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.411 *USER SPECIFIED(SUBAREA): NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7605 SUBAREA AREA(ACRES) = 0.83 SUBAREA RUNOFF(CFS) = 4.20 TOTAL AREA(ACRES) = 4.6 TOTAL RUNOFF(CFS) = 22.33 TC(MIN.) = 5.34 **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 250.00 MANNING'S N = 0.013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 7.11 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 22.33 PIPE TRAVEL TIME(MIN.) = 0.59 Tc(MIN.) = 5.93 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 106.00 = 927.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 13 ---------------------------------------------------------------------------- >>>>>CLEAR THE MAIN-STREAM MEMORY<<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 111.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .3000 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 30.00 UPSTREAM ELEVATION(FEET) = 158.52 DOWNSTREAM ELEVATION(FEET) = 150.30 ELEVATION DIFFERENCE(FEET) = 8.22 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.661 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.692 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.10 TOTAL AREA(ACRES) = 0.05 TOTAL RUNOFF(CFS) = 0.10 **************************************************************************** FLOW PROCESS FROM NODE 111.00 TO NODE 112.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 251.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 6.0 INCH PIPE IS 1.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 1.99 GIVEN PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.10 PIPE TRAVEL TIME(MIN.) = 2.10 Tc(MIN.) = 5.76 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 112.00 = 281.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 112.00 TO NODE 112.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.107 *USER SPECIFIED(SUBAREA): NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7400 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7000 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 2.26 TOTAL AREA(ACRES) = 0.6 TOTAL RUNOFF(CFS) = 2.35 TC(MIN.) = 5.76 **************************************************************************** FLOW PROCESS FROM NODE 112.00 TO NODE 113.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0150 FLOW LENGTH(FEET) = 145.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.32 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.35 PIPE TRAVEL TIME(MIN.) = 0.45 Tc(MIN.) = 6.22 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 113.00 = 426.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 113.00 TO NODE 114.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0180 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.58 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.35 PIPE TRAVEL TIME(MIN.) = 0.45 Tc(MIN.) = 6.66 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 114.00 = 576.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 114.00 TO NODE 114.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.560 *USER SPECIFIED(SUBAREA): NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .8400 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7873 SUBAREA AREA(ACRES) = 0.91 SUBAREA RUNOFF(CFS) = 4.25 TOTAL AREA(ACRES) = 1.5 TOTAL RUNOFF(CFS) = 6.39 TC(MIN.) = 6.66 **************************************************************************** FLOW PROCESS FROM NODE 114.00 TO NODE 114.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 6.39 6.66 5.560 1.46 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 114.00 = 576.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 22.33 5.93 5.995 4.58 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 114.00 = 927.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 28.02 5.93 5.995 2 27.10 6.66 5.560 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 28.02 Tc(MIN.) = 5.93 TOTAL AREA(ACRES) = 6.0 **************************************************************************** FLOW PROCESS FROM NODE 114.00 TO NODE 114.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.995 *USER SPECIFIED(SUBAREA): NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .3000 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7449 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.54 TOTAL AREA(ACRES) = 6.3 TOTAL RUNOFF(CFS) = 28.31 TC(MIN.) = 5.93 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 6.3 TC(MIN.) = 5.93 PEAK FLOW RATE(CFS) = 28.31 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1532 Analysis prepared by: Tory R. Walker Engineering, Inc. 122 Civic Center Drive Suite 206 Vista, CA 92084 ************************** DESCRIPTION OF STUDY ************************** * AVIARA OAKS ELEMENTARY SCHOOL * * 100YR DESIGN STORM * * POST-PROJECT ROUTING, BASIN B * ************************************************************************** FILE NAME: AOEBMP2.DAT TIME/DATE OF STUDY: 16:21 01/16/2025 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.540 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.85 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.50 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .3000 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 40.00 UPSTREAM ELEVATION(FEET) = 156.70 DOWNSTREAM ELEVATION(FEET) = 155.63 ELEVATION DIFFERENCE(FEET) = 1.07 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.561 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.616 SUBAREA RUNOFF(CFS) = 0.17 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.17 **************************************************************************** FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 152.01 DOWNSTREAM(FEET) = 151.04 FLOW LENGTH(FEET) = 195.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 6.0 INCH PIPE IS 2.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 1.83 GIVEN PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.17 PIPE TRAVEL TIME(MIN.) = 1.77 Tc(MIN.) = 8.34 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 202.00 = 235.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 202.00 TO NODE 203.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 151.04 DOWNSTREAM(FEET) = 147.66 FLOW LENGTH(FEET) = 170.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 6.0 INCH PIPE IS 2.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.00 GIVEN PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.17 PIPE TRAVEL TIME(MIN.) = 0.94 Tc(MIN.) = 9.28 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 203.00 = 405.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 203.00 TO NODE 203.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.491 *USER SPECIFIED(SUBAREA): NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7300 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6694 SUBAREA AREA(ACRES) = 0.61 SUBAREA RUNOFF(CFS) = 2.00 TOTAL AREA(ACRES) = 0.7 TOTAL RUNOFF(CFS) = 2.13 TC(MIN.) = 9.28 **************************************************************************** FLOW PROCESS FROM NODE 203.00 TO NODE 204.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 147.66 DOWNSTREAM(FEET) = 147.36 FLOW LENGTH(FEET) = 18.00 MANNING'S N = 0.013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 6.12 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 8.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.13 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 9.33 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 204.00 = 423.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 204.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 204.00 IS CODE = 13 ---------------------------------------------------------------------------- >>>>>CLEAR THE MAIN-STREAM MEMORY<<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 211.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 65.00 UPSTREAM ELEVATION(FEET) = 157.00 DOWNSTREAM ELEVATION(FEET) = 156.00 ELEVATION DIFFERENCE(FEET) = 1.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.514 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.692 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.30 TOTAL AREA(ACRES) = 0.05 TOTAL RUNOFF(CFS) = 0.30 **************************************************************************** FLOW PROCESS FROM NODE 211.00 TO NODE 212.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 155.00 DOWNSTREAM(FEET) = 153.60 CHANNEL LENGTH THRU SUBAREA(FEET) = 140.00 CHANNEL SLOPE = 0.0100 CHANNEL BASE(FEET) = 1.00 "Z" FACTOR = 0.000 MANNING'S FACTOR = 0.019 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.692 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.76 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.21 AVERAGE FLOW DEPTH(FEET) = 0.55 TRAVEL TIME(MIN.) = 0.73 Tc(MIN.) = 3.24 SUBAREA AREA(ACRES) = 0.55 SUBAREA RUNOFF(CFS) = 2.91 AREA-AVERAGE RUNOFF COEFFICIENT = 0.799 TOTAL AREA(ACRES) = 0.6 PEAK FLOW RATE(CFS) = 3.21 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.88 FLOW VELOCITY(FEET/SEC.) = 3.65 LONGEST FLOWPATH FROM NODE 210.00 TO NODE 212.00 = 205.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 212.00 TO NODE 204.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 149.26 DOWNSTREAM(FEET) = 147.36 FLOW LENGTH(FEET) = 197.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 12.0 INCH PIPE IS 9.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.68 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.21 PIPE TRAVEL TIME(MIN.) = 0.70 Tc(MIN.) = 3.94 LONGEST FLOWPATH FROM NODE 210.00 TO NODE 204.00 = 402.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 204.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 3.21 3.94 6.692 0.60 LONGEST FLOWPATH FROM NODE 210.00 TO NODE 204.00 = 402.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 2.13 9.33 4.476 0.71 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 204.00 = 423.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 4.11 3.94 6.692 2 4.28 9.33 4.476 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 4.28 Tc(MIN.) = 9.33 TOTAL AREA(ACRES) = 1.3 **************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 205.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 147.36 DOWNSTREAM(FEET) = 146.25 FLOW LENGTH(FEET) = 119.00 MANNING'S N = 0.013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 5.45 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.28 PIPE TRAVEL TIME(MIN.) = 0.36 Tc(MIN.) = 9.69 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 205.00 = 542.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 205.00 TO NODE 205.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 221.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): URBAN NEWLY GRADED AREAS RUNOFF COEFFICIENT = .3000 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 40.00 UPSTREAM ELEVATION(FEET) = 158.00 DOWNSTREAM ELEVATION(FEET) = 156.50 ELEVATION DIFFERENCE(FEET) = 1.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.862 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.040 SUBAREA RUNOFF(CFS) = 0.14 TOTAL AREA(ACRES) = 0.08 TOTAL RUNOFF(CFS) = 0.14 **************************************************************************** FLOW PROCESS FROM NODE 221.00 TO NODE 222.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 156.50 DOWNSTREAM(FEET) = 153.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 215.00 CHANNEL SLOPE = 0.0163 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 25.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 0.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.676 *USER SPECIFIED(SUBAREA): URBAN NEWLY GRADED AREAS RUNOFF COEFFICIENT = .3000 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.02 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.26 AVERAGE FLOW DEPTH(FEET) = 0.18 TRAVEL TIME(MIN.) = 2.85 Tc(MIN.) = 8.72 SUBAREA AREA(ACRES) = 1.23 SUBAREA RUNOFF(CFS) = 1.73 AREA-AVERAGE RUNOFF COEFFICIENT = 0.300 TOTAL AREA(ACRES) = 1.3 PEAK FLOW RATE(CFS) = 1.84 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.22 FLOW VELOCITY(FEET/SEC.) = 1.46 LONGEST FLOWPATH FROM NODE 220.00 TO NODE 222.00 = 255.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 222.00 TO NODE 205.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 153.00 DOWNSTREAM(FEET) = 145.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 245.00 CHANNEL SLOPE = 0.0327 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 1.250 MANNING'S FACTOR = 0.019 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.424 *USER SPECIFIED(SUBAREA): URBAN NEWLY GRADED AREAS RUNOFF COEFFICIENT = .3000 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.16 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 5.22 AVERAGE FLOW DEPTH(FEET) = 0.58 TRAVEL TIME(MIN.) = 0.78 Tc(MIN.) = 9.50 SUBAREA AREA(ACRES) = 0.48 SUBAREA RUNOFF(CFS) = 0.64 AREA-AVERAGE RUNOFF COEFFICIENT = 0.300 TOTAL AREA(ACRES) = 1.8 PEAK FLOW RATE(CFS) = 2.38 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.60 FLOW VELOCITY(FEET/SEC.) = 5.32 LONGEST FLOWPATH FROM NODE 220.00 TO NODE 205.00 = 500.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 205.00 TO NODE 205.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.424 *USER SPECIFIED(SUBAREA): URBAN NEWLY GRADED AREAS RUNOFF COEFFICIENT = .3000 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3000 SUBAREA AREA(ACRES) = 0.19 SUBAREA RUNOFF(CFS) = 0.25 TOTAL AREA(ACRES) = 2.0 TOTAL RUNOFF(CFS) = 2.63 TC(MIN.) = 9.50 **************************************************************************** FLOW PROCESS FROM NODE 205.00 TO NODE 205.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 2.63 9.50 4.424 1.98 LONGEST FLOWPATH FROM NODE 220.00 TO NODE 205.00 = 500.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 4.28 9.69 4.367 1.31 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 205.00 = 542.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 6.82 9.50 4.424 2 6.87 9.69 4.367 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6.87 Tc(MIN.) = 9.69 TOTAL AREA(ACRES) = 3.3 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 3.3 TC(MIN.) = 9.69 PEAK FLOW RATE(CFS) = 6.87 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS   Drainage Report Aviara Oaks Elementary School Modernization October 2023, Revised January 2025    Page 4 Job # 717-02 ATTACHMENT 4 Hydraulic Calculations   E   Drainage Report Aviara Oaks Elementary School Modernization October 2023, Revised January 2025    Page 6 Job # 717-02 Detention Routing – BMP1 and BMP2   E RATIONAL METHOD HYDROGRAPH PROGRAM COPYRIGHT 1992, 2001 RICK ENGINEERING COMPANY RUN DATE 10/30/2024 HYDROGRAPH FILE NAME Text1 TIME OF CONCENTRATION 6 MIN. 6 HOUR RAINFALL 2.54 INCHES BASIN AREA 6.34 ACRES RUNOFF COEFFICIENT 0.75 PEAK DISCHARGE 28.31 CFS TIME (MIN) = 0 DISCHARGE (CFS) = 0 TIME (MIN) = 6 DISCHARGE (CFS) = 0.7 TIME (MIN) = 12 DISCHARGE (CFS) = 0.7 TIME (MIN) = 18 DISCHARGE (CFS) = 0.7 TIME (MIN) = 24 DISCHARGE (CFS) = 0.8 TIME (MIN) = 30 DISCHARGE (CFS) = 0.8 TIME (MIN) = 36 DISCHARGE (CFS) = 0.8 TIME (MIN) = 42 DISCHARGE (CFS) = 0.8 TIME (MIN) = 48 DISCHARGE (CFS) = 0.8 TIME (MIN) = 54 DISCHARGE (CFS) = 0.8 TIME (MIN) = 60 DISCHARGE (CFS) = 0.8 TIME (MIN) = 66 DISCHARGE (CFS) = 0.9 TIME (MIN) = 72 DISCHARGE (CFS) = 0.9 TIME (MIN) = 78 DISCHARGE (CFS) = 0.9 TIME (MIN) = 84 DISCHARGE (CFS) = 0.9 TIME (MIN) = 90 DISCHARGE (CFS) = 1 TIME (MIN) = 96 DISCHARGE (CFS) = 1 TIME (MIN) = 102 DISCHARGE (CFS) = 1 TIME (MIN) = 108 DISCHARGE (CFS) = 1 TIME (MIN) = 114 DISCHARGE (CFS) = 1.1 TIME (MIN) = 120 DISCHARGE (CFS) = 1.1 TIME (MIN) = 126 DISCHARGE (CFS) = 1.1 TIME (MIN) = 132 DISCHARGE (CFS) = 1.2 TIME (MIN) = 138 DISCHARGE (CFS) = 1.2 TIME (MIN) = 144 DISCHARGE (CFS) = 1.2 TIME (MIN) = 150 DISCHARGE (CFS) = 1.3 TIME (MIN) = 156 DISCHARGE (CFS) = 1.3 TIME (MIN) = 162 DISCHARGE (CFS) = 1.4 TIME (MIN) = 168 DISCHARGE (CFS) = 1.5 TIME (MIN) = 174 DISCHARGE (CFS) = 1.6 TIME (MIN) = 180 DISCHARGE (CFS) = 1.6 TIME (MIN) = 186 DISCHARGE (CFS) = 1.8 TIME (MIN) = 192 DISCHARGE (CFS) = 1.9 TIME (MIN) = 198 DISCHARGE (CFS) = 2.1 TIME (MIN) = 204 DISCHARGE (CFS) = 2.2 TIME (MIN) = 210 DISCHARGE (CFS) = 2.5 TIME (MIN) = 216 DISCHARGE (CFS) = 2.7 TIME (MIN) = 222 DISCHARGE (CFS) = 3.3 TIME (MIN) = 228 DISCHARGE (CFS) = 3.8 TIME (MIN) = 234 DISCHARGE (CFS) = 5.6 TIME (MIN) = 240 DISCHARGE (CFS) = 7.9 TIME (MIN) = 246 DISCHARGE (CFS) = 28.31 TIME (MIN) = 252 DISCHARGE (CFS) = 4.5 TIME (MIN) = 258 DISCHARGE (CFS) = 3 TIME (MIN) = 264 DISCHARGE (CFS) = 2.4 TIME (MIN) = 270 DISCHARGE (CFS) = 2 TIME (MIN) = 276 DISCHARGE (CFS) = 1.7 TIME (MIN) = 282 DISCHARGE (CFS) = 1.5 TIME (MIN) = 288 DISCHARGE (CFS) = 1.4 TIME (MIN) = 294 DISCHARGE (CFS) = 1.3 TIME (MIN) = 300 DISCHARGE (CFS) = 1.2 TIME (MIN) = 306 DISCHARGE (CFS) = 1.1 TIME (MIN) = 312 DISCHARGE (CFS) = 1 TIME (MIN) = 318 DISCHARGE (CFS) = 1 TIME (MIN) = 324 DISCHARGE (CFS) = 0.9 TIME (MIN) = 330 DISCHARGE (CFS) = 0.9 TIME (MIN) = 336 DISCHARGE (CFS) = 0.9 TIME (MIN) = 342 DISCHARGE (CFS) = 0.8 TIME (MIN) = 348 DISCHARGE (CFS) = 0.8 TIME (MIN) = 354 DISCHARGE (CFS) = 0.8 TIME (MIN) = 360 DISCHARGE (CFS) = 0.7 TIME (MIN) = 366 DISCHARGE (CFS) = 0 BMP-1 INFLOW HYDROGRAPH PEAK Q100< ._I _ ___, Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2024 Wednesday, 10 / 30 / 2024 Hyd. No. 2 100YR PEAK ROUTING Hydrograph type = Reservoir Peak discharge = 10.85 cfs Storm frequency = 100 yrs Time to peak = 4.20 hrs Time interval = 6 min Hyd. volume = 43,319 cuft Inflow hyd. No. = 1 - 100 YR PEAK INFLOW-BMP1Max. Elevation = 143.54 ft Reservoir name = BMP-1 Max. Storage = 14,435 cuft Storage Indication method used. 