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Home My WebLink AboutSDP 2019-0009; 2051 PALOMAR AIRPORT ROAD; HYDROLOGY STUDY; 2020-06-10LJ\_ \7 kL4 JUN 24 22C LAND DE'. LOPMENT ENG:;EEG S Hyd . o ogy StudyH... • 2051 PALOMAR AIRPORT RD. APN: 213-050-39 •• .Carlsbad,.CA .. Jure'1O,2020 This Hydrology Study has been.prepared by, and under the direction of, the undersigned,. a duly Registered Civil. __ingineer in the State..óf California.ixceptas.noted, the undersigned. attests to the technical information contained herein, and has judged to be acceptable the qualifications of any technical specialists providing engineering data for this report, upon which findings, conclusions, and recommendations are based. Jacob Vandervis, P.E. Registered Civil Engineer No. C46301 Exp.: 12/31/20 Prepared for: *STEELWAVE • • : Steel Wave ' 45.53 Glencoe Avenue Marina Del Rey, Ca 90292 • (949)863-0390 TAIT t1NNI TO TN I £UaLIMCC Tait& Associates, Inc. 701 N. Parkcenter Drive Santa Ana, CA 92705 (714) 560-8200 ITAIT JOB # SP84151 ôk W21I&W 1~e 0-ioG Cofjj Hydrology Study SP,o1— coc /G1R Q0.20-000j 2051 PALOMAR AIRPORT RD. APN: 213-050-39 Carlsbad, CA June 10, 2020 This Hydrology Study has been prepared by, and under the direction of, the undersigned, a duly Registered Civil Engineer in the State of California. Except as noted, the undersigned attests to the technical information contained herein, and has judged to be acceptable the qualifications of any technical specialists providing engineering data for this report, upon which findings, conclusions, and recommendations are based. Jacob Vandervis, P.E. Registered Civil Engineer No. C46301 Exp.: 12/31/20 Prepared for: Prepared by: STEELWAVE I TAIT IIIIM TD TMI CUaILMGe Steel Wave Tait & Associates, Inc. 4553 Glencoe Avenue 701 N. Parkcenter Drive Marina Del Rey, Ca 90292 Santa Ana, CA 92705 (949)863-0390 (714) 560-8200 ITAIT JOB # SP84151 2051 Palomar Airport Road Hydrology Study Carlsbad, California by TAlT & Associates Table of Contents Section1 Purpose and Scope....................................................................................................1 Section 2 Project Information...................................................................................................2 2.1 Project Description...........................................................................................................2 2.1.1 Project Location............................................................................................................2 2.2 Hydrologic Setting............................................................................................................3 2.2.1 Watershed ....................................................................................................................3 2.2.2 Existing Topography and Facilities ...............................................................................3 2.2.3 Adjacent Land Use........................................................................................................5 2.2.4 Downstream Conditions ..... .......................................................................................... 5 2.2.5 Existing Drainage Patterns............................................................................................6 2.2.6 Proposed Drainage Patterns.........................................................................................6 2.2.7 Impervious Cover..........................................................................................................6 Section 3 Design Criteria and Methodology.............................................................................8 3.1 Design Criteria ................................................................................................................... 8 3.1.1 Soil Classification ..........................................................................................................8 3.1.2 Rainfall Intensity...........................................................................................................8 3.1.3 Runoff Calculation Method ..........................................................................................8 Section 4 Hydrology and Drainage Analysis .............................................................................9 4.1 Summary of results ..........................................................................................................9 Appendix A— Precipitation, Soil Maps & Supporting Research......................................................A Appendix B - Existing Hydrology Calculations................................................................................B Appendix C— Proposed Hydrology Calculations.............................................................................0 Appendix D - Hydrology Map - Existing Conditions.......................................................................D Appendix E —Hydrology Map - Proposed Conditions.....................................................................E Appendix F - Proposed Hydraulic Calculations ...............................................................................F 2051 Palomar Airport Road Hydrology Study Carlsbad, California by TA!T& Associates Section 1 Purpose and Scope This hydrology study presents an analysis of the hydrologic effects of the development of a 0.72 acre Priority Redevelopment Project, in the City of Carlsbad, California. The total lot area for the site is 569,127 SF or 13.065 Acres. This hydrology study addresses runoff from the project site and its impact to the existing downstream storm drainage system. The study includes calculations for the 2, 10, and 100-year storm events for both the existing and proposed condition. The study also details the general project characteristics, the design, criteria and methodology applied to the analysis of the project. The report provides a design analysis for the drainage facilities -proposed as part of the project with the drainage improvements being designed to mitigate all rainfall event frequencies up to a 24-hour, 100-year storm event. This Hydrology Study fulfills the requirements of the San Diego Regional Water Quality Control Board (SDRWQCB), the County of San Diego Hydrology Manual (June 2003), and the City of Carlsbad BMP Design Manual dated February 16, 2016. The plans and specifications in the Hydrology Study are not for construction purposes; the contractor shall refer to final approved construction documents for plans and specifications. TAIT JOB # 5P8415 Page 1 9 -'vt- u,ca 0 I 1,! 