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Home My WebLink AboutAppendix J - Preliminary Hydrology CalculationsThienes Engineering, Inc. CIVIL ENGINEERING  LAND SURVEYING PRELIMINARY HYDROLOGY CALCULATIONS APN: 0234-061-04 EDS25-00044 FOR ALMOND AVE TRAILER YARD 9882 ALMOND AVENUE. FONTANA, CA PREPARED FOR: DLJ FONTANA, LLC 9895 DOUBLE R. BLVD. RENO, NV 89521 CONTACT: MATT ENGLHARD P. (310) 979-8000 SEPTEMBER 11, 2025 REVISED: NOVEMBER 18, 2025 REVISED: JANUARY 30, 2026 REVISED: MARCH 25, 2026 JOB NO. 4292 PREPARED BY: THIENES ENGINEERING 14349 FIRESTONE BLVD. LA MIRADA, CALIFORNIA 90638 CONTACT: REINHARD STENZEL, P.E. P. (714) 521-4811 FAX (714) 521-4173 PRELIMINARY HYDROLOGY CALCULATIONS FOR ALMOND AVENUE TRAILER YARD PREPARED UNDER THE SUPERVISION OF __________________________________________ REINHARD STENZEL, P.E. DATE: R.C.E. 56155 EXP. 12/31/2026 03/25/2026 INTRODUCTION A: PROJECT LOCATION The project site is located on the westerly side of Almond Avenue between San Bernardino Avenue and Valley Boulevard in the City of Fontana, California. Please see the following page for a vicinity map. B: STUDY PURPOSE The purpose of this study is to analyze drainage impacts this project may have on downstream facilities. This study will determine the 25 and 100-year peak flow rate in the existing condition as well as the proposed condition 100-year peak flow rate from the site in order to determine peak flow mitigation measures. C: PROJECT STAFF: Thienes Engineering staff involved in this study include: Reinhard Stenzel, P.E. Michelle Thienes DISCUSSION Project Description The project site is approximately 9.49 acres. Proposed improvements to the project site include the construction of a small restroom facility, regrading, and striping so that the site can be used a truck and trailer parking lot. The project site will have a paved surface and landscaping along the site’s perimeter. Master Plan Hydrology According to the City of Fontana Master Storm Drain Plan prepared by Hall and Foreman Inc. dated June 12th 1992, the project site is tabled to the southwesterly drainage system SS. The site is tributary to the San Sevaine Channel located to the east of Commerce Drive. From here, runoff will continue to flow southerly in the channel and eventually discharge to Declez Channel south of the project site. Please see Appendix "A" for portions of the San Bernardino County Flood Control District Comprehensive Storm Drain Plan. FEMA Flood Zone Per FEMA Flood Insurance Rate Map (FIRM) NO. 06071C8653J, revised September 2, 2016, the project is in Flood Zone X – Shaded. Flood Zone X – Shaded is described to be an “Areas of 0.2% annual chance flood; areas of 1% annual chance flood with average depths of less than 1 foot or with drainage areas less than 1 square miles; and areas protected by levees from 1% annual chance flood.” See Appendix “A” for reference FIRM. Existing Condition The site is currently developed as a precast infrastructure storage yard consisting of barren lands with 0% impervious area. Two drainage areas were established to represent the site topography and existing drainage patterns. Currently, the northerly neighboring property has a series of V- gutters to divert its storm water westerly away from the proposed site. Therefore, there is no off- site runon in the existing condition. The westerly portion of the site, Nodes 300-301, drain onto the southwesterly neighbor and the remaining easterly area, Nodes 310-311, discharge directly onto Almond Avenue. The easterly portion of the site will travel southerly down Almond Avenue to be collected in an existing storm drain located in Valley Boulevard. As previously mentioned, the entirety of the project site is tributary to the San Sevaine Channel. The rational method 25- and 100-year peak flow rates for the area that drains to the southwesterly neighbor are approximately 10.7 cfs and 16.4 cfs, respectively. The 25- and 100-year peak flow rates for the area that drains to Almond Avenue are approximately 4.0 cfs and 6.1 cfs, respectively. The table below summarizes the onsite existing condition 25- and 100-year peak flow rates. Location (Nodes) Discharge Loc. Area (Ac) () () 300-301 SW Neighbor 7.01 10.7 16.4 310-311 Almond Ave 2.48 4.0 6.1 Total ∑ : 9.49 14.7 22.5 The existing condition 25- and 100-year peak flow rates from the entire site are approximately 14.7 cfs and 22.5 cfs, respectively. Loss rates and a small area unit hydrograph was established for the project site in the existing condition. This hydrograph concludes that the existing 25-year peak flow rate is approximately 14.7 cfs. See Appendix “B” for the onsite existing condition hydrology calculations, Appendix “C” for the existing condition hydrograph, and Appendix “E” for the onsite existing condition hydrology map. Onsite Proposed Condition In the proposed condition, the project site will be paved to be used as a trailer storage yard, with a small restroom facility and landscaping along the site’s perimeter. The northerly adjacent lot is also planning improvements in which a small, 0.27 acre, landscaped area will be graded to sheet flow onsite. The site’s proposed impervious area is approximately 90% of the total area, in which the 10% pervious area consists of commercial landscaping. Most of the project site’s runoff, and a small portion of the northerly neighbor’s runoff, is graded towards two southerly catch basins. Initial flows are collected and conveyed to the proposed underground BMPs that are located in the easterly portion of the site. The proposed BMP’s soffit elevation is 1044.00’. Once the design capture volume (DCV) of 43,067 CF has been achieved in the proposed BMPs, high flows will begin to travel westerly, in the same storm drain, and ultimately discharge to the proposed rip-rap pad located at the southwesterly corner of the site. This high flow bypass invert elevation is 1044.25’. The underground BMPs will drain via the proposed northerly low flow storm drain line which gravity drains towards the proposed sump pump, which directs flows into the proposed water quality modular wetland systems (MWS). The MWS discharges treated water at a rate of approximately 131 gpm (0.3 cfs). These flows will dissipate and continue southwesterly as they have done in the existing condition. As mentioned, the northerly neighbor’s 0.27 acre landscaped area will sheet flow onto the project site providing a 100-year peak flow rate of approximately 0.9 cfs. The small easterly and westerly landscaped areas will sheet flow to their respective neighbors, as they have done previously, providing a 100-year peak flow rate of approximately 1.8 cfs. The total 100-year peak flow rate for the project site is approximately 34.7 cfs (34.4 cfs + 0.3 cfs from MWS). Please see Appendix “B” for proposed condition hydrology calculations, Appendix “D” for conceptual storm drain plans, and Appendix “E” for the proposed condition hydrology map. Detention As previously described, the proposed project site has a 100-year peak flow rate of approximately 34.7 cfs. Discharge from the project site will be limited to 90% of the existing condition 25-year hydrograph peak flow rate, approximately 13.2 cfs (14.7 cfs * 90%). Temporary surface detention will be limited to the southerly area around the proposed catch basins. The project site’s easterly and westerly landscaped areas leave the site without chance for detention (1.8 cfs), and the MWS has a discharge rate of approximately 0.3 cfs. Therefore, the total undetained 100-year peak flow rate for the site is approximately 2.1 cfs (1.8 cfs + 0.3 cfs). This allows for a 100-year peak flow rate of 11.1 cfs (13.2 cfs – 2.1 cfs) to be discharged from the proposed truck yard. Discharge will be limited by an orifice plate located downstream of the temporary detention area in the proposed catch basin (1043.45’ invert). The Orifice Equation was used to determine peak flow discharge at incremental depths. The available head was taken to be the difference between the invert of the pipe at the location of the orifice plate, and each temporary water surface elevation in the truck yard. Loss rates and a small area unit hydrograph were established for the proposed area that is tributary to the temporary detention area, which is approximately 9.21 acres. This hydrograph was then routed through the temporary detention area, which is limited to the volume available on the surface of the truck yard around the proposed catch basins. Incremental volumes were calculated simply by taking the average of the cross-sectional areas and multiplying by the depth interval (0.10 feet). These volumes were then summed up to achieve a total volume at each desired elevation. As mentioned above, each elevation has a corresponding discharge rate based upon the orifice equation. This information was used to build the basin rating table used in the basin routing analysis. Basin routing shows that during the peak of the 100-year storm event approximately 10.6 cfs will discharge from the truck yard to the southwesterly corner, via the proposed high flow storm drain, with a required volume of approximately 0.28 acre-feet to be temporarily stored at a depth of about 0.79’ on the surface of the truck yard. This yields a water surface elevation (WSE) in the truck yard of 1046.85’ (0.79’ depth + 1046.06’ TG). Basin routing indicates that the detained 100-year peak volume will drain from the truck yard in approximately 0.45 hours. With onsite temporary surface detention, the 100-year peak flow rate from the project site can be reduced to about 12.7 cfs (2.1 cfs from undetained areas + 10.6 cfs discharging from the truck yard). This is less than 90% of the existing 25-year hydrograph peak flow rate of 13.2 cfs. Conservatively, all proposed BMP chambers were considered full in the detention analysis because they are to be utilized for water quality purposes only. A proprietary biofiltration system, a MWS, is proposed for biotreatment because the Geotechnical Report dated 9/9/2025 and supplemental letter dated 11/24/25 prepared by TGR indicates that the site’s soil conditions are not suitable for infiltration-dependent BMPs. The western half of the site has approximately 60’ of uncontrolled fill, while the eastern half of the site has approximately 28’ of compacted fill. A proposed sump pump will drain the underground BMP system and convey flows to the MWS located at the southwesterly corner of the site. This pump is designed to handle a low flow rate that is equal to or slightly greater than the MWS’ treatment flow rate. This flow rate is intended to drain/treat the Design Capture Volume (DCV) within the allotted 48 hours. The table below summarizes the proposed condition 100-year peak flow rate before and after invoking temporary surface detention. Location (Nodes) Proposed Q100 (cfs) Detained Q100 (cfs) ∆ (cfs) 300-313 34.7 12.7 -22.0 Please see Appendix “C” for detention calculations. Methodology Hydrology calculations were computed using San Bernardino County’s Rational Method Hydrology (AES software). The soil classification considered was type “A” per the San Bernardino County Hydrology Manual. Rainfall values were determined using NOAA Atlas 14. AES software’s CH1 was used to determine the loss rates for the area tributary to the detention area in proposed condition, the curve number used was 32 to represent the 10% pervious area of commercial landscaping with a type A soil. In the existing condition, a curve number of 78 was used to represent the 0% impervious barren land with type A soil. AES software’s “Flood Routing Analysis, County Hydrology Manual of San Bernadino” program was used for the detention analysis. Please refer to Appendix “A” for reference materials. Summary Proposed improvements to this site honor the historic drainage patterns to ensure that runoff continues to flow in the same direction as it has in the existing condition. With onsite detention, the proposed condition 100-year peak flow rate can be reduced to less than 90% of the 25-year existing condition peak flow, as indicated in the table below. Therefore, there are no adverse effects on any neighboring property, or the existing downstream storm drain facilities. Scenario Flow rate 90% of Existing Condition (25-year) 13.2 cfs Proposed Condition (100-year) 34.7 cfs Proposed Condition w/ Detention (100-year) 12.7 cfs APPENDIX DESCRIPTION A REFERENCE MATERIALS B HYDROLOGY CALCULATIONS C DETENTION CALCULATIONS D CONCEPTUAL STORM DRAIN PLANS E HYDROLOGY MAPS APPENDIX A REFERENCE MATERIALS !"