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 Q (cfs) 0.00 0.00 5.00 5.00 10.00 10.00 15.00 15.00 20.00 20.00 25.00 25.00 30.00 30.00 Q (cfs) Time (hrs) 100YR PEAK ROUTING Hyd. No. 2 -- 100 Year Hyd No. 2 Hyd No. 1 Total storage used = 14,435 cuft FREEBOARD: >1 FT THE LOWEST ELEVATION ADJACENT TO THE BASIN IS 146.83 GTR FL FOR THE PARKING AREA ENTERING THE BASIN. BMP-1 PEAK OUTFLOW t Li l 111111111 ELEVATION AT LOWEST OPENING: THE ANALYSIS DISREGARDS WATER QUALITY VOLUME (CONJUNCTIVE USE CRITERIA PER THE SAN DIEGO COUNTY HYDRAULIC DESIGN MANUAL) Pond Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2024 Pond No. 1 -BMP-1 Pond Data Contours -User-defined contour area . Conic method used for volume calculation. Begining Elevation = 141. 75 ft Stage / Storage Table Stage (ft) Contour area (sqft) Iner. Storage (cuft) Total storage (cuft) 0.00 141 .75 7,165 0 0 0.25 142.00 7,480 1,830 1,830 1.25 143.00 8,289 7,880 9,711 2.25 144.00 9,120 8,700 18,411 3.25 145.00 10,460 9,781 28,192 Culvert/ Orifice Structures Weir Structures [AJ [BJ [CJ [PrfRsrJ [AJ [BJ Rise (in) = 1.00 9.00 0.00 0.00 Crest Len (ft) = 0.00 0.00 Span (in) = 1.00 36.00 0.00 0.00 Crest El. (ft) = 0.00 0.00 No. Barrels = 0 0 WeirCoeff. = 3.33 3.33 Invert El. (ft) = 141.75 142.17 0.00 0.00 Weir Type -- Length (ft) = 0.50 0.50 0.00 0.00 Multi-Stage = No No Slope(%) = 0.00 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000 (by Contour) Multi-Stage = n/a No No No TW Elev. (ft) = 0.00 2 Monday, 03 I 4 I 2024 [CJ [DJ 0.00 0.00 0.00 0.00 3.33 3.33 No No Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). Stage (ft) 4.00 3.00 2.00 1.00 0.00 -- -- -- -- -- -- -- -- -- -- -- -- ~ ~- ---- 0.00 2.00 4.00 -TotalQ -- -- -- -- -- ----i,ao- -- 6.00 Stage I Discharge ------ -- -- -- ------ ----/- ------ --~ - / ------- -----~ --- -- ~ ~ ---- -- -- -- ------ -- -- -- ------ -- -- -- 8.00 10.00 12.00 14.00 16.00 Elev (ft) 145.75 144.75 143.75 142.75 141 .75 18.00 Discharge (cfs) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2024 Wednesday, 10 / 30 / 2024 Hyd. No. 2 100YR PEAK ROUTING Hydrograph type = Reservoir Peak discharge = 10.85 cfs Storm frequency = 100 yrs Time to peak = 4.20 hrs Time interval = 6 min Hyd. volume = 43,319 cuft Inflow hyd. No. = 1 - 100 YR PEAK INFLOW-BMP1Max. Elevation = 143.54 ft Reservoir name = BMP-1 Max. Storage = 14,435 cuft Storage Indication method used. 0 6 12 18 24 30 36 42 Elev (ft) 141.00 141.00 142.00 142.00 143.00 143.00 144.00 144.00 145.00 145.00 Elev (ft) Time (hrs) 100YR PEAK ROUTING Hyd. No. 2 -- 100 Year 1. BMP-1 100 YR MAX WSE DRAWDOWN <48 HRS - - I-~ ~ I Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2024 Wednesday, 10 / 30 / 2024 Hyd. No. 5 BMP 1 - EMERGENCY OVER Hydrograph type = Reservoir Peak discharge = 15.70 cfs Storm frequency = 100 yrs Time to peak = 4.20 hrs Time interval = 6 min Hyd. volume = 43,527 cuft Inflow hyd. No. = 1 - 100 YR PEAK INFLOW-BMP1Max. Elevation = 144.73 ft Reservoir name = BMP1 Overflow Max. Storage = 7,184 cuft Storage Indication method used. 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Q (cfs) 0.00 0.00 5.00 5.00 10.00 10.00 15.00 15.00 20.00 20.00 25.00 25.00 30.00 30.00 Q (cfs) Time (hrs) BMP 1 - EMERGENCY OVER Hyd. No. 5 -- 100 Year Hyd No. 5 Hyd No. 1 Total storage used = 7,184 cuft BMP-1 EMERGENCY OVERFLOW CALCULATIONS Maximum WSE in an emergency condition where the primary outlet structure is completely clogged. J u - -- -- -- -- - - ' - - -----~ ' -~ ---- -"- -~~ 111111111 EMERGENCY OVERFLOW STRUCTURE. CURB INLET WITH 10 FT OPENING Pond Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2024 Pond No. 3 -BMP1 Overflow Pond Data Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation= 144.00 ft Stage I Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Iner. Storage (cuft) Total storage (cuft) 0.00 144.00 9,120 0 0 1.00 145.00 10,460 9,781 9,781 Culvert/ Orifice Structures Weir Structures [AJ [BJ [CJ [PrfRsrJ [AJ [BJ Rise (in) = 6.00 0.00 0.00 0.00 Crest Len (ft) = 0.00 0.00 Span (in) = 120.00 0.00 0.00 0.00 Crest El. (ft) = 0.00 0.00 No. Barrels = 1 0 0 0 WeirCoeff. = 3.33 3.33 Invert El. (ft) 0.00 0.00 0.00 Weir Type -- Length (ft) 0.00 0.00 0.00 Multi-Stage = No No Slope(%) = 0.00 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 Exfil.(in/hr) = 0.000 (by Wet area) Multi-Stage = n/a No No TW Elev. (ft) = 0.00 Thursday, 03 / 7 / 2024 [CJ [DJ 0.00 0.00 0.00 0.00 3.33 3.33 No No Note: CulverVOrifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). Stage (ft) 1.00 0.90 0.80 0.70 0.60 0.50 0.30 0.20 0.10 0.00 0.00 / / 2.00 -TotalQ ~/ ...... / / 4.00 6.00 8.00 Stage I Discharge L-------" II"""'" ------- 10.00 12.00 14.00 / / / ~ ~ 16.00 18.00 20.00 Elev (ft) 145.00 144.90 144.80 144.70 144.60 144.50 144.40 144.30 144.20 144.10 144.00 22.00 Discharge (cfs) RATIONAL METHOD HYDROGRAPH PROGRAM COPYRIGHT 1992, 2001 RICK ENGINEERING COMPANY RUN DATE 1/16/2025 HYDROGRAPH FILE NAME Text1 TIME OF CONCENTRATION 10 MIN. 6 HOUR RAINFALL 2.54 INCHES BASIN AREA 3.29 ACRES RUNOFF COEFFICIENT 0.47 PEAK DISCHARGE 6.87 CFS TIME (MIN) = 0 DISCHARGE (CFS) = 0 TIME (MIN) = 10 DISCHARGE (CFS) = 0.2 TIME (MIN) = 20 DISCHARGE (CFS) = 0.2 TIME (MIN) = 30 DISCHARGE (CFS) = 0.2 TIME (MIN) = 40 DISCHARGE (CFS) = 0.3 TIME (MIN) = 50 DISCHARGE (CFS) = 0.3 TIME (MIN) = 60 DISCHARGE (CFS) = 0.3 TIME (MIN) = 70 DISCHARGE (CFS) = 0.3 TIME (MIN) = 80 DISCHARGE (CFS) = 0.3 TIME (MIN) = 90 DISCHARGE (CFS) = 0.3 TIME (MIN) = 100 DISCHARGE (CFS) = 0.3 TIME (MIN) = 110 DISCHARGE (CFS) = 0.3 TIME (MIN) = 120 DISCHARGE (CFS) = 0.3 TIME (MIN) = 130 DISCHARGE (CFS) = 0.4 TIME (MIN) = 140 DISCHARGE (CFS) = 0.4 TIME (MIN) = 150 DISCHARGE (CFS) = 0.4 TIME (MIN) = 160 DISCHARGE (CFS) = 0.4 TIME (MIN) = 170 DISCHARGE (CFS) = 0.5 TIME (MIN) = 180 DISCHARGE (CFS) = 0.5 TIME (MIN) = 190 DISCHARGE (CFS) = 0.6 TIME (MIN) = 200 DISCHARGE (CFS) = 0.6 TIME (MIN) = 210 DISCHARGE (CFS) = 0.8 TIME (MIN) = 220 DISCHARGE (CFS) = 0.9 TIME (MIN) = 230 DISCHARGE (CFS) = 1.3 TIME (MIN) = 240 DISCHARGE (CFS) = 1.6 TIME (MIN) = 250 DISCHARGE (CFS) = 6.87 TIME (MIN) = 260 DISCHARGE (CFS) = 1.1 TIME (MIN) = 270 DISCHARGE (CFS) = 0.7 TIME (MIN) = 280 DISCHARGE (CFS) = 0.6 TIME (MIN) = 290 DISCHARGE (CFS) = 0.5 TIME (MIN) = 300 DISCHARGE (CFS) = 0.4 TIME (MIN) = 310 DISCHARGE (CFS) = 0.4 TIME (MIN) = 320 DISCHARGE (CFS) = 0.3 TIME (MIN) = 330 DISCHARGE (CFS) = 0.3 TIME (MIN) = 340 DISCHARGE (CFS) = 0.3 TIME (MIN) = 350 DISCHARGE (CFS) = 0.3 TIME (MIN) = 360 DISCHARGE (CFS) = 0.2 TIME (MIN) = 370 DISCHARGE (CFS) = 0 BMP-2 INFLOW HYDROGRAPH PEAK Q100< _I __ _ Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2024 Thursday, 01 / 16 / 2025 Hyd. No. 4 100YR ROUTING - BMP2 Hydrograph type = Reservoir Peak discharge = 4.249 cfs Storm frequency = 100 yrs Time to peak = 4.17 hrs Time interval = 10 min Hyd. volume = 14,161 cuft Inflow hyd. No. = 3 - 100YR PEAK INFLOW-BMP2Max. Elevation = 146.55 ft Reservoir name = BMP-2 Max. Storage = 2,858 cuft Storage Indication method used. 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 4.00 4.00 5.00 5.00 6.00 6.00 7.00 7.00 Q (cfs) Time (hrs) 100YR ROUTING - BMP2 Hyd. No. 4 -- 100 Year Hyd No. 4 Hyd No. 3 Total storage used = 2,858 cuft BMP-2 PEAK OUTFLOW TOP OF POND: 150 FT 1 FT MIN. FREEBOARD IS PROVIDED --- - - - ~ "' ---- ----- - - - J - -- -- .A/ --~ ---- I 1 I I~ -... ~ /I I I I 111111111 ELEVATION AT LOWEST OPENING: THE ANALYSIS DISREGARDS WATER QUALITY VOLUME (CONJUNCTIVE USE CRITERIA PER THE SAN DIEGO COUNTY HYDRAULIC DESIGN MANUAL) Pond Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2024 Pond No. 2 -BMP-2 Pond Data Contours -User-defined contour ar as. Conic method used for volume calculation. Begining Elevation= 145.50 ft Stage / Storage Table Stage (ft) Contour area (sqft) Iner. Storage (cuft) Total storage (cuft) 0.00 145.50 2,381 0 0 0.50 146.00 2,679 1,264 1,264 1.50 147.00 3,098 2,886 4,150 2.50 148.00 3,543 3,318 7,467 3.50 149.00 4,012 3,775 11,242 4.50 150.00 4,507 4,257 15,499 Culvert/ Orifice Structures Weir Structures [AJ [BJ [CJ [PrfRsrJ [AJ [BJ Rise (in) = 1.25 9.00 0.00 0.00 Crest Len (ft) = 0.00 0.00 Span (in) = 1.25 36.00 0.00 0.00 Crest El. (ft) = 0.00 0.00 No. Barrels = 0 0 WeirCoeff. = 3.33 3.33 Invert El. (ft) = 145.50 146.00 0.00 0.00 Weir Type -- Length (ft) = 0.50 0.50 0.00 0.00 Multi-Stage = No No Slope(%) = 0.00 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000 (by Wet area) Multi-Stage = n/a No No No TW Elev. (ft) = 0.00 Monday, 03 I 11 / 2024 [CJ [DJ 0.00 0.00 0.00 0.00 3.33 3.33 No No Note: CulverVOrifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). Stage (ft) Stage / Discharge Elev (ft) 5.00 --r------r------,-----~---.---------,------r-------,-------r---~-----r------r-150.50 --------------------------------------/·-- / -4.00 -+----+-------t----+-----+----+------+----+-----+----+--/-~----+-149.50 -----------------------------------~..-/ /-- 3.00 -+-----+----+----+-----t-------t-----+----+--_-/--2''!-----t-------t-----+-148.50 / ------------~J7 ~ 2.00 -+----+------+----+---+----+----,,,,,,-e:.+----+---+----+-------+----+ 147.50 -~ -------------------,,!.------------------------------....-- ------1.00 -+----+--,::::aa~F----+----+----+------+----+----+----+------+----+-146.50 7-.,-- 0.00 ~---~---~---~---~--~---~---~---~---~---~---~ 145.50 22.00 0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00 18.00 20.00 -TotalQ Discharge (cfs) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2024 Thursday, 01 / 16 / 2025 Hyd. No. 4 100YR ROUTING - BMP2 Hydrograph type = Reservoir Peak discharge = 4.249 cfs Storm frequency = 100 yrs Time to peak = 4.17 hrs Time interval = 10 min Hyd. volume = 14,161 cuft Inflow hyd. No. = 3 - 100YR PEAK INFLOW-BMP2Max. Elevation = 146.55 ft Reservoir name = BMP-2 Max. Storage = 2,858 cuft Storage Indication method used. 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 Elev (ft) 145.00 145.00 146.00 146.00 147.00 147.00 148.00 148.00 Elev (ft) Time (hrs) 100YR ROUTING - BMP2 Hyd. No. 4 -- 100 Year 2. BMP-2 100YR MAX WSE DRAWDOWN <24 HRS n - -~ ~ r"\.. , t --r----. ~   Drainage Report Aviara Oaks Elementary School Modernization October 2023, Revised January 2025    Page 7 Job # 717-02 Inlet and Rip Rap Sizing   E N 0 0 ° 2 0 ' 2 2 " W 2 9 3 . 7 1 ' N 55°56'0 0 " W 416.30' 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 AHEAD SD SD SD SD RD RD RD S PH PHPH PH PH (E) BUILDING 300 CLASSROOM (E) BUILDING 700 CLASSROOM (E) BLDG 400 CLASSROOM (E) CLASSROOM NEW BUILDING 800 CLASSROOM DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DSDS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS BUILDING 500 (E) BUILDING 600 CLASSROOM DS INLET, AND RIP RAP SIZING NOTE: RIP RAP ENERGY DISSIPATER IS SIZED PER RSD D-40 NOTE: CURB INLET CALCULATIONS CONSERVATIVELY DISREGARD UPSTREAM AREA DRAINS ~ I I ~I ... ·?~{::,~ ... - • _ -~·~-;; I ·: .. .. ~ .. ~ ........ I • 1f . ,, ;_; __ ., .. ,. ,. .. • • ... ~ ... -., ... ---·.•·· -~--- - F ~ '··-,-.. ; '-~:;,. . ::---..... '_ ) - . -~~ .. , I -· -- - 0 ~ CURB INLET STRUCTURE ID INLET TYPE Cl #1 CURB INLET, ON GRADE Cl #2 CURB INLET, SAG Cl #3 CURB INLET, SAG Cl #4 CURB INLET, ON GRADE Cl #5 CURB INLET, ON GRADE Cl #6 CURB INLET, SAG Cl #7 CURB INLET, SAG Cl #8 CURB INLET, SAG NON DISTURBED AREA -7 NON DISTURBED AREA SIZES 0100 (CFS) OPENING SIZE 3.93 11 Ft 2.53 4Ft 3.85 4Ft 0.42 4Ft 2.51 9Ft 2.13 4Ft 0.18 4Ft 0.12 4Ft .'~ I ...... • •• ·'•·· c-·:;....,•• ,..., ~ ·-. ·. -•J": .. ___,-=:11:=-~ .. -~~";il riiii--!..: • I .", -~• , I •• NON DISTURBED . AREA ·'. ~-.-~~-.I •••• ' I • bfr/_r.~:,;::·l:;;.;~·t::::=:;:;;Edl~ ~~ :~=.b =,,,//-.Jilc!.:...:,:;..:,; I I I I I I I I I I HI I I I I I I A-12' -1-I I I ~ I -J • 0.91 • • B-1 0.60 B-3 0.61 RIP RAP SIZES STRUCTURE ID 0100 (CFS) RR #1 (STORM DRAIN) 22.33 RR #1 (BROW DITCH) 2.49 RR #2 RR #3 RR #4 RR #5 I I I --------- ~ 6.39 4.28 2.38 1 . 91 I I 2, 0 50 SCALE: 1" = 50' TORY R. WALKER ENGINEERING 122 Civic Cen ter Drive, Suite 206 Viste, CA 92084 ROCK CLASS N0.2 BACKING N0.2 BACKING N0.2 BACKING N0.2 BACKING N0.2 BACKING N0.2 BACKING • 75 LEGEND ---PROPERTY LINE -440 -EXISTING GROUND CONTOURS -440-PROPOSED GROUND CONTOURS &:n-BASIN DESIGNATION ~-AREA {ACRES) DRAINAGE BASIN BOUNDARY - - - -DRAINAGE SUB-BASIN BOUNDARY --® STRUCTURE ID ......I--DIRECTION OF FLOW JANUARY 2025 FOR AVIARA OAKS ELEMENTARY SCHOOL Post-Project Drainage Basins Structure Basin Area (Ac.) Imperviousness % C Tc (min) I (in/hr) Q100 (cfs) CI #1 BYP-1 1.32 24 0.45 5 6.69 3.93 CI #2 A-1 0.50 76 0.76 5 6.69 2.53 CI #3 A-2a 0.64 100 0.90 5 6.69 3.85 CI #4 A-2b 0.07 100 0.90 5 6.69 0.42 CI #5 A-3 0.43 95 0.87 5 6.69 2.51 CI #6 A-6 0.36 97 0.88 5 6.69 2.13 CI #7 A-7a 0.03 100 0.9 5 6.69 0.18 CI #8 A-7b 0.03 50 0.60 5 6.69 0.12 RR #1 (Brow Ditch)A-9b 0.47 82 0.79 5 6.69 2.49 RR #5 A-9a 0.36 82 0.79 5 6.69 1.91 TRIBUTARY Q100 (5 MIN TC) NOTE: A 5 MIN TC IS CONSERVATIVELY ASSUMED FOR INLET AND LATERAL STORM DRAIN SIZING CALCULATIONS. SEE AES HYDROLOGY ROUTING FOR Q100s USED IN SIZING RR #1, #2, #3, AND #4 717_DRN Cvalue Study-PostProject_2025-01-15.xls Page 1 of 2 PROJECT:AVIARA OAKS ELEMENTARY DATE:10/30/2024 PROJECT #:717-02 BY:BTH Inlet Capacity Calculation Curb Inlet on Grade Full Interception From Equation 2-2 from the San Diego County Hydraulic Design Manual, Sept 2014 (SDCHDM, Sept 2014) LT = LT = Q = a = y = Inlet:CI #1 Node: Type: Q = 3.93 cfs a =0.33 ft y =0.32 ft LT =10.71 ft Inlet:CI #4 Node: Type: Q = 0.42 cfs a =0.33 ft y =0.18 ft LT =1.65 ft length of clear opening of inlet for total inlet for total interception (ft) flow rate at inlet per drainage analysis inlet depression (ft) Per Section 2.3.2.1 in SDCHDM, Sept 2014: (1) maximum 4" (0.33 ft) depression if curb inlet is separated from traffic lane with shoulder or parking lane (2) 2" (0.17 ft) depression is allowed when an inlet is adjacent to traffic lanes 4" depression from Figure 2-4 Curb Inlet on Grade See Post-Project Condition Runoff Calcs 4" depression from Figure 2-4 Q 0.7(a+y)3/2 Curb Inlet on Grade See Post-Project Condition Runoff Calcs depth of flow approaching the curb inlet (ft) S:\Projects2\717 (Ruhnau Clarke)\02 - Aviara Oaks Elementary\03 Analysis\02 Drainage\Curb Inlet Sizing\717_AOE_DRN Inlet Sizing Calculations.xlsx 10/30/2024 4:29 PM -- -- Page 2 of 2 PROJECT:AVIARA OAKS ELEMENTARY DATE:9/24/2024 PROJECT #:717-02 BY:BTH Inlet Capacity Calculation Curb Inlet on Grade Inlet:CI #5 Node: Type: Q =2.51 cfs a =0.33 ft y =0.24 ft LT =8.33 ft Curb Inlet on Grade See Post-Project Condition Runoff Calcs 4" depression from Figure 2-4 S:\Projects2\717 (Ruhnau Clarke)\02 - Aviara Oaks Elementary\03 Analysis\02 Drainage\Curb Inlet Sizing\717_AOE_DRN Inlet Sizing Calculations.xlsx 9/24/2024 2:09 PM -- San Diego County Hydraulic Design Manual Page 2-17 September 2014 Figure 2-4 6-inch Gutter and Roadway Discharge-Velocity Chart Figure 2-4 CI # 1 CI # 5CI # 4 n = 0.030 n=0.015 n = 0.0175 6" I 1s• 20 15 10 -+-----+--_____::::.........:,,-----1-------,f----+-------""~-I-------,-___,. Q) C. ..2 ti) 9 8 -2.5 Q) Q) 2 .. -ti) 1.5 c::,· 1 +-~,-.....,,....---¾--,----:-.....;::,..,,::,--1----+...::...::--1::-J~---------i 0.9 0.8 0.7 0.6 0.5 0.4 1 2 3 4 5 6 7 8 910 Discharge (tt3ts) 20 30 40 50 Page 1 of 3 PROJECT:AVIARA OAKS ELEMENTARY DATE:3/7/2024 PROJECT #:717-02 BY:BTH Inlet Capacity Calculation Curb Inlet on Sag Curb Inlet on Sag From Equation 2-8 from the San Diego County Hydraulic Design Manual, Sept 2014 (SDCHDM, Sept 2014) Weir Condition:Lw = Lw = Cw = Q = d = From Equation 2-9 from the San Diego County Hydraulic Design Manual, Sept 2014 (SDCHDM, Sept 2014) Orifice Condition: L = L = Q = h = g = do = do = y = a = h/2 sinq = For standard 6-inch curb inlet opening with a 4-inch depression (SDRSD No. D-12) Inlet #: CI #2 Node: Type: Q = 2.53 cfs WEIR CONDITION: Cw =3 d =0.4 ft Lw =3.33 ft ORIFICE CONDITION: y =0.4 cfs a =0.33 ft h/2 sinq =0.26 ft Per SDCHDM do = 0.47 ft h =0.5 ft curb opening height L =1.37 ft LW > L; Use Weir Condition, L = 4 ft Q 0.67h(2gdo)1/2 Q gravitational acceleration (ft/s2) = 32.2 ft/s2 flow rate at inlet per drainage analysis curb opening height curb opening length Cwd3/2 weir (opening) length (ft) flow rate at inlet per drainage analysis flow depth weir discharge coefficient = 3.0 per Table 2-1 effective depth of flow at curb face Flow depth of gutter per Figure 2-4 Curb Opening Depression ( 4 inches ) Per Equation 2-10 in SDCHDM (y+a) - h/2 sinq h/2 sinq = 3.1 inches ( 0.26 ft ) depth of flow in adjacent gutter adjustment for curb inlet throat width (h) and angle of throat incline (q). curb inlet depression Per Table 2-1 in SDCHDM Flow depth of gutter per Figure 2-4 Curb Inlet in Sag S:\Projects2\717 (Ruhnau Clarke)\02 - Aviara Oaks Elementary\03 Analysis\02 Drainage\Curb Inlet Sizing\717_AOE_DRN Inlet Sizing Calculations 3/7/2024 11:29 AM - - Page 2 of 3 PROJECT:AVIARA OAKS ELEMENTARY DATE:3/7/2024 PROJECT #:717-02 BY:BTH Inlet Capacity Calculation Curb Inlet on Sag Inlet #:CI #6 Node: Type: Q = 2.13 cfs WEIR CONDITION: Cw =3 d =0.4 ft Lw =2.81 ft ORIFICE CONDITION: y =0.4 cfs a =0.33 ft h/2 sinq =0.26 ft Per SDCHDM do = 0.47 ft h =0.5 ft curb opening height L =1.16 ft LW > L; Use Weir Condition, L = 4 ft Inlet #:CI #7 Node: Type: Q = 0.18 cfs WEIR CONDITION: Cw =3 d =0.4 ft Lw =0.24 ft ORIFICE CONDITION: y =0.4 cfs a =0.33 ft h/2 sinq =0.26 ft Per SDCHDM do = 0.47 ft h =0.5 ft curb opening height L =0.10 ft LW > L; Use Weir Condition, L = 4ft Inlet #:CI #8 Node: Type: Q = 0.12 cfs WEIR CONDITION: Cw =3 d =0.4 ft Per Equation 2-10 in SDCHDM Curb Inlet in Sag Per Table 2-1 in SDCHDM Flow depth of gutter per Figure 2-4 Curb Inlet in Sag Per Table 2-1 in SDCHDM Flow depth of gutter per Figure 2-4 Flow depth of gutter per Figure 2-4 Curb Opening Depression ( 4 inches ) Per Equation 2-10 in SDCHDM Curb Inlet in Sag Per Table 2-1 in SDCHDM Flow depth of gutter per Figure 2-4 Flow depth of gutter per Figure 2-4 Curb Opening Depression ( 4 inches ) S:\Projects2\717 (Ruhnau Clarke)\02 - Aviara Oaks Elementary\03 Analysis\02 Drainage\Curb Inlet Sizing\717_AOE_DRN Inlet Sizing Calculations 3/7/2024 11:29 AM - - - - -- Page 3 of 3 PROJECT:AVIARA OAKS ELEMENTARY DATE:3/7/2024 PROJECT #:717-02 BY:BTH Inlet Capacity Calculation Curb Inlet on Sag Lw =0.16 ft ORIFICE CONDITION: y =0.4 cfs a =0.33 ft h/2 sinq =0.26 ft Per SDCHDM do = 0.47 ft h =0.5 ft curb opening height L =0.07 ft LW > L; Use Weir Condition, L = 4 ft Inlet #:CI #3 Node: Type: Q = 3.04 cfs WEIR CONDITION: Cw =3 d =0.4 ft Lw =4.00 ft ORIFICE CONDITION: y =0.4 cfs a =0.33 ft h/2 sinq =0.26 ft Per SDCHDM do = 0.47 ft h =0.5 ft curb opening height L =4.00 ft Q=7.37 Use Weir Condition, Capacity @ 4ft Opening = 3.04 CFS Flow depth of gutter per Figure 2-4 Curb Opening Depression ( 4 inches ) Per Equation 2-10 in SDCHDM Curb Opening Depression ( 4 inches ) Per Equation 2-10 in SDCHDM Curb Inlet in Sag Per Table 2-1 in SDCHDM Flow depth of gutter per Figure 2-4 Flow depth of gutter per Figure 2-4 S:\Projects2\717 (Ruhnau Clarke)\02 - Aviara Oaks Elementary\03 Analysis\02 Drainage\Curb Inlet Sizing\717_AOE_DRN Inlet Sizing Calculations 3/7/2024 11:29 AM - - - CI#3 IS A PROPOSED TYPE C CURB INLET. THE GRATE PROVIDES AN ADDITIONAL 2.2 CFS CAPACITY: 3.04 CFS (OPENING) + 2.2 CFS (GRATE) = 5.24 CFS 5.24 CFS > 3.85 CFS TRIBUTARY, INLET HAS ADEQUATE CAPACITY -= -'-Cl) ... ca 3: ..... 