2051 Palomar Airport Road Hydrology Study Carlsbad, California by TAIT& Associates Section 2 Project Information 2.1 Project Description The proposed construction involves the development of approximately 0.72 Acres or 31,323 SF of combined improvement areas. The total lot area consists of 569,127 SF or 13.065 Acres as previously mentioned. The redevelopment project will consist mostly of reconfiguring parking islands and parking striping. To increase the number of parking spaces, three retaining walls have been proposed. Additionally, the site is designed to divert all runoff towards proposed treatment and detention BMPs which are incompliance with the City of Carlsbad BMP Design Manual dated February 16, 2016. For additional information on the BMPs, see the SWQMP report and associated appendices. 2.1.1 P The project is located at 2051 Palomar Airport Road in the City of Carlsbad, California, to the Southwest of Palomar Airport Road and Yarrow Drive, and roughly 0.5 mi south east from the McClellan-Palomar Airport as graphically shown in Figure 1, below. - AIRPORT RD Figure 1—Vicinity Map (Not To Scale) 2051 Palomar Airport Road Hydrology Study Carlsbad, California by TAIT & Associates 2.2 Hydrologic Setting This section summarizes the projects disturbance and location in the context of the larger watershed perspective, topography, percent impervious area, natural and infrastructure drainage features, and other relevant hydrologic and environmental factors to be protected specific to the project area's watershed. 2.2.1 Watershed The project site is located within the "Basin C - Encinas Creek Watershed" as shown on the City of Calrsbad "Master Plan of Drainage Facilities" and is tributary to the Pacific Ocean. (See Master Drainage Facilities Maps Located in Appendix A) 2.2.2 Existing Topography and Facilities The project site consists of a business building and surrounding impervious parking areas. The site contains spots of landscaped islands and strips of landscape area near the property lines. DMA ATOT In the area of redevelopment knows as DMA ATOT which is located near the most southerly property corner ofthe project site, there is an existing average slope of 2.7% flowing in the southerly direction diagonally throughout the DMA. There is a total drop of 9.75 FT across the parking area and 11.6 FT of elevation drop from the southerly end of the parking area to the rim of the existing storm drain catch basin. Storm water runoff sheet flows across the previously mentioned parking lot area in the southerly direction until it is collected in the previously mentioned concrete catch basin Type "G" per S.D. County Std. D-8. An additional 12" PVC storm drain connects to this catch basin as it originates from the easterly corner of the site collecting the existing building roof drainage. From the Type "G" catch basin, the storm water is diverted in the southerly direction through a 12" ACP storm drainage line until it is collected into a concrete catch basin equipped with a curb opening to take on surface drainage and is delineated as a Type "B" style inlet per S.D. County Std. D-2. From this point storm water is diverted in the south easterly direction along the radius of the Corte Del Nogal right-of-way through a 12" ACP storm drain line until it enters another Curb Opening style catch basin type "B" per S.D. County Std. D-2. From here storm water is diverted through an 18" ACP storm drainage line in the southerly direction across the Corte Del Nogal right-of-way into the public storm drainage system per Corte Del Nogal Improvement Plan Dwg. No. 208-2. TAIT JOB # 5P8415 Page 3 2051 Palomar Airport Road Hydrology Study Carlsbad, California by TAIT& Associates DMA BTOT In the area of redevelopment known as DMA BTOT is located near the northwestern frontage of the property along Palomar Airport road setback about 55 FT from the existing right-of-way in the south easterly direction. The area of redevelopment has an average slope of 2.3%, consists mainly of asphalt pavement and flows in the westerly direction, diagonal across BTOT. In the westerly most corner of the development area exists a 24"x40" concrete catch basin Type "G" S.D. County Std, D-8 drain inlet which diverts runoff through an 12" ACP drain pipe from the parking area westerly into a concrete catch basin Type "F" S.D. County Std. D-7 which is situated adjacent to the westerly property line. From there runoff is diverted through a 12" ACP Storm drain line in the northwest direction down a 27% sloped landscaped area into a curb outlet Type "A" per S.D. County Std. D-25 set in the sidewalk just beyond the right-of-way along Palomar Airport Rd. From there runoff is diverted through the City of Carlsbad local MS4 drainage facilities. DMA BPAL,TOT In the area of redevelopment known as DMA BPAL,TOT located nearest to the most easterly property corner of the project site, consists mainly of concrete and asphalt pavement areas. This area was originally used as a utility servicing area and loading dock for shipping and receiving of materials. The loading dock ramp consists entirely of concrete pavement while the surrounding areas consist of concrete hardscape directly adjacent to the building and asphalt pavement running up to the loading dock ramp. There also exists .a landscaped slope which runs up to the north easterly property line. All the runoff in this area flows in the northerly direction towards the concrete ramp which at the bottom is equipped with a trench drain and a rectangular 24"x24" grated drain inlet. As depicted on the existing improvement plans drawing no. 205-1 storm water is diverted from the drain inlet through a 10" ACP storm drain line in the northerly direction until it is collected in a concrete catch basin Type "G" per S.D. county std. D- 8. From here runoff is diverted through 15" ACP line at a 1% slope in the northwesterly direction toward a second concrete catch basin, Type "F" per S.D. County Std. D-7. From there storm water is diverted in the westerly direction through a 15" ACP line until it enters a storm drain cleanout Type "A" per S.D. County Std. D-9 which sits just north west of the right-of-way along Palomar Airport Rd. From here storm water continues in the southwesterly direction along the Palomar Airport Rd. right-of-way through a 15" ACP