#$ % &" # $ '(!) *+,-./012+3456+789, **+,-./012+:4;4 <=><?'=<=>>=?'@'A'>=B>' 48CD8+E1/F08G+48/8H+IF1JKG+48/8H+L1FMG+NFOOF8C+LFC1/G+P8K.CQ.+78FJ8/F8G+I1R-/8H+78/JFCG+48CS/8 E8TO-TF0G+6,H8CF+5-UG+V8/O+W/U98O.XG+I8O1+:C/.HG+Y1CQOFC+Z8CG+7F0H81O+Z1XJ8G+W8C+[H8-G+;1-\\/1U ]-CCFCG+I8CF1O+]/1^1/G+NF_VH.8C+VH1CG+WU1+E8/KUR-XG+`-HC+Z8/0H-8C abccG+a8JF-C8O+d18JH1/+41/TF01G+4FOT1/+49/FCQG+78/UO8CS efghijklim+n+efgomipqrsil+n+tipugvgiwmrilu <x <y&xzzz{ |}~#!(€~ y (% (€| ) ! ) )! !! !! )!! !!! )&! ! ‚ƒ„ƒ…†‡ƒ„ˆ‰†Š ! " ‚ƒ„ˆˆ‹‡ƒ„ˆŒ†Š ! ‚ƒ„ˆŽˆ‡ƒ„‰‰‰Š ! ! ‚ƒ„ˆ…ˆ‡ƒ„‰†ƒŠ ! " ‚ƒ„‰ˆ…‡ƒ„ ‹…Š ! " ‚ƒ„‰‹Œ‡ƒ„‹ˆˆŠ ! ‚ƒ„‰†‹‡ƒ„‹…‰Š ! ! ‚ƒ„ ƒ‰‡ƒ„ŽŒ Š ! 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" ‚ „ƒ†‡ˆ‰„ Š ‚ˆƒ„ ‡ˆŽ„ Š ‚ˆˆ„Ž‡ˆ†„ Š ‚ˆ‰„†‡‰ƒ„…Š ‚ˆ‹„ˆ‡‰Ž„ˆŠ ! ‚ˆŽ„ˆ‡‰…„†Š !&| ! ‚ „Œ ‡‹„†‰Š ) #! ‚Ž„‰‰‡Œ„…‰Š ) ‚†„ Œ‡ „ŒŒŠ ! ‚ „ˆƒ‡ˆ‰„ˆŠ ‚ˆˆ„‰‡ˆŒ„ƒŠ ) ‚ˆ‰„ ‡ˆ „ˆŠ " # ‚ˆ‹„Ž‡‰‰„ŒŠ ! ) ‚ˆŒ„ˆ‡‰Œ„ŽŠ ! ‚ˆ…„ˆ‡ ‰„ Š ‚ˆ „Œ‡ †„‹Š !&| ‚‹„‰†‡Ž„ŽŒŠ #" ‚Œ„ˆ†‡…„ƒŽŠ # # ‚…„†‹‡ˆˆ„ŽŠ ‚ˆƒ„ ‡ˆ‹„ŽŠ ) # ‚ˆ „Ž‡ˆ „‰Š ‚ˆŽ„Œ‡‰ „ˆŠ ‚ˆ†„Œ‡‰†„‹Š ) ! ‚ˆ „†‡ ‰„ Š # ) ‚‰‰„ ‡ „†Š ‚‰‹„‰‡‹Œ„‰Š )&|) # ‚Ž„ƒ‹‡Œ„ŽŒŠ " ‚†„‰ ‡ „‹ Š ‚ˆƒ„‰‡ˆ „‹Š ‚ˆ‰„†‡ˆ†„ƒŠ ‚ˆŽ„ ‡‰‰„ŒŠ ‚ˆ…„‹‡‰†„ Š ) # ‚‰ˆ„ƒ‡ ‰„ŒŠ # ‚‰ „Ž‡ …„ŒŠ ) ) ‚‰Œ„…‡‹†„ Š ! ‚‰ „ ‡ŽŒ„ƒŠ !&| # ‚Ž„ ‰‡†„†ˆŠ # ‚…„ …‡ˆƒ„ Š ‚ˆˆ„…‡ˆŽ„ŽŠ ‚ˆ‹„†‡ˆ „ŒŠ " ‚ˆ…„ ‡‰Œ„ˆŠ ) " ‚‰ˆ„ ‡ ˆ„ŒŠ ! ! ‚‰‹„ ‡ †„…Š " ‚‰†„ ‡‹‹„ Š ) ‚ ˆ„‹‡ŽŽ„ Š " ‚ ‹„‹‡ŒŽ„†Š ˆ+E/10F9FJ8JF-C+\/1‘.1C0U+‚EYŠ+1,JFM8J1,+FC+JHF,+J8RO1+8/1+R8,1S+-C+\/1‘.1C0U+8C8OU,F,+-\+98/JF8O+S./8JF-C+,1/F1,+‚EI4Š„ a.MR1/,+FC+98/1CJH1,F,+8/1+EY+1,JFM8J1,+8J+O-^1/+8CS+.991/+R-.CS,+-\+JH1+ ƒ’+0-C\FS1C01+FCJ1/T8O„+WH1+9/-R8RFOFJU+JH8J+9/10F9FJ8JF-C+\/1‘.1C0U+1,JFM8J1,+‚\-/ 8+QFT1C+S./8JF-C+8CS+8T1/8Q1+/10.//1C01+FCJ1/T8OŠ+^FOO+R1+Q/18J1/+JH8C+JH1+.991/+R-.CS+‚-/+O1,,+JH8C+JH1+O-^1/+R-.CSŠ+F,+Ž’„+3,JFM8J1,+8J+.991/+R-.CS,+8/1+C-J 0H10X1S+8Q8FC,J+9/-R8RO1+M8“FM.M+9/10F9FJ8JF-C+‚E7EŠ+1,JFM8J1,+8CS+M8U+R1+HFQH1/+JH8C+0.//1CJOU+T8OFS+E7E+T8O.1,„ EO18,1+/1\1/+J-+abcc+cJO8,+ˆ‹+S-0.M1CJ+\-/+M-/1+FC\-/M8JF-C„ ”is•–h—–˜—p <%z~ ˆˆ™ˆ…™‰ŽG+ 2ƒŒ+E7 E/10F9FJ8JF-C+Y/1‘.1C0U+I8J8+41/T1/ HJJ9,2™™HS,0„C^,„C-88„Q-T™9\S,™9\S,š9/FCJ98Q1„HJMO›O8Jœ ‹„ƒ†‰ šO-Cœ_ˆˆ†„‹ ‹‰šS8J8œS19JHš.CFJ,œ1CQOF,Hš,1/F1,œ9S, ˆ™‹ !"#$ #%&'()(*+*(,-.%&/0&-'12+*+3&%4&% 5**)6 576'8-968-,++8:,4);76);76<)%(-*)+:&85*=>?>+*@A8!BCD>,-@EB8ACAD7+*+@7&)*5D0-(*6@&-:>(65D6&%(&6@)76 A !"#$ #%&'()(*+*(,-.%&/0&-'12+*+3&%4&% 5**)6 576'8-968-,++8:,4);76);76<)%(-*)+:&85*=>?>+*@A8!BCD>,-@EB8ACAD7+*+@7&)*5D0-(*6@&-:>(65D6&%(&6@)76 A !"#$ %&#$ '()*+", -(./&0 -10(2)3 45 676 89&#$(:2#;< = >?@A>B C D EFFGH IFHJ KKLKMLNOPQRSTUQVW VXYZ[\[]^][_`QaXYbcY`ZdQe^]^QfYXgYX h]]\iSLLhjiZk`lik`_^^km_gL\njiL\njio\X[`]\^mYkh]pqrq^]sRtkTuNvwq_`sxKKuktvtNwj^]^sjY\]hwc`[]isY`mq[ihwiYX[Yis\ji tLt PROJECT SITE SOIL: A PROJECT SITE November 24, 2025 Project No. 25-8074 DLJ Fontana LLC 9895 Double R Blvd. Reno, NV 89521 Subject: Supplemental Letter, Proposed Almond Avenue Trailer Yard, 9822 Almond Ave (APN 0234-061-04), Fontana, California. References: TGR Geotechnical Inc. (2023), Geotechnical Report, Proposed Almond Avenue Trailer Yard, 9822 Almond Ave (APN 0234-061-04), Fontana, California, dated September 9, 2025 Matt, In accordance with your request, TGR Geotechnical, Inc. (TGR) is providing this letter regarding infiltration of stormwater at the subject site. Per our review of previous geotechnical reports and maps, the subject site is underlain by up to 28 feet of compacted fill (afc) within the eastern portion of the subject site and up to 60 feet of uncontrolled fill (afu) within the western portion associated with former quarry. Fill materials compacted to 90 percent relative compaction have typically low infiltration rates and are not suitable for stormwater infiltration. Infiltration of storm water into the uncontrolled fill could cause significant ground settlement. As such, stormwater infiltration is considered infeasible at the site with the existing compacted fill as well as the uncontrolled fill area. If you have any questions regarding this letter, please do not hesitate to contact this office. We appreciate this opportunity to be of service. Respectfully submitted, TGR GEOTECHNICAL, INC. Prakash Khanal, MS, PE C 94431 Project Engineer Sanjay Govil, PhD, PE, GE 2382 Edward L Burrows, MS, PG, CEG 1750 Principal Geotechnical Engineer Principal Engineering Geologist Distribution: (1) Addressee September 9, 2025 Project No. 25-8074 DLJ Fontana LLC 9895 Double R Blvd. Reno, NV 89521 Attention: Matt Englhard, President Subject: Geotechnical Report, Proposed Almond Avenue Trailer Yard, 9822 Almond Ave (APN 0234-061-04), Fontana, California. Matt, In accordance with your request and authorization, TGR Geotechnical, Inc. (TGR) has completed our geotechnical report for the proposed development at the subject site. SITE DESCRIPTION AND PROPOSED PROJECT DEVELOPMENT The subject site is located at west side of Almond Avenue, approximately 700 feet south of intersection of Almond Avenue and San Bernardino Avenue (Figure 1) in City of Fontana, California. The area of the proposed trailer yard is an unimproved parcel of land, approximately 9.49 acres in size. The proposed development consists of a graded base trailer yard, an approximately 1,248 sq ft prefabricated office building, trash enclosure etc. SCOPE OF SERVICES Our scope of work included performing the following tasks: • Review of readily available geotechnical documents for the site. • Site visit to observe current site conditions. • Preparation of this pavement recommendation report. SITE RECONNAISSANCE A site reconnaissance was performed on February 21, 2025 by members of our firm who observed current site conditions. The site is covered in most areas by aggregate base and is currently occupied by few concrete debris stockpiles, concrete “K” rails and other miscellaneous items. 25-8074 Page 2 DOCUMENT REVIEW The following previous geotechnical reports were reviewed for the subject site. Richard Mills Associates (1986) The subsurface evaluation consisted of six (6) test holes to a maximum depth of 11 feet with a backhoe using a 24-inch-wide bucket. The test holes were excavated into alluvium at the base of the quarry. The report indicates that the site contained a closed depression and that the property had been used as a borrow site during construction of the nearby I-10 Freeway (circa 1955). Richard Mills Associates (1988) A Soil Grading Report prepared by Richard Mills Associates documents placement of compacted fill within the eastern side of the quarry extending from Almond Avenue to about 250 feet to the west. A descending slope is shown on a map in the report extending from 250 to 292 feet west of Almond Avenue. The maximum depth of fill placed during grading was reported to be 28 feet. The Mills report states that fill soils consisted of onsite and imported soils. A table of field density tests shows that the fill was compacted to at least 90% relative compaction. RMA Group (2017) A geotechnical investigation was performed at the subject site to estimate depths of uncontrolled fill dumped in a former quarry. The investigation consisted of estimating depths of uncontrolled fill within the site using available information and geophysical methods. The seismic refraction data indicated that the contact between the uncontrolled fill and underlying geologic units slopes downward from all sides and that maximum depth of the uncontrolled fill within the site is on the order of 60 feet. Based on the results of the investigation, the uncontrolled fill in its current condition is not suitable for support of structures due to its method of placement, the type of materials placed and the potential for significant future ground settlement. FINDINGS Geology Regional Geologic Setting The project site is located in the northwest portion of the Fontana 7.5-minute quadrangle, Riverside and San Bernardino Counties, California (Morton, D.M., 2003). Per the Geologic Map, the site is underlain by young alluvial fan deposits consisting of unconsolidated cobbly and bouldery alluvium of Lytle Creek fan. Figure 2 presents the Regional Geology Map. Earth Units Based on the review of reference reports, the subject site is underlain by uncontrolled fill (afu), and compacted fill (afc). The approximate contact between afu and afc are shown on the enclosed Geotechnical Map (Plate 1). 