0 .c ... Q. Cl) C 5 4 3 2 1 0.9 0.8 0.7 0.6 0.5 0.4 0.3 0.2 + 0-15 Operating as Orifice (Ae=2.4 ft2) ... -+---+--+--+---+--I Grate Inlets Operating as Orifice Figure 2-7 ± I Grate Inlets Operating as Weir + ('\j ('\j (.) ~ I ~ ---0-15 Long Edge ,Agains Curb (Pe=3.1 ft) cr: --D-15 Flow from f 11 ~irl c ions (P 0=4.6 ft) l 0.1 __________________________________ _,q: 1 2 3 4 5 6 7 8 910 20 30 40 50 Grate Inlet Capacity (ft3/s) ----------- Figure 2-7 Capacity of Grate Inlets in Sump Locations Page 2-20 San Diego County Hydraulic Design Manual September 2014 P.IPRAP #1. ORJW O "Cl I. OASIN A·9b X I 11p:::: )11ooe:odol .=.I [.lefina .. no, 2.L90 cl~ G de Cl~e 1121 I: J) G7 II 1V Cep:h 0.16·1 R S de ~l~e .! g21: JJ 67 H IV 6r?.a :IFlo,11 0.26'5 tq fl :hon,~ wid:h (0): )1 5 If:) v/et:ed re+nele1 • .09G R Pbe )ia-neserlD:: j,n 1f:) ~ yd1.:aulc H .:due U.HU • 6,•e1age Veody 9.L·3 fJ:, lon~lu:1nj ~lox: JJ 2 11:;t: I T •• \ViJ.h (T) ·.no R r f v~ 1i1I~ 0-f,ul ~roxc ~-u11"bc1 42:JU Monnh;i'~ n=-..ghne~~ J) 01 :C Cr teal C'leplt 0.L·3 R r L~eli·rng f, I 1:,11\/-4111:I; '.l'.l~? fp iuft Tw~ l·.,.;c..,enPa:,O(~h( ..!l Lrtc.:al S ope u.um:1~1 ll.'lt Cr teal T~ ·.,o/idf" .?.05•1 R IJ,.<S·-• S ,~:-..._ 7 nr.n I vfl"7 Avg Gh::r Glr~~ • .7<l2 l:vff2 .. [rte· rlM: )2.4CO (c',) r Erb: D1::JJ1. Jo.1e, (Ill f:-4,:u.-l-: not.. Co11pule Curve~ ... RIPRAP #1, NODE 106 Define ... Side Slope 1 [Zl) I0.0 H • 1V Side Slope 2 [22): ~I0-.0--H 1V Channel Width (BJ: lo.o (ft) Pipe Diameter (DJ: 12.0 (ft) Longitudinal Slope: jo.01 (ft/ft) r Ovemde Default Manning's Roughness: 10.0130 r Use Lining il Lining Type:j ~W-ov_e_n_P_a-pe_r_N_e_t ---- r♦ Enter Flow: 122.330 (ds) r Enter Depth: 11 .616 (ft) Calculate Plot... Compute Cu,ves ... X Flow 22.330 ds Depth 1.616 ft Area of Flow 2.720 sq ft Wetted Perimeter 4.470 ft Hydraulic Radius 0.609 ft ver age Velocity 8.209 fps Top Width (T) 1.575 ft Froude Number 1.101 Critical Depth 1.686 ft Critical Velocity 7.904 fps Critical Slope 0.00930 ft/ft Critical Top Width 1.456 ft Max Shear Stress 1.009 lb/ft'2 Avg Shear Stress 0.380 lb/ft'2 OK Cancel RIPRAP #2, NODE 114 Type: I Circular i.l Define ... Side Slope 1 [21 ): jo.o H : 1V Side Slope 2 [22):j r-0-.0--H : 1V Channel Width (BJ jO.O (ft) Pipe Diameter (DJ: j1.5 (ft) Longitudinal Slope: 10.01 (ft/ft) r Override Default Manning's Roughness: j0.0130 r Use Lining i.l Lining Type: '"jw-ov_e_n_P_a-pe_r_N_e_t ---- r♦ Enter Flow: j6.390 r Enter Depth: j0.845 Calculate (cfs) (ft) Plot... Compute Curves ... X Flow 6.390 cfs Depth 0.845 ft Area of Flow 1.025 sq ft Wetted Perimeter 2.546 ft Hydraulic Radius 0.403 ft 6.233 f s Top Width (T) 1.488 ft Froude Number 1.323 Critical Depth 0.977 ft Critical Velocity 5.243 fps Critical Slope 0.00643 ft/ft Critical Top Width 1.430 ft Max Shear Stress 0.527 lb/ft'2 Avg Shear Stress 0.251 lb/ft'2 OK Cancel RIPRAP #3, NODE 205 Type: ] Circular i] Side Slope 1 IZ1 ): Jo.o Side Slope 2 {Z2):] r0-.0-- Channel Width (BJ: Jo.o Pipe Diameter (DJ:] rl-.0-- Longitudinal Slope: ]0.02 r Dveuide Default Manning's Roughness: ]0.0130 r Use Lining Defne ... H:W H:W (ft) (It) (fl/It) Lining Type:] rW_o_v_e_n-Pa_p_e_r H-et----3-.- r♦ Enter Flow: ]4.280 r Enter Depth: JO. 708 (els) (It) Calculate ! Plot... Compute euves... 1 X ~~~I Flow 4.280 cfs Depth 0.708 ft Alea ol Flow 0.594 sq ft Wetted Pmneter 2.000 ft Hyct"'-'c Ra<fius 0.297 ft Avet-Velocihl 7.201 fns I Top \rfdn (T) 0.910 ft Froude Number 1.570 Oiica1De¢, 0.870 ft Qiical Velocily 5.900 fps QiicalSlope 0.01316 ft/ft Qiical Top Width 0.672 ft Max Shear Stress 0.883 lb/ft'2 Avg Shear Stress 0.371 lb/ft'2 OK Cancel hllHAP :.1, l:IASI M 1:1-4 and 1:--!> I /pe: )1 r.:a:,~::oi:fol [1efine ... S cc Sb» 1 [Z1): lo.;7 H 1'✓ S ce Sb:i? ~ 1,Z~): 10.;7 H r✓ Choo-rel '#i~:I· ICl: It> fltl l·hBL11a1.-.B:erlOJ: 'I 1-.)--lltJ _u11~i.uLim:1I ~lua,t:. lo.2 fll/f.l r U•1e111j9 L•et9;t t,b"lnt"g3 Roughncc3 lu.Jl ~u r U+elring I irin!) Tyru:r 'lw-c""'-.-P-•P-•-,-N-et ___ _ 3 @ Entel FbAt )2 38( <"' Ente1 [1?:111-: lo 16C L:alculale left) lfl) r:nrn(lut~ r:11,.,.P.: Flm\l 7 :tRO .-fa OP.fllh n 1 fin fl Ar~:i rf Anw n ?!'i:' .,. \Veuej Perrnete1 1.885 fl Hydr:1uic Rajus 0.136 fl A vti1 :1 ti Vtlu..:i 9.2~9 f ♦ 1 Ul,I 0v\1iJlt IT) 1,714 fl f I umlti Nu 11l,t:1 ~.213 C1 ll.ld 0:;JJ 0.402 fl C1 ll.ld Vtiu.;l11 3.3~0 fa,+ CrtC.O G~ 0.009GS fl,!t CrtC.O Top 'v/ dh 2.0)0 fl Mox Ghe:r J:r:+~ 1.99G lb/f:"L Avg J 1:01 Gire~~ 1.702 lb/f:"L RJP~J,P <S, E/,SII~ P.-9, l}P~: )lropczoi:lol 3 Deft"IB ... Sr1P. Slrp~ 1 l,✓" J )111-i.' H • 1V 5i:le51op,2[Z2) j~0.-6?--H: 1\/ c~"'n•I y1;~1n (B) Its (f:) Pipe Do,,,:a :c): Ito (f:) Lonsit~din.:il Slcp~: )0.2 (f:Atl r 0·1e11idc Debu!I ,,fal'lni'lg'e =t:iugl-neet: Ju.u· ':U r II :P. I inho 3 Unino Ty~e: "lw-.,-.-.. -P-•-n,-,-N-.-. ---- r♦ : -ile· fbw: )1 [10 l :. 'lie· ll?ph: Ju 14U _·abdate Flot... Io's) lttl flov, I.SIC cf! Dc~th 0." L( fl Ar~;i -ii Hnw II n:-~tt \\/1::;lh::J Ptrn d.t1 1.837 fl H yd aL lie =tadi.1t 0. • 21 fl A \'E:fclCe \,' elccity 8.572 fpt Top \.✓,dh IT) 1.687 fl Frouce Nurntef L, 57 Crticol Ocp:h 0.35( fl CrbcalVecdl °J: L': tpt c, li..:<11 SILi-i= 0.00~82 fill Crtical To:, \u'i::llh 1.96~ fl Ma> Shea 31ress , ,,. ., -lblft"2 /wg Sho:r S1Jc33 1.51~ lb,ft"2 OK :ancel ~ N a:: 0 Cl N ::::::!: :::, ::::::!: z :i 0 ~ N a:: 0 Cl N CD CONCRETE CHANNEL Revision By Approved Date ORIGINAL Kercheval 2/75 Edited T.R. T. Regello 10/15 Edited M.W M. Widelski 10/18 Reviewed RP S. Engeda 03/22 TABLE 7-1 {BELOW) PER JULY 2005 SAN DIEGO COUNTY DRAINAGE DESIGN MANUAL 2D OR 2W MIN. ~OR~ DESIGN VELOCITY ROCK RIP-RAP THICKNESS {FT/SEC) * CLASS ''r" {MIN) 6-10 NO. 2 BACKING 1.1 FT CD 10-12 1/4 TON 2.7 FT 12-14 1/2 TON 3.5 FT 14-16 1 TON 4.4 FT 16-18 2 TON 5.4 FT 611 WIDE SLOT * OVER 20 FT /SEC REQUIRES SPECIAL DESIGN D = PIPE DIAMETER 0 3D OR 3W PLAN 2D OR 2W MIN. SECTION 8-8 W = BOTTOM WIDTH OF CHANNEL 7'.~ s ~b ::::::!: ...J V) .ST {MIN.) FLOW I- FILTER BLANKET MATERIALS(S) ;:..:;;......____,_ SILL, CLASS 420-C-2000 CONCRETE SECTION A-A ,.--"""<;=NOTES 1. PLANS SHALL SPECIFY: {A) ROCK CLASS AND RIP-RAP THICKNESS {T). T SHALL BE AT LEAST 1.5 TIMES THE NOMINAL EQUIVALENT DIAMETER OF STONE (d50) OF THE SPECIFIED RIP-RAP. {B) FILIER BLANKET MATERIAL, NUMBER OF LAYERS AND THICKNESS. 2. RIP-RAP SHALL BE EITHER QUARRY STONE OR BROKEN CONCRETE {IF SHOWN ON PLANS). COBBLES ARE NOT ACCEPTABLE. 3. RIP-RAP SHALL BE PLACED OVER FILTER BLANKET MATERIAL, WHICH MAY BE EITHER GRANULAR MATERIAL OR NON-WOVEN GEOTEXTILE FILTER FABRIC; MATERIAL AT WEIGHT SPECIFIED IN PLANS OR SPECIFICATIONS. 4. SEE TABLE 200-1.7 IN THE SAN DIEGO REGIONAL SUPPLEMENT TO GREENBOOK FOR SELECTION OF FILTER BLANKET. 5. RIP-RAP ENERGY DISSIPATERS SHALL BE DESIGNATED AS EITHER TYPE 1 OR TYPE 2. TYPE 1 SHALL BE WITH CONCRETE SILL; TYPE 2 SHALL BE WITHOUT SILL. SAN DIEGO REGIONAL STANDARD DRAWING RECOMMENDED BY 11-IE SAN DIEGO REGIONAL STANDARDS COMMITTEE RIP ENERGY RAP DISSIPATER DRAWING NUMBER D-40   Drainage Report Aviara Oaks Elementary School Modernization October 2023, Revised January 2025    Page 8 Job # 717-02 Hydraulic Grade Line (HGL) Calculations Water Surface and Pressure Gradient (WSPGW) software is used to calculate the hydraulic grade (HGL) line for proposed storm drain 18” in diameter and larger. The five (5) primary storm drain lines are identified here as line A, B, C, D, and E. 100 year design storm flowrates for A, B, C, and D are taken from the hydrology routing calculations. A 5 minute time of concentration is assumed for Line E due to its relatively small tributary area. Calculations here do not separate out individual junctions for each area drain entering the main line. Rather, flow for each significant sub-basin is concentrated at major inlets and junctions. Given that the mainline pipe size is not changing in the pipe reaches where flow is consolidated, and that the pipes are generally functioning in open channel flow, the hydraulic impact of this simplification is negligible. Where possible, flow consolidation is used to provide a more conservative calculation. TAILWATER: The proposed storm drain system discharges to the existing 60” RCP storm drain that passes through the site. Per record drawing 302-8, provided for reference at the end of this section, this storm drain is over 20 feet below ground. Additionally, the record drawing shows the HGL below top of pipe. Given that the pipe and HGL are well below the proposed points of connection, the proposed system will not be impacted by a tailwater condition. E SD SD SD SD S D S D SD SD SD SD SD SD SD SD SD SD SD SD SD SD SDSDSDSD SD SD SD SD SD SD S D SD SD SD SD SD SD SD SD SD G S D SDSDSD SD SD SD SD SD SD SD SD SD S D S D S D SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD CO M M CO M M COMM COMM COMM COMM COMM COMM COMM COMM COMM COMM E E E E E E E E E E E E E E E E E IRR IR R IR R IR R IRR IRR IRR IRR IRR IRR IRR IRR IRR IR R I R R IR R IR R IRR IRR IRR IRR IRR IRR IR R IR R IRR IRR IRR IRR IR R IR R IRRIRRIRR IRR IR R IRR IRR IR R IR R IR R IR R I R R IRR IRR IR R IR R IRR IR R IR R IR R IR R IR R IR R IR R IR R G G G E COMM COMM COMM G E E CO M M CO M M E E E CO M M CO M M E E E E EEE EE E E E E E COMM COMM C O M M COMM COMM E E E E E E E ECOMM CO M M C O M M E E CO M M CO M M E G G G G G G E E E E E E ECOMM COMM E E E E E E E E E E E E E E E E E E IR R IR R IR R IR R I R R IRR EEE G G G G G G G G G G G E EE IRR IR R IR R IRR IR R IRRIRR CO M M CO M M COMM CO M M CO M M E E E E E E E E E E G G G G C O M M C O M M C O M M COMM E E E E E E CO M M G G G G G G G E G G G G G CO M M E G G G G E E E G G G W W W W W W W W W W W W W W W W W W W WWW W W W W W W W W W W W W W W W W W W W W W W W W W S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S W W W W W W SD SD SD SD SD SD SD SD SD SD W W W W W W W W W W W S S S S S S S S S S S (E) BUILDING KITCHEN/MPR A# 108787 FFE=159.50 (E) BUILDING ADMIN (E) BUILDING 300 CLASSROOM FFE=153.50 (E) BUILDING 700 CLASSROOM A# 52004 FFE=149.10 (E) BLDG 400 CLASSROOM A# 108787 FFE=158.20 (E) BUILDING 500 CLASSROOM A#04-121750 INC01 FFE=148.80 (E) BUILDING 600 CLASSROOM FFE=150.25 NEW BUILDING 800 CLASSROOM FFE=151.00 (E) BUILDING LIBRARY FFE=159.43 FFE=159.31 FFE=158.20 U U U B G U BG U LOW VOLTAGE ONLY A#114477 (2016) LOW VOLTAGE ONLY LOW VOLTAGE ONLY LOW VOLTAGE ONLY LOW VOLTAGE ONLY LOW VOLTAGE ONLYLOW VOLTAGE ONLY A#04-121750 INC01 PARKING LOT A NEW MODULAR CLASSROOM BUILDING 900N F.F. 149.50 NEW MODULAR CLASSROOM BUILDING 900S F.F. 149.50 GB US US GARDEN VAN VAN VAN 15 1 150 15 5 151 15 1 15 1 15 2 15 3 15 415 6157 150 149 151 152 153 150 15 0 15 015 5 155 15 5 147 148 149 14 9 14 9 14 9 151 15 1 15 1 15 2 153 15 3 15 3 154 15 4 15 415 6 15 6 15 6 15 6 156 15715 7 15 7 15 7 STORM DRAIN LINE C SEE PROFILE ON SHT 27 STORM DRAIN LINE B SEE PROFILE ON SHT 27 STORM DRAIN LINE D SEE PROFILE ON SHT 27 STORM DRAIN LINE A SEE PROFILE ON SHT 27 RD RD RD W S S WS SW S W 101112 13 1 2 3 4 5 7 8 9 14 15 16 17 18 19 20 21 22 23 24 29 30 3132 3 3 34 35 36 37 4 1 4 2 4 3 4 4 4 5 46 48 50 53 5455 57 58 59 6 0 61 626364 65 66 67 68 69 71 72 73 7 4 75 98 76 77 7 8 8 0 52 82 5183 8 5 86 87 88 89 90 91 94 40 99 10 0 101 102 39 56 103 104 105 106 1 0 7 10 8 49 10 9 11 0 111112 178 1 9 6 79 1 9 7 6 25 26 113 179 70 198 199 200 201 202 27 47 STORM DRAIN LINE E SEE PROFILE SHEET 27 2 0 3 18 0 18 2 18 3 18 4 18 5 18 6 18 7 18 8 18 9 18 1 190 INLET 178 STA = 0+00.00 CO 240 STA = 1+27.53 INLET 111 STA = 7+87.97 CO 112 STA = 6+35.40 BROOKS BOX 103 STA = 5+80.04 INLET 116 STA = 5+28.85 BROOKS BOX 105 STA = 3+41.31 CO 126 STA = 3+03.62 'A' STA = 4+59.08 'D' INLET 144 STA = 2+60.85 INLET 138 STA = 4+59.07 CO 151 STA = ??? CO 128 STA = 1+55.94 CO 227 STA = 0+87.97 INLET 40 STA = 0+46.86 HW 198 STA = 0+01.65 INLET 65 STA = 1+67.78 INLET 87 STA = 1+80.81 INLET 35 STA = 1+20.11 INLET 30 STA = 1+78.42 INLET 193 STA = 2+14.23 INLET 28 STA = 3+13.31 INLET 66 STA = 2+94.39 INLET 134 STA = 4+91.73 MH #262 STA = 3+23.84 209 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 S6°04'27"W S5°58'53"W S0°00'31"W S0°00'00"E S1°14'23"E S0°00'00"E N49°50'45"E S56°17'51"W S44°21'35"W N90°00'00"W N90°00'00"W N78°30'43"W S0°00'00"E N90°00'00"W N0°00'00"E N0°00'56"E N0°02'31"W N0°13'26"W N90°00'00"E S77°08'51"E N90°00'00"E N90°00'00"E N90°00'00"E N89°57'37"E S0°00'00"E 54.78' 42.81' 26.55' 28.64' 117.69' 10.02' 30.28' 156.32' 15.30' 66.26' 55.90' 28.53' 11.81' 31.40' 55.33' 47.83' 17.77' 113.58' 22.74' 40.44' 29.42' 28.75' 28.75' 28.86' 9.30' 18" HDPE 18" HDPE 18" HDPE 18" HDPE 18" HDPE 4" PVC 18" HDPE 6" PVC 24" HDPE 8" PVC 8" PVC 6" PVC 18" HDPE 18" HDPE 18" HDPE 18" HDPE 18" HDPE 18" HDPE 6" PVC 6" PVC 8" PVC 8" PVC 8" PVC 8" PVC 4" PVC STORM DRAIN DATA NAME BEARING LENGTH MATERIAL STORM DRAIN DATA NAME BEARING LENGTH MATERIAL 26 27 29 30 31 32 33 34 35 36 37 39 40 41 42 43 44 45 S0°00'00"E S86°52'53"E S0°01'57"E S59°21'08"W N90°00'00"W N90°00'00"W S49°17'15"E S46°41'30"W S6°05'40"W S0°07'48"E S3°56'07"W S4°22'32"W S3°36'44"W S46°01'56"E S46°01'56"E S46°01'56"E S46°01'15"E S30°43'36"E 13.34' 99.02' 24.57' 28.87' 38.54' 37.77' 36.23' 11.86' 102.58' 33.33' 19.88' 25.25' 23.95' 24.75' 24.65' 16.21' 29.59' 17.44' 4" PVC 8" PVC 8" PVC 8" PVC 8" PVC 8" PVC 8" PVC 18" HDPE 12" PVC 12" PVC 18" HDPE 18" HDPE 18" HDPE 18" HDPE 18" HDPE 18" HDPE 18" HDPE 18" HDPE STORM DRAIN DATA NAME BEARING LENGTH MATERIAL 46 47 48 49 50 51 52 53 54 55 56 57 58 59 S72°27'41"E S5°43'31"W S60°53'03"E N88°06'17"W S79°41'54"E S80°02'56"E S80°14'42"E N90°00'00"E S86°04'36"E N88°11'00"W N88°06'13"W N83°15'17"W N1°53'35"E N42°29'39"E 63.36' 47.88' 34.90' 74.25' 44.26' 45.59' 55.79' 67.97' 10.64' 27.36' 33.89' 51.19' 30.61' 25.02' 18" HDPE 12" PVC 18" HDPE 6" PVC 24" HDPE 24" HDPE 24" HDPE 24" HDPE 12" PVC 12" PVC 6" PVC 6" PVC 6" PVC 6" PVC 60 61 62 63 64 65 66 67 68 69 70 71 72 73 N45°00'00"W N67°30'27"W N88°54'35"W N88°58'17"W N89°03'28"W S22°30'00"W S0°00'00"E S0°00'00"E N90°00'00"W S0°00'00"E S73°11'54"W S45°00'00"W S0°32'43"W S0°30'22"W 43.06' 24.78' 30.19' 25.77' 33.41' 21.69' 23.19' 16.54' 10.39' 71.23' 27.76' 17.45' 35.00' 38.82' 6" PVC 6" PVC 6" PVC 12" PVC 12" PVC 12" PVC 12" PVC 12" PVC 6" PVC 12" PVC 12" PVC 12" PVC 12" PVC 12" PVC STORM DRAIN DATA NAME BEARING LENGTH MATERIAL 74 75 76 77 78 79 80 82 83 85 86 87 88 89 S45°00'00"E S0°21'58"E N89°08'34"W S41°26'28"W N18°34'06"W S71°21'45"W S40°14'48"E S11°14'39"W N2°37'49"W S51°35'34"E S50°48'46"E N60°47'35"E S39°59'07"W S46°14'00"W 13.59' 21.34' 29.92' 23.62' 52.35' 110.72' 28.74' 15.70' 11.96' 53.43' 25.07' 89.06' 12.65' 14.85' 12" PVC 12" PVC 8" PVC 8" PVC 6" PVC 12" PVC 12" PVC 6" PVC 12" PVC 12" PVC 12" PVC 12" PVC 6" PVC 6" PVC STORM DRAIN DATA NAME BEARING LENGTH MATERIAL 90 91 94 98 99 100 101 102 103 104 105 106 S46°13'13"W S71°24'06"W S32°47'21"W N90°00'00"W N89°19'17"E S0°00'00"E S67°30'00"W S83°50'00"W S83°55'33"E N90°00'00"E N90°00'00"E N90°00'00"E 17.29' 27.60' 6.57' 13.01' 12.48' 25.07' 36.53' 43.21' 27.01' 40.02' 60.28' 46.50' 6" PVC 12" PVC 6" PVC 6" PVC 12" PVC 6" PVC 6" PVC 6" PVC 6" PVC 8" PVC 8" PVC 8" PVC STORM DRAIN DATA NAME BEARING LENGTH MATERIAL STORM DRAIN DATA NAME BEARING LENGTH MATERIAL 107 108 109 110 111 112 113 178 179 180 181 182 183 184 185 186 S17°11'38"E S0°00'00"E S0°00'00"E S0°00'36"W S89°59'47"W N89°57'55"W S87°30'09"W S69°40'59"E S85°41'38"W S0°00'00"E N0°00'00"W S0°00'00"E S0°00'00"E S0°00'00"E S0°00'41"W N0°00'40"W 30.81' 31.11' 27.72' 196.24' 169.15' 16.96' 20.30' 80.50' 32.34' 26.64' 26.86' 26.64' 26.64' 26.64' 26.71' 27.42' 8" PVC 8" PVC 8" PVC 12" PVC 12" PVC 12" PVC 24" HDPE 24" HDPE 24" HDPE 6" PVC 6" PVC 6" PVC 6" PVC 6" PVC 6" PVC 6" PVC 187 188 189 190 196 197 198 199 200 201 202 203 209 N0°00'00"W N0°00'00"W N0°00'00"W S89°56'51"E S48°51'34"E S15°08'18"E S89°48'00"E S89°48'00"E S89°48'00"E N71°25'54"E N71°25'54"E S48°47'55"E N63°19'07"E 26.86' 26.86' 26.86' 21.78' 123.53' 35.06' 14.40' 14.40' 14.39' 15.90' 2.15' 7.87' 10.53' 6" PVC 6" PVC 6" PVC 8" PVC 12" PVC 18" HDPE 6" PVC 6" PVC 6" PVC 6" PVC 6" PVC 18" HDPE 12" HDPE STORM DRAIN DATA NAME BEARING LENGTH MATERIAL AVIARA OAKS ELEMENTARY SCHOOL MODERNIZATION PD2023-0013 543-4A LEGEND EXISTING STORM DRAIN PIPE SD PROPOSED STORM DRAIN PIPE NEW SHEET 26 REPLACES SHEET 26 ORIGINALLY APPROVED 02/14/24 SD10/30/24 STORM DRAIN D STORM DRAIN A STORM DRAIN B STORM DRAIN C STORM DRAIN E I ' ~\- I I ,~, I I .. I I I [ ' -• I, r -~, I I I I I I I I .. , \ •:,< ~ .• ·_· ·.-.. ·: .. . . ·~ ,-: . ·~ I .. -,,1. ,.__....-.- . ... ·. I . . --~·-·• . i · ,t-r • / _/ H:\1900\1955 .00 -RC ARCHITECTS -AVIARA OAKS\ENGINEERING\PLANS\GRADING\1955 .0 -STORM DRAIN AL IGNMENT PLAN .DWG ;. ,. ,i, • 'V • "' ,., '··. ' • , -~h-~~~ D ~: . "" "' " " ,c~,---. ., ---:;-"' ec-,._..,. ,. ~~~~. ~~-~7'1~~=",c·"co~ ·-=--=--- 11/22/2024 1: 18 PM ... ... ... " ... ... -., .,_ ~ V + ~ ... ... + "" ... -. . . 