storm drain line until it reaches a curb inlet style catch basin, Type "B" per S.D. County Std. D-2. From here storm water heads in the, north direction across Palomar Airport Road into the public storm drainage system through an 18" ACP storm drainage line. TAIT JOB #5P8415 Page 4 2051 Palomar Airport Road Hydrology Study Carlsbad, California by TAlT & Associates 2.2.3 Adjacent Land Use The project is bounded by commercial and industrial buildings along all sides of the site. Adjacent to the north easterly property line exists California Municipal Finance office building and adjacent impervious pavement areas used for parking. Adjacent to the westerly property line exists 2 large commercial/industrial style buildings which house multiple tenants such as Bitchin' Sauce, Newport Wholesale Floral and Chuck's Tire Center. Adjacent to the south easterly property line exists a commercial office building which includes office space for Calsense and EEDAR and NPD Group Company Inc. Adjacent to the south westerly property line exists impervious parking areas which serve K1 Speed Racing and Offshore CrossFit developments. 2.2.4 Downstream Conditions The project discharges to MS4 Facilities located at the frontage along Palomar Airport Rd. and Corte Del Nogal. Nearest to the most northerly property corner along Palomar Airport Road exists one of the previously mentioned MS4 drainage facilities which is a curb opening style catch basin drain inlet Type "A" per S.D. County Std. D-25. Per the existing improvement plan Dwg. 205-1 storm water enters the curb and gutter along Palomar Airport Rd. Additionally per the Carlsbad Master Drainage Map found in Appendix A the northerly catch basin connects to a 15" to 24" main line which flows south west to the north east along Palomar Airport Rd. runoff from there is allowed to enter an open space area just north of Palomar Airport Rd. adjacent to the project site. This open space valley is connected to a downstream culvert and then connects to a series of storm drain pipes which ultimately drain the surrounding "Basin C" areas into the Encinas Creek and furthermore into the Pacific Ocean. Nearest to the most southerly property corner near the cul-de-sac along Corte Del Nogal exists the second MS4 drainage inlet previously mentioned in Section 2.2.2:'The master drainage facilities map depicts runoff being diverted in the south westerly direction directly into Encinas creek and ultimately the Pacific Ocean. Based on the results of this study, the project mitigation measures proposed will prevent an increase in runoff for the 100 yr storm event per the San Diego County Hydrology Manual, June 2003. Therefore, the proposed project improvements will not have an adverse effect on the downstream storm drain system. TAIl JOB It 5P8415 Page 5 2051 Palomar Airport Road Hydrology Study Carlsbad, California by TAlT& Associates 2.2.5 Existing Draihage Patterns The existing drainage conveyance is entirely urban type. The site drains to three separate MS4 facilities, as previously discussed in Section 2.2.2, owned and maintained by the City of Carlsbad. The two major storm drain outlets for the project site exist at the north and west corners of the project, adjacent to Palomar Airport Road. These facilities are shown on the "Oak Industries Grading Plan Dwg. NO. 205-1", "Corte Del Nogal Improvement Plan Dwg. No. 208-2) & "City of Carlsbad M54 Map and corresponding Drainage Areas E.2.b.(1)" which can be found in Appendix A of this report. Also there is an MS4 facility located at the most southerly corner of the property which outlets into Corte Dc Nogal which also outlets in to the Encinas Creek. Per the master drainage report and master plan of drainage facilities the project site is within "Basin C" area of Carlsbad. Basin C encompasses the area of Carlsbad that drains into Encinas Creek which serves as the main collector of basin storm water runoffs. 2.2.6 Proposed Drainage Patterns The overall drainage pattern for the site will be maintained. The project will install BMPs in-line with the current storm drainage facilities therefore, no revisions will be required to the existing drainage pattern. A considerable amount of the work planned to take place at redevelopment project can be considered as patchwork where the existing line & grade is maintained but the configuration of curbs and drive aisles are being re-arranged. Although existing drainage patterns are being maintained sub-grade components of the redevelopment area are being replaced which initiates water quality treatment BMPs per the MS4 permit. In addition to the patchwork areas, three retaining walls will be added in place of landscaped slopes to add additional parking area. A Hydromodification detention design has been put in place to mitigate outlet flows to the M54. In addition to the Storm Water Quality Management Plan (SWQMP), a Hydromodification report has been prepared for this project by REC Consultants dated, January 10, 2020 and can be found in the appendices of the SWQMP report. In addition to these reports, see the proposed Hydrology Map located in Appendix E of this report for additional information on the Proposed Drainage Patternsof the project site. 2.2.7 Impervious Cover. The site can be described as mostly urban type development containing landscaped islands throughout with parking areas and landscaped buffers around the building. Within the disturbed area of the project (0.72 ac), the existing site is 58% impervious with developed land cover consisting of 0.42 Acres of asphalt pavement and concrete hardscape/ improvement areas and 0.30 Acres of landscaped areas. The proposed project site is 72% impervious with the TAIT JOB #5P8415 Page 6 2051 Palomar Airport Road Hydrology Study Carlsbad, California by TAIT& Associates developed land cover consisting of 0.52 Acres of asphalt pavement and concrete hardscape/improvement areas and 0.20 Acres of landscaped areas. The site described herein is designed to sheet flow away from proposed development and be diverted towards proposed treatment and detention BMPs which are incompliance with the City of Carlsbad BMP Design Manual dated February 16, 2016. For additional information on the BMPs, see the SWOMP report and associated appendices. TAIl JOB U SP8415 Page 7 2051 Palomar Airport Road Hydrology Study Carlsbad, California by TA!T& Associates Section 3 Design Criteria and Methodology This section summarizes the design criteria and methodology applied during the drainage analysis of the project site. The design criteria and methodology follow the San Diego County Hydrology Manual, June 2003 & the City of Carlsbad BMP Design Manual, February 2016. 