25-8074 Page 3 Groundwater The project site has an approximate elevation of 1068 feet (NAVD 88). A review of the California Water Data Library groundwater data from wells indicates that the seasonal high groundwater in nearest Station 340935N1174885W001 (approximately 1 mile north of subject site) between 10/25/1925 to 03/01/2022 was 309.4 ft below ground surface elevation of 1164.7 ft above NAVD88. The seasonal high groundwater in Station 340481N1174911W001 recorded between 01/07/2000 to 03/26/2025 was 225.15 feet below ground surface elevation (NAVD88 ft) of 935 feet. This station is approximately 2 miles south from the site. Figure 3 presents the Groundwater Monitoring Well Location Map. Seasonal and long-term fluctuations in the groundwater may occur as a result of variations in subsurface conditions, rainfall, run-off conditions and other factors. Therefore, variations from our observations may occur. Static groundwater is not anticipated to impact the proposed development. Static groundwater is not anticipated to impact the proposed development. Seismic Review Faulting and Seismicity The subject site, like the rest of Southern California, is located within a seismically active region as a result of being located near the active margin between the North American and Pacific tectonic plates. The principal source of seismic activity is movement along the northwest- trending regional faults such as the San Andreas, San Jacinto and Elsinore fault zones. These fault systems produce approximately 5 to 35 millimeters per year of slip between the plates. We consider the most significant geologic hazard to be the potential for moderate to strong seismic shaking that is likely to occur at the subject site. The subject site is located in the highly seismic Southern California region within the influence of several faults that are considered to be Holocene-active, pre-Holocene or age-undetermined faults. A Holocene-active fault is defined by the State of California as a fault that has exhibited surface displacement within the Holocene time (about the last 11,700 years). A pre-Holocene fault is defined by the State as a fault whose history of past movement is older than 11,700 years ago and does not meet the criteria for a Holocene-active fault. An age-undetermined fault is defined by the State as a fault where the recency of fault movement has not been determined. These Holocene-active, pre-Holocene and age-undetermined faults are capable of producing potentially damaging seismic shaking at the site. It is anticipated that the subject site will periodically experience ground acceleration as the result of small to moderate magnitude earthquakes. Other Holocene-active, pre-Holocene and age-undetermined faults without surface expression (blind faults) that are not currently zoned and may be capable of generating an earthquake are known to be present in the region. The subject site is not included within any Earthquake Fault Zones as created by the Alquist - Priolo Earthquake Fault Zoning Act (CGS, 2018). Our review of geologic literature pertaining to the site area indicates that there are no Holocene-active, pre-Holocene or age-undetermined faults located within or immediately adjacent to the subject property. 25-8074 Page 4 The nearest fault to the subject site is an unnamed inferred fault near Fontana mapped approximately 0.6 miles southeast of the site. Other nearby faults include the Red Hill-Etiwanda Avenue fault mapped approximately 5.4 miles to the northwest of the site, the Sierra Madre fault zone (Cucamonga section) mapped approximately 5.9 miles to the northeast of the site, the San Jacinto fault (San Bernardino Valley section) mapped approximately 6.8 miles to the southeast of the site. The Regional Fault Map, Figure 4, shows the location of the subject site in respect to the regional faults. Secondary Seismic Hazards Surface Fault Rupture and Ground Shaking Since no known faults are located within the site, surface fault rupture is not anticipated. However, due to the proximity of Holocene-active, pre-Holocene or age-undetermined faults, severe ground shaking should be expected during the life of the proposed structures. Liquefaction Liquefaction is a seismic phenomenon in which loose, saturated, fine-grained granular soils behave similarly to a fluid when subjected to high-intensity ground shaking. Liquefaction occurs when these ground conditions exist: 1) Shallow groundwater; 2) Low density, fine, clean sandy soils; and 3) High-intensity ground motion. Effects of liquefaction can include sand boils, settlement and bearing capacity failures below foundations. A review of the Geologic Hazard Overlay Map, San Bernardino County Land Use Plan (Figure 5) indicates that the subject site is not located in an area identified as having a potential for soil liquefaction. Seismically Induced Settlement Ground accelerations generated from a seismic event can produce settlements in sands or in granular earth materials both above and below the groundwater table. This phenomenon is often referred to as seismic settlement and is most common in relatively clean sands, although it can also occur in other soil materials. Due to the absence of shallow groundwater, the potential for seismic settlement is negligible. Earthquake Induced Landsliding Earthquake induced landsliding involve downhill motion of earth materials during or subsequent to earth shaking. Historically, landslides triggered by earthquakes have been a significant cause of damage. Areas that are most susceptible to earthquake-induced landslides are areas with steep slopes in poorly cemented or highly fractured bedrock, areas underlain by loose, weak soil, and areas on or adjacent to existing landslide deposits. Based on a review of the Geologic Hazard Overlay Map, San Bernardino County Land Use Plan, this property is not located within a mapped zone of landsliding (Figure 5). Based on the above and the relatively flat topography of the surrounding area, the general landslide susceptibility is considered to be negligible. 25-8074 Page 5 Lateral Spreading Seismically induced lateral spreading involves primarily movement of earth materials due to earth shaking. Lateral spreading is demonstrated by near-vertical cracks with predominantly horizontal movement of the soil mass involved. The topography in the vicinity of the subject site is relatively flat. Therefore, the potential for lateral spreading at the subject site is considered very low. RECOMMENDATIONS Seismic Design Parameters When reviewing the 2022 CBC the following parameters should be incorporated into the design. The Site Class is based on site soil conditions per Section 11.4.3 of the ASCE 7-16. It is our opinion Site Class D- Stiff is the most appropriate based on-site soil conditions. Parameter Value Latitude (degree) 34.07288 Longitude (degree) -117.49415 Site Class (ASCE 7-16 Section 11.4.3) D- Stiff Site Coefficient, Fa (CBC Table 1613A.2.3 (1)) 1.0 Site Coefficient, Fv (CBC Table 1613A.2.3 (1)) 1.7 Mapped Spectral Acceleration at 0.2-sec Period, Ss (CBC Section 1613A.2.1) 1.781 g Mapped Spectral Acceleration at 1.0-sec Period, S1 (CBC Section 1613A.2.1) 0.664 g Spectral Acceleration at 0.2-sec Period Adjusted for Site Class, SMS (CBC Section 1613A.2.3) 1.781 g Spectral Acceleration at 1.0-sec Period Adjusted for Site Class, SM1 (CBC Section 1613A.2.3) 1.129 g Design Spectral Acceleration at 0.2-sec Period, SDS (CBC Section 1613A.2.4) 1.187 g Design Spectral Acceleration at 1.0-sec Period, SD1 (CBC Section 1613A.2.4) 0.753 g Seismic Response Coefficient (Cs) ASCE 7-16 Per 12.8-6 Mapped MCEG, Peak Ground Acceleration, PGA 0.759 g Site Coefficient for Mapped MCEG, FPGA 1.1 Site Modified Peak Ground Acceleration, PGAM 0.834 g In general, ASCE 7-16 Section 11.4.8 requires site-specific hazard analysis for structures on Site Class D for values of S1 greater than or equal to 0.2 g. When using Equivalent lateral Force (ELF) and Modal Response Spectrum Analysis (MRSA), the ASCE 7-16 Section 11.4.8 Item 1 exception shall be utilized. Increasing SM1 by 50% in Eq. (11.4-2) results in an increase in the 25-8074 Page 6 value of SD1 determined by Eq. (11.4-4) by 50%. These increased values of SM1 and SD1 are to be used for all applications of these parameters throughout the Standard, including for the formulation of the design response spectrum where a design response spectrum is needed per this standard. It should be noted that the 50% increase in SD1 also increases Ts by 50% resulting in an extension of the acceleration-controlled plateau of the design response spectrum. Cs is determined in accordance with Eq. (12.8-6). Conformance to the criteria presented in the above table for seismic design does not constitute any type of guarantee or assurance that significant structural damage or ground failure will not occur during a large earthquake event. The intent of the code is “life safety” and not to completely prevent damage of the structure, since such design may be economically prohibitive. Foundation Design Recommendations The proposed office building may be supported on continuous and/or spread footings. An allowable bearing pressure of 2000 pounds per square foot may be used in the design. These recommendations assume that the footings will be supported on a minimum of three (3) foot of engineered fill below the bottoms of footings and shall be observed by TGR. The exposed bottom shall be approved by the geotechnical engineer prior to placement of fill. All shallow foundations should extend a minimum of twenty-four (24) inches below the lowest adjacent grade. The minimum recommended footing width is twelve (12) inches for continuous footing and twenty-four (24) for pad footings. A minimum reinforcement of two (2) No. 4 steel bar top and two (2) No. 4 steel bar bottom is required for continuous footings from a geotechnical viewpoint. Foundation design details such as concrete strength, reinforcements, etc should be established by the Structural Engineer. A one-third (1/3) increase on the aforementioned bearing pressure may be used in design for short-term wind or seismic loads. The total and differential static settlement is anticipated to be 1 inch and 0.5 inch or less over 60 feet, respectively. Resistance to lateral loads including wind and seismic forces may be provided by frictional resistance between the bottom of concrete and the underlying fill soils and by passive pressure against the sides of the foundations. A coefficient of friction of 0.4 may be used between concrete foundation and underlying soil. The recommended passive pressure of the engineered fill may be taken as an equivalent fluid pressure of 280 pounds per cubic foot (2,800 psf max). Footing located near property lines where the lateral removal cannot be achieved shall be designed for a reduced bearing capacity of 1,500 pounds per square foot and the passive resistance shall be ignored. Slab-On-Grade The thickness and reinforcement of the slab shall be designed by the structural engineer per the 2022 California Building Code and should include the anticipated loading condition (forklift etc.), the anticipated use of the building and the expansion index of the soil. The subgrade material should be compacted to a minimum of ninety (90) percent of the maximum laboratory dry density at near optimum moisture content to a minimum depth of three (3) feet. 25-8074 Page 7 For moisture sensitive flooring, the floor slab should be underlain by minimum 15-mil impermeable polyethylene membrane (Stego Wrap, Moistop Plus, or any equivalent meeting the requirements of ASTM E1745, Class A rating) as a capillary break. Sand may be placed above and below the impermeable polyethylene membrane at the discretion of the project structural engineer/concrete contractor for proper curing and finish of the concrete slab-on- grade and protection of the membrane and is considered outside the scope of geotechnical engineering. Preliminary Pavement Design The Caltrans method of design was utilized to develop the following pavement section. The section was developed based on an assumed “R-Value” of 50 for compacted site subgrade soils. Traffic indices of 6.5 were assumed for use in developing graded base pavement section. The traffic indices are subject to approval by controlling authorities and shall be approved by the project civil engineer. Pavement Utilization Traffic Index Aggregate Base (Inch) Truck Parking-CAB 6.5 12.0 Truck Parking-CMB 6.5 14.0 Aggregate base material for Asphalt Pavement should consist of CAB/CMB complying with the specifications in Section 200.2.2/200.2.4 of the current “Standard Specifications for Public Works Construction” and should be compacted to at least ninety-five (95) percent of the maximum dry density per ASTM D1557. The surface of the base should exhibit a firm and unyielding condition just prior to the placement of asphalt concrete paving. The pavement subgrade shall be compacted to a minimum depth of two (2) feet at a minimum of ninety-five (95) percent relative compaction at near optimum moisture content per ASTM D1577. The R-value and the associated pavement section should be confirmed at the completion of site grading. Long-Term Site Settlement General The limits of the undocumented fill presented on Plate 1 may undergo significant settlement over time. Paving The presence of the undocumented fill, which will continue to consolidate and/or decompose over time will result in short pavement life and the need to provide regular maintenance. 