0 o o;:Jog o~o do 0 0 00001 o o q o 0 0009 00 / ~40 ___ I GRAPHIC SCALE 0 40 80 ( IN l'EET ) 1 INCH -40 rT latitude ~ PLANNING & ENGINEERING 9968 Hibert Street 2nd Floor. San Diego, CA 92131 Tel 858.751.0633 DATE INITIAL ENGINEER OF WORK • • • DA TE INITIAL DATE INITIAL REVISION DESCRIPTION OTHER APPROVAL CITY APPROVAL I I \ "AS BUILT" RCE EXP. DATE REVIEWED BY: INSPECTOR DATE ~ CITY OF CARLSBAD ~ ENGINEERING DEPARTMENT 7 6 GRADING PLANS FOR: GR 2023-0022 STORM DRAIN ALIGNMENT PLAN APPROVED: JASON S. GELDERT ENGINEERING MANAGER RCE 63912 EXP.9/30/26 DATE 1R ':'.'.VW_::.:::D:_:B::_:Y~:_.::::::::H:::&A==-l ~---P-R-□-JE_C_T_N_□_. __ ~11 DRAWING NO. ~CHKD BY: TC _ .. 130 140 150 160 170 130 140 150 160 170 -0+50 0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 PROPOSED GRADE EXISTING GRADE L=99.48' 12" PVC S=1.00% HW 1 TW = 1 4 4 . 3 1 ST A 0 + 0 7 . 4 7 L=63.99' 24" HDPE S=1.16% CO 1 2 8 TG = 1 4 9 . 2 8 ST A 1 + 5 5 . 9 4 L=53.76' 24" HDPE S=0.81% L=45.59' 24" HDPE S=0.81% L=44.33' 24" HDPE S=0.84% CO 1 2 6 RI M = 1 4 8 . 2 5 ST A 3 + 0 3 . 6 2 L=34.94' 18" HDPE S=2.87% BR O O K S B O X 1 0 5 TG = 1 4 8 . 4 0 ST A 3 + 4 1 . 3 1 L=62.66' 18" HDPE S=3.22% L=16.54' 18" HDPE S=3.15% BR O O K S B O X 1 0 4 TG = 1 5 6 . 5 0 ST A 4 + 3 1 . 3 4 L=29.23' 18" HDPE S=2.00% L=16.21' 18" HDPE S=1.23% L=24.65' 18" HDPE S=2.41% L=24.75' 18" HDPE S=2.00% IN L E T 1 1 6 TG = 1 5 9 . 1 7 ST A 5 + 2 8 . 8 5 L=23.97' 18" HDPE S=2.42% L=18.66' 18" HDPE S=2.01% CO 1 1 3 RI M = 1 5 7 . 3 7 ST A 5 + 9 9 . 9 2 L=33.25' 12" PVC S=2.00% CO 1 1 2 RI M = 1 6 1 . 5 8 ST A 6 + 3 5 . 4 0 IN L E T 1 1 1 TG = 1 5 9 . 7 1 ST A 7 + 8 7 . 9 7 53 52 51 50 48 46 45 44 43 42 41 40 37 36 35 IE 2 4 " ( O U T ) : 1 4 2 . 7 1 IE 2 4 " ( I N ) : 1 4 2 . 7 1 IE 2 4 " ( O U T ) : 1 4 3 . 9 0 IE 1 2 " ( I N ) : 1 4 4 . 0 0 IE 1 8 " ( I N ) : 1 4 4 . 0 0 IE 1 8 " ( O U T ) : 1 4 5 . 0 0 IE 1 8 " ( I N ) : 1 4 5 . 0 0 IE 1 2 " ( I N ) : 1 4 5 . 4 5 IE 1 8 " ( O U T ) : 1 4 7 . 8 5 IE 1 8 " ( I N ) : 1 4 7 . 9 5 IE 1 8 " ( O U T ) : 1 4 9 . 8 2 IE 1 8 " ( I N ) : 1 4 9 . 9 2 *I E 1 8 " ( O U T ) : 1 5 1 . 5 0 *I E 1 2 " ( I N ) : 1 5 1 . 5 0 *I E 1 2 " ( O U T ) : 1 5 2 . 1 7 *I E 1 2 " ( I N ) : 1 5 2 . 8 6 *I E 1 2 " ( I N ) : 1 5 2 . 2 7 IE 1 2 " ( O U T ) : 1 5 7 . 2 9 IE 6 " ( I N ) : 1 5 7 . 2 9 PI P E 8 3 ST A : 2 + 5 7 . 3 2 IE : 1 4 4 . 5 0 PI P E 8 2 ST A : 2 + 1 1 . 7 3 IE : 1 4 4 . 6 0 BR O O K S B O X 1 0 3 RI M = 1 5 7 . 2 3 ST A 5 + 8 0 . 0 4 *I E 1 8 " ( O U T ) : 1 5 1 . 0 0 *I E 1 8 " ( I N ) : 1 5 1 . 1 0 *I E 1 2 " ( I N ) : 1 5 3 . 3 3 *I E 6 " ( I N ) : 1 5 1 . 5 0 39 L=24.27' 18" HDPE S=1.99% IE 2 4 " ( I N ) : 1 4 1 . 2 5 178 L=78.32' 24" HDPE S=0.83% 47 L=47.10 ' 12" PV C S=7.10 % *I E 1 2 " ( O U T ) : 1 5 6 . 2 6 *I E 1 2 " ( I N ) : 1 5 6 . 2 6 *I E 8 " ( I N ) : 1 5 6 . 5 6 RI M 1 6 1 . 8 7 ST A 6 + 8 5 . 4 0 BR O O K S B O X 1 0 0 IE 2 4 " ( O U T ) : 1 4 1 . 9 2 IE 2 4 " ( I N ) : 1 4 1 . 9 2 CO 2 2 7 RI M = 1 4 8 . 2 1 ST A 0 + 8 7 . 9 7 RI M 1 5 6 . 9 4 ST A 4 + 1 3 . 3 1 CO 2 1 0 RI M 1 5 6 . 7 6 ST A 4 + 0 5 . 4 2 CO 2 1 1 IE 1 8 " ( O U T ) : 1 4 7 . 0 4 IE 1 8 " ( I N ) : 1 4 7 . 0 4 IE 1 8 " ( O U T ) : 1 4 7 . 3 0 IE 1 8 " ( I N ) : 1 4 7 . 3 0 IE 6 " ( I N ) : 1 4 7 . 3 0 L=6.92' 18" HDPE S=3.30% 203 120 130 140 150 160 170 120 130 140 150 160 170 -0+50 0+00 1+00 2+00 3+00 4+00 5+00 PROPOSED GRADE EXISTING GRADE IN L E T 6 6 RI M = 1 5 1 . 2 8 ST A 2 + 9 4 . 3 9 L=112.04', 18" HDPE, S=1.5 0 % L=26.37' 12" PVC S=0.80% IN L E T 1 3 3 TG = 1 5 0 . 6 5 ST A 4 + 4 0 . 5 3 L=50.20' 6" PVC S=1.00% IN L E T 1 3 4 TG = 1 5 0 . 3 0 ST A 4 + 9 1 . 7 3 IN L E T 6 4 TG = 1 4 9 . 2 0 ST A 1 + 5 0 . 0 1 L=16.54' 18" HDPE S=1.58% IN L E T 6 5 TG = 1 4 9 . 5 0 ST A 1 + 6 7 . 7 8 L=46.85' 18" HDPE S=1.40% IN L E T 6 3 TG = 1 4 9 . 0 0 ST A 1 + 0 2 . 1 8 L=54.37' 18" HDPE S=2.87% L=30.43' 18" HDPE S=1.88% IN L E T 5 9 TG = 1 4 7 . 9 6 ST A 0 + 1 5 . 4 5 L=11.18' 18" HDPE S=2.71% *I E 1 8 " ( O U T ) : 1 4 6 . 7 0 *I E 1 2 " ( I N ) : 1 4 6 . 7 0 18 55 IE 6 " ( O U T ) : 1 4 8 . 3 5 IE 6 " ( I N ) : 1 4 8 . 3 5 57 IE 6 " ( O U T ) : 1 4 8 . 8 6 IE 1 8 " ( O U T ) : 1 4 4 . 4 2 IE 1 8 " ( I N ) : 1 4 4 . 4 2 17 IE 1 8 " ( O U T ) : 1 4 4 . 7 0 IE 8 " ( I N ) : 1 4 4 . 7 0 IE 1 8 " ( I N ) : 1 4 4 . 7 0 16 IE 1 8 " ( O U T ) : 1 4 3 . 7 5 IE 1 8 " ( I N ) : 1 4 3 . 7 5 IE 8 " ( I N ) : 1 4 3 . 7 5 15 14 *I E 1 8 " ( O U T ) : 1 4 1 . 5 7 *I E 8 " ( I N ) : 1 4 2 . 5 3 *I E 1 8 " ( I N ) : 1 4 1 . 5 7 13 56 L=33.39' 6" PVC S=1.03% IE 1 8 " ( O U T ) : 1 4 2 . 1 6 IE 1 8 " ( I N ) : 1 4 2 . 1 6 IN L E T 4 0 TG = 1 4 9 . 0 4 ST A 0 + 4 6 . 8 6 IE 1 8 " ( I N ) : 1 4 1 . 2 5 *I E 1 2 " ( O U T ) : 1 4 7 . 2 2 *I E 6 " ( I N ) : 1 4 7 . 2 2 *I E 8 " ( I N ) : 1 4 7 . 2 2 CO 1 4 0 RI M = 1 5 0 . 8 8 ST A 3 + 3 2 . 4 0 L=9.38' 12" PVC S=2.82% *I E 1 2 " ( O U T ) : 1 4 7 . 0 0 *I E 1 2 " ( I N ) : 1 4 7 . 0 0 IN L E T 1 3 2 TG = 1 5 0 . 4 9 ST A 3 + 0 5 . 0 4 54 IE 1 8 " ( O U T ) : 1 4 5 . 0 0 IE 1 8 " ( I N ) : 1 4 5 . 0 0 IN L E T 8 7 TG = 1 5 2 . 0 5 ST A 1 + 8 0 . 8 1 L=11.93' 18" HDPE S=2.53% 34 49 L=73.75' 6" PVC S=1.05%HW 1 9 7 TW = 1 4 3 . 8 0 ST A 0 + 0 3 . 6 5 125 130 140 150 160 170 125 130 140 150 160 170 -0+50 0+00 1+00 2+00 3+00 3+50 PROPOSED GRADE EXISTING GRADE 5 IE 1 8 " ( O U T ) : 1 4 7 . 3 6 IE 1 2 " ( I N ) : 1 4 7 . 3 6 IE 1 8 " ( I N ) : 1 4 7 . 3 6 4 IE 1 8 " ( O U T ) : 1 4 7 . 6 5 IE 1 8 " ( I N ) : 1 4 7 . 6 5 3 IE 1 8 " ( O U T ) : 1 4 7 . 9 2 IE 1 8 " ( I N ) : 1 4 7 . 9 2 2 IE 1 8 " ( O U T ) : 1 4 8 . 7 0 IE 1 8 " ( I N ) : 1 4 8 . 7 0 IE 6 " ( I N ) : 1 4 8 . 7 0 1 IE 1 8 " ( O U T ) : 1 4 9 . 2 6 IE 1 2 " ( O U T ) : 1 4 9 . 4 6 IE 1 8 " ( I N ) : 1 4 5 . 2 5 L=117.65' 18" HDPE S=1.79% IN L E T 3 5 TG = 1 5 4 . 9 2 ST A 1 + 2 0 . 1 1 L=28.71' 18" HDPE S=1.00% IN L E T 3 2 TG = 1 5 5 . 1 2 ST A 1 + 5 0 . 3 1 L=26.63' 18" HDPE S=1.00% IN L E T 3 0 TG = 1 5 5 . 3 6 ST A 1 + 7 8 . 4 2 L=42.06' 18" HDPE S=1.02% IN L E T 2 9 TG = 1 5 3 . 9 1 ST A 2 + 5 7 . 0 4 L=54.78' 18" HDPE S=1.02% IN L E T 2 8 TG = 1 5 3 . 1 5 ST A 3 + 1 3 . 3 1 HW 1 9 8 TW = 1 4 7 . 8 0 ST A 0 + 0 1 . 6 5 IN L E T 1 9 3 TG = 1 5 3 . 9 9 ST A 2 + 1 4 . 2 3 IE 1 8 " ( O U T ) : 1 4 8 . 2 6 IE 1 8 " ( I N ) : 1 4 8 . 2 6 197 L=34.30' 18" HDPE S=0.98% MH # 2 6 2 TG = 1 5 4 . 5 0 ST A 3 + 2 3 . 8 4 209 L=8.20' 12" HDPE S=-23.64% IE 1 2 " ( I N ) : 1 5 1 . 9 5 74 125 130 140 150 160 125 130 140 150 160 -0+25 0+00 1+00 2+00 3+00 4+00 5+00 PROPOSED GRADE EXISTING GRADE CO 1 2 6 RI M = 1 4 8 . 2 5 ST A 0 + 0 0 . 0 0 71 CO 1 5 1 RI M = 1 4 8 . 5 0 ST A 1 + 2 8 . 2 0 L=70.73' 12" PVC S=1.29% L=16.05' 12" PVC S=1.33% L=22.20' 12" PVC S=1.29% IN L E T 1 4 6 TG = 1 5 2 . 7 0 ST A 2 + 1 5 . 9 7 L=20.71' 12" PVC S=1.29% *I E 1 2 " ( O U T ) : 1 4 8 . 5 0 *I E 1 2 " ( I N ) : 1 4 8 . 5 0 L=32.42' 12" PVC S=1.26% IN L E T 1 4 4 TG = 1 5 2 . 7 0 ST A 2 + 6 0 . 8 5 L=25.29' 12" PVC S=1.44% IN L E T 1 4 3 TG = 1 5 2 . 7 0 ST A 2 + 9 4 . 2 6 L=30.20' 6" PVC S=1.42% IN L E T 1 4 2 TG = 1 5 2 . 7 0 ST A 3 + 2 2 . 0 3 L=24.79' 6" PVC S=1.61% IN L E T 1 4 1 TG = 1 5 2 . 7 0 ST A 3 + 5 6 . 2 2 L=43.07' 6" PVC S=1.39% IN L E T 1 4 0 TG = 1 5 3 . 3 0 ST A 3 + 8 5 . 0 0 L=23.03' 6" PVC S=1.20% IN L E T 1 3 9 TG = 1 5 2 . 8 5 ST A 4 + 3 2 . 0 5 IN L E T 1 3 8 TG = 1 5 2 . 4 7 ST A 4 + 5 9 . 0 7 IN L E T 1 5 5 TG = 1 4 8 . 4 8 ST A 0 + 2 3 . 3 4 73 IN L E T 1 5 4 TG = 1 4 8 . 5 0 ST A 0 + 3 6 . 9 3 72 IN L E T 1 5 3 TG = 1 4 8 . 6 0 ST A 0 + 7 5 . 7 5 IN L E T 1 5 2 TG = 1 4 8 . 5 0 ST A 1 + 1 0 . 7 5 IE 2 4 " ( O U T ) : 1 4 3 . 9 0 IE 1 2 " ( I N ) : 1 4 4 . 0 0 IE 1 8 " ( I N ) : 1 4 4 . 0 0 L=16.46' 12" PVC S=1.32% IE 1 2 " ( O U T ) : 1 4 7 . 0 6 IE 1 2 " ( I N ) : 1 4 7 . 0 6 IE 8 " ( I N ) : 1 4 7 . 0 6 69 PI P E 6 8 ST A : 1 + 9 9 . 4 3 IE : 1 4 8 . 1 5 67 66 *I E 1 2 " ( O U T ) : 1 4 8 . 2 0 *I E 1 2 " ( I N ) : 1 4 8 . 2 0 65 IN L E T 1 4 5 TG = 1 5 2 . 7 0 ST A 2 + 3 9 . 1 6 64 *I E 1 2 " ( O U T ) : 1 4 8 . 7 8 *I E 1 2 " ( I N ) : 1 4 8 . 7 8 63 *I E 1 2 " ( O U T ) : 1 4 9 . 2 0 *I E 1 2 " ( I N ) : 1 4 9 . 2 0 62 *I E 1 2 " ( O U T ) : 1 4 9 . 5 7 *I E 6 " ( I N ) : 1 4 9 . 5 7 61 IE 6 " ( O U T ) : 1 5 0 . 0 0 IE 6 " ( I N ) : 1 5 0 . 0 0 60 IE 6 " ( O U T ) : 1 5 0 . 4 0 IE 6 " ( I N ) : 1 5 0 . 4 0 IE 6 " ( I N ) : 1 5 0 . 4 0 59 IE 6 " ( O U T ) : 1 5 1 . 0 0 IE 6 " ( I N ) : 1 5 1 . 0 0 IE 6 " ( O U T ) : 1 5 1 . 3 0 L=20.88' 12" PVC S=3.33% L=12.68' 12" PVC S=8.54% IE 1 2 " ( O U T ) : 1 4 4 . 7 1 IE 1 2 " ( I N ) : 1 4 4 . 7 1 L=37.84' 12" PVC S=1.29% IE 1 2 " ( O U T ) : 1 4 5 . 8 7 IE 1 2 " ( I N ) : 1 4 5 . 8 7 L=34.01' 12" PVC S=1.31% IE 1 2 " ( O U T ) : 1 4 6 . 3 7 IE 1 2 " ( I N ) : 1 4 6 . 3 7 IE 1 2 " ( O U T ) : 1 4 6 . 8 3 IE 1 2 " ( I N ) : 1 4 6 . 8 3 7475 PI P E P i p e - 3 8 ST A : 1 + 7 5 . 7 1 IE : 1 4 9 . 1 3 140 150 160 170 180 140 150 160 170 180 -0+50 0+00 1+00 2+00 3+00 3+50 IE 1 2 " ( O U T ) : 1 5 7 . 7 3 IN L E T 1 7 8 RI M = 1 6 5 . 2 9 ST A 0 + 0 0 . 0 0 196 L=123.51' 12" PVC S=2.00% IE 1 2 " ( I N ) : 1 5 5 . 2 6 CO 2 4 0 TG = 1 6 0 . 4 7 ST A 1 + 2 7 . 5 3 PROPOSED GRADE EXISTING GRADE AVIARA OAKS ELEMENTARY SCHOOL MODERNIZATION PD2023-0013 543-4A PRIVATE STORM DRAIN PROFILE: LINE 'A' SEE SHEET 26 FOR PLAN SCALE: HORIZ: 1"=40' VERTICAL: 1"=8' PRIVATE STORM DRAIN PROFILE: LINE 'C' SEE SHEET 26 FOR PLAN SCALE: HORIZ: 1"=40' VERTICAL: 1"=8' PRIVATE STORM DRAIN PROFILE: LINE 'D' SEE SHEET 26 FOR PLAN SCALE: HORIZ: 1"=40' VERTICAL: 1"=8' PRIVATE STORM DRAIN PROFILE: LINE 'B' SEE SHEET 26 FOR PLAN SCALE: HORIZ: 1"=40' VERTICAL: 1"=8' PRIVATE STORM DRAIN PROFILE: LINE 'E' SEE SHEET 26 FOR PLAN SCALE: HORIZ: 1"=40' VERTICAL: 1"=8' NEW SHEET 27 REPLACES SHEET 27 ORIGINALLY APPROVED 02/14/24 SD10/30/24 NOTE: *INSTALL WATER TIGHT JOINTS IN ALL LOCATIONS WHERE THE HGL EXCEEDS THE TOP OF PIPE. BMP1 WSE=143.54 HGL=144.24 HGL=144.37 HGL=145.43 HGL=146.03 HGL=145.88 HGL=145.88 HGL=148.84 HGL=148.97 HGL=150.82 HGL=150.93 HGL=152.31 HGL=153.41 HGL=153.49 HGL=152.72 HGL=153.92 HGL=155.70 HGL=156.91 HGL=156.89 HGL=157.97 Q100=18.13 CFS V100=5.77 FPS Q100=18.13 CFS V100=7.72 FPS Q100=18.13 CFS V100=7.37 FPS Q100=11.85 CFS V100=10.96 FPS Q100=11.85 CFS V100=11.14 FPS Q100=11.85 CFS V100=9.45 FPS Q100=11.85 CFS V100=9.35 FPS Q100=6.82 CFS V100=3.86 FPS Q100=6.82 CFS V100=8.68 FPS Q100=2.54 CFS V100=10.04 FPS Q100=2.54 CFS V100=4.94 FPS BMP1 WSE=143.54 HGL=143.58 HGL=143.59 HGL=143.70 HGL=143.70 HGL=144.51 HGL=144.51 HGL=145.14 HGL=145.15 HGL=145.41 HGL=145.42 HGL=145.75 HGL=145.76 HGL=147.68 HGL=148.51 HGL=148.55 HGL=148.55 HGL=148.67 Q100=6.39 CFS V100=3.62 FPS Q100=6.39 CFS V100=3.62 FPS Q100=6.39 CFS V100=9.07 FPS Q100=6.39 CFS V100=7.56 FPS Q100=6.39 CFS V100=7.73 FPS Q100=6.39 CFS V100=7.55 FPS Q100=6.39 CFS V100=7.28 FPS Q100=2.35 CFS V100=2.99 FPS Q100=2.35 CFS V100=2.99 FPS HGL=144.04 HGL=144.07 BMP2 WSE=146.55 HGL=148.15 HGL=148.47 HGL=148.23 HGL=148.23 HGL=148.50 HGL=148.51 HGL=148.82 HGL=148.83 HGL=149.21 HGL=149.22 HGL=149.55 Q100=4.28 CFS V100=6.98 FPS Q100=3.21 CFS V100=5.17 FPS Q100=3.21 CFS V100=5.10 FPS Q100=3.21 CFS V100=5.30 FPS Q100=3.21 CFS V100=6.00 FPS Q100=3.21 CFS V100=13.11 FPS HGL=145.43 (SD A) HGL=145.26 HGL=145.26 HGL=146.75 HGL=146.80 HGL=147.29 HGL=147.33 HGL=147.78 HGL=147.80 HGL=148.03 HGL=148.05 HGL=149.37 HGL=150.25 HGL=150.30 HGL=150.30 HGL=150.34 HGL=150.34 HGL=150.40 HGL=150.40 HGL=150.44 Q100=4.44 CFS V100=10.14 FPS Q100=4.44 CFS V100=10.25 FPS Q100=4.44 CFS V100=5.89 FPS Q100=4.44 CFS V100=5.75 FPS Q100=4.44 CFS V100=5.71 FPS Q100=4.44 CFS V100=5.65 FPS Q100=1.53 CFS V100=1.95 FPS Q100=1.53 CFS V100=1.95 FPS Q100=1.53 CFS V100=1.95 FPS Q100=1.53 CFS V100=2.12 FPS HGL=156.3 HGL=158.57 Q100=3.93 CFS V100=7.00 FPS HGL=152.63 Q100=3.21 CFS V100=13.26 FPS ,....,, ~ ~ ~ ~ v--v--~ ~ -.,------,,,-.. ~ I ' ' ' I I -- I I --ll h I I , I •-r --- n \ - ' ' , - I ' - I I I I I I \ ' \ - / , -'•-rl1/ \ , - ----■---I I ' • 11--.~.:: 1-=-t.l---lt':..._l-+--:::H--+l--l -' _j_.,..........,1-----+ I - w - I ' I I I I I I I I- I rl - I I ' I I -I r1 ""-. r ~ ~~4-~+~~t ' I --- -------·"f::I --r-- ----1-- ' \ - - I 9 -LJ I I I I . 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' I - r1 I I I I rl -I \ -- r-- ' -- -- - - I I ' I I I- I I -, I .--l I h I I t +-+--+----+-+-+--t:'::::I:~I ~r ..!.f--tt-_l+r rl----.==r-~~l.f-t-1 ----iHJr-.L..--t r-,-l-11--H-===ii===i:~I r, I/ --, I I/ ----- r - I ·-~-..-------' -.. i-------- ---------r -r I I ' , J • f-- -- f--\ '-- ·f-- I --I I I I -- I I I I I I I I I I I ' I ---- -l----l-----1------l--'====W l,_,r_-+-_--+-____ +-+_+-_-+-_--+-____ >--_+-_-+-_-+-_-+_----1 __ +-+ II .,__ ~ +--+---+----1+1 I . . . I -' I I I I\ I I "AS BUILT" RC[ __ _ EXP ____ _ DATE REVIEWED BY: INSPECTOR DATE i8HIBl CITY OF CARLSBAD fsHErnl 1---->-----+-----------------+-------1---+----+-----1 ;::~=7=:::::....::==E=N=G=IN=E=E=R=IN=G=D=EP=A=R=T=M=E=NT==:::::...:~==7=~ GRADING PLANS FOR: GR 2023-0022 STORM DRAIN PROFILES I at it LI d e ~ 1----+----1-12\~----------------+---+---+----+-----t :=:::::::::::~::::::::::~::~G::::::::MA::N:::A::G::::;E';:R====R=C=E =63=9=12=EJ=:P= 8 9=~:~o=:=6G=E=LD=E=:=:T=E::::::: PLANNING & ENGINEERING DATE INITIAL DATE INITIAL DATE INITIAL I RVWD BY 11 PROJECT NO. II DRAWING NO. I 996BH;bertStreet 2°'Floor.SanDlego,CA92131 ENGINEER OF WORK REVISION DESCRIPTION t-----~--+--~----1 CHKD BY:: Tel858.751.0633 OTHER APPROVAL CITY APPROVAL I..'.. '.'..::::'..:'._:.:_.===.I.~---------~ . . . . . . . . . . . . ,. ,. ,. I• I• I• I• I• I• I• ,. I• ,. I• I• T1 AVIARA OAKS ELEMENTARY SCHOOL 0 T2 HGL CALCULATIONS, 100YR DESIGN STORM T3 STORM DRAIN LINE A, D/S WSE=143.54 (BMP-1) SO 7.470 141.250 1 143.540 R 85.970 141.920 1 .013 .000 .000 0 JX 89.970 141.930 1 .013 R 153.940 142.710 1 .013 .000 .000 0 JX 157.940 142.720 1 .013 R 301.620 143.900 1 .013 .000 .000 0 JX 305.620 144.000 4 3 .013 6.280 144.000 80.0 20.000 R 340.310 145.000 4 .013 .000 .000 0 JX 342.310 145.010 4 0 .013 .000 145.010 .0 .000 R 430.340 147.850 4 .013 .000 .000 0 JX 432.340 147.950 4 .013 R 526.850 149.820 4 .013 .000 .000 0 JX 530.850 149.920 4 .013 R 579.040 151.000 4 .013 .000 .000 0 JX 581.040 151.100 4 3 .013 5.030 153.330 -90.0 .000 R 599.200 151.500 4 .013 .000 .000 0 JX 600.660 151.510 3 0 .013 .000 151.510 .0 .000 R 633.400 152.170 3 .013 .000 .000 0 JX 637.400 152.270 3 3 .013 4.280 152.860 70.0 .000 R 684.400 156.260 3 .013 .000 .000 0 JX 686.400 156.270 3 0 .013 .000 156.560 .0 .000 R 787.970 157.290 3 .013 .000 .000 0 SH 787.970 157.290 3 157.290 CD 1 4 1 .000 2.000 .000 .000 .000 .00 CD 3 4 1 .000 1.000 .000 .000 .000 .00 CD 4 4 1 .000 1.500 .000 .000 .000 .00 Q 2.540 .0 STORM DRAIN A INPUT FILE FILE: AOE_A.WSW W S P G W - CIVILDESIGN Version 14.07 PAGE 1 Program Package Serial Number: 1918 WATER SURFACE PROFILE LISTING Date:11-20-2024 Time:11:11:55 AVIARA OAKS ELEMENTARY SCHOOL HGL CALCULATIONS, 100YR DESIGN STORM STORM DRAIN LINE A, D/S WSE=143.54 (BMP-1) ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 7.470 141.250 2.290 143.540 18.13 5.77 .52 144.06 .00 1.53 .00 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 78.500 .0085 .0064 .50 2.29 .00 1.44 .013 .00 .00 PIPE | | | | | | | | | | | | | 85.970 141.920 2.124 144.044 18.13 5.77 .52 144.56 .00 1.53 .00 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0025 .0064 .03 2.12 .00 .013 .00 .00 PIPE | | | | | | | | | | | | | 89.970 141.930 2.140 144.070 18.13 5.77 .52 144.59 .00 1.53 .00 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 24.238 .0122 .0064 .15 2.14 .00 1.26 .013 .00 .00 PIPE | | | | | | | | | | | | | 114.208 142.226 2.000 144.226 18.13 5.77 .52 144.74 .00 1.53 .00 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 21.286 .0122 .0060 .13 2.00 .00 1.26 .013 .00 .00 PIPE | | | | | | | | | | | | | 135.495 142.485 1.815 144.300 18.13 6.05 .57 144.87 .00 1.53 1.16 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 7.968 .0122 .0058 .05 1.81 .66 1.26 .013 .00 .00 PIPE | | | | | | | | | | | | | 143.463 142.582 1.707 144.289 18.13 6.35 .63 144.91 .00 1.53 1.41 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.209 .0122 .0060 .01 1.71 .79 1.26 .013 .00 .00 PIPE | | | | | | | | | | | | | 144.672 142.597 1.707 144.304 18.13 6.35 .63 144.93 .00 1.53 1.41 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- HYDRAULIC JUMP | | | | | | | | | | | | | 144.672 142.597 1.400 143.996 18.13 7.72 .93 144.92 .00 1.53 1.83 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.776 .0122 .0092 .02 1.40 1.20 1.26 .013 .00 .00 PIPE | | | | | | | | | | | | | 146.448 142.619 1.400 144.018 18.13 7.72 .93 144.94 .00 1.53 1.83 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 5.884 .0122 .0087 .05 1.40 1.20 1.26 .013 .00 .00 PIPE STORM DRAIN A OUTPUT FILE FILE: AOE_A.WSW W S P G W - CIVILDESIGN Version 14.07 PAGE 2 Program Package Serial Number: 1918 WATER SURFACE PROFILE LISTING Date:11-20-2024 Time:11:11:55 AVIARA OAKS ELEMENTARY SCHOOL HGL CALCULATIONS, 100YR DESIGN STORM STORM DRAIN LINE A, D/S WSE=143.54 (BMP-1) ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 152.331 142.690 1.463 144.153 18.13 7.36 .84 144.99 .00 1.53 1.77 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.609 .0122 .0078 .01 1.46 1.10 1.26 .013 .00 .00 PIPE | | | | | | | | | | | | | 153.940 142.710 1.533 144.243 18.13 7.01 .76 145.01 .00 1.53 1.69 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0025 .0068 .03 1.53 1.00 .013 .00 .00 PIPE | | | | | | | | | | | | | 157.940 142.720 1.652 144.372 18.13 6.53 .66 145.03 .00 1.53 1.52 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 6.621 .0082 .0067 .04 1.65 .85 1.46 .013 .00 .00 PIPE | | | | | | | | | | | | | 164.561 142.774 1.570 144.345 18.13 6.85 .73 145.07 .00 1.53 1.64 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- HYDRAULIC JUMP | | | | | | | | | | | | | 164.561 