3.1 Design Criteria 3.1.1 Soil Classification In accordance with the Natural Resources Conservation Service Soil Survey, published in 2006, the project site is located within the hydrologic soil groups of B & D. The project site location has been graphically shown on a soil group map and a USDA Soil Resource map, which have been included in the Appendix A section of this report. 3.1.2 Rainfall Intensity Per the San Diego County Hydrology Manual (2003) Rainfall Isopluvial Map (See Appendix A): 2 YR Rainfall Event 10 YR Rainfall Event 100 YR Rainfall Event DMA P6 (in/hr) I P24 (in/hr) P6 (in/hr) P24 (in/hr) P6 (in/hr) P24 (in/hr) ATOT 0.6 1.9 1.8 3.2 2.7 4.7 BTOT 0.6 1.9 1.8 3.2 2.7 4.7 APAL,TOT 0.6 1.9 1.8 3.2 2.7 4.7 Table 1— Rainfall Intensities 3.1.3 Runoff Calculation Method Runoff calculations for this study were accomplished using the rational method in accordance with the recommendations of the County of San Diego Hydrology Manual. Q =CxJxA O = runoff (cfs) C = runoff coefficient representing the ratio of runoff to rainfall (San Diego County Hydrology Manual (2003) Table 3.1 = the time-averaged rainfall intensity in inches per hour corresponding to the time of concentration A = drainage area (acres) The calculations for proposed and existing conditions may be found in Appendix B and Appendix C, respectively. TAlT JOB #5P8415 Page 8 2051 Palomar Airport Road Hydrology Study Carlsbad, California by TAIT & Associates Section 4 Hydrology and Drainage Analysis This section summarizes the quantitative hydrologic analysis of the existing and proposed conditions of the site for the 2, 10, and 100 year storm events. For the 2 and 10 year calculations, see the Hydromodification report prepared by REC Consultants dated, January 10, 2020 and found in the appendices of the SWQMP report. 4.1 Summary of results EXISTING CONDITIONS The Appendix 0 section of this report contains the existing condition hydrology map. This map conveys the existing drainage subareas and quantifies the peak flow for 24-hour, 100 Year Storm Event. See the table below along with the existing condition hydrology calculations which can be found in Appendix B. EXISTINGINb1T1ONS STORM 100 YR DMA.' CFS (FT3/S) AT 5.33 BTOT 3.79 BPALJOT 1.36 Table 2— Existing Condition Runoff Flows PROPOSED CONDITIONS The Appendix E section of this report contains the proposed condition hydrology map, which shows the proposed drainage subareas and quantifies the peak flow for 24-hour, 100 Year Storm Event. See the table below along with the proposed condition hydrology calculations which can be found in Appendix C. I PRO DIC-00 STORM 100 YR FLOW INCREASE DM*1 US (FT3/S) US (FT3/S) OWTOTE 6.85 1.52 WMT57M 4.65 0.86 IBTOT 1.36 0.0 Table 3— Proposed Condition Runoff Flows TAIT JOB #5P8415 Page 9 2051 Palomar Airport Road Hydrology Study Carlsbad, California by TAIT& Associates DISCUSSION As seen above from Tables 2 & 3, the drainage area A101 has an increase of flows in the proposed condition of 1.52 cfs from the existing condition. Comparing existing and proposed flows for BTOT, there is 0.86 cfs increase in peak runoff volume. Lastly, the drainage area BPAL,TOT has no increase of flows in the proposed condition from the existing condition. For both DMAs ATOT& BTOT the proposed development will increase impervious area and therefore increase the peak flow. This increase in impervious area is due to the redevelopment of the site and requirement for more parking stalls. The proposed redevelopment is disturbing 0.72 acres of the site. However, due to the patchy layout of the proposed improvements, the drainage areas have been designed to mitigate an area of 2.02 acres. Therefore, the proposed site will mitigate the runoff volume for a larger area than the existing condition. See the Proposed DMA summary below, for reference. Additional information on the DMA summary and calculations can be found in the Project SWOMP report and associated appendices. PROPOSED DMA SUMMARY Area ID Area (st) Area (ac) 85th percentile depth (in) Pervious Area (SF) Pervious Area JAC) ImpervIo us Area (SF) lmpervlo us Area (Ac) Percent impervious WeWed RI SWQMP Area FLOW Soil Type DCV (Cl) ThRU (Q) (cfs) 7,713 0.177 0.65 1443 0.033 _ 6270 0.144 81 0.75 D 313 0.040 44,661 1.025 0.65 0 0.000 44661 1.025 100 0.90 0 2177 0.277 4,610 0.106 0.65 1448 0.033 3162 0.073 69 0.65 0 152 0.021 FA'= 487 0.011 0.65 151 0.003 336 0.008 69 0.65 0 17 0.002 2,966 0.068 0.65 1008 0.023 1958 0.065 66 0.63 0 101 0.013 2,669 0.061 0.65 1158 0.027 1511 0.035 57 0.55 0 80 0.010 2,989 0.069 0.65 972 0.022 2017 0.046 57 0.64 0 104 0.013 8 3,972 0.091 0.65 0 0.000 3972 0.091 100 0.90 - 0 194 0.025 B 31,731 0.728 0.65 1443 0.033 30288 0.695 95 0.86 D 1484 0.1.89 65 5,917 0.136 0.65 2604 0.060 3313 0.076 55 0.55 - 0 176 0.022 B 13,518 0.310 0.65 3678 0.084 9840 0.226 73 0.68 - 0 500 0.064 A 0 52,374 1.202 0.65 1443 0.033 50931 1.169 97 0.88 D 0.317 [ B 35,703 0.820 0.65 1443 0.033 r 34260 1 0.787 95 0.87 0 1678 0.213 19,435 0.445 0.65 6282 0.144 13153 1 0.302 68 0.64 0 675 0.086 Table 4- Proposed Condition DMA Characteristics Areas ATOT and BTOT in the proposed condition are designed to maintain the existing peak flow rates up to the 10 year storm event through detention. (See Hydromodification Report within the Project SWQMP for additional information). In regards to DMA ATOT, it is mitigating a total of areas Al & A2 which contain an impervious area total of 52,374 SF or 1.20 AC. This area is compensating for the disturbed areas of A1+A3+A4+AS+A6+A7 which includes a combined impervious area total of 21,434 SF or 0.49 AC. Area ATOT will be equipped with a treatment BMP and then a BMP designed to detain and TAlT JOB #5P8415 Page 10 2051 Palomar Airport Road Hydrology Study Carlsbad, California by TAlT& Associates infiltrate. The infiltration of the system will reduce the runoffs by approximately 0.31 cfs. In addition, the detention system is designed to detain 1.41 cfs and discharge at a 0.102 rate. The total 100 year storm runoff for DMA ATOT will then be 5.13 cfs which is less than the existing peak runoff of 5.33 cfs. Therefore, there will be no added discharge into the outfalls and no increase in the peak flow rates once the