25-8074 Page 8 Utilities It is anticipated that, due to the likelihood of significant settlement of the site surface due to consolidation and decomposition of the undocumented fill materials, the gravity flow utilities, such as sewer, storm drain pipes as well as other utility lines, such as water, gas, and electric lines shall be designed with sufficient flexibility to accept potentially large differential settlement over a period of time. Site Development Recommendations General During earthwork construction, all site preparation and the general procedures of the contractor should be observed, and the fill selectively tested by a representative of TGR. If unusual or unexpected conditions are exposed in the field, they should be reviewed by this office and if warranted, modified and/or additional recommendations will be offered. During demolition of the existing buildings, large concrete slab and associated site work, voids created from removal of buried elements (footings, pipelines, septic pits, etc.) shall be backfilled with engineered fill (minimum 90% relative compaction per ASTM D1557) under the observation of TGR. Grading All grading should conform to the guidelines presented in the California Building Code (2022 edition), except where specifically superseded in the text of this report. Prior to grading, TGR’s representative should be present at the pre-construction meeting to provide grading guidelines, if needed, and review any earthwork. Oversize particles may be encountered during grading. All particles greater than 4-inches shall be removed and disposed offsite. It is recommended that the upper 3 feet of onsite soils within the proposed prefabricated building and 2 feet of onsite soils within the pavement areas be removed and recompacted to 90 percent relative compaction as determined by ASTM D1557. Site soils could be reused as engineered fill provided they are free of oversized particles and the recommendations presented in this report are implemented. Exposed bottoms should be scarified a minimum of 6-inches, moisture conditioned to near optimum moisture and compacted to a minimum ninety (90) percent relative compaction. Subsequently, site fill soils should be re-compacted to a minimum of ninety (90) percent relative compaction at near optimum moisture content. The lateral extent of removals beyond the footing limits should be equal to at least 2 feet, where possible. During earthwork construction, all site preparation and the general procedures of the contractor should be observed, and the fill and base selectively tested by a representative of TGR. If unusual or unexpected conditions are exposed in the field, they should be reviewed by this office and if warranted, modified and/or additional recommendations will be offered. Fill Placement Prior to any fill placement TGR should observe the exposed surface soils. The site soils may be re-used as engineered fill provided, they are free of organic content and particle size greater than 4-inches. All particles greater than 4-inches shall be removed and disposed offsite. Fill shall be moisture-conditioned to near optimum moisture content and compacted to a minimum relative compaction of ninety (90) percent in accordance with ASTM D1557. Any import soils shall be non-expansive and approved by TGR Geotechnical Inc. 25-8074 Page 9 Compaction Prior to fill placement, the exposed surface should be scarified to a minimum depth of six (6) inches, fill placed in six (6) inch loose lifts, moisture conditioned to near optimum moisture content, and compacted to a minimum relative compaction of ninety (90) percent in accordance with ASTM D 1557. Geotechnical Observation/Testing During Construction Per sections 1705.6 and table 1705.6 of the 2022 California Building Code, periodic special inspection shall be performed to: • Verify excavations are extended to the proper depth and have reached proper material; • Verify classification and test compacted materials; and • Prior to placement of compacted fill, inspect subgrade and verify that the site has been prepared properly Per sections 1705.6 and table 1705.6 of the 2022 California Building Code, continuous special inspection shall be performed to: • Verify use of proper materials, densities and lift thickness during placement and compaction of compacted fill. The geotechnical consultant should also perform observation and/or testing at the following stages: • During any grading and fill placement; • During placement of aggregate base; • When any unusual soil conditions are encountered during any construction operation subsequent to issuance of this report. CLOSURE This report has been prepared for the exclusive use of the specific client and their design consultants. No portion of this report may be used by other parties or for other purposes. The findings contained in this report are based upon our site visit and review of the referenced reports. As part of the engineering analysis, it has been assumed, and is expected, that the geotechnical conditions, which exist across the site, are similar to those presented in the referenced report. Our findings were obtained in accordance with currently accepted professional engineering principles and local practice in the field of geotechnical engineering and reflect our best professional judgment. We make no other warranty, either express of implied. If you have any questions regarding this report, please do not hesitate to contact this office. We appreciate this opportunity to be of service. 25-8074 Page 10 Respectfully submitted, TGR GEOTECHNICAL, INC. Prakash Khanal, MS, PE C 94431 Project Engineer Sanjay Govil, PhD, PE, GE 2382 Edward L Burrows, MS, PG, CEG 1750 Principal Geotechnical Engineer Principal Engineering Geologist Attachments: Plate 1 –Geotechnical Map Figure 1 – Site Location Map Figure 2 – Regional Geology Map Figure 3 – Groundwater Monitoring Well Location Map Figure 4 – Regional Fault Map Figure 5 – Geologic Hazard Overlay Map Appendix A – References Distribution: (1) Addressee afu: uncontrolled fill GEOTECHNICAL MAP 9822 ALMOND AVENUE (APN 0234-061-004) FONTANA, CALIFORNIA PLATE 1 PROJECT NO. 25-8074 afc afc afu afu afc: compacted fill Approximate geologic contact 60 60 28 28 EXPLAINATION 28 Approximate depth of Compacted fill 60 Approximate depth of Undocumented fill SITE LOCATION MAP 9822 ALMOND AVENUE (APN 0234-061-004) FONTANA, CALIFORNIA FIGURE 1 PROJECT NO. 25-8074 SITE APN 0234- 061-004 Morton, D.M., 2003, Preliminary geologic map of the Fontana 7.5' quadrangle, Riverside and San Bernardino Counties, Californi a, U.S. Geological Survey, Open-File Report OF-2003-418, 1:24,000. FIGURE 2 PROJECT NO. 25-8074REGIONAL GEOLOGY MAP 9822 ALMOND AVENUE (APN 0234-061-004) FONTANA, CALIFORNIA SITE FIGURE 3 PROJECT NO. 25-8074GROUNDWATER MONITORING WELL LOCATION MAP 9822 ALMOND AVENUE (APN 0234-061-004) FONTANA, CALIFORNIA SITE ~ 1 mile ~ 2 mile 1 Mile FIGURE 4 PROJECT NO. 25-8074 Modified From: Jennings, C. W., 2010, Fault Activity Map of California and Adjacent Areas, California Division of Mines and Geology, Geologic Data Map Series, No. 6, Scale 1:750,000. REGIONAL FAULT MAP 9822 ALMOND AVENUE (APN 0234-061-004) FONTANA, CALIFORNIA SITE FIGURE 5 PROJECT NO. 25-8074 Modified From: San Bernardino County Land Use Plan, 2007, General Plan, Geologic Hazard Overlay, Map No. FH29 -C, plotted May 30, 2007. GEOLOGIC HAZARD OVERLAY MAP 9822 ALMOND AVENUE (APN 0234-061-004) FONTANA, CALIFORNIA SITE SITE 25-8074 Page 11 APPENDIX A References Morton, D.M., 2003, Preliminary geologic map of the Fontana 7.5' quadrangle, Riverside and San Bernardino Counties, California, U.S. Geological Survey, Open-File Report OF-2003-418, 1:24,000. International Code Council (ICC), California Building Code, 2022 Edition San Bernardino Land Use Plan, 2010, General Plan, Geologic Hazard Overlay, Map No. FH29- C, plotted May 30, 2007. J.F. Davidson, 1986, Topographic Map and Grading Plan, Almond Avenue Quarry, Fontana, CA. Richard Mills Associates, 1986, Soil Engineering Investigation, Easterly ½ of 20 Acre Site between Banana Street and Almond Street, Fontana Area, San Bernardino County, California, dated October 21, 1986 (Job No. 86-264- 11). Richard Mills Associates, 1988a, Interim Soil Grading Report, Almond Avenue North of Valley Boulevard, Fontana Area, California, dated February 1, 1988 (Job No. 86- 264-21). Richard Mills Associates, 1988b, Soil Engineering Report, 8 Acre Parcel West of Almond Avenue, Fontana, and California, dated June 22, 1988 (Job No. 86-264- 31). RMA Group, Geotechnical Investigation of Former Almond Avenue Quarry, Phases 1 and 2- Estimation of Uncontrolled Fill Depths Using Available Information and Geophysical Methods, 9822 Almond Avenue (APN 0234-061-04-0000), Fontana, California, Project No: 17-0207-01, dated May 12, 2017 PACKAGED STORM PUMP LIFT STATION TRAILER YARD ALMOND AVE. FONTANA, CA - STORM Furnish and install complete pre-packaged duplex Lift Station model #PSI-THI111125-R2 as manufactured by Pacific Southwest Industries (national phone # 800-358-9095) This pre-packaged Lift Station shall incorporate a quick removal system manufactured by the pump manufacturer. The pump(s) shall be guided to the discharge base elbow by a single or double guide rail and shall be stainless steel and shall extend from the discharge base elbow to the upper guide bracket mounted on 1-5/8" x 1-5/8" channel strut just below the basin cover. Stainless steel lifting chain or cable shall be supplied and properly installed to remove the pump from the wet well. The internal