142.774 1.462 144.236 18.13 7.37 .84 145.08 .00 1.53 1.77 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 80.735 .0082 .0082 .66 1.46 1.10 1.46 .013 .00 .00 PIPE | | | | | | | | | | | | | 245.296 143.437 1.462 144.899 18.13 7.37 .84 145.74 .00 1.53 1.77 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 40.020 .0082 .0082 .33 1.46 1.10 1.46 .013 .00 .00 PIPE | | | | | | | | | | | | | 285.315 143.766 1.463 145.229 18.13 7.36 .84 146.07 .00 1.53 1.77 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 16.305 .0082 .0078 .13 1.46 1.10 1.46 .013 .00 .00 PIPE | | | | | | | | | | | | | 301.620 143.900 1.533 145.433 18.13 7.01 .76 146.20 .23 1.53 1.69 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0250 .0100 .04 1.76 1.00 .013 .00 .00 PIPE | | | | | | | | | | | | | 305.620 144.000 2.030 146.030 11.85 6.71 .70 146.73 .00 1.31 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 10.741 .0288 .0127 .14 2.03 .00 .89 .013 .00 .00 PIPE STORM DRAIN A OUTPUT FILE FILE: AOE_A.WSW W S P G W - CIVILDESIGN Version 14.07 PAGE 3 Program Package Serial Number: 1918 WATER SURFACE PROFILE LISTING Date:11-20-2024 Time:11:11:55 AVIARA OAKS ELEMENTARY SCHOOL HGL CALCULATIONS, 100YR DESIGN STORM STORM DRAIN LINE A, D/S WSE=143.54 (BMP-1) ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 316.361 144.310 1.856 146.165 11.85 6.71 .70 146.86 .00 1.31 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- HYDRAULIC JUMP | | | | | | | | | | | | | 316.361 144.310 .882 145.192 11.85 10.96 1.87 147.06 .00 1.31 1.48 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 23.949 .0288 .0300 .72 .88 2.26 .89 .013 .00 .00 PIPE | | | | | | | | | | | | | 340.310 145.000 .882 145.882 11.85 10.96 1.87 147.75 .00 1.31 1.48 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0050 .0306 .06 .88 2.26 .013 .00 .00 PIPE | | | | | | | | | | | | | 342.310 145.010 .870 145.880 11.85 11.14 1.93 147.81 .00 1.31 1.48 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 18.081 .0323 .0310 .56 .87 2.32 .86 .013 .00 .00 PIPE | | | | | | | | | | | | | 360.391 145.593 .876 146.469 11.85 11.06 1.90 148.37 .00 1.31 1.48 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 41.213 .0323 .0289 1.19 .88 2.29 .86 .013 .00 .00 PIPE | | | | | | | | | | | | | 401.603 146.923 .911 147.834 11.85 10.55 1.73 149.56 .00 1.31 1.47 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 17.969 .0323 .0256 .46 .91 2.12 .86 .013 .00 .00 PIPE | | | | | | | | | | | | | 419.572 147.503 .949 148.451 11.85 10.06 1.57 150.02 .00 1.31 1.45 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 10.768 .0323 .0227 .24 .95 1.96 .86 .013 .00 .00 PIPE | | | | | | | | | | | | | 430.340 147.850 .989 148.839 11.85 9.59 1.43 150.27 .00 1.31 1.42 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0500 .0206 .04 .99 1.81 .013 .00 .00 PIPE | | | | | | | | | | | | | 432.340 147.950 1.017 148.967 11.85 9.29 1.34 150.31 .00 1.31 1.40 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 20.553 .0198 .0198 .41 1.02 1.72 1.02 .013 .00 .00 PIPE STORM DRAIN A OUTPUT FILE FILE: AOE_A.WSW W S P G W - CIVILDESIGN Version 14.07 PAGE 4 Program Package Serial Number: 1918 WATER SURFACE PROFILE LISTING Date:11-20-2024 Time:11:11:55 AVIARA OAKS ELEMENTARY SCHOOL HGL CALCULATIONS, 100YR DESIGN STORM STORM DRAIN LINE A, D/S WSE=143.54 (BMP-1) ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 452.893 148.357 1.017 149.373 11.85 9.29 1.34 150.71 .00 1.31 1.40 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 73.957 .0198 .0202 1.49 1.02 1.72 1.02 .013 .00 .00 PIPE | | | | | | | | | | | | | 526.850 149.820 1.002 150.822 11.85 9.45 1.39 152.21 .00 1.31 1.41 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0250 .0203 .08 1.00 1.77 .013 .00 .00 PIPE | | | | | | | | | | | | | 530.850 149.920 1.011 150.931 11.85 9.35 1.36 152.29 .00 1.31 1.41 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 10.678 .0224 .0197 .21 1.01 1.74 .97 .013 .00 .00 PIPE | | | | | | | | | | | | | 541.528 150.159 1.026 151.185 11.85 9.20 1.31 152.50 .00 1.31 1.39 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 17.849 .0224 .0183 .33 1.03 1.69 .97 .013 .00 .00 PIPE | | | | | | | | | | | | | 559.378 150.559 1.071 151.631 11.85 8.77 1.20 152.83 .00 1.31 1.36 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 9.718 .0224 .0163 .16 1.07 1.55 .97 .013 .00 .00 PIPE | | | | | | | | | | | | | 569.096 150.777 1.121 151.898 11.85 8.37 1.09 152.98 .00 1.31 1.30 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 5.729 .0224 .0147 .08 1.12 1.41 .97 .013 .00 .00 PIPE | | | | | | | | | | | | | 574.824 150.906 1.175 152.081 11.85 7.98 .99 153.07 .00 1.31 1.24 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.155 .0224 .0132 .04 1.18 1.28 .97 .013 .00 .00 PIPE | | | | | | | | | | | | | 577.979 150.976 1.236 152.213 11.85 7.61 .90 153.11 .00 1.31 1.14 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.061 .0224 .0121 .01 1.24 1.15 .97 .013 .00 .00 PIPE | | | | | | | | | | | | | 579.040 151.000 1.308 152.308 11.85 7.25 .82 153.12 .00 1.31 1.00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0500 .0079 .02 1.31 1.00 .013 .00 .00 PIPE STORM DRAIN A OUTPUT FILE FILE: AOE_A.WSW W S P G W - CIVILDESIGN Version 14.07 PAGE 5 Program Package Serial Number: 1918 WATER SURFACE PROFILE LISTING Date:11-20-2024 Time:11:11:55 AVIARA OAKS ELEMENTARY SCHOOL HGL CALCULATIONS, 100YR DESIGN STORM STORM DRAIN LINE A, D/S WSE=143.54 (BMP-1) ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 581.040 151.100 2.311 153.411 6.82 3.86 .23 153.64 .00 1.01 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 18.160 .0220 .0042 .08 2.31 .00 .69 .013 .00 .00 PIPE | | | | | | | | | | | | | 599.200 151.500 1.988 153.488 6.82 3.86 .23 153.72 .00 1.01 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0068 .0204 .03 1.99 .00 .013 .00 .00 PIPE | | | | | | | | | | | | | 600.660 151.510 1.207 152.717 6.82 8.68 1.17 153.89 .00 .97 .00 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 32.740 .0202 .0366 1.20 1.21 .00 1.00 .013 .00 .00 PIPE | | | | | | | | | | | | | 633.400 152.170 1.746 153.916 6.82 8.68 1.17 155.09 .00 .97 .00 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0250 .0209 .08 1.75 .00 .013 .00 .00 PIPE | | | | | | | | | | | | | 637.400 152.270 3.431 155.701 2.54 3.23 .16 155.86 .00 .68 .00 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 27.944 .0849 .0051 .14 3.43 .00 .34 .013 .00 .00 PIPE | | | | | | | | | | | | | 665.344 154.642 1.200 155.842 2.54 3.23 .16 156.00 .00 .68 .00 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- HYDRAULIC JUMP | | | | | | | | | | | | | 665.344 154.642 .358 155.001 2.54 10.04 1.57 156.57 .00 .68 .96 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.688 .0849 .0632 .11 .36 3.45 .34 .013 .00 .00 PIPE | | | | | | | | | | | | | 667.032 154.786 .371 155.157 2.54 9.57 1.42 156.58 .00 .68 .97 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.933 .0849 .0554 .22 .37 3.22 .34 .013 .00 .00 PIPE | | | | | | | | | | | | | 670.965 155.119 .384 155.504 2.54 9.13 1.29 156.80 .00 .68 .97 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.854 .0849 .0486 .14 .38 3.01 .34 .013 .00 .00 PIPE STORM DRAIN A OUTPUT FILE FILE: AOE_A.WSW W S P G W - CIVILDESIGN Version 14.07 PAGE 6 Program Package Serial Number: 1918 WATER SURFACE PROFILE LISTING Date:11-20-2024 Time:11:11:55 AVIARA OAKS ELEMENTARY SCHOOL HGL CALCULATIONS, 100YR DESIGN STORM STORM DRAIN LINE A, D/S WSE=143.54 (BMP-1) ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 673.820 155.362 .398 155.760 2.54 8.70 1.18 156.94 .00 .68 .98 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.188 .0849 .0426 .09 .40 2.81 .34 .013 .00 .00 PIPE | | | | | | | | | | | | | 676.007 155.548 .413 155.960 2.54 8.30 1.07 157.03 .00 .68 .98 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.731 .0849 .0374 .06 .41 2.62 .34 .013 .00 .00 PIPE | | | | | | | | | | | | | 677.738 155.694 .428 156.122 2.54 7.91 .97 157.09 .00 .68 .99 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.396 .0849 .0329 .05 .43 2.45 .34 .013 .00 .00 PIPE | | | | | | | | | | | | | 679.134 155.813 .444 156.257 2.54 7.54 .88 157.14 .00 .68 .99 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.140 .0849 .0289 .03 .44 2.28 .34 .013 .00 .00 PIPE | | | | | | | | | | | | | 680.274 155.910 .460 156.370 2.54 7.19 .80 157.17 .00 .68 1.00 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .937 .0849 .0254 .02 .46 2.13 .34 .013 .00 .00 PIPE | | | | | | | | | | | | | 681.211 155.989 .478 156.467 2.54 6.86 .73 157.20 .00 .68 1.00 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .773 .0849 .0224 .02 .48 1.99 .34 .013 .00 .00 PIPE | | | | | | | | | | | | | 681.984 156.055 .496 156.551 2.54 6.54 .66 157.21 .00 .68 1.00 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .636 .0849 .0197 .01 .50 1.85 .34 .013 .00 .00 PIPE | | | | | | | | | | | | | 682.620 156.109 .515 156.623 2.54 6.24 .60 157.23 .00 .68 1.00 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .518 .0849 .0173 .01 .51 1.72 .34 .013 .00 .00 PIPE | | | | | | | | | | | | | 683.138 156.153 .535 156.687 2.54 5.95 .55 157.24 .00 .68 1.00 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .415 .0849 .0153 .01 .53 1.60 .34 .013 .00 .00 PIPE STORM DRAIN A OUTPUT FILE FILE: AOE_A.WSW W S P G W - CIVILDESIGN Version 14.07 PAGE 7 Program Package Serial Number: 1918 WATER SURFACE PROFILE LISTING Date:11-20-2024 Time:11:11:55 AVIARA OAKS ELEMENTARY SCHOOL HGL CALCULATIONS, 100YR DESIGN STORM STORM DRAIN LINE A, D/S WSE=143.54 (BMP-1) ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 683.553 156.188 .556 156.744 2.54 5.67 .50 157.24 .00 .68 .99 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .327 .0849 .0135 .00 .56 1.49 .34 .013 .00 .00 PIPE | | | | | | | | | | | | | 683.880 156.216 .578 156.793 2.54 5.40 .45 157.25 .00 .68 .99 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .246 .0849 .0119 .00 .58 1.38 .34 .013 .00 .00 PIPE | | | | | | | | | | | | | 684.126 156.237 .601 156.838 2.54 5.15 .41 157.25 .00 .68 .98 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .172 .0849 .0106 .00 .60 1.28 .34 .013 .00 .00 PIPE | | | | | | | | | | | | | 684.298 156.251 .626 156.877 2.54 4.91 .37 157.25 .00 .68 .97 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .102 .0849 .0094 .00 .63 1.18 .34 .013 .00 .00 PIPE | | | | | | | | | | | | | 684.400 156.260 .652 156.912 2.54 4.68 .34 157.25 .00 .68 .95 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0050 .0094 .02 .65 1.09 .013 .00 .00 PIPE | | | | | | | | | | | | | 686.400 156.270 .623 156.893 2.54 4.94 .38 157.27 .00 .68 .97 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 72.557 .0100 .0100 .73 .62 1.19 .62 .013 .00 .00 PIPE | | | | | | | | | | | | | 758.957 156.999 .623 157.622 2.54 4.94 .38 158.00 .00 .68 .97 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 17.422 .0100 .0099 .17 .62 1.19 .62 .013 .00 .00 PIPE | | | | | | | | | | | | | 776.379 157.174 .627 157.801 2.54 4.90 .37 158.17 .00 .68 .97 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 10.176 .0100 .0093 .09 .63 1.18 .62 .013 .00 .00 PIPE | | | | | | | | | | | | | 786.554 157.276 .654 157.929 2.54 4.67 .34 158.27 .00 .68 .95 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.416 .0100 .0082 .01 .65 1.09 .62 .013 .00 .00 PIPE STORM DRAIN A OUTPUT FILE FILE: AOE_A.WSW W S P G W - CIVILDESIGN Version 14.07 PAGE 8 Program Package Serial Number: 1918 WATER SURFACE PROFILE LISTING Date:11-20-2024 Time:11:11:55 AVIARA OAKS ELEMENTARY SCHOOL HGL CALCULATIONS, 100YR DESIGN STORM STORM DRAIN LINE A, D/S WSE=143.54 (BMP-1) ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 787.970 157.290 .683 157.973 2.54 4.45 .31 158.28 .00 .68 .93 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- STORM DRAIN A OUTPUT FILE STORM DRAIN A z ,c n (I ) n > ~ C ::c < .. . . - "ti I l" ' l l" ' l ... . l" ' l .. , ~ ~ ;: ; ~ > ... . I z > l" ' l :>< : r ll ST A T I O N 7. 47 0 !3 l ~l * f 18 ~ 0~ : g~ 8 4l ST A T I O N 11 4 . 20 9 5l ST A T I O N 13 5 . 49 5 6l ST A T I O N 14 3 . 46 3 lO l ST A T I O N 15 2 . 33 1 12 ] ST A T I O N 15 7 . 94 0 13 ] ST A T I O N 16 4 . 56 1 15 ] ST A T I O N 24 5 . 29 6 16 ] ST A T I O N 28 5 . 31 5 !Q l ~f * f l B ~ ~8 5 : ~~ 8 19 ] ST A T I O N 31 6 . 36 1 21 ] ST A T I O N 34 0 . 31 0 23 ] ST A T I O N 36 0 . 39 1 24 ] ST A T I O N 40 1 . 60 3 25 ] ST A T I O N 41 9 . 57 2 26 ] ST A T I O N 43 0 . 34 0 28 ] ST A T I O N 45 2 . 89 3 5~ l ~f * f l B ~ s! 3 e : Os B 31 ] ST A T I O N 54 1 . 52 8 32 ] ST A T I O N 55 9 . 37 8 33 ] ST A T I O N 56 9 . 09 6 34 ] ST A T I O N 57 4 . 82 4 38 ] ST A T I O N 59 9 . 20 0 19 l ~f * f l B ~ ~~ 1 : 18 8 42 ] ST A T I O N 66 5 . 34 4 61 ] ST A T I O N 75 8 . 95 7 62 ] ST A T I O N 77 6 . 37 9 63 ] ST A T I O N 78 6 . 55 4 l" ' l r l" ' l < - > ... ... . :- - □ 0 Z 0 (I ) 0 :. : :. : !" ' \J I 0 0 0 0 0 0 I \ I ' ,\ \ ~ \ :. : :. : ui ui ui ui ui ~ ~ :" " )D :- - !" ' \J I :" " )D :- - !" ' 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Q = 18 . 13 0 Ft 3 / S , V = 5. 77 1 Ft / S 8 ; 10 : BB FB ~ ~ : ~ : s: HI Ft ~ ~ ~ > Q = 18 . 13 0 Ft 3 / S , V = 5. 77 1 Ft / S ~ tr j Q = 18 . 13 0 Ft 3 / S , V = 6. 05 3 Ft / S == a Q = 18 . 13 0 Ft 3 / S , V = 6. 34 8 Ft / S Q = 18 . 13 0 Ft 3 / S , V = 7. 36 2 Ft / S Q = 18 . 13 0 Ft 3 / S , V = 6. 53 3 Ft / S if . ) _ Q = 18 . 13 0 Ft 3 / S , V = 6. 85 2 Ft / S c: : : == a ~ > n tr j Q = 18 . 13 0 Ft 3 / S , V = 7. 36 8 Ft / S "" O == a Q = 18 . 13 0 Ft 3 / S , V = 7. 36 2 Ft / S tr j 8 ; !~ : a~ B Ft ~ ~ ~ : ~: rJ J . l: 9b ~ Ft ~ ~ rJ J . Q = 11 . 85 0 Ft 3 / S , V = 6. 70 6 Ft / S c: : : Q = 11 . 85 0 Ft 3 / S , V = 10 . 96 1 Ft / S ~ Q = 11 . 85 0 Ft 3 / S , V = 1 t. 06 4 Ft / S '1 == a \ \ \ ' Q = 11 . 85 0 Ft 3 / S , V = 10 . 54 9 Ft / S ~ Q = 11 . 85 0 Ft 3 / S , V = 10 . 05 8 Ft / S ~t r j Q = 11 . 85 0 Ft 3 / S , V = 9. 59 0 Ft / S z Q = 11 . 85 0 Ft 3 / S , V = 9. 29 4 Ft / S ~ > z \ . \ \ ' > ~ 8 ; II : Os B Ft ~ ~ ~ : ~: g: 11 ~ Ft ~ ~ ~ Q = 11 . 85 0 Ft 3 / S , V = 9. 20 2 Ft / S ~ Q = 11 . 85 0 Ft 3 / S , V = 8. 77 4 Ft / S if . ) _ Q = 11 . 85 0 Ft 3 / S , V = 8. 36 6 Ft / S Q = 11 . 85 0 Ft 3 / S , V = 7. 97 7 rt 1 s . . . - . . . \ ,, I \1 ~ '~ "" O Q = 6. 82 0 Ft 3 / S , V = 3. 85 9 Ft / S ~ > z 8 ; ~: ~~ 8 Ft ~ ~ ~ : ~: ~: ~ ~ ~ F t ~ ~ ~ Q = 2. 54 0 Ft 3 / S , V = 3. 23 4 Ft / S "" O == a 0 ~ ~ ~ tr j ,, _ , Q = 2. 54 0 Ft 3 / S , V = 4. 93 5 Ft / S Q = 2. 54 0 Ft 3 / S , V = 4. 89 8 Ft / S I I Q = 2. 54 0 Ft 3 / S , V = 4. 67 0 Ft / S T1 AVIARA OAKS ELEMENTARY 0 T2 HGL CALCULATIONS, 100YR DESIGN STORM T3 STORM DRAIN LINE B, D/S WSE=143.54 (BMP-1) SO 3.650 141.250 1 143.540 R 14.700 141.570 1 .013 .000 .000 0 JX 16.200 141.580 1 .013 R 46.110 142.160 1 .013 .000 .000 0 JX 47.610 142.170 1 .013 R 101.430 143.750 1 .013 .000 .000 0 JX 102.930 143.760 1 .013 R 149.260 144.420 1 .013 .000 .000 0 JX 150.760 144.430 1 .013 R 167.030 144.700 1 .013 .000 .000 0 JX 168.530 144.710 1 .013 R 180.060 145.000 1 .013 .000 .000 0 JX 181.560 145.010 1 .013 R 293.640 146.700 1 .013 .000 .000 0 JX 295.140 146.710 3 2 .013 4.040 150.470 .0 -90.000 R 304.540 147.000 3 .013 .000 .000 0 JX 305.540 147.010 3 .013 R 332.400 147.220 3 .013 .000 .000 0 SH 332.400 147.220 3 147.220 CD 1 4 1 .000 1.500 .000 .000 .000 .00 CD 2 3 0 .000 .500 2.000 .000 .000 .00 CD 3 4 1 .000 1.000 .000 .000 .000 .00 Q 2.350 .0 STORM DRAIN B INPUT FILE FILE: AOE_B.WSW W S P G W - CIVILDESIGN Version 14.07 PAGE 1 Program Package Serial Number: 1918 WATER SURFACE PROFILE LISTING Date:11-11-2024 Time: 9:28:14 AVIARA OAKS ELEMENTARY HGL CALCULATIONS, 100YR DESIGN STORM STORM DRAIN LINE B, D/S WSE=143.54 (BMP-1) ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 3.650 141.250 2.290 143.540 6.39 3.62 .20 143.74 .00 .98 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 11.050 .0290 .0037 .04 2.29 .00 .62 .013 .00 .00 PIPE | | | | | | | | | | | | | 14.700 141.570 2.011 143.581 6.39 3.62 .20 143.78 .00 .98 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0067 .0037 .01 2.01 .00 .013 .00 .00 PIPE | | | | | | | | | | | | | 16.200 141.580 2.006 143.586 6.39 3.62 .20 143.79 .00 .98 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 29.910 .0194 .0037 .11 2.01 .00 .69 .013 .00 .00 PIPE | | | | | | | | | | | | | 46.110 142.160 1.537 143.697 6.39 3.62 .20 143.90 .00 .98 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0067 .0037 .01 1.54 .00 .013 .00 .00 PIPE | | | | | | | | | | | | | 47.610 142.170 1.533 143.703 6.39 3.62 .20 143.91 .00 .98 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.274 .0294 .0037 .00 1.53 .00 .62 .013 .00 .00 PIPE | | | | | | | | | | | | | 48.884 142.207 1.500 143.707 6.39 3.62 .20 143.91 .00 .98 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.349 .0294 .0035 .00 1.50 .00 .62 .013 .00 .00 PIPE | | | | | | | | | | | | | 50.232 142.247 1.463 143.710 6.39 3.64 .21 143.92 .00 .98 .47 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- HYDRAULIC JUMP | | | | | | | | | | | | | 50.232 142.247 .630 142.877 6.39 9.07 1.28 144.15 .00 .98 1.48 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.660 .0294 .0271 .07 .63 2.32 .62 .013 .00 .00 PIPE | | | | | | | | | | | | | 52.892 142.325 .633 142.958 6.39 9.02 1.26 144.22 .00 .98 1.48 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 22.021 .0294 .0252 .56 .63 2.30 .62 .013 .00 .00 PIPE STORM DRAIN B OUTPUT FILE FILE: AOE_B.WSW W S P G W - CIVILDESIGN Version 14.07 PAGE 2 Program Package Serial Number: 1918 WATER SURFACE PROFILE LISTING Date:11-11-2024 Time: 9:28:14 AVIARA OAKS ELEMENTARY HGL CALCULATIONS, 100YR DESIGN STORM STORM DRAIN LINE B, D/S WSE=143.54 (BMP-1) ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 74.913 142.972 .656 143.628 6.39 8.60 1.15 144.78 .00 .98 1.49 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 11.097 .0294 .0221 .25 .66 2.14 .62 .013 .00 .00 PIPE | | | | | | | | | | | | | 86.010 143.297 .681 143.978 6.39 8.20 1.04 145.02 .00 .98 1.49 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 7.013 .0294 .0195 .14 .68 2.00 .62 .013 .00 .00 PIPE | | | | | | | | | | | | | 93.023 143.503 .706 144.209 6.39 7.82 .95 145.16 .00 .98 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.875 .0294 .0171 .08 .71 1.86 .62 .013 .00 .00 PIPE | | | | | | | | | | | | | 97.898 143.646 .733 144.379 6.39 7.45 .86 145.24 .00 .98 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.532 .0294 .0151 .05 .73 1.74 .62 .013 .00 .00 PIPE | | | | | | | | | | | | | 101.430 143.750 .761 144.511 6.39 7.10 .78 145.29 .00 .98 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0067 .0143 .02 .76 1.62 .013 .00 .00 PIPE | | | | | | | | | | | | | 102.930 143.760 .754 144.514 6.39 7.18 .80 145.32 .00 .98 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 8.984 .0142 .0146 .13 .75 1.64 .76 .013 .00 .00 PIPE | | | | | | | | | | | | | 111.914 143.888 .752 144.640 6.39 7.21 .81 145.45 .00 .98 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 37.346 .0142 .0157 .59 .75 1.65 .76 .013 .00 .00 PIPE | | | | | | | | | | | | | 149.260 144.420 .724 145.144 6.39 7.56 .89 146.03 .00 .98 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0067 .0169 .03 .72 1.77 .013 .00 .00 PIPE | | | | | | | | | | | | | 150.760 144.430 .718 145.148 6.39 7.65 .91 146.06 .00 .98 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 16.270 .0166 .0175 .28 .72 1.81 .73 .013 .00 .00 PIPE STORM DRAIN B OUTPUT FILE FILE: AOE_B.WSW W S P G W - CIVILDESIGN Version 14.07 PAGE 3 Program Package Serial Number: 1918 WATER SURFACE PROFILE LISTING Date:11-11-2024 Time: 9:28:14 AVIARA OAKS ELEMENTARY HGL CALCULATIONS, 100YR DESIGN STORM STORM DRAIN LINE B, D/S WSE=143.54 (BMP-1) ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 167.030 144.700 .712 145.412 6.39 7.73 .93 146.34 .00 .98 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0067 .0180 .03 .71 1.84 .013 .00 .00 PIPE | | | | | | | | | | | | | 168.530 144.710 .706 145.416 6.39 7.82 .95 146.37 .00 .98 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 5.967 .0252 .0174 .10 .71 1.87 .64 .013 .00 .00 PIPE | | | | | | | | | | | | | 174.497 144.860 .725 145.585 6.39 7.55 .89 146.47 .00 .98 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 5.563 .0252 .0156 .09 .72 1.77 .64 .013 .00 .00 PIPE | | | | | | | | | | | | | 180.060 145.000 .752 145.752 6.39 7.20 .81 146.56 .00 .98 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0067 .0149 .02 .75 1.65 .013 .00 .00 PIPE | | | | | | | | | | | | | 181.560 145.010 .746 145.756 6.39 7.28 .82 146.58 .00 .98 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 26.908 .0151 .0151 .41 .75 1.68 .75 .013 .00 .00 PIPE | | | | | | | | | | | | | 208.468 145.416 .746 146.162 6.39 7.28 .82 146.99 .00 .98 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 51.816 .0151 .0143 .74 .75 1.68 .75 .013 .00 .00 PIPE | | | | | | | | | | | | | 260.284 146.197 .771 146.968 6.39 6.98 .76 147.73 .00 .98 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 16.322 .0151 .0127 .21 .77 1.58 .75 .013 .00 .00 PIPE | | | | | | | | | | | | | 276.605 146.443 .801 147.244 6.39 6.66 .69 147.93 .00 .98 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 8.017 .0151 .0112 .09 .80 1.47 .75 .013 .00 .00 PIPE | | | | | | | | | | | | | 284.623 146.564 .832 147.396 6.39 6.35 .63 148.02 .00 .98 1.49 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.594 .0151 .0099 .05 .83 1.36 .75 .013 .00 .00 PIPE STORM DRAIN B OUTPUT FILE FILE: AOE_B.WSW W S P G W - CIVILDESIGN Version 14.07 PAGE 4 Program Package Serial Number: 1918 WATER SURFACE PROFILE LISTING Date:11-11-2024 Time: 9:28:14 AVIARA OAKS ELEMENTARY HGL CALCULATIONS, 100YR DESIGN STORM STORM DRAIN LINE B, D/S WSE=143.54 (BMP-1) ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 289.217 146.633 .865 147.498 6.39 6.05 .57 148.07 .00 .98 1.48 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.650 .0151 .0087 .02 .87 1.26 .75 .013 .00 .00 PIPE | | | | | | | | | | | | | 291.867 146.673 .900 147.573 6.39 5.77 .52 148.09 .00 .98 1.47 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.363 .0151 .0077 .01 .90 1.17 .75 .013 .00 .00 PIPE | | | | | | | | | | | | | 293.230 146.694 .937 147.631 6.39 5.50 .47 148.10 .00 .98 1.45 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .410 .0151 .0068 .00 .94 1.08 .75 .013 .00 .00 PIPE | | | | | | | | | | | | | 293.640 146.700 .977 147.677 6.39 5.24 .43 148.10 1.50 .98 1.43 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0067 .0054 .01 1.50 1.00 .013 .00 .00 PIPE | | | | | | | | | | | | | 295.140 146.710 1.795 148.505 2.35 2.99 .14 148.64 .00 .66 .00 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 9.400 .0309 .0044 .04 1.80 .00 .42 .013 .00 .00 PIPE | | | | | | | | | | | | | 304.540 147.000 1.546 148.546 2.35 2.99 .14 148.69 .00 .66 .00 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0100 .0044 .00 1.55 .00 .013 .00 .00 PIPE | | | | | | | | | | | | | 305.540 147.010 1.540 148.550 2.35 2.99 .14 148.69 .00 .66 .00 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 26.860 .0078 .0044 .12 1.54 .00 .64 .013 .00 .00 PIPE | | | | | | | | | | | | | 332.400 147.220 1.447 148.667 2.35 2.99 .14 148.81 .00 .66 .00 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- STORM DRAIN B OUTPUT FILE STORM DRAIN B ~ > :E : (7 v. , (7 ~ z ]> ;; o C I < -I - ""C J I t: r j f" ' l f" ' l - I f" ' l to ;;o ;; o - ;;o ]> - I (7 I z ~ ]> f" ' l ;,; : r I I I if ) _ C f" ' l ~ r ~ f" ' l < - - - - - - - ]> .j> . .j> . .j> . .j> . .j> . U1 U1 > -I - ~ Sil :-. J ~ - ~ -D 0 0 0 0 0 0 0 n Z 0 0 0 0 0 0 0 (/ ) 0 0 0 0 0 0 0 t: r j ~ ~ t: r j if ) _ lJ ST A T I □N 3. 65 0 Q = 6. 39 0 Ft 3 / S , V = 3. 61 6 Ft / S if ) _ 2J ST A T I□N 14 . 70 0 I\ \\ I 1= 1 = 1 I IQ = 6. 39 0 Ft 3 / S , V = 3. 61 6 Ft / S C ~ 4J ST A T I□N 46 . 11 0 I \ & I I I I I IQ = 6. 39 0 Ft 3 / S , V = 3. 61 6 Ft / S t: r j 0 lO J ST A T l □N 74 . 91 3 ~ - ~ Q= 6. 39 0 Ft 3 / S , V = 8. 59 7 Ft / S ~ ll J ST A T I □N 86 . 01 0 - Q = 6. 39 0 Ft 3 / S , V = 8. 19 7 Ft / S > 12 ] ST A T I □N 93 . 02 3 - Q = 6. 39 0 Ft 3 / S , V = 7. 81 5 Ft / S 13 ] ST A T I □N 97 . 89 8 - Q = 6. 39 0 Ft 3 / S , V = 7. 45 2 Ft / S ~ 16 ] ST A T I □N 11 1 . 91 4 I I \ 111 , _ 1 - 1 Q = 6. 39 0 Ft 3 / S , V = 7. 20 8 Ft / S ~ t: r j z 17 J ST A T I □N 14 9 . 26 0 ~ - ~ Q= 6. 39 0 Ft 3 / S , V = 7. 56 0 Ft / S ~ 19 ] ST A T I □N 16 7 . 03 0 - Q = 6. 39 0 Ft 3 / S , V = 7. 73 4 Ft / S > 21 ] ST A T I □N 17 4 . 49 7 - Q = 6. 39 0 Ft 3 / S , V = 7. 55 4 Ft / S 22 ] ST A T I□N 18 0 . 06 0 - Q = 6. 39 0 Ft 3 / S , V = 7. 20 2 Ft / S z > 24 ] ST A T I□N 20 8 . 46 8 I I L l U - 1 Q = 6. 39 0 Ft 3 / S , V = 7. 28 2 Ft / S ~ ~ if ) _ ~ if ) _ 25 ] ST A T I□N 26 0 . 28 4 I I -1 t L I I IQ = 6. 39 0 Ft 3 / S , V = 6. 98 3 Ft / S , - . _ 26 ] ST A T I□N 27 6 . 60 5 I ;; t ; I ~ l\\t I ; t ; j s ; 6. 39 0 Ft 3 / S , V = 6. 65 8 Ft / S ~ ~~~ H~ t IB ~ ~~~: ~17 ~: 3~ 8 ~H~ ~ : t : ~• ~4 ~ Ft / ~ . 5 F t / ~ 33 ] ST A T I□N 30 4 . 54 0 I I - l \l . . J I Q = 2. 35 0 Ft 3 / S , V = 2. 99 2 Ft / S > z 35 ] ST A T I□N 33 2 . 40 0 I I I _ I\ il l I I IQ = 2. 35 0 Ft 3 / S , V = 2. 99 2 Ft / S ~ ~ ~ 0 ~ ~ ~ t: r j ' - " T1 AVIARA OAKS ELEMENTARY 0 T2 HGL CALCULATIONS, 100YR DESIGN STORM T3 STORM DRAIN LINE C, D/S WSE=146.55 (BMP-2) SO 1.650 145.250 1 146.550 R 119.360 147.360 1 .013 .000 .000 0 JX 120.860 147.370 1 2 .013 1.070 147.370 90.0 .000 R 149.560 147.650 1 .013 .000 .000 0 JX 151.060 147.660 1 .013 R 177.670 147.920 1 .013 .000 .000 0 JX 179.170 147.930 1 .013 R 213.480 148.260 1 .013 .000 .000 0 JX 214.980 148.270 1 .013 R 256.290 148.700 1 .013 .000 .000 0 JX 257.790 148.710 1 .013 R 312.310 149.260 1 .013 .000 .000 0 JX 314.310 149.270 2 .013 R 322.840 151.950 2 .013 .000 .000 0 SH 322.840 151.950 1 151.950 CD 1 4 1 .000 1.500 .000 .000 .000 .00 CD 2 4 1 .000 1.000 .000 .000 .000 .00 Q 3.210 .0 STORM DRAIN C INPUT FILE FILE: AOE_C.WSW W S P G W - CIVILDESIGN Version 14.07 PAGE 1 Program Package Serial Number: 1918 WATER SURFACE PROFILE LISTING Date: 1-16-2025 Time: 8:27:52 AVIARA OAKS ELEMENTARY HGL CALCULATIONS, 100YR DESIGN STORM STORM DRAIN LINE C, D/S WSE=146.55 (BMP-2) ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 1.650 145.250 1.300 146.550 4.28 2.63 .11 146.66 .00 .79 1.02 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.602 .0179 .0016 .01 1.30 .37 .57 .013 .00 .00 PIPE | | | | | | | | | | | | | 5.252 145.315 1.230 146.545 4.28 2.76 .12 146.66 .00 .79 1.15 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.990 .0179 .0017 .01 1.23 .42 .57 .013 .00 .00 PIPE | | | | | | | | | | | | | 8.242 145.368 1.170 146.538 4.28 2.89 .13 146.67 .00 .79 1.24 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.557 .0179 .0019 .00 1.17 .47 .57 .013 .00 .00 PIPE | | | | | | | | | | | | | 10.799 145.414 1.116 146.530 4.28 3.03 .14 146.67 .00 .79 1.31 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.550 .0179 .0022 .00 1.12 .52 .57 .013 .00 .00 PIPE | | | | | | | | | | | | | 12.350 145.442 1.067 146.509 4.28 3.18 .16 146.67 .00 .79 1.36 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- HYDRAULIC JUMP | | | | | | | | | | | | | 12.350 145.442 .568 146.009 4.28 6.98 .76 146.77 .00 .79 1.46 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 43.338 .0179 .0178 .77 .57 1.90 .57 .013 .00 .00 PIPE | | | | | | | | | | | | | 55.687 146.219 .570 146.789 4.28 6.94 .75 147.54 .00 .79 1.46 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 34.636 .0179 .0166 .57 .57 1.88 .57 .013 .00 .00 PIPE | | | | | | | | | | | | | 90.323 146.840 .591 147.430 4.28 6.62 .68 148.11 .00 .79 1.47 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 11.881 .0179 .0145 .17 .59 1.76 .57 .013 .00 .00 PIPE | | | | | | | | | | | | | 102.203 147.052 .612 147.665 4.28 6.31 .62 148.28 .00 .79 1.47 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 6.544 .0179 .0128 .08 .61 1.64 .57 .013 .00 .00 PIPE STORM DRAIN C OUTPUT FILE FILE: AOE_C.WSW W S P G W - CIVILDESIGN Version 14.07 PAGE 2 Program Package Serial Number: 1918 WATER SURFACE PROFILE LISTING Date: 1-16-2025 Time: 8:27:52 AVIARA OAKS ELEMENTARY HGL CALCULATIONS, 100YR DESIGN STORM STORM DRAIN LINE C, D/S WSE=146.55 (BMP-2) ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 108.747 147.170 .635 147.804 4.28 6.02 .56 148.37 .00 .79 1.48 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.138 .0179 .0112 .05 .63 1.53 .57 .013 .00 .00 PIPE | | | | | | | | | | | | | 112.886 147.244 .658 147.902 4.28 5.74 .51 148.41 .00 .79 1.49 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.731 .0179 .0098 .03 .66 1.43 .57 .013 .00 .00 PIPE | | | | | | | | | | | | | 115.617 147.293 .682 147.975 4.28 5.47 .46 148.44 .00 .79 1.49 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.796 .0179 .0087 .02 .68 1.33 .57 .013 .00 .00 PIPE | | | | | | | | | | | | | 117.413 147.325 .708 148.033 4.28 5.22 .42 148.46 .00 .79 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.136 .0179 .0076 .01 .71 1.24 .57 .013 .00 .00 PIPE | | | | | | | | | | | | | 118.549 147.345 .735 148.080 4.28 4.97 .38 148.46 .00 .79 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .617 .0179 .0067 .00 .73 1.16 .57 .013 .00 .00 PIPE | | | | | | | | | | | | | 119.166 147.357 .763 148.119 4.28 4.74 .35 148.47 .00 .79 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .194 .0179 .0059 .00 .76 1.08 .57 .013 .00 .00 PIPE | | | | | | | | | | | | | 119.360 147.360 .793 148.153 4.28 4.51 .32 148.47 .00 .79 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0067 .0033 .01 .79 1.00 .013 .00 .00 PIPE | | | | | | | | | | | | | 120.860 147.370 1.104 148.474 3.21 2.30 .08 148.56 .00 .68 1.32 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.695 .0098 .0012 .01 1.10 .40 .57 .013 .00 .00 PIPE | | | | | | | | | | | | | 125.555 147.416 1.056 148.472 3.21 2.41 .09 148.56 .00 .68 1.37 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.250 .0098 .0014 .01 1.06 .43 .57 .013 .00 .00 PIPE STORM DRAIN C OUTPUT FILE FILE: AOE_C.WSW W S P G W - CIVILDESIGN Version 14.07 PAGE 3 Program Package Serial Number: 1918 WATER SURFACE PROFILE LISTING Date: 1-16-2025 Time: 8:27:52 AVIARA OAKS ELEMENTARY HGL CALCULATIONS, 100YR DESIGN STORM STORM DRAIN LINE C, D/S WSE=146.55 (BMP-2) ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 129.805 147.457 1.011 148.469 3.21 2.53 .10 148.57 .00 .68 1.41 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.851 .0098 .0016 .01 1.01 .47 .57 .013 .00 .00 PIPE | | | | | | | | | | | | | 133.656 147.495 .970 148.465 3.21 2.66 .11 148.57 .00 .68 1.43 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.496 .0098 .0018 .01 .97 .51 .57 .013 .00 .00 PIPE | | | | | | | | | | | | | 137.152 147.529 .931 148.460 3.21 2.79 .12 148.58 .00 .68 1.46 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.174 .0098 .0020 .01 .93 .55 .57 .013 .00 .00 PIPE | | | | | | | | | | | | | 140.326 147.560 .894 148.454 3.21 2.92 .13 148.59 .00 .68 1.47 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.829 .0098 .0022 .01 .89 .60 .57 .013 .00 .00 PIPE | | | | | | | | | | | | | 143.155 147.588 .860 148.447 3.21 3.06 .15 148.59 .00 .68 1.48 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.526 .0098 .0025 .01 .86 .64 .57 .013 .00 .00 PIPE | | | | | | | | | | | | | 145.681 147.612 .827 148.439 3.21 3.21 .16 148.60 .00 .68 1.49 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.875 .0098 .0029 .01 .83 .69 .57 .013 .00 .00 PIPE | | | | | | | | | | | | | 147.556 147.630 .796 148.426 3.21 3.37 .18 148.60 .00 .68 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- HYDRAULIC JUMP | | | | | | | | | | | | | 147.556 147.630 .573 148.204 3.21 5.17 .42 148.62 .00 .68 1.46 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.004 .0098 .0096 .02 .57 1.40 .57 .013 .00 .00 PIPE | | | | | | | | | | | | | 149.560 147.650 .578 148.228 3.21 5.12 .41 148.63 .00 .68 1.46 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0067 .0096 .01 .58 1.38 .013 .00 .00 PIPE STORM DRAIN C OUTPUT FILE FILE: AOE_C.WSW W S P G W - CIVILDESIGN Version 14.07 PAGE 4 Program Package Serial Number: 1918 WATER SURFACE PROFILE LISTING Date: 1-16-2025 Time: 8:27:52 AVIARA OAKS ELEMENTARY HGL CALCULATIONS, 100YR DESIGN STORM STORM DRAIN LINE C, D/S WSE=146.55 (BMP-2) ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 151.060 147.660 .573 148.233 3.21 5.17 .42 148.65 .00 .68 1.46 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 26.610 .0098 .0095 .25 .57 1.40 .57 .013 .00 .00 PIPE | | | | | | | | | | | | | 177.670 147.920 .579 148.499 3.21 5.10 .40 148.90 .00 .68 1.46 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0067 .0095 .01 .58 1.37 .013 .00 .00 PIPE | | | | | | | | | | | | | 179.170 147.930 .575 148.505 3.21 5.15 .41 148.92 .00 .68 1.46 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.425 .0096 .0096 .03 .57 1.39 .57 .013 .00 .00 PIPE | | | | | | | | | | | | | 182.595 147.963 .575 148.538 3.21 5.15 .41 148.95 .00 .68 1.46 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 30.885 .0096 .0100 .31 .57 1.39 .57 .013 .00 .00 PIPE | | | | | | | | | | | | | 213.480 148.260 .563 148.823 3.21 5.30 .44 149.26 .00 .68 1.45 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0067 .0106 .02 .56 1.45 .013 .00 .00 PIPE | | | | | | | | | | | | | 214.980 148.270 .558 148.828 3.21 5.36 .45 149.27 .00 .68 1.45 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 15.364 .0104 .0110 .17 .56 1.47 .56 .013 .00 .00 PIPE | | | | | | | | | | | | | 230.344 148.430 .551 148.981 3.21 5.46 .46 149.44 .00 .68 1.45 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 16.268 .0104 .0121 .20 .55 1.51 .56 .013 .00 .00 PIPE | | | | | | | | | | | | | 246.611 148.599 .532 149.131 3.21 5.72 .51 149.64 .00 .68 1.43 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 9.679 .0104 .0138 .13 .53 1.61 .56 .013 .00 .00 PIPE | | | | | | | | | | | | | 256.290 148.700 .513 149.213 3.21 6.00 .56 149.77 .00 .68 1.42 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0067 .0150 .02 .51 1.73 .013 .00 .00 PIPE STORM DRAIN C OUTPUT FILE FILE: AOE_C.WSW W S P G W - CIVILDESIGN Version 14.07 PAGE 5 Program Package Serial Number: 1918 WATER SURFACE PROFILE LISTING Date: 1-16-2025 Time: 8:27:52 AVIARA OAKS ELEMENTARY HGL CALCULATIONS, 100YR DESIGN STORM STORM DRAIN LINE C, D/S WSE=146.55 (BMP-2) ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 257.790 148.710 .508 149.218 3.21 6.10 .58 149.79 .00 .68 1.42 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .269 .0101 .0154 .00 .51 1.76 .57 .013 .00 .00 PIPE | | | | | | | | | | | | | 258.059 148.713 .507 149.219 3.21 6.12 .58 149.80 .00 .68 1.42 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 6.301 .0101 .0166 .10 .51 1.77 .57 .013 .00 .00 PIPE | | | | | | | | | | | | | 264.360 148.776 .489 149.265 3.21 6.41 .64 149.90 .00 .68 1.41 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 5.363 .0101 .0189 .10 .49 1.89 .57 .013 .00 .00 PIPE | | | | | | | | | | | | | 269.723 148.830 .473 149.303 3.21 6.73 .70 150.01 .00 .68 1.39 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.720 .0101 .0216 .10 .47 2.03 .57 .013 .00 .00 PIPE | | | | | | | | | | | | | 274.443 148.878 .457 149.335 3.21 7.06 .77 150.11 .00 .68 1.38 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.243 .0101 .0247 .10 .46 2.17 .57 .013 .00 .00 PIPE | | | | | | | | | | | | | 278.686 148.921 .441 149.362 3.21 7.40 .85 150.21 .00 .68 1.37 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.885 .0101 .0282 .11 .44 2.31 .57 .013 .00 .00 PIPE | | | | | | | | | | | | | 282.571 148.960 .426 149.386 3.21 7.76 .94 150.32 .00 .68 1.35 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.586 .0101 .0322 .12 .43 2.47 .57 .013 .00 .00 PIPE | | | | | | | | | | | | | 286.158 148.996 .412 149.408 3.21 8.14 1.03 150.44 .00 .68 1.34 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.338 .0101 .0368 .12 .41 2.64 .57 .013 .00 .00 PIPE | | | | | | | | | | | | | 289.495 149.030 .398 149.428 3.21 8.54 1.13 150.56 .00 .68 1.32 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.126 .0101 .0420 .13 .40 2.82 .57 .013 .00 .00 PIPE STORM DRAIN C OUTPUT FILE FILE: AOE_C.WSW W S P G W - CIVILDESIGN Version 14.07 PAGE 6 Program Package Serial Number: 1918 WATER SURFACE PROFILE LISTING Date: 1-16-2025 Time: 8:27:52 AVIARA OAKS ELEMENTARY HGL CALCULATIONS, 100YR DESIGN STORM STORM DRAIN LINE C, D/S WSE=146.55 (BMP-2) ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 292.622 149.061 .385 149.446 3.21 8.95 1.24 150.69 .00 .68 1.31 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.942 .0101 .0481 .14 .38 3.02 .57 .013 .00 .00 PIPE | | | | | | | | | | | | | 295.563 149.091 .372 149.463 3.21 9.39 1.37 150.83 .00 .68 1.30 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.778 .0101 .0550 .15 .37 3.22 .57 .013 .00 .00 PIPE | | | | | | | | | | | | | 298.341 149.119 .360 149.479 3.21 9.85 1.51 150.99 .00 .68 1.28 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.629 .0101 .0628 .17 .36 3.44 .57 .013 .00 .00 PIPE | | | | | | | | | | | | | 300.971 149.146 .348 149.493 3.21 10.33 1.66 151.15 .00 .68 1.27 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.495 .0101 .0719 .18 .35 3.67 .57 .013 .00 .00 PIPE | | | | | | | | | | | | | 303.466 149.171 .336 149.507 3.21 10.83 1.82 151.33 .00 .68 1.25 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.373 .0101 .0822 .20 .34 3.92 .57 .013 .00 .00 PIPE | | | | | | | | | | | | | 305.839 149.195 .325 149.520 3.21 11.36 2.00 151.52 .00 .68 1.24 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.260 .0101 .0941 .21 .33 4.19 .57 .013 .00 .00 PIPE | | | | | | | | | | | | | 308.098 149.217 .315 149.532 3.21 11.92 2.21 151.74 .00 .68 1.22 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.155 .0101 .1076 .23 .31 4.47 .57 .013 .00 .00 PIPE | | | | | | | | | | | | | 310.253 149.239 .304 149.544 3.21 12.50 2.43 151.97 .00 .68 1.21 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.057 .0101 .1232 .25 .30 4.77 .57 .013 .00 .00 PIPE | | | | | | | | | | | | | 312.310 149.260 .294 149.554 3.21 13.11 2.67 152.22 .00 .68 1.19 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0050 .1307 .26 .29 5.10 .013 .00 .00 PIPE STORM DRAIN C OUTPUT FILE FILE: AOE_C.WSW W S P G W - CIVILDESIGN Version 14.07 PAGE 7 Program Package Serial Number: 1918 WATER SURFACE PROFILE LISTING Date: 1-16-2025 Time: 8:27:52 AVIARA OAKS ELEMENTARY HGL CALCULATIONS, 100YR DESIGN STORM STORM DRAIN LINE C, D/S WSE=146.55 (BMP-2) ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 314.310 149.270 .341 149.611 3.21 13.59 2.87 152.48 .00 .77 .95 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .754 .3142 .1257 .09 .34 4.80 .27 .013 .00 .00 PIPE | | | | | | | | | | | | | 315.064 149.507 .347 149.854 3.21 13.26 2.73 152.59 .00 .77 .95 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.178 .3142 .1139 .13 .35 4.64 .27 .013 .00 .00 PIPE | | | | | | | | | | | | | 316.243 149.877 .359 150.236 3.21 12.65 2.48 152.72 .00 .77 .96 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .994 .3142 .0999 .10 .36 4.33 .27 .013 .00 .00 PIPE | | | | | | | | | | | | | 317.236 150.189 .372 150.561 3.21 12.06 2.26 152.82 .00 .77 .97 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .847 .3142 .0876 .07 .37 4.05 .27 .013 .00 .00 PIPE | | | | | | | | | | | | | 318.083 150.455 .385 150.841 3.21 11.50 2.05 152.89 .00 .77 .97 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .727 .3142 .0769 .06 .39 3.78 .27 .013 .00 .00 PIPE | | | | | | | | | | | | | 318.810 150.684 .399 151.083 3.21 10.96 1.87 152.95 .00 .77 .98 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .629 .3142 .0675 .04 .40 3.53 .27 .013 .00 .00 PIPE | | | | | | | | | | | | | 319.439 150.882 .414 151.295 3.21 10.45 1.70 152.99 .00 .77 .99 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .545 .3142 .0592 .03 .41 3.30 .27 .013 .00 .00 PIPE | | | | | | | | | | | | | 319.984 151.053 .429 151.482 3.21 9.97 1.54 153.02 .00 .77 .99 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .474 .3142 .0520 .02 .43 3.08 .27 .013 .00 .00 PIPE | | | | | | | | | | | | | 320.458 151.202 .445 151.647 3.21 9.50 1.40 153.05 .00 .77 .99 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .413 .3142 .0457 .02 .45 2.87 .27 .013 .00 .00 PIPE STORM DRAIN C OUTPUT FILE FILE: AOE_C.WSW W S P G W - CIVILDESIGN Version 14.07 PAGE 8 Program Package Serial Number: 1918 WATER SURFACE PROFILE LISTING Date: 1-16-2025 Time: 8:27:52 AVIARA OAKS ELEMENTARY HGL CALCULATIONS, 100YR DESIGN STORM STORM DRAIN LINE C, D/S WSE=146.55 (BMP-2) ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 320.872 151.332 .462 151.793 3.21 9.06 1.27 153.07 .00 .77 1.00 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .359 .3142 .0402 .01 .46 2.68 .27 .013 .00 .00 PIPE | | | | | | | | | | | | | 321.231 151.445 .479 151.923 3.21 8.64 1.16 153.08 .00 .77 1.00 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .313 .3142 .0354 .01 .48 2.50 .27 .013 .00 .00 PIPE | | | | | | | | | | | | | 321.544 151.543 .497 152.040 3.21 8.24 1.05 153.09 .00 .77 1.00 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .271 .3142 .0312 .01 .50 2.32 .27 .013 .00 .00 PIPE | | | | | | | | | | | | | 321.815 151.628 .516 152.144 3.21 7.85 .96 153.10 .00 .77 1.00 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .234 .3142 .0275 .01 .52 2.16 .27 .013 .00 .00 PIPE | | | | | | | | | | | | | 322.049 151.701 .536 152.238 3.21 7.49 .87 153.11 .00 .77 1.00 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .201 .3142 .0242 .00 .54 2.01 .27 .013 .00 .00 PIPE | | | | | | | | | | | | | 322.250 151.764 .557 152.321 3.21 7.14 .79 153.11 .00 .77 .99 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .170 .3142 .0214 .00 .56 1.87 .27 .013 .00 .00 PIPE | | | | | | | | | | | | | 322.419 151.818 .579 152.397 3.21 6.81 .72 153.12 .00 .77 .99 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .142 .3142 .0189 .00 .58 1.74 .27 .013 .00 .00 PIPE | | | | | | | | | | | | | 322.562 151.863 .603 152.465 3.21 6.49 .65 153.12 .00 .77 .98 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .117 .3142 .0167 .00 .60 1.61 .27 .013 .00 .00 PIPE | | | | | | | | | | | | | 322.678 151.899 .627 152.527 3.21 6.19 .59 153.12 .00 .77 .97 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .092 .3142 .0148 .00 .63 1.49 .27 .013 .00 .00 PIPE STORM DRAIN C OUTPUT FILE FILE: AOE_C.WSW W S P G W - CIVILDESIGN Version 14.07 PAGE 9 Program Package Serial Number: 1918 WATER SURFACE PROFILE LISTING Date: 1-16-2025 Time: 8:27:52 AVIARA OAKS ELEMENTARY HGL CALCULATIONS, 100YR DESIGN STORM STORM DRAIN LINE C, D/S WSE=146.55 (BMP-2) ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 322.771 151.928 .654 152.582 3.21 5.90 .54 153.12 .00 .77 .95 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .069 .3142 .0132 .00 .65 1.37 .27 .013 .00 .00 PIPE | | | | | | | | | | | | | 322.840 151.950 .682 152.632 3.21 5.63 .49 153.12 .00 .77 .93 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- STORM DRAIN C OUTPUT FILE STORM DRAIN C =S ► ~ - ::c n (/ ) n tr j z ]> Al C I < -I - ""{ J I ~ fT l fT l -I fT l to Al Al - Al ]> -I n I z ]> fT l 7' r w C ~ ~ fT l ► r fT l n < ,_ . ,_ . ,_ . ,_ . ,_ . ,_ . ,_ . ]> ~ ~ ~ l/ 1 l / 1 l / 1 l/ 1 -I l/ 1 :- - J ~ ,_ . ~ µi :-- J tr j -D 0 0 0 0 0 0 0 Z 0 0 0 0 0 0 0 (/ ) 0 0 0 0 0 0 0 ~ ~ tr j w w lJ ST A T I O N 1. 65 0 Q = 4. 28 0 Ft 3 / S , V = 2. 63 0 Ft / S C ,- , - , ~ tr j 0 7J ST A T I O N 55 . 68 7 I \ \1 \ 1- 1 - 1 Q = 4. 28 0 Ft 3 / S , V = 6. 94 3 Ft / S ~ ► ~ BJ ST A T I O N 90 . 32 3 - - Q = 4. 28 0 Ft 3 / S , V = 6. 62 0 Ft / S li - - 4 9J ST A T I O N 10 2 . 20 3 - - Q = 4. 28 0 Ft 3 / S , V = 6. 31 2 Ft / S tr j l~ j Hf H B ~ l~ ~ : ~~ l - - 8 : t ~~ 8 ~H ~ ~ : t : §: n~ ~t ~ ~ z - - - - ~ rn j Hf H B ~ i~ ~ : gd 5 I - - 8 : 1 ~i B ~H ~ ~ : t : ~: M~ ~t ~ ~ - - ► z 29 ] ST A T I O N 17 7 . 67 0 I I l l\ 11 - 1 -1 Q = 3. 21 0 Ft 3 / S , V = 5. 09 5 Ft / S ► ~ ~ 32 ] ST A T I O N 21 3 . 48 0 I I l lUL l - 1 Q = 3. 21 0 Ft 3 / S , V = 5. 29 8 Ft / S w li - - 4 34 ] ST A T I O N 23 0 . 34 4 - Q = 3. 21 0 Ft 3 / S , V = 5. 45 8 Ft / S w 35 ] ST A T I O N 24 6 . 61 1 - Q = 3. 21 0 Ft 3 / S , V = 5. 72 4 Ft / S ~ 36 ] ST A T I O N 25 6 . 29 0 Q = 3. 21 0 Ft 3 / S , V = 6. 00 4 Ft / S ~ - 39 ] ST A T I O N 26 4 . 36 0 Q = 3. 21 0 Ft 3 / S , V = 6. 41 4 Ft / S 40 J ST A T I O N 26 9 . 72 3 - Q = 3. 21 0 Ft 3 / S , V = 6. 72 7 Ft / S ~ ~1 j H~ t ! B ~ ~7 ~ : i~ ~ - 8 : 1 ~i B ~H ~ ~ : t : 7: ~d d n~ ~ ► - z R' ~ ~ 0 ~ li - - 4 ~ tr j .. . . _ . , T1 AVIARA OAKS ELEMENTARY 0 T2 HGL CALCULATIONS, 100YR DESIGN STORM T3 STORM DRAIN LINE D, D/S HGL=145.43 (SD A) SO .000 143.900 1 145.430 R 22.840 144.710 1 .013 .000 .000 0 JX 23.840 144.720 1 .013 R 36.430 145.870 1 .013 .000 .000 0 JX 37.430 145.880 1 .013 R 75.250 146.370 1 .013 .000 .000 0 JX 76.250 146.370 1 .013 R 110.250 146.830 1 .013 .000 .000 0 JX 111.250 146.840 1 .013 R 127.700 147.060 1 .013 .000 .000 0 JX 128.700 147.070 1 .013 R 215.470 148.200 1 .013 .000 .000 0 JX 216.470 148.210 1 1 .013 2.910 148.210 90.0 .000 R 238.660 148.500 1 .013 .000 .000 0 JX 239.660 148.510 1 .013 R 260.350 148.780 1 .013 .000 .000 0 JX 261.350 148.790 1 .013 R 293.760 149.200 1 .013 .000 .000 0 JX 294.760 149.210 1 .013 R 322.030 149.570 1 .013 .000 .000 0 SH 322.030 149.570 1 149.570 CD 1 4 1 .000 1.000 .000 .000 .000 .00 Q 1.530 .0 STORM DRAIN D INPUT FILE FILE: AOE_D.WSW W S P G W - CIVILDESIGN Version 14.07 PAGE 1 Program Package Serial Number: 1918 WATER SURFACE PROFILE LISTING Date: 9-25-2024 Time: 6: 1:16 AVIARA OAKS ELEMENTARY HGL CALCULATIONS, 100YR DESIGN STORM STORM DRAIN LINE D, D/S HGL=145.43 (SD A) ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | .000 143.900 1.530 145.430 4.44 5.65 .50 145.93 .00 .88 .00 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 8.970 .0355 .0155 .14 1.53 .00 .59 .013 .00 .00 PIPE | | | | | | | | | | | | | 8.970 144.218 1.348 145.566 4.44 5.65 .50 146.06 .00 .88 .00 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- HYDRAULIC JUMP | | | | | | | | | | | | | 8.970 144.218 .567 144.785 4.44 9.66 1.45 146.24 .00 .88 .99 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 13.870 .0355 .0438 .61 .57 2.50 .59 .013 .00 .00 PIPE | | | | | | | | | | | | | 22.840 144.710 .545 145.255 4.44 10.14 1.60 146.85 .00 .88 1.00 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0100 .0473 .05 .55 2.69 .013 .00 .00 PIPE | | | | | | | | | | | | | 23.840 144.720 .540 145.260 4.44 10.26 1.63 146.89 .00 .88 1.00 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .255 .0913 .0478 .01 .54 2.74 .45 .013 .00 .00 PIPE | | | | | | | | | | | | | 24.095 144.743 .541 145.285 4.44 10.23 1.63 146.91 .00 .88 1.00 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.725 .0913 .0449 .12 .54 2.73 .45 .013 .00 .00 PIPE | | | | | | | | | | | | | 26.820 144.992 .563 145.555 4.44 9.76 1.48 147.03 .00 .88 .99 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.167 .0913 .0397 .09 .56 2.54 .45 .013 .00 .00 PIPE | | | | | | | | | | | | | 28.987 145.190 .585 145.775 4.44 9.30 1.34 147.12 .00 .88 .99 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.748 .0913 .0351 .06 .58 2.36 .45 .013 .00 .00 PIPE | | | | | | | | | | | | | 30.735 145.350 .609 145.959 4.44 8.87 1.22 147.18 .00 .88 .98 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.424 .0913 .0311 .04 .61 2.18 .45 .013 .00 .00 PIPE STORM DRAIN D OUTPUT FILE FILE: AOE_D.WSW W S P G W - CIVILDESIGN Version 14.07 PAGE 2 Program Package Serial Number: 1918 WATER SURFACE PROFILE LISTING Date: 9-25-2024 Time: 6: 1:16 AVIARA OAKS ELEMENTARY HGL CALCULATIONS, 100YR DESIGN STORM STORM DRAIN LINE D, D/S HGL=145.43 (SD A) ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 32.160 145.480 .634 146.114 4.44 8.46 1.11 147.22 .00 .88 .96 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.163 .0913 .0276 .03 .63 2.02 .45 .013 .00 .00 PIPE | | | | | | | | | | | | | 33.322 145.586 .661 146.247 4.44 8.06 1.01 147.26 .00 .88 .95 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .944 .0913 .0245 .02 .66 1.86 .45 .013 .00 .00 PIPE | | | | | | | | | | | | | 34.266 145.672 .689 146.362 4.44 7.69 .92 147.28 .00 .88 .93 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .756 .0913 .0218 .02 .69 1.72 .45 .013 .00 .00 PIPE | | | | | | | | | | | | | 35.022 145.741 .720 146.462 4.44 7.33 .83 147.30 .00 .88 .90 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .588 .0913 .0195 .01 .72 1.57 .45 .013 .00 .00 PIPE | | | | | | | | | | | | | 35.610 145.795 .754 146.549 4.44 6.99 .76 147.31 .00 .88 .86 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .434 .0913 .0175 .01 .75 1.43 .45 .013 .00 .00 PIPE | | | | | | | | | | | | | 36.045 145.835 .791 146.626 4.44 6.66 .69 147.32 .00 .88 .81 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .278 .0913 .0159 .00 .79 1.30 .45 .013 .00 .00 PIPE | | | | | | | | | | | | | 36.323 145.860 .833 146.693 4.44 6.35 .63 147.32 .00 .88 .75 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .107 .0913 .0145 .00 .83 1.16 .45 .013 .00 .00 PIPE | | | | | | | | | | | | | 36.430 145.870 .882 146.752 4.44 6.05 .57 147.32 .00 .88 .64 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0100 .0137 .01 .88 1.00 .013 .00 .00 PIPE | | | | | | | | | | | | | 37.430 145.880 .917 146.797 4.44 5.89 .54 147.33 .00 .88 .55 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 37.820 .0130 .0135 .51 .92 .89 1.00 .013 .00 .00 PIPE STORM DRAIN D OUTPUT FILE FILE: AOE_D.WSW W S P G W - CIVILDESIGN Version 14.07 PAGE 3 Program Package Serial Number: 1918 WATER SURFACE PROFILE LISTING Date: 9-25-2024 Time: 6: 1:16 AVIARA OAKS ELEMENTARY HGL CALCULATIONS, 100YR DESIGN STORM STORM DRAIN LINE D, D/S HGL=145.43 (SD A) ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 75.250 146.370 .917 147.287 4.44 5.89 .54 147.82 .00 .88 .55 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0000 .0135 .01 .92 .89 .013 .00 .00 PIPE | | | | | | | | | | | | | 76.250 146.370 .957 147.327 4.44 5.74 .51 147.84 .00 .88 .41 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 34.000 .0135 .0135 .46 .96 .73 .91 .013 .00 .00 PIPE | | | | | | | | | | | | | 110.250 146.830 .954 147.784 4.44 5.75 .51 148.30 .00 .88 .42 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0100 .0135 .01 .95 .75 .013 .00 .00 PIPE | | | | | | | | | | | | | 111.250 146.840 .961 147.801 4.44 5.73 .51 148.31 .00 .88 .39 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 16.450 .0134 .0136 .22 .96 .71 1.00 .013 .00 .00 PIPE | | | | | | | | | | | | | 127.700 147.060 .969 148.029 4.44 5.71 .51 148.53 .00 .88 .35 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0100 .0137 .01 .97 .67 .013 .00 .00 PIPE | | | | | | | | | | | | | 128.700 147.070 .975 148.045 4.44 5.69 .50 148.55 .00 .88 .31 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 18.604 .0130 .0140 .26 .98 .63 1.00 .013 .00 .00 PIPE | | | | | | | | | | | | | 147.304 147.312 1.000 148.312 4.44 5.65 .50 148.81 .00 .88 .00 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 68.166 .0130 .0149 1.01 1.00 .00 1.00 .013 .00 .00 PIPE | | | | | | | | | | | | | 215.470 148.200 1.171 149.371 4.44 5.65 .50 149.87 .00 .88 .00 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0100 .0087 .01 1.17 .00 .013 .00 .00 PIPE | | | | | | | | | | | | | 216.470 148.210 2.044 150.254 1.53 1.95 .06 150.31 .00 .52 .00 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 22.190 .0131 .0018 .04 2.04 .00 .42 .013 .00 .00 PIPE STORM DRAIN D OUTPUT FILE FILE: AOE_D.WSW W S P G W - CIVILDESIGN Version 14.07 PAGE 4 Program Package Serial Number: 1918 WATER SURFACE PROFILE LISTING Date: 9-25-2024 Time: 6: 1:16 AVIARA OAKS ELEMENTARY HGL CALCULATIONS, 100YR DESIGN STORM STORM DRAIN LINE D, D/S HGL=145.43 (SD A) ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 238.660 148.500 1.795 150.295 1.53 1.95 .06 150.35 .00 .52 .00 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0100 .0018 .00 1.80 .00 .013 .00 .00 PIPE | | | | | | | | | | | | | 239.660 148.510 1.787 150.297 1.53 1.95 .06 150.36 .00 .52 .00 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 20.690 .0130 .0018 .04 1.79 .00 .42 .013 .00 .00 PIPE | | | | | | | | | | | | | 260.350 148.780 1.555 150.335 1.53 1.95 .06 150.39 .00 .52 .00 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0100 .0018 .00 1.56 .00 .013 .00 .00 PIPE | | | | | | | | | | | | | 261.350 148.790 1.547 150.337 1.53 1.95 .06 150.40 .00 .52 .00 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 32.410 .0127 .0018 .06 1.55 .00 .43 .013 .00 .00 PIPE | | | | | | | | | | | | | 293.760 149.200 1.197 150.397 1.53 1.95 .06 150.46 .00 .52 .00 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0100 .0018 .00 1.20 .00 .013 .00 .00 PIPE | | | | | | | | | | | | | 294.760 149.210 1.189 150.399 1.53 1.95 .06 150.46 .00 .52 .00 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 16.609 .0132 .0018 .03 1.19 .00 .42 .013 .00 .00 PIPE | | | | | | | | | | | | | 311.369 149.429 1.000 150.429 1.53 1.95 .06 150.49 .00 .52 .00 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 7.471 .0132 .0017 .01 1.00 .00 .42 .013 .00 .00 PIPE | | | | | | | | | | | | | 318.840 149.528 .907 150.435 1.53 2.04 .06 150.50 .00 .52 .58 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.190 .0132 .0017 .01 .91 .32 .42 .013 .00 .00 PIPE | | | | | | | | | | | | | 322.030 149.570 .866 150.436 1.53 2.12 .07 150.51 .00 .52 .68 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- STORM DRAIN D OUTPUT FILE STORM DRAIN D z < fT l ;:o -I :c n (/ ) ]> ;: o C -I - 7J fT l -I fT l ;: o - ;: a n I ]> fT l r 1] ST A T I □N 2] ST A T I □N 4] ST A T I □N 19 ] ST A T I □N 21 ] ST A T I □N 23 ] ST A T I □N 25 ] ST A T I □N 26 ] ST A T I □N 28 ] ST A T I □N 30 ] ST A T I □N 32 ] ST A T I □N I n I t: c ]> z A . 00 0 8. 97 0 22 . 84 0 75 . 