infiltration and detention are factored in. In addition, an emergency overflow pipe and riser is located on the detention basin to prevent ponding and assist in mitigating the larger storm events. In regards to DMA BTOT, it is mitigating a total of areas 131+132 which contain an impervious area total of 35,703 SF or 0.82 AC. BTOT is compensating for the mitigation of areas 131+133+134 which contains an impervious area of 23,407 SF or 0.54 AC. Area BTOT will be equipped with a treatment BMP and then a BMP designed to detain. The detention system is designed to detain 0.89 cfs and discharge at a 0.102 rate. The total 100 year storm runoff for DMA BTOT will then be 3.76 cfs which is less than the existing peak runoff of 3.79 cfs. Therefore, there will be no added discharge into the outfalls and no increase in the peak flow rates once the detention is factored in. In addition, an emergency overflow pipe and riser is located on the detention basin to prevent ponding and assist in mitigating the larger storm events. ULTIMATE RUNOFF CONDITION STORM 100 Y FLOW INCREASE DMA CFS(FT3/S) CFS(FT3/S) ATOT 5.13 -0.20 BTOT 3.76 -0.03 BPALTOT 1.36 0.0 Table 5—Total Runoff Flows after Detention/Infiltration To summarize, this hydrologic analysis has been conducted for the 24 hour, 100 year storm event in an effort to mitigate the proposed peak flows to prevent downstream erosion and existing flow capacities. The site will employ the use of underground detention and infiltration to control the discharge rate. Therefore, the proposed project improvements will not have an adverse effect on the downstream storm drain system. See supporting calculations and maps within Appendix B, C, D, and E. OVERFLOW BYPASS HYDRAULIC CALCULATIONS FOR BMPs A-i & B-i An emergency overflow pipe has been added to both detention basins, in the event of a large storm event. The pipe sizing calculated for the overflow bypass drain lines for BMPs A-i & B-i shall both be sized a 12" diameter PVC storm drain line. See the hydraulic calculations located in Appendix F of this report. TAlT JOB #5P8415 Page 11 2051 Palomar Airport Road Hydrology Study Carlsbad, California by TAIT& Associates Appendix A - Precipitation, Soil Maps & Supporting Research II Precipitation, Soil Maps & Supporting ResearcT See Attached Supporting Documents' TAIT JOB # SP8415 Appendix A Map Unit Description: Huerhuero loam, 5 to 9 percent slopes, eroded—San Diego County Area, California San Diego County Area, California HrC2—Huerhuero loam, 5 to 9 percent slopes, eroded Map Unit Setting National map unit symbol: hbcn Elevation: 1.100 feet Mean annual precipitation: 12 to 20 inches Mean annual air temperature: 57 degrees F Frost-free period: 260 days Farmland classification: Farmland of statewide importance Map Unit Composition Huerhuero and similar soils: 85 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Huerhuero Setting Landform: Marine terraces Down-slope shape: Linear Across-slope shape: Linear Parent material: Calcareous alluvium derived from sedimentary rock Typical profile HI - 0 to 12 inches: loam H2 - 12 to 55 inches: clay loam, clay H2 - 12 to 55 inches: stratified sand to sandy loam H3 - 55 to 72 inches: Properties and qualities Slope: 5 to 9 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Moderately well drained Runoff class: Very high Capacity of the most limiting layer to transmit water (Ksat): Very low to moderately low (0.00 to 0.06 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Salinity, maximum in profile: Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Sodium adsorption ratio, maximum in profile: 25.0 Available water storage in profile: Moderate (about 6.6 inches) Interpretive groups Land capability classification (irrigated): 3e Land capability classification (nonirrigated): 4e Hydrologic Soil Group: 0 Ecological site: CLAYPAN (1975) (ROI9XDO6I CA) USDA Natural Resources Web Soil Survey 10/11/2019 Conservation Service National Cooperative Soil Survey Page 1 of 2 Map Unit Description: Huertiuero loam, 5 to 9 percent slopes, eroded—San Diego County Area, California Hydric soil rating: No Data Source Information Soil Survey Area: San Diego County Area, California Survey Area Data: Version 14, Sep 16, 2019 Natural Resources Web Soil Survey 10/11/2019 Conservation Service National Cooperative Soil Survey Page 2 of 2 Map Unit Description: Loamy alluvial land-Huerhuero complex, 9 to 50 percent slopes, severely eroded—San Diego County Area, California San Diego County Area, California LvF3—Loamy alluvial land-Huerhuero complex, 9 to 50 percent slopes, severely eroded Map Unit Setting National map unit symbol: hbdx Elevation: 50 to 3,200 feet Mean annual precipitation: 8 to 20 inches Mean annual air temperature: 57 to 64 degrees F Frost-free period: 150 to 280 days Farmland classification: Not prime farmland Map Unit Composition Loamy alluvial land: 30 percent Huerhuero and similar soils: 30 percent Minor components: 7 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Loamy Alluvial Land Setting Landform: Drainageways Parent material: Alluvium derived from mixed sources Typical profile HI - 0 to 60 inches: variable Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7e Hydrologic Soil Group: B Hydnc soil rating: No Description of Huerhuero Setting Landform: Ridges Down-slope shape: Concave Across-slope shape: Concave Parent material: Residuum weathered from calcareous sandstone and shale Typical profile Hi - 0 to 1 inches: loam H2 - I to 40 inches: clay loam, clay H2 - I to 40 inches: stratified sand to sandy loam H3-40to 60 inches: Properties and qualities Slope: 15 to 30 percent Depth to restrictive feature: More than 80 inches =DA Natural Resources Web Soil Survey 10/11/2019 Conservation Service National Cooperative Soil Survey Page 1 of 2 Map Unit Description: Loamy alluvial land-Huerhuero complex, 9 to 50 percent slopes, severely eroded—San Diego County Area, California Natural drainage class: Moderately well drained Runoff class: Very high Capacity of the most limiting layer to transmit water (Ksat): Very low to moderately low (0.00 to 0.06 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Salinity, maximum in profile: Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Sodium adsorption ratio, maximum in profile: 20.0 Available water storage in profile: Low (about 5.9 inches) Interpretive groups Land capability classification (irrigated): 6e Land capability classification (nonirrigated): 