discharge piping shall be completely pre-plumbed with pressure rated schedule 40 or 80 PVC pipe as indicated and extend 12" beyond the wet well and valve vault side wall for contractor connection to the force main piping. The pump(s) discharge piping shall have a check and ball valve installed on each pump discharge. The Lift Station shall include control panel and level control floats. The control panel shall be suitable for surface mounting or free standing on a leg kit if the site conditions require it. PUMP(S): Furnish and install Liberty series LE submersible pump(s). Each unit shall be capable of handling residential sewage with 2” solid handling capability. The submersible pumps shall produce the proper head and flow as indicated in this detail. The pump(s) shall be designed so that the shaft power required (BHP) shall not exceed the motor rated output throughout the entire operating range of the pump performance curve. A two-year warranty “out of the box” shall be standard. CONSTRUCTION: Each centrifugal sewage pump shall be the certified Series LE SERIES pumps as manufactured by Liberty Pumps, Bergen NY. The castings shall be constructed of class 25 cast iron. The motor housing shall be oil filled to dissipate heat. Air filled motors shall not be considered equal since they do not properly dissipate heat from the motor. All mating parts shall be machined and sealed with a Buna-N O-ring. All fasteners exposed to the liquid shall be stainless steel. The motor shall be protected on the top side with sealed cord entry plate with molded pins to conduct electricity eliminating the ability of water to enter internally through the cord. The motor shall be protected on the lower side with a unitized ceramic/carbon seal with stainless steel housings and spring. The upper and lower bearing shall be capable of handling all radial and thrust loads. The pump shall be furnished with stainless steel handle. ELECTRICAL POWER CORD: The submersible pump shall be supplied with 35 feet of multi-conductor power cord. It shall be cord type SJTW (1-PH), capable of continued exposure to the pumped liquid. The power cord shall be sized for the rate. d full load amps of the pump in accordance with the National Electric Code. The power cable shall not enter the motor housing directly but will conduct electricity to the motor by means of a water tight compression fitting cord plate assembly, with molded pins to conduct electricity. This will eliminate the ability of water to enter internally through the cord, by means of a damaged or wicking cord. MOTORS: Single phase motors shall be oil filled, permanent split capacitor, and class B insulated NEMA B design rated for continuous duty. Three phase motors shall be oil filled; class B insulated NEMA B design, rated for continuous duty. At maximum load the winding temperature shall not exceed 130 degrees C unsubmerged. Since air filled motors are not capable of dissipating heat, they shall not be considered equal. Single phase pump motors shall have an integral thermal overload switch in the windings for protecting the motor. Three phase motors shall be used with an appropriate controller with integral overload protection. The capacitor circuit shall be mounted internally in the pump on single phase units. BEARINGS AND SHAFT: Upper and lower ball bearings shall be required. The bearings shall be a single ball / race type bearing. Both bearings shall be permanently lubricated by the oil, which fills the motor housing. The motor shaft shall be made of 300 or 400 series stainless steel and have a minimum diameter of .50". SEALS: The pump shall have a unitized carbon / ceramic seal with stainless steel housings and spring equal to Crane Type 6A. The motor plate / housing interface shall be sealed with a Buna-N O-ring. IMPELLER: The impeller shall be a class 25 iron, with pump out vanes on the back shroud to keep debris away from the seal area. It shall be threaded to the motor shaft. QUICK REMOVAL SYSTEM: The pumping unit(s) shall be equipped with quick removal system (QRS). The construction shall be such that the pump(s) will automatically connect to the discharge piping when lowered into place on the discharge connector. There shall be no need for personnel to enter the wet well to accomplish installation or removal of the pump(s). The pumping unit(s) shall be fitted with stainless steel lifting chain(s) of sufficient length and strength to permit the raising and lowering of the unit(s). The chain(s) shall be fastened at the top of the structure near the access opening. The need for a protective coating shall not be required. A sliding guide bracket shall be an integral part of the pumping unit and the pump casing shall have a machined connection with a bracket to connect with the discharge connection. Sealing of the pumping unit to the discharge connection shall be accomplished by a single linear downward motion of the pump with the entire weight of the pumping unit guided by a pawl, thereby wedging the pumping unit tightly against the discharge connector. No portion of the pump shall bear directly on the floor of the sump nor shall a rotary motion of the pump be required for sealing. All fasteners coming into contact with the pumpage shall be stainless steel. Two corrosion resistant guide pipes shall be furnished and installed for each pump to permit raising and lowering of the pump. FIBERGLASS WET WELL: The fiberglass wet well with an anti-flotation flange shall have the proper diameter and depth below the lowest inlet to promote proper cycling while maintaining the rim at grade. The fiberglass wet well shall be manufactured using a process that is filament wound and or chopped spray. The wet well shall be constructed with a anti flotation flange. Lifting lugs shall be required for those wet wells 48 inches in diameter and larger for setting of the wet well. The laminate shall have a Barco hardness of at least 90% of the resin manufactures minimum specified hardness for cured resin on both the interior and exterior surfaces. The minimum wall thickness of the wet well shall not be less than 1/4". Stainless steel studs will be encapsulated in the bottom of the wet well to allow the mounting of the quick removal system. The top rim flange will be a minimum of 2” wide to allow for the installation of the pedestrian rated aluminum cover to the rim flange or shall be rimless if the cover is specified for H20 off street locations. The wet well shall be provided with “unseal” fittings that can be installed in the field to insure proper elevation of the inlet, vent, and electrical on the side of the wet well. The wet well will house 2 - swing check valves, and 2 – shut off valves. COVER(s) The wet well cover shall always be gasketed and bolted to the rim flange of the fiber glass tank using 7/16” stainless steel hex head bolts unless the cover is to be in a H20 off street location. The type of material to be used for the cover shall be as indicated on this plan sheet. DUPLEX ALTERNATING CONTROL PANEL: The duplex control panel, as a minimum, shall include the appropriate enclosure type for the environment it is to be installed in and should include the following: Motor starters, motor circuit protectors or variable frequency drives (VFD), pump run indicator(s), operation selector switch(es), high water alarm and light, silence switch, dry contact for alarm, numbered terminals for all incoming power, pump motor(s) and level controls. The control panel shall be UL listed 508 or 913. No . Da t e De s c r i p t i o n Da t e : 11/ 1 1/ 2 5 Sc a l e : N T S EN G I N E E R E D - P U M P S / F L U I D H A N D L I N G & D I S P O S A L S Y S T E M S Dr a w n b y : EM Sh e e t N o . 18 5 4 1 C O L L I E R AVE . , L A K E E L S I N O R E , C A 9 2 5 3 0 P H : 8 0 0 3 5 8 - 9 0 9 5 Ch e c k e d b y : 1 O F 1 PS I Pa c i f i c S o u t h w e s t I n d u s t r i e s S T OR M P U M P S Y S T E M LI F T S T ATI O N D E T AI L S TR A I L E R YAR D AL M O N D AVE . F O N T AN A , C A - S T OR M INFORMATION AND IS THE EXCLUSIVE PROPERTY OF PSI. IT MAY NOT BE COPIED OR REPRODUCED IN ANY FORM WITHOUT THE EXPRESS WRITTEN PERMISSION OF PSI. THIS DRAWING CONTAINS CONFIDENTIAL ENGINEERED- PUMPS/FLUID HANDLING & DISPOSAL SYSTEMS PACKAGED LIFT STATION D A 1 1 2 2 D 4 4 A 5 5 3 3 C B C B 52” STEEL H20 TRAFFIC RATED COVER TOP: 1046.56 BOTTOM: 1034.56 12”3/4” crushed rock (800)-358-9095 PSI Pacific Southwest Industries POC: 1046.72 3” BALL VALVE CONTROL PANEL NOTES: 1. CONDUIT INSTALLED IN FIELD TO CONTROL PANEL- *PROVIDED BY OTHERS- 2. CONDUIT, ELECTRICAL DESIGN , INSTALLATION BY OTHERS, PSI WILL PROVIDE ELECTRICAL RUBBER GROMMETS SHIPPED LOOSE FOR FIELD INSTALLATION BY OTHERS- 3. (QTY 2) 2” CONDUIT ,(1) FOR POWER,(1) FOR LEVEL SENSING 4. *G.C OR OTHERS TO COORIDNATE CONTROL PANEL LOCATION WITH UNDERGROUND ELECTRICAL SERVICE TO FIBERGLASS WET WELL WITHIN SPECIFIC 50 FT CABLE LENGTHS. ELEVATION VIEW NOT TO SCALE PLAN VIEW NOT TO SCALE ALL PIPING IS 3” SCH 80 FLEX BOOT 3” CHECK VALVE STEEL ANTI-FLOATION FLANGE PUMP MODEL: LE104M3-5 1 HP 460V 3 PH 2.5 AMP PERFORMANCE: 148 GPM AT 15.03 FT TDH NO T E : V E R I F Y AL L E L VE A TI O N S P R I O R TO F AB R I C A TI O N . O T H E R S TO V E R I F Y AL L I N L E T / O U T L E T O R I E N T ATI O N S P R I O R TO F AB R I C A TI O N AN D I N S T AL L A TI O N . *A L L P I P E O P E N I N G S AN D S E A L I N G S H A L L B E CO M P L E T E D I N F I E L D B Y O T H E R S . 6” PVC RTN INV: 1048.26 6” PVC RTN INV: 1048.26 18”HDPE INLET INV: 1037.07 18”HDPE INLET INV: 1037.07 STAINLESS STEEL GUIDE PIPE 48” 144” 48”ID 52”OD FITTING THE TRAFFIC FRAME AND COVER FRAME XX+1 ID ” TANK OD XX”Concrete Concrete FRAME 3” x 3” x 1/4” COVER ½” STEEL PLATE WITH HATCH The frame and cover are meant to telescope around the OD of the tank. This will allow you to float the cover to grade and will ensure the frame does not rest on the fiberglass tank. PSI suggests setting the tank approximately 1.5” lower than the finish surface to allow for the installation of the frame and cover as stated above. Concrete is recommended to be poured at least 8” thick and 24” wide around the frame and tank to support the traffic loads. Sizes and dimensions are for example and will differ from site to site. 18” (QTY. 3-Ø2”) FOR ELECTRICAL CONDUIT *CONDUIT AND ELECTRICAL DESIGN *BY OTHERS 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 0 5 10 15 20 25 30 35 40 0 TOT AL HE A D IN F EE T US GALLONS PER MINUTE P u m p S p e c i f i c a t i o n L E 1 0 0 -S e r i e s 1 h p S u b m e r s i b l e S e w a g e P u m p s 148 GPM @ 15.03’ TDH (QTY)20 x 1 F T 20 F T (QTY)1 x 7.7 F T 7.7 F T (QTY)0 x 4.1 F T 0 F T (QTY)0 x 16.4 F T 0 F T (QTY)1 x 2 F T 2 F T (QTY)1 x 20 F T 20 F T TOTAL EQUI VALENT LENG TH 49.7 F T F R I CTI ON LOS S PER 100 F T 3" PVC 148 G PM 5.8 F T F R I CTI ON LOS S 3"49.7 /100 x 5.8 F T 2.87 F T 2.87 F T +12.16 F T PER F OR MANCE 148 GPM @ 15.03 LI F T S TATI ON PR OF I LE & CALCULATI ON S PER 100 F T 3" PVC 45 B END F T TD H TH R OU G H 3" PVC LI NE 3" S CH 40 = 3.048 S CH 80 = 2.90 3" PVC PI PE 3" PVC 90 ELBOW 3" PVC TEE 3" B ALL VALVE 3" CH ECK VALVE TOTAL D YNAMI C H EAD 3" F RI CTI ON LOS S S TATI C H EAD 5 .7 8 Vel oc i ty (ft/s ) = HAZEN-W I LLI AMS EQUATI O N/HEAD LOSS I N W ATER PI PE (f ) = 0.2083 (100 / c)1.852 q 1.852 / d h 4.8655 1 50 HDPE / P VC 1 4 8 GPM 3 " SCH 8 0 = 2.90 7 .1 9 c = q= dh= FRI CTI O N LO SS PER 1 00 FT f= APPENDIX B HYDROLOGY CALCULATIONS EXISTING CONDITION ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1435 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * TEI JOB NO 4292 * * EXISTING COND - 25YEAR * * NODES 300-311 * ************************************************************************** FILE NAME: Z:\4292\25X300.DAT TIME/DATE OF STUDY: 14:49 11/18/2025 ============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ============================================================================ --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.0400 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *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 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 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.