25 0 11 0 . 25 0 12 7 . 70 0 14 7 . 30 4 21 5 . 47 0 23 8 . 66 0 26 0 . 35 0 29 3 . 76 0 34 ] ST A T I O N 31 1 . 36 9 35 ] ST A T I O N 31 8 . 84 0 fT l r fT l -= ~ ~ ~ Ul -i. J ~ :- - J ~ - ... . : , DD 0 0 0 0 = 0 0 0 0 CA D 0 0 0 0 -1 - 1 Ul Ul ~ ~ 0 0 0 0 0 0 ti ~ Q =l = = = = = = l Q == l = = = I Q = == l = = = I Q -+ - - - - - - - < Q = =I = = = Q =l = = = = = = l Q =l = = = Q == ! = = = I Q -- - - 1 -- - i i ~ = 4. 44 0 Ft 3 / S , V 4. 44 0 Ft 3 / S , V 4. 44 0 Ft 3 / S , V 4. 44 0 Ft 3 / S , V 4. 44 0 Ft 3 / S , V = 4. 44 0 Ft 3 / S , V 4. 44 0 Ft 3 / S , V = 4. 44 0 Ft 3 / S , V I. 53 0 Ft 3 / S , V I. 53 0 Ft 3 / S , V I. 53 0 Ft 3 / S , V I. 53 0 Ft 3 / S , V I. 53 0 Ft 3 / S , V = 5. 65 3 Ft / S 5. 65 3 Ft / S 10 . 13 6 Ft / S 5. 88 7 Ft / S 5. 74 8 Ft / S 5. 70 6 Ft / S 5. 65 3 Ft / S 5. 65 3 Ft / S 1. 94 8 Ft / S 1. 94 8 Ft / S 1. 94 8 Ft / S ~ ► ~ tr j ~ (f ) _ c ~ ~ ► n tr j ~ ~ tr j iJ l iJ l c ~ tr j 0 ~ ► u ~ tr j z ~ ► z ► ~ ~ (f J . ~ (f ) _ 1. 94 8 Ft / S ,. - . _ 2. 04 3 Ft / S ~ ~ ► z R' ~ ~ 0 ~ ~ ~ tr j .. . _ , T1 AVIARA OAKS ELEMENTARY 0 T2 HGL CALCULATION, 100YR DESIGN STORM T3 STORM DRAIN LINE E, D/S WSE=156.3 (ASSUMED@ SOFFIT, EXIST PIPE D/S) SO -127.530 155.260 1 156.300 R .000 157.730 1 .013 .000 .000 0 SH .000 157.730 1 157.730 CD 1 4 1 .000 1.000 .000 .000 .000 .00 Q 3.930 .0 STORM DRAIN E INPUT FILE FILE: AOE_E.WSW W S P G W - CIVILDESIGN Version 14.07 PAGE 1 Program Package Serial Number: 1918 WATER SURFACE PROFILE LISTING Date:11-11-2024 Time: 2:49:27 AVIARA OAKS ELEMENTARY HGL CALCULATION, 100YR DESIGN STORM STORM DRAIN LINE E, D/S WSE=156.3 (ASSUMED@ SOFFIT, EXIST PIPE D/S) ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | -127.530 155.260 1.040 156.300 3.93 5.00 .39 156.69 .00 .84 .00 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.600 .0194 .0122 .03 1.04 .00 .67 .013 .00 .00 PIPE | | | | | | | | | | | | | -124.930 155.310 1.000 156.310 3.93 5.00 .39 156.70 .00 .84 .00 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- HYDRAULIC JUMP | | | | | | | | | | | | | -124.930 155.310 .672 155.982 3.93 7.00 .76 156.74 .00 .84 .94 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 65.229 .0194 .0194 1.26 .67 1.60 .67 .013 .00 .00 PIPE | | | | | | | | | | | | | -59.700 156.574 .672 157.246 3.93 7.00 .76 158.01 .00 .84 .94 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 37.969 .0194 .0185 .70 .67 1.60 .67 .013 .00 .00 PIPE | | | | | | | | | | | | | -21.731 157.309 .695 158.004 3.93 6.75 .71 158.71 .00 .84 .92 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 12.714 .0194 .0168 .21 .69 1.50 .67 .013 .00 .00 PIPE | | | | | | | | | | | | | -9.018 157.555 .726 158.281 3.93 6.44 .64 158.92 .00 .84 .89 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 5.591 .0194 .0150 .08 .73 1.37 .67 .013 .00 .00 PIPE | | | | | | | | | | | | | -3.426 157.664 .760 158.424 3.93 6.14 .58 159.01 .00 .84 .85 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.634 .0194 .0135 .04 .76 1.25 .67 .013 .00 .00 PIPE | | | | | | | | | | | | | -.792 157.715 .798 158.512 3.93 5.85 .53 159.04 .00 .84 .80 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .792 .0194 .0122 .01 .80 1.13 .67 .013 .00 .00 PIPE | | | | | | | | | | | | | .000 157.730 .841 158.571 3.93 5.57 .48 159.05 .00 .84 .73 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- STORM DRAIN E OUTPUT FILE STORM DRAIN E WATER SURFACE PRESSURE GRADIENT ANALYSIS (PLAN & PROFILE) (I') (I') (I') (/')(I') ' ' ' '' +> +> +> +>+> LL LL LL LLLL ... C\J 0 '°'° 0 0 If') (")(") 0 0 r--........ iri " '° '°'° II II II II II > > > >> (I') (I') (I') (/')(I') ' ' ' '' (") (") (") (") (") +> +> +> +>+> LL LL LL LLLL 0 0 0 00 (") (") (") (") (") CJ' CJ' CJ' O'O' M M M MM II II II II II 163. 000 C3 C3 C3 (3(3 161. 000 159. 000 157. 000 155. 000 ELEVATIONS 0 0 co...o (") 0 (") ..-,(\J If') r--r--o ... " a-a-M CH_BANK C\J If') C\J I I -I I SUPER_E ---- - - ---z z z zz □ □ □ □□ CRITICAL I-I- I-1-1- <[ <[ <[ <[<[ I-I- I-1-1- (I') (I') (I') (/')(I') WATER ..., ..., ..., ...,..., ... If') ...or-- INVERT nnoe 1. 2. 3 . 4. 5. 6. 7. 8. 9. 10. 11. 12 . GENERAL NOTES ALL WORK SHALL BE DONE ACCORDING TO THE APPROVED PLANS AND SPECI FI CATI ONS , TH E CURRENT STANDARD SPECIFICATIONS FOR PUBLI C WORKS CONSTRUCTION (GREEN BOOK), THE SAN DIEGO REGIONAL STANDARD DRAWINGS AS MODIFIED BY THE CITY OF CARLSBAD STANDARDS, THE CITY OF CARLSBAD SUPPLEMENTAL STANDARD DRAWINGS AND ALL APPLICABLE CITY OF CARLSBAD ORDINAN CES . THE CONTRACTOR SHALL DESIGN, CONSTRUCT AND MAINTAIN ALL SAFETY DEVI CES , INCLUDING SHORING, AND SHALL BE SOLELY RESPONSIBLE FOR CONFORMING TO ALL LOCAL , STATE AND FEDERAL SAFETY AND HEALTH STANDARDS, LAWS AND REGUIATI ONS . THE CONTRACTOR SHALL CONFORM TO IABOR CODE ~~CTION 6705 BY SUBMITTING A DETAILED PLAN TO THE CITY ENGINEER AND/OR CONCERNED AGENCY SHOWING THE DESIGN OF SHORING, BRACING, SLOPING, OR OTHER PROVISIONS -TO BE MADE FOR WORKER PROTECTION FROM THE HAZ~D OF CAVING GROUND DURING THE EXCAVATION OF SUCH TRENCH OR TRENCHES OR DURING THE PI PE INSTALLATION THEREIN. THIS PLAN MUST BE PREPARED FOR ALL TRENCHES FIVE FEET ( 5' )· OR MORE IN DEPTH AND APPROVED BY THE CITY ENGINEER AND/OR CONCERNED AGENCY PRIOR TO EXCAVATION. IF THE PLAN VARIES FROM THE SHORING SYSTEM STANDARDS ESTABLISHED BY THE CONSTRUCTION SAFETY ORDERS, THE PLAN SHALL BE PREPARED BY A REGISTERED CIVIL OR STRUCTURAL ENGINEER AT THE CONTRACTOR'S E.XPEMSE. THE EXISTENCE AND LOCATION OF UTILITY STRUCTURES AND FACILITIES SHOWN ON THE CONSTRUCTION PLANS WERE OBTAINED BY A SEARCH OF THE AVAILABLE RECORDS. ATTENTION IS CALLED TO THE POSSIBLE EXISTEN.CE OF OTHER UTILITY FACILITIES OR STRUCTURES NOT JQfOWN OR IN A LOCATION DIFFERENT FRON THAT SHOWN ON THE PLANS. THE CONTRACTOR IS REQUIRED TO TAKE DUE PRECAUTIONARY MEASURES TO PROTECT THE UTILITIES SHOWN ON THE PLANS AND ANY OTHER EXIS-TING FACILITIES OR STRUCTURES NOT SHOWN . THE CONTRACTOR SHALL VERIFY THE LOCATION OF ALL EXISTING FACILITIES (ABOVEGROUND AND UNDERGROUND) WITHIN THE PROJECT SITE SUFFICIENTLY AHEAD OF THE CONSTRUCTION TO PERMIT THE REVISION OF THE CONSTRUCTION PLANS IF IT IS FOUND THE ACTUAL LOCATibNS ARE IN CONFLICT WITH THE PROPOSED WORK. THE CONTRACTOR SHALL NOTIFY AFFECTED UTILITY COMPANIES AT LEAST 48-HOURS PRIOR TO STARTING CONSTRUCTION NEAR THEIR FACILITIES AND SHALL COORDINATE THE WORK WITH COMPANY REPRESENTATIVE. SAN DIEGO GAS, ELECTRIC CO. PACIFIC TELEPHONE CO. CITY OF CARLSBAD RANCHO LA COSTA CABLE T.V. UNDERGROUND SERVICE ALER't' COSTA REAL MUNICIPAL WATER DISTRICT 619-438-6080 619-560-9347 619-438-3634 619-436-3401 800-422-4133 619-438-27 22 NO WORK SHALL BE COMMENCED UNTIL ALL PERMITS HAVE BEEN OBTAINED FROM THE CITY AND OTHER APPRO PRIATE AGENCIES . THE CONTRACTOR SHALL NOTIFY THE CITY OF CARLSBAD AT LEAST FIVE ( 5) WORKING DAYS PRIOR TO STARTING CONSTRUCTION SO THAT INSPECTION MAY BE PROVIDED . (PHONE 438-3634) WHERE TRENCHES ARE WITHIN CITY EASEMENTS, A SOILS REPORT PERFORMED BY A QUALIFIED SOILS ENGINEER IS REQUIRED . COMPACTION REPORTS SHALL BE SUBMITTED TO THE PUBLIC WORKS INSPECTOR UPON COMPLETION OF THE WORK . NO REVISIONS WILL BE MADE -TO THE CONSTRUCTION PLANS WITHOUT THE WRITTEN APPROVAL OF THE CITY ENGINEER NOTED WITHIN THE REVISION BLOCK ON THE APPROPRIATE SHEET OF THE PLANS. ACCESS FOR FIRE AND OTHER EMERGENCY VEHI CLES SHALL BE MAINTAINED TO THE PROJECT SITE AT ALL TIMES DURING THE CONSTRUCTION. REVISIONS OF THESE PLANS MAY BE REQUIRED IF TH E PROPOSED IMPROVEMENTS ARE NOT CONSTRUCTED PRIOR TO THE EXPIRATION OF THE IMPROVEMENT AGREEMENT. CITY APPROVAL OF PLANS DOES NOT RELIEVE THE DEVELOPER OR ENGINEER-OF-WORK FORM RESPONSIBILITY FOR THE CORRECTION OF E~ORS AHO OMISSIONS DISCOVERED DURING CONSTRUCTION. UPON REQUEST THE REQUIRED PLAN REVISIONS SHALL BE PROMPTLY SUBMITTED TO THE CITY ENGINEER FOR -APPROVAL. OCEANSIDE -POINSETTIA ,' LANE -...PALOMAR /' AIRPORT RD . PACIFI C OCEAN AL6A ROAD--- 8ATIQUIT°"i -DRIVE LEUCADIA VICINITY MAP NOT TO SCALE P-&D Technologies SITE ----RANCHO SANTA FE RD . 401 West "A" Street . Suite 2500 San Diego, California 92101 Tel : (619) 232-4466 PUBLIC STORM DRAIN IMPROVEMENT PLANS AT THE ALGA K-8 SCHOOL SITE l/4"X z'x sz· PLA Tl: .; .. ., ,. • ·, (TYP. 4 .SIDE.s) v,./!LDEACH 8,/R TOPJ!.,QTE 3/4'' HILTl-kWIK ANCHOR BOLT (TYPICAL} 8' TYi'. TOP VIEW .. •. .,,__ .... 1 SIDE VIE-W ¼"xe ''x r8'PLATE WELD TO .,. 4-SID£ S z" GALVANIZED Plf'e ~,, !/4 "X Z 4 X 82.'A N TI-VORTEX) PLAT£ ( WELD TO Z " PIP£. 14,''xz "x BZ" PLATE WELD ro CAGc TRASH RACK OETAIL '; .. • .. NO SC.ALE TRASH RACK. {PER DETAIL ABOVE) :r'4"HtLTI-KWIK ANCHOR B0LT (OR EqlJAL) TYP. BOTH 5!DE5 NOTE: GALVE.Nl'Z.E ALL rl:.RROU S PARTS SW-C-325O CONCRETE ,5' #4 <?! 8 " G.5 ' ,5' 11'4~ s· -- \.9 1/z "PV.C . STAGGERED .,..--f;r=t--..._ __ ,@ IO" JC.10 " (SEE SIDE VIEW ' ... ', ( VERT. REIN.) INDEX MAP 6011 RCP -/t.4 AROUND DETAIL) PIPE OPENING ,1::;fl.---30 DIA . LAP ' ,5 .SECTION A-A , .s F/1..Te/f. FA/JR.IC TO ENCLOSE AS&teE-'#T. WI /ATII I ' OVERLAP ON TOI" SECU~EO WITH GGREGATE COYE!? AND AL.SO ENCLOSE Z '(MIN l"AG6~~7i MIN. 8FT. ·_,,. , CoNST1'i'V C T &x P1:R srr> :PW G v-1 I /FILTE~ FA81f!IC t MIit.AF/ /40 OR £QUI VAL.ENT.,.., °AN CHOR w /1..z' ~ 2 '.. :/4 • GRI..VJ'INIZEO , STEEL. .11/v~ /?,lft VEN (J! 45° -2 ' INTO UN0/S7'U~8EO \SOi l . IJ\ IJ' · .... . . -· . ·. . , . . , SCALE ' 1" ~ 200' • , ' , .,--5(.()-C-3250 ·coNCRETE SECTION B-~ I G,o·· R.c.P. ROlJNDED Pip£ END PER. DWG. D-G,I ·, '-l ~/iSZ.b'--r :.,12 :L -~ • . ...... ·" .,_ . ,, .5 , .5 T RAG/.1 RACK (SEE DcTAIL ABOVE) 1/z''p vc (SLEEVE T'HROUGH z SIDES) f 3 0' C 1' CAP ,24'.'C.OIU?UGATEI> PoLYETH'fLENE PIP PER .AASHTO M -Z~ TYPE -5 SIDE VIEW OWNER CARLSBAD UNIFIED SCHOOL DISTRICT 6350 YARROW DR . CARLSBAD, CA (619) 438-5737 CALIFORNIA COORDINATES 337-168 5 ASSESOR'S PARCEL NUMBER 215-050-11 215-050-14 SOURCE OF TOPOGRAPHY PHOTO GE ODETI C CORPORATION DATE OF PHOTO : 11-15-85 SECTION C-C DETAIL CONCRETE. R\SE.R ...... ,=......; __________ --'---------.,.I DATE 'NITIAL ENGINEER OF WORK 'NO SCALE. REVISION DESCRIPTION WORK TO BE DONE THE IMPROVEMENTS CONSIST OF THE FOLLOWING WORK TO BE DONE ACCORDING TO THESE PLANS AND SPECIFICATIONS AND THE FOLLOWING STANDARDS CURRENT AT THE TIME OF CONSTRUCTION : THE CITY OF CARLSBAD STANDARD DESIGN CRITERIA FOR THE DESIGN OF PUBLI C WORKS IMPROVEMENTS THE CITY OF CARLSBAD GRADING ORDINANCE (CHAPTER 11. 06), ALL CITY OF CARLSBAD SUPPLEMENTAL DRAWINGS AND APPLICABLE ORDINANCES , THE SAN DIEGO AREA REGI ONAL STANDARD DRAWINGS AS MODIFIED BY THE CITY OF CARLSBAD , 1,1!0 THE STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION (GREEN BOOK). NOTE: THESE QUANTITIES ARE FOR BONDING PURPOSES ONLY. CONTRACTOR TO VERIFY QUANTITIES FOR CONSTRUCTION PURPOSES . LEGEND QTY 124-1 LF 288 LF EA 4 EA IMPROVEMENTS 6011 RCP STORM DRAIN 24" RCP STORM ORA.IM WING TYPE HEADWALL TYPE 11A 11 CLEANOUT WI GRATED COVER ALHAMBRA FOUNDRY No. A 1251 OR EQUAL STD .. DWG . 0-60 0-60 0-34 0-9 DECLARATION OF RESPONSIBLE CHARGE SYMBOL ------- I HEREBY DECLARE THAT I AM THE ENGINEER OF WORK FOR THIS PROJECT, THAT I HAVE EXERCIZED RESPONSIBLE CHARGE OVER THE DESIGN OF THE PROJECT AS DEFINED IN SECTION 6703 OF THE BUSINESS AND PROFESSIONS CODE , AND THAT THE DESIGN IS CONSISTENT WITH CURRENT STANDARDS . I UNDERSTAND THAT THE CHECK OF PROJECT DRAWINGS AND SPECIFICATIONS BY THE CITY OF CARLSBAD IS CONFINED TO A REVIEW ONLY AND DOES NOT RELIEVE ME, AS ENGINEER OF WORK, OF MY RESPONSIBILITIES FOR PROJECT DESIGN~. -" fJ ~r/s.; P & D TECHNOLOGIES ~-'fZ / 401 W. "A• STREET . SUITE 2500 LARR A. HIBNER DATE SAN DIEGO, CA 92101 R.C.E. 31757 TEL. (6J9) 232-4466 E 12/31/, 2 LEGAL DESCRIPTION H"'-' \.ov. 'RCE 4100 E:,,,P 3·31-9 ( PORTION OF SECTION 26 , T 12 S, R 4 W, S.B.M., IN THE CARLSBAD, COUNTY OF SAN DIEGO, STATE OF CALIFORNIA. CITY OF BASIS OF BEARINGS .~ THE BASIS PF BEARINGS FOR THESE PLANS IS A PORTION OF THE EAS.TERLY LINE OF SECTION 27, T 12 S, R 4 W, S .B.M., AS SHOWN ON R OF S 10774 NOO 42' 22 11 ·, BENCHMARK DESCRIPTIN: LOCATION: RECORDS FROM: ELEVATION : SHT. NO. DATE INITIAL CITY A~OYAL OC-0179 DISC SET IN WEST END OF SOUTH HEADWALL OF 24• R.C.P. 0 . 4 MILE EAST OF INTERSECTION OF LA COSTA AVE. AND SAXONY ROAD COUNTY OF SAN DIEGO, DEPT. OF PUBLIC WORKS : REPORT SV0106-01,10/15/85 ·" 13 .87 DATDM : M. S. L. PL ANS FOR I MPROV EME NT OF : PUBLIC STORM DRAIN AT THE ALGA K-8 SCHOOL SITE AP "ROJ[CT NO . PD 33G:. I DR-NO. 302-8 I ....,... I I l ) ) ~ ~ mm =ff -~· -~ \ P&D Tec hnolog i es 401 We st "A'' St r e e t, Suit e 250 0 San Diego , Ca l iforni a 92 101 Tel : (619) 23 2-4466 ~ ~ ' I' ', I 1, ' " , ' ~ , , I , I I , . I ~~ ~ ffi ~ ~ ~ ~ ~ ~ ~ ~ -~ ~ - ~ , , /~ / • -- STORM DRAIN DATA NO. BEARING /DELTA LINE /j\ Nt:.,f.'00'47 "E 'A ' 1 '.\ N-Z.7"t.5'Z7''E: 'A, LENGT H Z86. 7 ' I -I REMARK S Z4-"RCP 11114 .. 8 cf; I I I , I ~ fi jJ ~ II ::ff STORM DRAIN DATA NO. BEAR ING/DEL TA LENGTH REMARKS I\. • . r-ztf --n I OAT[ . ~ g ! I I . i . I ! i I I I I I I I I I ~ g I □ I z G) z C: ~ CD gJ ) □ I z G) z C: ~ ~ J □ ~ C: I l I I I~ H V-6 063 151,8 I ' FACING ClASS RtP-RAP(T=!Z") . ---1-.AlONG EDGE 01= A .C/.--+,,.....__/ ~\ \ \ \\\~ ~i\\ \ \ I l.D\~1 1 1 1//1) \ \ l ;////I P\\ ~,-i J~~====~/// \ 2;1 ---- - 2: I ) \ + I j \ \ " 7'-v ( ' 1 ( / / 0 ~ ,t:l.lTt/Rc /'&!TMtl-'\ ,F/Gt.LJ \lo -.,.-. j '-j ,,tl?L. /7Gt.D /l,f:EJ ~ ~ ~ 72) e£ <'.'OM?PCT6:/P i m9o% ) '- iw(p I / / 40' 80 ' I ,..+~ /"LJT!/.ec J'tldT8 L , RElO / NOTE : / Al l PROPOSED GRADING -SHOWN FQB REFEREN CE ONLY. NOT.A PART OF THIS PERtvllT / 7 BENCH MARK DESCRIPTION -LOCATION : RECORDS FROM . ELEVATION DC-0179 DISC SET IN WEST END OF SOUTH HEADWALL OF 24• R.C.P. O.+ MI LE EAST OF INTERSECT ION OF LA "COS TA AVE . AND SAXONY ROAD COUNTY OF SAN DIEGO. DEPT . OF PUBLI WORKS: REPORT SV0106-01 ,10/15/85 13 87 FT . DA TUM : M.S .L. 4-1-'H>--\-f.!../ ....,R::.:E:.,cV'-"I S'-=E'--'l"-'Nc=,LE,::,T:_:=S'...'._T:_::R.=_:UC=-Tc..:U:.cR..,=£:__-+''"'-~ --14 P"'-"S'-"'Lt-'w-e=.,:'-l ~ C I T y O F C A R L s BA D I' H ~Ts I L±_j ENG I NEERING DEPARTMENT "r" PLANS FOR IMPROVE MEN T OF PUBLI C STO RM DRAIN AT THE ALGA K-8 SC HOO L SITE A E NGI Nf ER PROJECT NO. DRAWING NO. DATE INI TIAL ENGINEER OF WORI< REVISION DESCRIPTION SHT. DATE NO. INITIAL CITY APPROVAL Pr> 33 ~ 3D2-E> • L - l 0 Il ~ z G) z C s: '.lJ .,., Il ~ j z G z ( ~ CD m Il ) 0 I z G) z C s CD m Il r ,~\\l :~ ~ Po; 1!,   Drainage Report Aviara Oaks Elementary School Modernization October 2023, Revised January 2025    Page 5 Job # 717-02 ATTACHMENT 5 Drainage Maps - Pre-Project and Post-Project Conditions   E 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 W W W W W SD SD SD SD SD SD SD SD S D S D SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD (151) (150) (149) (148) (147) (146) (145) (140) (151) (150) (145) (153) (154)(155) (160) (160) (155) (154) (150) (155) (15 5 ) (1 5 4 ) (15 3 ) (15 2 ) (15 1 ) (15 0 ) (15 5 ) (156)(157)(158) (154 ) (155) (153) (154)(155) (160) N 0 0 ° 2 0 ' 2 2 " W 2 9 3 . 7 1 ' (156) (150)(150) 41.8% AVIARA P A R K W A Y PROPERTY LINE PROPERTY LINE NON DISTURBED AREA NON DISTURBED AREA NON DISTURBED AREA EXIST CURB INLET CITY OF CARLSBAD GIS LINEWORK FOR PUBLIC STORM DRAIN A M B R O S I A L A N E PRE Q100=16.8 CFS POC1 POC4 PRE Q100=1.9 CFS PRE Q100=7.9 CFS POC2 PRE Q100=4.0 CFS POC3 PRE-PROJECT CONDITION • • I I Ii I ~~~:;±-,.:~-----·~: .:_~-~:'-·.>-~--:~-----·:,· ~~~ 0.71 ,-......._ ~ I ~ _ _ __ 2.48 l ,. .JO 0 ,,, SCALE: ,. 60 90 60" • GOOGLE EARTH, IMAGERY SOURCE. IMAGERY DATE 8/17 /19 TORY R. WALKER ENG I N E ~6 ~,t~C~92 ~ Drive Suite 122 Civic Center , LEGEND PROPERTY LINE --ROUND CONTOURS -440-EXISTINGEi GROUND CONTOURS _440_ PROPOS ®-BASIN DESIGNATION -AREA (ACRES) N BOUNDARY DRAINAGE BASI _ _ DRAINAGE SU B-BASIN BOUNDARY ---@ HYDROLOGIC STUDY NODE F CONCENTRATION +--TIME 0 -··· FLOW PATH _, DIRECTION OF FLOW OCTOBER 1, 2023 E(i~ENTARY SCHOOL AVIARA OAKS N 0 0 ° 2 0 ' 2 2 " W 2 9 3 . 7 1 ' N 55°56'0 0 " W 416.30' 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 AHEAD SD SD SD SD S PH PHPH PH PH VAN VAN VAN (E) BUILDING 300 CLASSROOM (E) BUILDING 700 CLASSROOM (E) BLDG 400 CLASSROOM (E) CLASSROOM NEW BUILDING 800 CLASSROOM DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DSDS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS BUILDING 500 (E) BUILDING 600 CLASSROOM DS POST-PROJECT CONDITION ~1 ~I ... ·.;-~~: .. • 1~t :;; I ·: - ;_;::;)\·,. ~ •• '.~= ·• ·•· ., ·\ • • . .. .. .. .. . . ... . . .. .. .. . . . .. . .. . .. . .. . . . . . • • • • • • • • • • . 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'\ .. .. .. . .. . .. .. .. . .. ·\ ~ .. .. . . .. . ~~ ........ . :::.. . .. . . .. ~ .. . .. ... .. ... .. \ ',\:~·.:.: ._.:..:,.: \ -·: .. ~ ... .. ... \ :f ·.-;_ ... ... .. ... .. ..\ :·• ...... .. -~-.. .. ... .. ... \ ~I • • • • ~ ·,, . .. ... .. ... \ ,::. • . . . .. . .. . ... • • • • • • PROPER . -~-. ... . ... . \ .... .. ... . ... . ~-~. ... . ... . .. \ , ' ---- ... . . . • • • • • • ·,.:i: __ , '"'x. ....... ... ~.. .. ... " . . • • • -.·,., ' .. ;. ·-, .. . : ' POC-3 NON DISTURBED AREA 0 I I I I I • ........... ~:· ·, . . . . . . ... .. ~-- • • • • ... .. ... -!~ ."; .. -• ------""-----._____,.._ ...:L _:.!>__ ••••• • ....+--•-•L•-•-•-~· ,--,--I • --·--•---•--•--•--•--•--•--I A-11 0.55 NON DISTURBED AREA I I ' I I ' I HI I ' I I A-12' -1-I -J • 0.91 B-1 0.60 I • • PRE Q100= 7. 9 CFS --. -- POST Q100=6.87 CFS DET Q100= 4.25 CFS PRE Q100=16.8 CFS / POST Q100=33.57 CFS/.,- DET Q100=16.11 CFS /7 /// B-3 0.61 ~ 210 ...---- .,, I I • • • 221 • ' 2, ( ~ 0 ,, 50 SCALE: 1· = 50' TORY R. WALKER ENGINEERING 122 Civic Cen ter Drive, Suite 206 Viste, CA 92084 75 • LEGEND PROPERTY LINE -440 -EXISTING GROUND CONTOURS -440-PROPOSED GROUND CONTOURS &:n-BASIN DESIGNATION ~-AREA {ACRES) DRAINAGE BASIN BOUNDARY DRAINAGE SUB-BASIN BOUNDARY HYDROLOGIC STUDY NODE - - - --t--TIME OF CONCENTRATION FLOW PATH DIRECTION OF FLOW JANUARY 2025 FOR AVIARA OAKS ELEMENTARY SCHOOL