7e Hydrologic Soil Group: D Hydric soil rating: No Minor Components Carlsbad Percent of map unit: 2 percent Hydric soil rating: No Chesterton Percent of map unit: 2 percent Hydric soil rating: No Huerhuero Percent of map unit: 2 percent Hydric soil rating: No Unnamed Percent of map unit: 1 percent Landform: Drainageways Hydric soil rating: Yes Data Source Information Soil Survey Area: San Diego County Area, California Survey Area Data: Version 14, Sep 16, 2019 Natural Resources Web Soil Survey 10/11/2019 Conservation Service National Cooperative Soil Survey Page 2 of 2 Soil Map—San Diego County Area, California K 4740 470 47402D 4740 474100 474140 47410 I I I I I I - K 4743 ilA 41 14 4 f * / / I r J- F r: At VO -1 41 Re F74 tiv ;c Ø\ t I * 33 IlK N i; 33- 715"N 470 470 4740 47406) 414100 474140 474140 4740 474260 4743.0 474340 474340 K K 10 Map Se: 1:2,080 if printed on A bridscape (lix 85") ebeet. Meters K N 0 30 60 120 1W 0 100 200 400 6Cr Map pmjection: Web Mercatx Come- wordinatee: WGS84 Edge tic: IJTM Zone uN WGS84 USDA Natural Resources Web Soil Survey 10/11/2019 Conservation Service National Cooperative Soil Survey Page 1 of 3 Soil Map—San Diego County Area, California MAP LEGEND MAP INFORMATION Area of Interest (AOl) Area of interest (AOl) Soils El Soil Map Unit Polygons Soil Map Unit Lines 13 Soil Map Unit Points Special Point Features 01 Blowout Borrow Pit )E Clay Spot Closed Depression Gravel Pit ,'. Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water .. Rock Outcrop + Saline Spot " Sandy Spot . Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area The soil surveys that comprise your AOl were mapped at 1:24,000. * Stony Spot 'l Very Stony Spot Warning: Soil Map may not be valid at this scale. Wet Spot Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil , Other line placement. The maps do not show the small areas of 0. Special Line Features Contrasting soils that could have been shown at a more detailed scale. Water Features . Streams and Canals Please rely on the bar scale on each map sheet for map measurements. Transportation j. Rails Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Interstate Highways Coordinate System: Web Mercator (EPSG:3857) US Routes Maps from the Web Soil Survey are based on the Web Mercator Major Roads projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Local Roads Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. Background Aerial Photography This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: San Diego County Area, California Survey Area Data: Version 14, Sep 16, 2019 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial Images were photographed: Nov 3, 2014 IS 22, 2014 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background Imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Natural Resources Web Soil Survey 10/11/2019 Conservation Service National Cooperative Soil Survey Page 2 of 3 Soil Map—San Diego County Area, California Map Unit Legend Map Unit Symbol Map Unit Name Acres In AOl Percent of AOl HrC2 Huerhuero loam, 5 to 9 percent slopes, eroded 4.9 73.2% HrE2 Huerhuero loam, 15 to 30 percent slopes, eroded 0.0 0.3% LvF3 Loamy alluvial land-Huerhuero complex, 9 to 50 percent slopes, severely eroded 1.8 26.5% Totals for Area of Interest 6.7 j 100.0% USDA Natural Resources Web Soil Survey 10/11/2019 Niiiiiiiii Conservation Service National Cooperative Soil Survey Page 3 of 3 2051 Palomar Airport Road Hydrology Study Carlsbad, California by TAIT& Associates Appendix B - Existing Hydrology Calculations Existing Hydrology Calculation See Attached Calculations' TAIT JOB # 5P8415 Appendix B Land Use Runoff Coefficient "C" - - Soil Type Land Use County Element % Impervious A B C D Number C Value Soil Type Permanent Open Space 0 0.20 0.25 0.30 0.35 1 0.35 0.35 Residential, 1.0 DU/A or less 10 0.27 0.32 0.36 0.41 2 0.46 0.41 Residential, 2.0 DU/A or less 20 0.34 0.38 0.42 0.46 3 0.55 0.46 Residential, 2.9 DU/A or less 25 0.38 0.41 0.45 0.49 4 0.59 0.49 Residential, 4.3 DU/A or less 30 0.41 0.45 0.48 0.52 5 0.63 0.52 Residential, 7.3 DU/A or less 40 0.48 0.51 0.54 0.57 6 0.70 0.57 Residential, 10.9 DU/Aor less 45 0.52 0.54 0.57 0.60 7 0.74 0.60 Residential, 14.5 DU/A or less 50 0.55 0.58 0.60 0.63 8 0.77 0.63 Residential, 24.0 DU/A or less 65 0.66 0.67 0.69 0.71 9 0.83 0.71 Residential, 43.0 DU/A or less 80 0.76 0.77 0.78 0.79 10 0.88 0.79 Neighborhood Commercial 80 0.76 0.77 0.78 0.79 11 0.88 0.79 General Commercial 85 0.80 0.80 0.81 0.82 12 0.89 0.82 Office Professional/Commercial 90 0.93 0.84 0.84 0.85 13 0.90 0.85 Limited Industrial 90 0.93 0.84 0.84 0.85 14 0.90 0.85 General Industrial 95 0.87 0.87 0.87 0.87 15 0.90 0.87 NRCS Element Low Density Residential (LDR) Low Density Residential (LDR) Low Density Residential (LDR) Medium Density Residential (MDR) Medium Density Residential (MDR) Medium Density Residential (MDR) Medium Density Residential (MDR) High Density Residential (HDR) High Density Residential (HDR) Commercial/Industrial (N.Com) Commercial/Industrial (G. Com) Commercial/Industrial (O.P. Corn) Commercial/Industrial (Limited I.) Commercial/Industrial (General I.) ISOIL TYPE D WAS USED WITH THE %IMPERVIOUS I C0.90 x (% Impervious) + Cp x (1 - % Impervious) Equation from San Diego County Hydrology Manual (2003) Section 3 EE1 EEE .EX-ATOT 000 year) Existing Conditions Time of Concentration Calculations Overland Flow Method Land Use = C= 0.80 T 1.8(1.1—C)Ji. Dist. = 361.09 ft. C - slope = 2.700% *Tc = 7.37 mm. * Minimum T = 5 Minutes Natural Watershed (Kirpich) L . Oft 0.3S Oft r (11.9L3) = #DIV/01 mm. ** Minimum T = 10 Minutes Basin Intensity Calculations Selected Frequency, 100 year P6 = 2.7 in. P6 must be within = 4.7 in. 45% to 65% of P24. P6 / P24 = 57% Adjust P6 as needed. Adjusted P6= 2.70 in. T(D) = 7.37 mm. -O.643 = 5.54 in/hr - 7.44P6 ' Basin Flow Calculations Q IQ=c*I*AI C= 0.80 = 5.54 in/hr A= 1.202 ac. 10 SP8415 - Existing Hydrology Calculations (DMA Atot).xls Intensity-Duration Design Chart EX - A TOT 10.0 .78 2. 