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 301.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 839.00 ELEVATION DATA: UPSTREAM(FEET) = 1054.54 DOWNSTREAM(FEET) = 1043.47 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 18.433 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.111 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) NATURAL POOR COVER "BARREN" A 7.01 0.42 1.000 78 18.43 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA RUNOFF(CFS) = 10.70 TOTAL AREA(ACRES) = 7.01 PEAK FLOW RATE(CFS) = 10.70 **************************************************************************** FLOW PROCESS FROM NODE 310.00 TO NODE 311.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 686.00 ELEVATION DATA: UPSTREAM(FEET) = 1054.74 DOWNSTREAM(FEET) = 1046.02 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 17.134 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.206 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) NATURAL POOR COVER "BARREN" A 2.48 0.42 1.000 78 17.13 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA RUNOFF(CFS) = 4.00 TOTAL AREA(ACRES) = 2.48 PEAK FLOW RATE(CFS) = 4.00 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 2.5 TC(MIN.) = 17.13 EFFECTIVE AREA(ACRES) = 2.48 AREA-AVERAGED Fm(INCH/HR)= 0.42 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 1.000 PEAK FLOW RATE(CFS) = 4.00 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1435 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * TEI JOB NO 4292 * * EXISTING CONDITION-100YR STORM * * NODES 300-311 * ************************************************************************** FILE NAME: Z:\4292\X300.DAT TIME/DATE OF STUDY: 14:50 11/18/2025 ============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ============================================================================ --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.3700 *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *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 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 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.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 301.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 839.00 ELEVATION DATA: UPSTREAM(FEET) = 1054.54 DOWNSTREAM(FEET) = 1043.47 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 18.433 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.781 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) NATURAL POOR COVER "BARREN" A 7.01 0.18 1.000 93 18.43 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.18 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA RUNOFF(CFS) = 16.41 TOTAL AREA(ACRES) = 7.01 PEAK FLOW RATE(CFS) = 16.41 **************************************************************************** FLOW PROCESS FROM NODE 310.00 TO NODE 311.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 686.00 ELEVATION DATA: UPSTREAM(FEET) = 1054.74 DOWNSTREAM(FEET) = 1046.02 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 17.134 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.906 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) NATURAL POOR COVER "BARREN" A 2.48 0.18 1.000 93 17.13 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.18 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA RUNOFF(CFS) = 6.08 TOTAL AREA(ACRES) = 2.48 PEAK FLOW RATE(CFS) = 6.08 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 2.5 TC(MIN.) = 17.13 EFFECTIVE AREA(ACRES) = 2.48 AREA-AVERAGED Fm(INCH/HR)= 0.18 AREA-AVERAGED Fp(INCH/HR) = 0.18 AREA-AVERAGED Ap = 1.000 PEAK FLOW RATE(CFS) = 6.08 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS PROPOSED CONDITION ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1435 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * TEI JOB NO 4292 * * PROPOSED COND-100YR COND * * NODES 300-313 * ************************************************************************** FILE NAME: Z:\4292\P300.DAT TIME/DATE OF STUDY: 14:50 11/18/2025 ============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ============================================================================ --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.3700 *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *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 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 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.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 301.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 561.00 ELEVATION DATA: UPSTREAM(FEET) = 1054.71 DOWNSTREAM(FEET) = 1046.06 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.807 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.332 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL A 4.80 0.74 0.100 52 8.81 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 18.39 TOTAL AREA(ACRES) = 4.80 PEAK FLOW RATE(CFS) = 18.39 **************************************************************************** FLOW PROCESS FROM NODE 301.00 TO NODE 311.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1045.50 DOWNSTREAM(FEET) = 1045.00 FLOW LENGTH(FEET) = 264.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 30.0 INCH PIPE IS 24.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.38 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 18.39 PIPE TRAVEL TIME(MIN.) = 1.01 Tc(MIN.) = 9.81 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 311.00 = 825.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 311.00 TO NODE 311.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.81 RAINFALL INTENSITY(INCH/HR) = 4.06 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.74 AREA-AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 4.80 TOTAL STREAM AREA(ACRES) = 4.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 18.39 **************************************************************************** FLOW PROCESS FROM NODE 310.00 TO NODE 311.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 570.00 ELEVATION DATA: UPSTREAM(FEET) = 1055.02 DOWNSTREAM(FEET) = 1046.06 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.830 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.326 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL A 4.14 0.74 0.100 52 8.83 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 15.84 TOTAL AREA(ACRES) = 4.14 PEAK FLOW RATE(CFS) = 15.84 **************************************************************************** FLOW PROCESS FROM NODE 311.00 TO NODE 311.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.83 RAINFALL INTENSITY(INCH/HR) = 4.33 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.74 AREA-AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 4.14 TOTAL STREAM AREA(ACRES) = 4.14 PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.84 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 18.39 9.81 4.060 0.74( 0.07) 0.10 4.8 300.00 2 15.84 8.83 4.326 0.74( 0.07) 0.10 4.1 310.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 33.49 8.83 4.326 0.74( 0.07) 0.10 8.5 310.00 2 33.25 9.81 4.060 0.74( 0.07) 0.10 8.9 300.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 33.49 Tc(MIN.) = 8.83 EFFECTIVE AREA(ACRES) = 8.46 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.74 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 8.9 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 311.00 = 825.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 311.00 TO NODE 312.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1045.00 DOWNSTREAM(FEET) = 1044.25 FLOW LENGTH(FEET) = 130.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 23.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.41 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 33.49 PIPE TRAVEL TIME(MIN.) = 0.29 Tc(MIN.) = 9.12 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 312.00 = 955.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 312.00 TO NODE 312.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 9.12 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.242 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.10 0.74 0.100 52 NATURAL GOOD COVER "GRASS" A 0.45 0.66 1.000 58 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.66 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.836 SUBAREA AREA(ACRES) = 0.55 SUBAREA RUNOFF(CFS) = 1.83 EFFECTIVE AREA(ACRES) = 9.01 AREA-AVERAGED Fm(INCH/HR) = 0.10 AREA-AVERAGED Fp(INCH/HR) = 0.71 AREA-AVERAGED Ap = 0.14 TOTAL AREA(ACRES) = 9.5 PEAK FLOW RATE(CFS) = 33.56 **************************************************************************** FLOW PROCESS FROM NODE 312.00 TO NODE 312.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 9.12 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.242 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 0.27 0.66 1.000 58 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.66 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 0.27 SUBAREA RUNOFF(CFS) = 0.87 EFFECTIVE AREA(ACRES) = 9.28 AREA-AVERAGED Fm(INCH/HR) = 0.12 AREA-AVERAGED Fp(INCH/HR) = 0.70 AREA-AVERAGED Ap = 0.17 TOTAL AREA(ACRES) = 9.8 PEAK FLOW RATE(CFS) = 34.43 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 9.8 TC(MIN.) = 9.12 EFFECTIVE AREA(ACRES) = 9.28 AREA-AVERAGED Fm(INCH/HR)= 0.12 AREA-AVERAGED Fp(INCH/HR) = 0.70 AREA-AVERAGED Ap = 0.170 PEAK FLOW RATE(CFS) = 34.43 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 34.43 9.12 4.242 0.70( 0.12) 0.17 9.3 310.00 2 34.01 10.11 3.989 0.70( 0.12) 0.17 9.8 300.00 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS APPENDIX C DETENTION CALCULATIONS Elevation Depth Area Volume S Volume S Volume QOUT (feet)(sq. ft.)(c.f.)(c.f.)