1.0 0.1 1 10 100 1000 AE EX-BTOT (100 year) Existing Conditions Time of Concentration Calculations Overland Flow Method Land Use= C = 0.80 - 1.8(1.1 - c)..Th Dist. = 284.17 ft. C - slope = 2.300% *Tc = 6.90 mm. * Minimum T = 5 Minutes Natural Watershed (Kirpich) L= Oft O315 Oft r,, = [11 .9L 3 ) T= #DIV/0! mm. ** Minimum T = 10 Minutes Basin Intensity Calculations Selected Frequency, 100 year P6 = 2.7 in. P6 must be within P24 =4.7in. 45% to 65% of P24. P6 / P24 = 57% Adjust P6 as needed. Adjusted P6=2.70in. T,, (D) =6.90 mm. O645 1= 5.78 in/hr -_ 7_44P6 Basin Flow Calculations Q= 3.79 cfs IQ=C*1*AI C=O80 = 5.78 in/hr A= 0.820 ac. 5P8415 - Existing Hydrology Calculations (DMA Btot).xls Intensity-Duration Design Chart EX - B TOT 10.0 4.78 1.0 N. 0.1 1 10 100 1000 EEE 1 i Existing Conditions Time of Concentration Calculations Overland Flow Method Land Use = C= 0.64 1.8(1.1—C) Th EX-BPALTOT(I 00 year) AE Dist. = 212.10 ft. T C - slope = 2.200% = 9.27 mm. * Minimum T = 5 Minutes Natural Watershed (Kirpich) L= Oft Oft 03$5 (ii .9L 3 T = T= #DIV/O! mm. A ** Minimum T = 10 Minutes Basin Intensity Calculations Selected Frequency, 100 year P6 = 2.7 in. P6 must be within P24 =4.7 in. 45% to 65% of P24. 6 / P24 =57% Adjust P6 as needed. Adjusted P6 2.70 in. T(D) = 9.27 mm. 1 - D°645 1= 4.78 in/hr -_ 7_44P6 Basin Flow Calculations . Q 1.36 Ct5 IQ=C*1*AI C= 0.64 = 4.78in/hr A=0.446ac. 5P8415 - Existing Hydrology Calculations (DMA Bpaltot).xls Intensity-Duration Design Chart EX - B PAL TOT 2051 Palomar Airport Road Hydrology Study Carlsbad, California by TAIT & Associates Appendix C - Proposed Hydrology Calculations fPropAsed Hydrology Calculations See Attached Calculation TAIT JOB # SP8415 Appendix C Land Use Runoff Coefficient "C" Soil Type Land Use pervious A B C D Number C Value Soil Type 0 0.20 0.25 0.30 0.35 1 0.35 0.35 10 0.27 0.32 0.36 0.41 2 0.46 0.41 20 0.34 0.38 0.42 0.46 3 0.55 0.46 25 0.38 0.41 0.45 0.49 4 0.59 0.49 30 0.41 0.45 0.48 0.52 5 0.63 0.52 40 0.48 0.51 0.54 0.57 6 0.70 0.57 45 0.52 0.54 0.57 0.60 7 0.74 0.60 50 0.55 0.58 0.60 0.63 8 0.77 0.63 65 0.66 0.67 0.69 0.71 9 0.83 0.71 80 0.76 0.77 0.78 0.79 10 0.88 0.79 80 0.76 0.77 0.78 0.79 11 0.88 0.79 85 0.80 0.80 0.81 0.82 12 0.89 0.82 90 0.93 0.84 0.84 0.85 13 0.90 0.85 90 0.93 0.84 0.84 0.85 14 0.90 0.85 95 0.87 0.87 0.87 0.87 15 0.90 0.87 NRCS Element Element % Permanent Open Space Low Density Residential (LDR) Residential, 1.0 DU/A or less Low Density Residential (LDR) Residential, 2.0 DU/A or less Low Density Residential (LDR) Residential, 2.9 DU/A or less Medium Density Residential (MDR) Residential, 4.3 DU/A or less Medium Density Residential (MDR) Residential, 7.3 DU/A or less Medium Density Residential (MDR) Residential, 10.9 DU/A or less Medium Density Residential (MDR) Residential, 14.5 DU/A or less High Density Residential (HDR) Residential, 24.0 DU/A or less High Density Residential (HDR) Residential, 43.0 DU/A or less Commercial/Industrial (N.Com) Neighborhood Commercial Commercial/Industrial (G. Corn) General Commercial Commercial/Industrial (O.P. Corn) Office Professional/Commercial Commercial/Industrial (Limited I.) Limited Industrial Commercial/Industrial (General I.) General Industrial ISOIL TYPE D WAS USED WITH THE %IMPERVIOUS I C0.90 x (% Impervious) + Cp x (1 - % Impervious) Equation from San Diego County Hydrology Manual (2003) Section 3 10.0 N. 1.0 21 I N IS J 'I 0.1 1 10 100 1000 PR-ATOT 000 year) Proposed Conditions Time of Concentration Calculations Overland Flow Method Land Use = C = 0.88 T - 1.8(1.1—C) th Dist. = 402.46 ft. C - slope = 2.600% *Tc = 5.78 mm. Minimum T = 5 Minutes Natural Watershed (Kirpich) L Oft 0.385 Oft T = [11 .9L3 ) T #DIV/01 mm. Basin Intensity Calculations Selected Frequency, 100 year P6 = ** Minimum T = 10 Minutes if 2.7 in. - P6 must be within P24 =4.7 in. 45% to 65% of P24. P6 / P24 = 57% Adjust P6 as needed. Adjusted P6=2.70 in. Tr (D) =5.78 mm. . 44 D 645 1= 6.48 in/hr - 7 -_• 6 Basin Flow Calculations Q 6.85 cfs IQC*1*AI C=0.88 = 6.48 in/hr A=1.202 ac. SP8415 - Proposed Runoff Calculations (DMA Atot).xls intensity-Duration Design Chart • PR A TOT 10.0 .52 1.0 0.1 ' .-. .. 1 10 100 1000 .EEEEE __ EE 0*383 PR-BTOT 000 year) Proposed Conditions Time of Concentration Calculations Overland Flow Method Land Use = C= 0.87 T 1.8(1.1—CW Dist. = 312.68 ft. C - slope 2.100% *Tr = 5.72 mm. * Minimum T = 5 Minutes Natural Watershed (Kirpich) L— Oft = 1h193 Oft r = #DIV/O! mm. ** Minimum T = 10 Minutes Basin intensity Calculations Selected.Frequency, • 100 year P6 = 2.7 in. P6 must be within P24 = 4.7 in. 45% to 65% of P24. P6 / P24 = 57% Adjust P6 as needed. Adjusted P6 2.70in. T, (D) =. 5.72 mm. 7 44p D °"5 1=6.52 in/hr i f - -_6 Basin Flow Calculations Q. 4.65 cfs IQ=C*1*AI C= 0.87 = 6.52 in/hr A = 0.820 ac. SP8415 - Proposed Runoff Calculations (DMA Btot).xls Intensity-Duration Design Chart PR-B TOT 10.0 4.78 1.0 SIN Is ti 0.1 . 1 10 100 1000 Proposed Conditions Time of Concentration Calculations Overland Flow Method Land Use = C= 0.64 1.8(1.1—C)f5 PR-BPAL TOT 000 year) AE Dist. 212.10 ft. r C - vs- slope = 2.200% = 9.27 mm. Minimum T = 5 Minutes Natural Watershed (Kirpich) L Oft Oft 0385 (ii .9L 3 T = = #DIV/O! mm. E ** Minimum T = 10 Minutes Basin Intensity Calculations Selected Frequency, 100 year P6 = 2.7 in. P6 must be within =4.7in. 45% to 65% of P24. P6 / P24 = 57% Adjust P8 as needed. Adjusted P6= 2.70in. T. (D) = 9.27 mm. - 7 44 D °645 1= 4.78 in/hr - 6 Basin Flow Calculations Q 1.36CfS IQC*1*AI C=0.64 = 4.78 in/hr A = 0.446 ac. SP8415 - Proposed Runoff Calculations (DMA Bpaltot).xls Intensity-Duration Design Chart PR - B PAL TOT 2051 Palomar Airport Road Hydrology Study Carlsbad, California by TAIT& Associates Appendix D - Hydrology Map - Existing Conditions Existing Conditions Hydrology Map' See Attached ExhibitT TAIT JOB It 5P8415 Appendix D SDP 2019-0009 I SFF HFFT 9 - MAT(I.11 IMP APPROY 7cn' PAST N 00 -5. cii) R ~L() "-0 N. '-N ID o. ' 8 ) <U No U o d CD OC '0 -C N. 00 I- -t 0. 0 00 00 0 0 tO 0 C 0 LL0 C .ii 00 C') co 0 'E O a) 0) E .2 00 C') C') ci) ci) ) .g 0 -J So OS ci) 0 C U, 7(1 / L "• '.' " '1 I /// (ORIGINATES COLLECTING ROO DRAINAGE) /A4 // / / :: 0.01 00 ( 00 CO TOT , ,- EX. 12" PVC STORM DRAIN - I \_... 