(ac-ft)(cfs) 1046.10 0.00 89 67 67 0.002 9.50 1046.20 0.10 1242 248 315 0.007 9.67 1046.30 0.20 3725 563 878 0.020 9.84 1046.40 0.30 7538 1007 1,885 0.043 10.01 1046.50 0.40 12609 1567 3,453 0.079 10.17 1046.60 0.50 18740 2227 5,680 0.130 10.33 1046.70 0.60 25804 2967 8,647 0.199 10.49 1046.80 0.70 33542 4157 12,804 0.294 10.64 1046.90 0.80 49593 4959 17,763 0.408 10.80 1047.00 0.90 49594 5360 23,123 0.531 10.95 1047.10 1.00 57600 6123 29,246 0.671 11.10 1047.20 1.10 64867 6812 36,058 0.828 11.24 1047.30 1.20 71375 Orifice Eqn PLATE Ponding Elevs Invert h 1.19 SF opening 1046.1 1043.45 2.6 9.33 1046.2 1043.45 2.75 9.50 1046.3 1043.45 2.85 9.67 1046.4 1043.45 2.95 9.84 1046.5 1043.45 3.05 10.01 1046.6 1043.45 3.15 10.17 1046.7 1043.45 3.25 10.33 1046.8 1043.45 3.35 10.49 1046.9 1043.45 3.45 10.64 1047.0 1043.45 3.55 10.80 1047.1 1043.45 3.65 10.95 1047.2 1043.45 3.75 11.10 1047.3 1043.45 3.85 11.24 Tributary area to detention area=9.21 acres Detaining down to 90% of existing 25 year *Maximum out of detention area = 11.1 cfs JENSEN PRECAST JN4292 SOUTHERLY TEMPORARY SURFACE DETENTION AREA BASIN 3 =0.62(ℎ) EXISTING HYDROGRAPH ____________________________________________________________________________ **************************************************************************** NON-HOMOGENEOUS WATERSHED AREA-AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS ============================================================================ (C) Copyright 1989-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1435 Analysis prepared by: THIENES ENGINEERING INC. **************************************************************************** ---------------------------------------------------------------------------- Problem Descriptions: TEI JOB NO 4292 EXISTING CONDITION - 25 YEAR LOSS RATES ============================================================================ *** NON-HOMOGENEOUS WATERSHED AREA-AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC II: TOTAL 24-HOUR DURATION RAINFALL DEPTH = 4.76 (inches) SOIL-COVER AREA PERCENT OF SCS CURVE LOSS RATE TYPE (Acres) PERVIOUS AREA NUMBER Fp(in./hr.) YIELD 1 9.49 100.00 78. 0.416 0.527 TOTAL AREA (Acres) = 9.49 _ AREA-AVERAGED LOSS RATE, Fm (in./hr.) = 0.416 _ AREA-AVERAGED LOW LOSS FRACTION, Y = 0.473 ============================================================================ 1 ____________________________________________________________________________ **************************************************************************** SMALL AREA UNIT HYDROGRAPH MODEL (C) Copyright 1989-99 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/99 License ID 1435 Analysis prepared by: THIENES ENGINEERING 16800 VALLEY VIEW AVENUE LA MIRADA CA 90638 PH: (714) 521-4811 FAX: (714) 521-4173 RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 9.49 SOIL-LOSS RATE, Fm,(INCH/HR) = 0.416 LOW LOSS FRACTION = 0.473 TIME OF CONCENTRATION(MIN.) = 17.13 RATIONAL METHOD PEAK FLOW RATE (DEFINED BY USER) IS USED FOR SMALL AREA PEAK Q USER SPECIFIED RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 25 5-MINUTE POINT RAINFALL VALUE(INCHES) = 0.27 30-MINUTE POINT RAINFALL VALUE(INCHES) = 0.71 1-HOUR POINT RAINFALL VALUE(INCHES) = 1.04 3-HOUR POINT RAINFALL VALUE(INCHES) = 1.83 6-HOUR POINT RAINFALL VALUE(INCHES) = 2.56 24-HOUR POINT RAINFALL VALUE(INCHES) = 4.76 ---------------------------------------------------------------------------- TOTAL CATCHMENT RUNOFF VOLUME(ACRE-FEET) = 1.93 TOTAL CATCHMENT SOIL-LOSS VOLUME(ACRE-FEET) = 1.84 **************************************************************************** TIME VOLUME Q 0. 5.0 10.0 15.0 20.0 (HOURS) (AF) (CFS) ---------------------------------------------------------------------------- 0.01 0.0000 -3.55 . . . . . 0.30 0.0000 0.40 Q . . . . 0.58 0.0095 0.40 Q . . . . 0.87 0.0191 0.41 Q . . . . 1.15 0.0288 0.41 Q . . . . 1.44 0.0386 0.42 Q . . . . 1.72 0.0484 0.42 Q . . . . 2.01 0.0584 0.43 Q . . . . 2.30 0.0686 0.43 Q . . . . 2.58 0.0788 0.44 Q . . . . 2.87 0.0891 0.44 Q . . . . 3.15 0.0996 0.45 Q . . . . 3.44 0.1102 0.45 Q . . . . 3.72 0.1209 0.46 Q . . . . 4.01 0.1318 0.46 Q . . . . 4.29 0.1428 0.47 Q . . . . 4.58 0.1539 0.47 Q . . . . 4.87 0.1653 0.48 Q . . . . 5.15 0.1767 0.49 Q . . . . 5.44 0.1883 0.50 Q . . . . 5.72 0.2001 0.50 .Q . . . . 6.01 0.2121 0.51 .Q . . . . 6.29 0.2243 0.52 .Q . . . . 6.58 0.2366 0.53 .Q . . . . 6.86 0.2492 0.54 .Q . . . . 7.15 0.2620 0.55 .Q . . . . 7.43 0.2750 0.55 .Q . . . . 7.72 0.2882 0.57 .Q . . . . 8.01 0.3017 0.57 .Q . . . . 8.29 0.3154 0.59 .Q . . . . 8.58 0.3294 0.60 .Q . . . . 8.86 0.3437 0.61 .Q . . . . 9.15 0.3583 0.62 .Q . . . . 9.43 0.3733 0.64 .Q . . . . 9.72 0.3886 0.65 .Q . . . . 10.00 0.4043 0.68 .Q . . . . 10.29 0.4203 0.69 .Q . . . . 10.58 0.4369 0.71 .Q . . . . 10.86 0.4538 0.73 .Q . . . . 11.15 0.4713 0.76 .Q . . . . 11.43 0.4893 0.77 .Q . . . . 11.72 0.5080 0.81 .Q . . . . 12.00 0.5273 0.83 .Q . . . . Existing Condition Unit Hydrograph 12.29 0.5481 0.94 .Q . . . . 12.57 0.5707 0.97 .Q . . . . 12.86 0.5941 1.02 . Q . . . . 13.15 0.6186 1.05 . Q . . . . 13.43 0.6443 1.13 . Q . . . . 13.72 0.6714 1.17 . Q . . . . 14.00 0.7002 1.27 . Q . . . . 14.29 0.7314 1.37 . Q . . . . 14.57 0.7660 1.57 . Q . . . . 14.86 0.8041 1.66 . Q . . . . 15.14 0.8466 1.94 . Q . . . . 15.43 0.8947 2.14 . Q . . . . 15.71 0.9554 3.01 . Q . . . . 16.00 1.0354 3.77 . Q . . . . 16.29 1.2533 14.70 . . . Q. . 16.57 1.4562 2.50 . Q . . . . 16.86 1.5068 1.78 . Q . . . . 17.14 1.5453 1.48 . Q . . . . 17.43 1.5772 1.22 . Q . . . . 17.71 1.6044 1.09 . Q . . . . 18.00 1.6289 0.99 .Q . . . . 18.28 1.6507 0.85 .Q . . . . 18.57 1.6700 0.79 .Q . . . . 18.86 1.6881 0.74 .Q . . . . 19.14 1.7050 0.70 .Q . . . . 19.43 1.7211 0.66 .Q . . . . 19.71 1.7364 0.63 .Q . . . . 20.00 1.7511 0.61 .Q . . . . 20.28 1.7651 0.58 .Q . . . . 20.57 1.7786 0.56 .Q . . . . 20.85 1.7916 0.54 .Q . . . . 21.14 1.8041 0.52 .Q . . . . 21.42 1.8163 0.51 .Q . . . . 21.71 1.8281 0.49 Q . . . . 22.00 1.8396 0.48 Q . . . . 22.28 1.8507 0.47 Q . . . . 22.57 1.8616 0.45 Q . . . . 22.85 1.8722 0.44 Q . . . . 23.14 1.8825 0.43 Q . . . . 23.42 1.8926 0.42 Q . . . . 23.71 1.9025 0.41 Q . . . . 23.99 1.9122 0.41 Q . . . . 24.28 1.9217 0.40 Q . . . . 24.57 1.9264 0.00 Q . . . . ---------------------------------------------------------------------------- 1 Existing 100-year Peak Flow Rate PROPOSED HYDROGRAPH AND ROUTING ____________________________________________________________________________ **************************************************************************** NON-HOMOGENEOUS WATERSHED AREA-AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS ============================================================================ (C) Copyright 1989-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1435 Analysis prepared by: THIENES ENGINEERING INC. **************************************************************************** ---------------------------------------------------------------------------- Problem Descriptions: TEI JOB NO 4292 LOSS RATES AREA TRIBUTARY TO DETENTION ============================================================================ *** NON-HOMOGENEOUS WATERSHED AREA-AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC III: TOTAL 24-HOUR DURATION RAINFALL DEPTH = 5.91 (inches) SOIL-COVER AREA PERCENT OF SCS CURVE LOSS RATE TYPE (Acres) PERVIOUS AREA NUMBER Fp(in./hr.) YIELD 1 9.21 10.00 32.(AMC II) 0.742 0.885 TOTAL AREA (Acres) = 9.21 _ AREA-AVERAGED LOSS RATE, Fm (in./hr.) = 0.074 _ AREA-AVERAGED LOW LOSS FRACTION, Y = 0.115 ============================================================================ 1 ____________________________________________________________________________ **************************************************************************** SMALL AREA UNIT HYDROGRAPH MODEL ============================================================================ (C) Copyright 1989-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1435 Analysis prepared by: **************************************************************************** ---------------------------------------------------------------------------- Problem Descriptions: TEI JN 4292 TEMPORARY BSURFACE DETENTION BASIN ROUTING ---------------------------------------------------------------------------- RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 9.21 SOIL-LOSS RATE, Fm,(INCH/HR) = 0.074 LOW LOSS FRACTION = 0.115 TIME OF CONCENTRATION(MIN.) = 9.12 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA USER SPECIFIED RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 100 5-MINUTE POINT RAINFALL VALUE(INCHES) = 0.36 30-MINUTE POINT RAINFALL VALUE(INCHES) = 0.94 1-HOUR POINT RAINFALL VALUE(INCHES) = 1.37 3-HOUR POINT RAINFALL VALUE(INCHES) = 2.35 6-HOUR POINT RAINFALL VALUE(INCHES) = 3.24 24-HOUR POINT RAINFALL VALUE(INCHES) = 5.91 ---------------------------------------------------------------------------- TOTAL CATCHMENT RUNOFF VOLUME(ACRE-FEET) = 3.64 TOTAL CATCHMENT SOIL-LOSS VOLUME(ACRE-FEET) = 0.89 **************************************************************************** TIME VOLUME Q 0. 7.5 15.0 22.5 30.0 (HOURS) (AF) (CFS) ---------------------------------------------------------------------------- 0.04 0.0000 0.00 Q . . . . 0.19 0.0049 0.78 .Q . . . . 0.34 0.0148 0.79 .Q . . . . 0.50 0.0248 0.79 .Q . . . . 0.65 0.0348 0.80 .Q . . . . 0.80 0.0448 0.80 .Q . . . . 0.95 0.0549 0.81 .Q . . . . 1.10 0.0651 0.81 .Q . . . . 1.26 0.0753 0.82 .Q . . . . 1.41 0.0856 0.82 .Q . . . . 1.56 0.0959 0.83 .Q . . . . 1.71 0.1064 0.83 .Q . . . . 1.86 0.1168 0.84 .Q . . . . 2.02 0.1274 0.84 .Q . . . . 2.17 0.1380 0.85 .Q . . . . 2.32 0.1486 0.85 .Q . . . . 2.47 0.1593 0.86 .Q . . . . 1 2.62 0.1701 0.86 .Q . . . . 2.78 0.1810 0.87 .Q . . . . 2.93 0.1919 0.87 .Q . . . . 3.08 0.2030 0.88 .Q . . . . 3.23 0.2140 0.88 .Q . . . . 3.38 0.2252 0.89 .Q . . . . 3.54 0.2364 0.90 .Q . . . . 3.69 0.2477 0.90 .Q . . . . 3.84 0.2591 0.91 .Q . . . . 3.99 0.2706 0.92 .Q . . . . 4.14 0.2821 0.92 .Q . . . . 4.30 0.2938 0.93 .Q . . . . 4.45 0.3055 0.93 .Q . . . . 4.60 0.3173 0.94 .Q . . . . 4.75 0.3292 0.95 .Q . . . . 4.90 0.3412 0.96 .Q . . . . 5.06 0.3532 0.96 .Q . . . . 5.21 0.3654 0.97 .Q . . . . 5.36 0.3777 0.98 .Q . . . . 5.51 0.3900 0.99 .Q . . . . 5.66 0.4025 0.99 .Q . . . . 5.82 0.4151 1.01 .Q . . . . 5.97 0.4277 1.01 .Q . . . . 6.12 0.4405 1.02 .Q . . . . 6.27 0.4534 1.03 .Q . . . . 6.42 0.4664 1.04 .Q . . . . 6.58 0.4795 1.05 .Q . . . . 6.73 0.4928 1.06 .Q . . . . 6.88 0.5061 1.07 .Q . . . . 7.03 0.5196 1.08 .Q . . . . 7.18 0.5332 1.09 .Q . . . . 7.34 0.5470 1.10 .Q . . . . 7.49 0.5609 1.11 .Q . . . . 7.64 0.5749 1.12 .Q . . . . 7.79 0.5890 1.13 .Q . . . . 7.94 0.6034 1.15 .Q . . . . 8.10 0.6178 1.16 .Q . . . . 8.25 0.6324 1.17 .Q . . . . 8.40 0.6472 1.18 .Q . . . . 8.55 0.6622 1.20 .Q . . . . 8.70 0.6773 1.21 .Q . . . . 8.86 0.6926 1.23 .Q . . . . 9.01 0.7080 1.24 .Q . . . . 9.16 0.7237 1.26 .Q . . . . 9.31 0.7396 1.27 .Q . . . . 9.46 0.7556 1.29 .Q . . . . 9.62 0.7719 1.30 .Q . . . . 9.77 0.7884 1.32 .Q . . . . 9.92 0.8051 1.34 .Q . . . . 10.07 0.8220 1.36 .Q . . . . 10.22 0.8392 1.37 .Q . . . . 10.38 0.8566 1.40 .Q . . . . 10.53 0.8743 1.42 .Q . . . . 10.68 0.8923 1.45 .Q . . . . 10.83 0.9106 1.46 .Q . . . . 10.98 0.9291 1.49 .Q . . . . 11.14 0.9480 1.51 . Q . . . . 11.29 0.9672 1.55 . Q . . . . 11.44 0.9868 1.57 . Q . . . . 11.59 1.0067 1.60 . Q . . . . 11.74 1.0270 1.63 . Q . . . . 11.90 1.0477 1.67 . Q . . . . 12.05 1.0688 1.69 . Q . . . . 12.20 1.0911 1.86 . Q . . . . 12.35 1.1146 1.89 . Q . . . . 2 12.50 1.1387 1.94 . Q . . . . 12.66 1.1633 1.97 . Q . . . . 12.81 1.1885 2.04 . Q . . . . 12.96 1.2143 2.07 . Q . . . . 13.11 1.2408 2.15 . Q . . . . 13.26 1.2680 2.19 . Q . . . . 13.42 1.2960 2.27 . Q . . . . 13.57 1.3248 2.32 . Q . . . . 13.72 1.3546 2.42 . Q . . . . 13.87 1.3855 2.48 . Q . . . . 14.02 1.4174 2.61 . Q . . . . 14.18 1.4514 2.80 . Q . . . . 14.33 1.4878 3.00 . Q . . . . 14.48 1.5261 3.09 . Q . . . . 14.63 1.5663 3.30 . Q . . . . 14.78 1.6085 3.42 . Q . . . . 14.94 1.6534 3.72 . Q . . . . 15.09 1.7012 3.89 . Q . . . . 15.24 1.7528 4.33 . Q . . . . 15.39 1.8091 4.62 . Q . . . . 15.54 1.8763 6.09 . Q . . . . 15.70 1.9569 6.74 . Q . . . . 15.85 2.0552 8.91 . .Q . . . 16.00 2.1838 11.57 . . Q . . . 16.15 2.4228 26.47 . . . . Q . 16.30 2.6368 7.60 . Q . . . 16.46 2.7181 5.35 . Q . . . . 16.61 2.7774 4.10 . Q . . . . 16.76 2.8255 3.56 . Q . . . . 16.91 2.8679 3.19 . Q . . . . 17.06 2.9063 2.92 . Q . . . . 17.22 2.9406 2.54 . Q . . . . 17.37 2.9715 2.37 . Q . . . . 17.52 3.0004 2.23 . Q . . . . 17.67 3.0276 2.11 . Q . . . . 17.82 3.0534 2.00 . Q . . . . 17.98 3.0780 1.91 . Q . . . . 18.13 3.1012 1.77 . Q . . . . 18.28 3.1227 1.65 . Q . . . . 18.43 3.1430 1.58 . Q . . . . 18.58 3.1625 1.53 . Q . . . . 18.74 3.1814 1.48 .Q . . . . 18.89 3.1997 1.43 .Q . . . . 19.04 3.2174 1.39 .Q . . . . 19.19 3.2346 1.35 .Q . . . . 19.34 3.2513 1.31 .Q . . . . 19.50 3.2676 1.28 .Q . . . . 19.65 3.2834 1.25 .Q . . . . 19.80 3.2989 1.22 .Q . . . . 19.95 3.3140 1.19 .Q . . . . 20.10 3.3288 1.16 .Q . . . . 20.26 3.3433 1.14 .Q . . . . 20.41 3.3574 1.12 .Q . . . . 20.56 3.3713 1.09 .Q . . . . 20.71 3.3849 1.07 .Q . . . . 20.86 3.3983 1.05 .Q . . . . 21.02 3.4114 1.04 .Q . . . . 21.17 3.4243 1.02 .Q . . . . 21.32 3.4370 1.00 .Q . . . . 21.47 3.4494 0.98 .Q . . . . 21.62 3.4617 0.97 .Q . . . . 21.78 3.4738 0.95 .Q . . . . 21.93 3.4857 0.94 .Q . . . . 22.08 3.4974 0.93 .Q . . . . 22.23 3.5089 0.91 .Q . . . . 3 22.38 3.5203 0.90 .Q . . . . 22.54 3.5316 0.89 .Q . . . . 22.69 3.5426 0.88 .Q . . . . 22.84 3.5536 0.87 .Q . . . . 22.99 3.5644 0.85 .Q . . . . 23.14 3.5750 0.84 .Q . . . . 23.30 3.5856 0.83 .Q . . . . 23.45 3.5960 0.82 .Q . . . . 23.60 3.6063 0.81 .Q . . . . 23.75 3.6164 0.80 .Q . . . . 23.90 3.6265 0.80 .Q . . . . 24.06 3.6364 0.79 .Q . . . . 24.21 3.6414 0.00 Q . . . . ---------------------------------------------------------------------------- -------------------------------------------------------------------------------- TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE: (Note: 100% of Peak Flow Rate estimate assumed to have an instantaneous time duration) Percentile of Estimated Duration Peak Flow Rate (minutes) ======================= ========= 0% 1441.0 10% 182.4 20% 63.8 30% 27.4 40% 18.2 50% 9.1 60% 9.1 70% 9.1 80% 9.1 90% 9.1 Problem Descriptions: TEI JN 4292 TEMPORARY BSURFACE DETENTION BASIN ROUTING ============================================================================ FLOW-THROUGH DETENTION BASIN MODEL SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: CONSTANT HYDROGRAPH TIME UNIT(MINUTES) = 9.120 DEAD STORAGE(AF) = 0.00 SPECIFIED DEAD STORAGE(AF) FILLED = 0.00 ASSUMED INITIAL DEPTH(FEET) IN STORAGE BASIN = 0.00 INFLOW | | | V __effective depth ------------- | (and volume) | | | | | detention | |....V............. | basin |<-->| outflow | | |........._________ ------------- | | \ | | storage | basin outlet V ----------- OUTFLOW 4 DEPTH-VS.-STORAGE AND DEPTH-VS.-DISCHARGE INFORMATION: TOTAL NUMBER OF BASIN DEPTH INFORMATION ENTRIES = 14 *BASIN-DEPTH STORAGE OUTFLOW **BASIN-DEPTH STORAGE OUTFLOW * * (FEET) (ACRE-FEET) (CFS) ** (FEET) (ACRE-FEET) (CFS) * * 0.000 0.000 0.000** 0.100 0.002 9.500* * 0.200 0.007 9.670** 0.300 0.020 9.840* * 0.400 0.043 10.010** 0.500 0.079 10.170* * 0.600 0.130 10.330** 0.700 0.199 10.490* * 0.800 0.294 10.640** 0.900 0.408 10.800* * 1.000 0.531 10.950** 1.100 0.671 11.100* * 1.200 0.828 11.240** 1.210 0.829 11.250* ---------------------------------------------------------------------------- BASIN STORAGE, OUTFLOW AND DEPTH ROUTING VALUES: INTERVAL DEPTH {S-O*DT/2} {S+O*DT/2} NUMBER (FEET) (ACRE-FEET) (ACRE-FEET) 1 0.00 0.00000 0.00000 2 0.10 -0.05767 0.06167 3 0.20 -0.05374 0.06774 4 0.30 -0.04180 0.08180 5 0.40 -0.01987 0.10587 6 0.50 0.01512 0.14288 7 0.60 0.06512 0.19488 8 0.70 0.13311 0.26489 9 0.80 0.22717 0.36083 10 0.90 0.34017 0.47583 11 1.00 0.46222 0.59978 12 1.10 0.60128 0.74072 13 1.20 0.75740 0.89860 WHERE S=STORAGE(AF);O=OUTFLOW(AF/MIN.);DT=UNIT INTERVAL(MIN.) ---------------------------------------------------------------------------- DETENTION BASIN ROUTING RESULTS: NOTE: COMPUTED BASIN DEPTH, OUTFLOW, AND STORAGE QUANTITIES OCCUR AT THE GIVEN TIME. BASIN INFLOW VALUES REPRESENT THE AVERAGE INFLOW DURING THE RECENT HYDROGRAPH UNIT INTERVAL. TIME DEAD-STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) DEPTH(FT) (CFS) VOLUME(AF) ---------------------------------------------------------------------------- 0.040 0.000 0.00 0.00 0.00 0.000 0.192 0.000 0.78 0.02 0.76 0.000 0.344 0.000 0.79 0.02 1.52 0.000 0.496 0.000 0.79 0.02 1.53 0.000 0.648 0.000 0.80 0.02 1.54 0.000 0.800 0.000 0.80 0.02 1.55 0.000 0.952 0.000 0.81 0.02 1.56 0.000 1.104 0.000 0.81 0.02 1.57 0.000 1.256 0.000 0.82 0.02 1.58 0.000 1.408 0.000 0.82 0.02 1.58 0.000 1.560 0.000 0.83 0.02 1.59 0.000 1.712 0.000 0.83 0.02 1.60 0.000 1.864 0.000 0.84 0.02 1.61 0.000 2.016 0.000 0.84 0.02 1.62 0.000 2.168 0.000 0.85 0.02 1.63 0.000 2.320 0.000 0.85 0.02 1.64 0.000 2.472 0.000 0.86 0.02 1.65 0.000 2.624 0.000 0.86 0.02 1.66 0.000 2.776 0.000 0.87 0.02 1.67 0.000 2.928 0.000 0.87 0.02 1.68 0.000 3.080 0.000 0.88 0.02 1.70 0.000 3.232 0.000 0.88 0.02 1.71 0.000 3.384 0.000 0.89 0.02 1.72 0.000 3.536 0.000 0.90 0.02 1.73 0.000 3.688 0.000 0.90 0.02 1.74 0.000 3.840 0.000 0.91 0.02 1.75 0.000 5 3.992 0.000 0.92 0.02 1.77 0.000 4.144 0.000 0.92 0.02 1.78 0.000 4.296 0.000 0.93 0.02 1.79 0.000 4.448 0.000 0.93 0.02 1.80 0.000 4.600 0.000 0.94 0.02 1.82 0.000 4.752 0.000 0.95 0.02 1.83 0.000 4.904 0.000 0.96 0.02 1.85 0.000 5.056 0.000 0.96 0.02 1.86 0.000 5.208 0.000 0.97 0.02 1.87 0.000 5.360 0.000 0.98 0.02 1.89 0.000 5.512 0.000 0.99 0.02 1.90 0.000 5.664 0.000 0.99 0.02 1.92 0.000 5.816 0.000 1.01 0.02 1.94 0.000 5.968 0.000 1.01 0.02 1.95 0.000 6.120 0.000 1.02 0.02 1.97 0.000 6.272 0.000 1.03 0.02 1.99 0.000 6.424 0.000 1.04 0.02 2.00 0.000 6.576 0.000 1.05 0.02 2.02 0.000 6.728 0.000 1.06 0.02 2.04 0.000 6.880 0.000 1.07 0.02 2.06 0.000 7.032 0.000 1.08 0.02 2.08 0.000 7.184 0.000 1.09 0.02 2.10 0.000 7.336 0.000 1.10 0.02 2.12 0.000 7.488 0.000 1.11 0.02 2.14 0.000 7.640 0.000 1.12 0.02 2.16 0.000 7.792 0.000 1.13 0.02 2.18 0.000 7.944 0.000 1.15 0.02 2.20 0.000 8.096 0.000 1.16 0.02 2.23 0.000 8.248 0.000 1.17 0.02 2.25 0.000 8.400 0.000 1.18 0.02 2.28 0.000 8.552 0.000 1.20 0.02 2.30 0.000 8.704 0.000 1.21 0.02 2.33 0.000 8.856 0.000 1.23 0.02 2.36 0.000 9.008 0.000 1.24 0.03 2.38 0.001 9.160 0.000 1.26 0.03 2.41 0.001 9.312 0.000 1.27 0.03 2.44 0.001 9.464 0.000 1.29 0.03 2.47 0.001 9.616 0.000 1.30 0.03 2.51 0.001 9.768 0.000 1.32 0.03 2.54 0.001 9.920 0.000 1.34 0.03 2.57 0.001 10.072 0.000 1.36 0.03 2.61 0.001 10.224 0.000 1.37 0.03 2.65 0.001 10.376 0.000 1.40 0.03 2.69 0.001 10.528 0.000 1.42 0.03 2.73 0.001 10.680 0.000 1.45 0.03 2.77 0.001 10.832 0.000 1.46 0.03 2.81 0.001 10.984 0.000 1.49 0.03 2.86 0.001 11.136 0.000 1.51 0.03 2.91 0.001 11.288 0.000 1.55 0.03 2.96 0.001 11.440 0.000 1.57 0.03 3.01 0.001 11.592 0.000 1.60 0.03 3.07 0.001 11.744 0.000 1.63 0.03 3.13 0.001 11.896 0.000 1.67 0.03 3.19 0.001 12.048 0.000 1.69 0.03 3.25 0.001 12.200 0.000 1.86 0.04 3.44 0.001 12.352 0.000 1.89 0.04 3.63 0.001 12.504 0.000 1.94 0.04 3.71 0.001 12.656 0.000 1.97 0.04 3.79 0.001 12.808 0.000 2.04 0.04 3.88 0.001 12.960 0.000 2.07 0.04 3.98 0.001 13.112 0.000 2.15 0.04 4.08 0.001 13.264 0.000 2.19 0.04 4.19 0.001 13.416 0.000 2.27 0.05 4.31 0.001 13.568 0.000 2.32 0.05 4.44 0.001 13.720 0.000 2.42 0.05 4.59 0.001 6 13.872 0.000 2.48 0.05 4.75 0.001 14.024 0.000 2.61 0.05 4.93 0.001 14.176 0.000 2.80 0.06 5.23 0.001 14.328 0.000 3.00 0.06 5.61 0.001 14.480 0.000 3.09 0.06 5.90 0.001 14.632 0.000 3.30 0.07 6.19 0.001 14.784 0.000 3.42 0.07 6.51 0.001 14.936 0.000 3.72 0.08 6.91 0.002 15.088 0.000 3.89 0.08 7.36 0.002 15.240 0.000 4.33 0.09 7.96 0.002 15.392 0.000 4.62 0.09 8.66 0.002 15.544 0.000 6.09 0.26 9.36 0.015 15.696 0.000 6.74 0.31 9.82 0.023 15.848 0.000 8.91 0.42 9.95 0.049 16.000 0.000 11.57 0.50 10.11 0.081 16.152 0.000 26.47 0.79 10.40 0.283 16.304 0.000 7.60 0.75 10.59 0.246 16.456 0.000 5.35 0.67 10.51 0.181 16.608 0.000 4.10 0.55 10.35 0.102 16.760 0.000 3.56 0.30 10.05 0.021 16.912 0.000 3.19 0.07 8.01 0.001 17.064 0.000 2.92 0.06 5.91 0.001 17.216 0.000 2.54 0.05 5.28 0.001 17.368 0.000 2.37 0.05 4.75 0.001 17.520 0.000 2.23 0.05 4.45 0.001 17.672 0.000 2.11 0.04 4.20 0.001 17.824 0.000 2.00 0.04 3.98 0.001 17.976 0.000 1.91 0.04 3.79 0.001 18.128 0.000 1.77 0.04 3.57 0.001 18.280 0.000 1.65 0.03 3.31 0.001 18.432 0.000 1.58 0.03 3.13 0.001 18.584 0.000 1.53 0.03 3.01 0.001 18.736 0.000 1.48 0.03 2.91 0.001 18.888 0.000 1.43 0.03 2.81 0.001 19.040 0.000 1.39 0.03 2.73 0.001 19.192 0.000 1.35 0.03 2.65 0.001 19.344 0.000 1.31 0.03 2.57 0.001 19.496 0.000 1.28 0.03 2.51 0.001 19.648 0.000 1.25 0.03 2.44 0.001 19.800 0.000 1.22 0.02 2.38 0.000 19.952 0.000 1.19 0.02 2.33 0.000 20.104 0.000 1.16 0.02 2.28 0.000 20.256 0.000 1.14 0.02 2.23 0.000 20.408 0.000 1.12 0.02 2.18 0.000 20.560 0.000 1.09 0.02 2.14 0.000 20.712 0.000 1.07 0.02 2.10 0.000 20.864 0.000 1.05 0.02 2.06 0.000 21.016 0.000 1.04 0.02 2.02 0.000 21.168 0.000 1.02 0.02 1.99 0.000 21.320 0.000 1.00 0.02 1.95 0.000 21.472 0.000 0.98 0.02 1.92 0.000 21.624 0.000 0.97 0.02 1.89 0.000 21.776 0.000 0.95 0.02 1.86 0.000 21.928 0.000 0.94 0.02 1.83 0.000 22.080 0.000 0.93 0.02 1.81 0.000 22.232 0.000 0.91 0.02 1.78 0.000 22.384 0.000 0.90 0.02 1.75 0.000 22.536 0.000 0.89 0.02 1.73 0.000 22.688 0.000 0.88 0.02 1.71 0.000 22.840 0.000 0.87 0.02 1.68 0.000 22.992 0.000 0.85 0.02 1.66 0.000 23.144 0.000 0.84 0.02 1.64 0.000 23.296 0.000 0.83 0.02 1.62 0.000 23.448 0.000 0.82 0.02 1.60 0.000 23.600 0.000 0.81 0.02 1.58 0.000 7 Time taken to drain off of the surface: 16.30-15.85=0.45hrs MAX DEPTH MAX DISCHARGE VOL REQUIRED 23.752 0.000 0.80 0.02 1.57 0.000 23.904 0.000 0.80 0.02 1.55 0.000 24.056 0.000 0.79 0.02 1.53 0.000 24.208 0.000 0.00 0.00 0.76 0.000 24.360 0.000 0.00 0.00 0.00 0.000 ---------------------------------------------------------------------------- 8 APPENDIX D CONCEPTUAL STORM DRAIN PLANS APPENDIX E HYDROLOGY MAPS