1.20 / ( (ORIGINATE COLLEC11NG / ROOF DRAIJGE) :H Lii . I __ ' ' - __ - LIMITS OF GRADING _ A H / / - Al Im"m FIRM UJI / / * ("'A2/// 1.A03 1&12"PVCSTORMDRAIN I 91.14 FS I / I (ORIGINATES COLLECTING 7- / , / Ii, \ / I ' ROOF DRAINAGE) /:::::: ___ '1 r--1 - : Fm mom MEMO IN I / / VEIRN 7 I I / /Slamm NEW PROTECT EX. 12" ACP / j-EXIS11NG RIE \/ LSD 'SD_ SP / - 4' t STORM DRAIN LINE PER I / PATH OF/TRAVEL ,r1L=361 ' EX FLOWS / 281.39)TG /J / DWG NO. 205-1 / / / / / t HE1T 9.75 /IQ1T8 =533_CFS / / 11 POINT F /-PROTECT EX. CURB INLET S=' 0.027 _/ / _•COMPUNCE# P1 4 TYPE "B" SD COUNTY STD > ' > ' / / D-2 PER DWG. NO. 205-1 / I I / I' / / ?UflPAiIJ / / w-- • I - IWI1 % I I IUI II I II I I / / I / I / I / I -FY 19" Pvr(cTn, EXISTINGDMA SUMMARY Area ID Area(sf) Area(ac) 85th percentile depth (in) Pervious Area (SF) Pervious Area (AC) Irnpeivio usArea (SF) Impervio usArea (AC) Percent Impervious Area Weighted Runoff Coef SWQMP Soil Type DCV(cf) FLOW THRU (Q) (cfs) A1 7,713 0.177 0.65 3405 0.078 4308 0.099 56 0.55 D 228 0.029 A2 44,661 1.025 065 0 0.000 44661 1.025 100 090 D 2177 0.277 A3 4,610 0.106 0.65 2969 0.068 1641 0.038 36 0.38 0 96 0.012 A4 487 0.011 0.65 100 0.002 387 0.009 79 0.74 D 19 0.002 As 2,966 0.068 065 2496 0.057 470 0.011 16 023 D 36 0.005 A6 2,669 0.061 0.65 916 0.021 1753 0.040 66 0.63 D 90 0.011 A1 2,989 0.069 065 0 0.000 2989 0,069 100 090 0 146 0.019 B1 3,972 0.091 0.65 3158 0,072 814 0.019 20 0.26 D 57 0.007 B2 31,731 0.728 0.65 1443 0.033 30288 0.695 95 0.86 0 1484 0.189 B3 5,917 0.136 0.65 0 0,000 5917 0.136 100 0.90 D 288 0.037 13,518 0.310 0.65 3678 0.084 9840 0.226 73 0.68 D 500 0.064 A P 52,374 1.202 065 6374 0.146 46000 1.056 88 080 0 2277 0.290 35,703 0.820 0.65 4601 0.106 31102 0.714 87 0.80 D 1541 0,196 19,435 1 0.446 0.65 1 6282 1 0.144 13153 0.302 68 0.64 D 675 0.086 MITIGATION AREA (SF) 188077 ATOT+BTOr IMPERVIOUS AREA (SF) 77102 PERVIOUS AREA (SF) 10975 ACRES= 2.02 ACRES= 1 77 ACRES= 0.25 CATCH BASIN "Illi COUNTY STD. D - EX. RI 4=281.3 IN 276160 \ -_-_- ______ ______ ______ - - - ______ ______ ______ ______ - __ _____________ ______ ______ ______ - iz - - - - _- - - -_- -_- I RIM=269.77 INV=264.77 \ 4X. 12"/(CP "/ 5' ..jV=268.53 TORM / / / IN AJNE / PROTECT EX. CURB / /" // -- INLET TYPE "8" SD AIIMW STD. D-2 --------- 70457' --- ------------ / PER DWG NO 205-1 PROTECT EX. -_ -I_ RIM=26977 18"ACP STORM N 475952 W -- ---- ---- -* - DRAINAGE LINE -• INV=268.53 W PER CORTE DEL I =94R rA1 NOGAL IMPROVEMENT EST1MG__CONDITIONS STORM YR DMA - CFSFT/5 A'ror 53 Br'IT ZL7 FtLTDT H LEGEND DMA INFORMATION: \\\\ FULL DEPTH ASPHALT PAVEMENT 120 PROPOSED CONTOURS '¼ 20 30 4 0 I.I.Ii UNDERLYING HYDROLOGICAL SOIL GROUP DMAs A & D CONTAIN BOTH SOILS TYPE B & : EXISTING LANDSCAPE AREA (xxx.xx)FS EXISTING ELEVATIONS . D ALL OTHER DMAs CONTAIN SOIL TYPE D ' PROPOSED ELEVATIONS APPROXIMATE PROPOSED HARDSCAPE IMPROVEMENT XXX.XX FS IN FEET) DEPTH TO GROUNDWATER:_____________ GROUNDWATER GREATER THAN 30' BELOW GRADE GRIND EXISTING AC PAVEMENT 2" MIN -_- PROPOSED RETAINING WALL (II) EXISTING NATURAL HYDROLOGIC FEATURES NONE - - - MITIGATION AREA LIMITS '________SD_ PIPE FLOW ARROWS -o Z .0 - Ui 0 O - L. >,, z w Ld oQ 04 oo -J 0 ° o 04 > UJ < o<> (/) < o o >- F-a.°-i°° <<IIIZ 0 I LO LO Z (- 'r< Ui Z<04 i (1)0 0 Uj 0- 00 MITIGATION AREA 88,077SF0R2.02AC - IMPERVIOUS % PERVIOUS % EXISTING CONDITIONS 77,102 SF orl.77AC 88 10,975 SF orO.25AC 121 PROPOSED CONDITIONS - 85,191 SF orl.96AC 97 2,886 SF or0.O7AC DISTURBED AREA 31,3235F0R0.72AC IMPERVIOUS % PERVIOUS EXISTING CONDITIONS - 18,279 SF or 0.42 AC 58 13,044 SF or 0.30 AC 42 PROPOSED CONDITIONS - 22,539 SF or 0.52 AC 1 72 8,784 SF or 0.20 AC 28 I-i(UIULU ULIUN UtAUI. II'(LAIMNI: I<UliIL.I/J<Y IiIU-HLII'AIIUN POTENTIAL POLLUTANT SOURCE AREAS TRASH AREAS, PARKING LOTS EXISTING DRAINAGE OFFSITE (DRAIN TO PACIFIC OCEAN):TBD SITE DOES NOT LIE WITHIN CRITICAL COARSE CRITICAL COARSE SEDIMENT YIELD AREA: SEDIMENT YIELD AREA. SEE EXHIBIT IN ATTACHMENT 1 OF WQMP REPORT - FLOW PATH DRAINAGE AREA --(120)-- EXISTING CONTOURS A .357 ACREAGE DRAINAGE PATTERN 0 UNDERGROUND SERVICE ALERT rn 0 Call: TOLL FREE 1-800-422-4133 KNOW WHAT'S BELOW. CALL BEFORE YOU DIG TWO WORKING DAYS BEFORE YOU DIG ENGINEERS NOTE TO CONTRACTOR: THE EXISTENCE AND LOCATION OF ANY UNDERGROUND UTILITIES, PIPES, AND/OR STRUCTURES SHOWN ON THESE PLANS WERE OBTAINED BY A SEARCH OF AVAILABLE RECORDS. TO THE BEST OF OUR KNOWLEDGE, THERE ARE NO EXISTING UTILITIES EXCEPT AS SHOWN ON THESE PLANS. THE CONTRACTOR SHALL ASCERTAIN THE TRUE VERTICAL AND HORIZONTAL LOCATION OF THOSE UNDERGROUND UTILITIES TO BE USED AND SHALL BE RESPONSIBLE FOR ANY DAMAGE TO ANY PUBLIC OR PRIVATE UTILITIES, SHOWN OR NOT SHOWN HEREON. IF THE CONTRACTOR ENCOUNTERS ANY DISCREPANCIES, CONFLICTS OR AREAS WHICH HE FEELS UNWORKABLE, HE SHALL N011FY THE GRADING ENGINEER IMMEDIATELY PRIOR TO CONTINUING OR DEVIATING FROM THIS PLAN. UNAUTHORIZEDCHANGES&USES: THE ENGINEER PREPARING THESE PLANS WILL NOT BE RESPONSIBLE FOR, OR LIABLE FOR, UNAUTHORIZED CHANGES TO OR USES OF THESE PLANS. ALL CHANGES TO THE PLANS MUST BE IN WRITING AND MUST BE APPROVED BY THE PREPARER OF THESE PLANS. CONSTRUCTION CONTRACTOR AGREES THAT IN ACCORDANCE WITH GENERALLY ACCEPTED CONSTRUCTION PRACTICES, CONSTRUCTION CONTRACTOR WILL BE REQUIRED TO ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE CONDITIONS DURING THE COURSE OF CONSTRUCTION OF THE PROJECT, INCLUDING SAFETY OF ALL PERSONS AND PROPERTY, THAT THIS REQUIREMENT SHALL BE MADE TO APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS, AND CONSTRUCTION CONTRACTOR FURTHER AGREES TO DEFEND, INDEMNIFY AND HOLD DESIGN PROFESSIONAL HARMLESS FROM ANY AND ALL LIABILITY, REAL OR ALLEGED, IN CONNECTION WITH THE PERFORMANCE OF WORK ON THIS PROJECT, EXCEPTING LIABILITY ARISING FROM THE SOLE NEGLIGENCE OF DESIGN PROFESSIONAL -c cc N c'.j U') - 0 0 c'.Jc-.j 00 - 0 I-N- (f) U) zQ o .0 w0w2wZ E 61 t<> LU !<- m O r N LU N 0 Io N 0 0F2 2019-0009 U BlOT II DRIVE ENTRY \ \ / 0.82 JI / \ \ • : : : :1: : : : ______ _______ ______ ________ ______ _______ \ I: ,-- EX. 24X40N IDI I (SINGLE) S.D. ( EXISTING DMA SUMMARY Area ID Area (4) Area (ac) percentile Pervious Pervious Area (SF) Area (Ac) us Area us Area Percent Weighted Impervious Runoff Coef. Soil Type DCV (cf) THRU (Q) 85th Impenhlo Irnpervio FLOW depth (in) (SF) (Ac) SWcMP (cfs) A t 7,713 0.177 065 3405 0.078 4308 0.099 56 055 D 228 0.029 A, 44,661 1.025 065 0 0.000 44661 1.025 100 090 D 2177 0,277 A, 4,610 0.106 065 2969 0.068 1641 0.038 36 038 0 96 0.012 A4 487 1 0.011 0.65 100 0.002 387 0.009 79 0.74 0 19 0.002 As 2,966 0.068 0.65 2496 1 0.057 470 0.011 16 0.23 0 36 0.005 A5 2,669 0.061 0.65 916 0.021 1753 0.040 6. 0.63 D 90 0.011 - 2,989 0.069 0.65 0 0.000 2989 0.069 100 090 0 146 0.019 3,972 0.091 065 3158 0.072 814 0.019 20 026 D 57 0.007 31,731 0.728 0.65 1443 0.033 30288 0.695 95 0.86 D 1484 0.189 95 0.86 B, 5,917 0.136 0.65 0 0.000 5917 0.136 100 0.90 0 288 0.037 B 13,518 0.310 0.65 3678 0084 9840 0 226 73 0.68 D 500 0.064 A T 52,374 1.202 0.65 6374 0146 46000 1.056 88 080 D 2277 0.290 35,703 0.820 065 4601 0106 31102 0714 87 080 0 1541 0196 ____ - A - - - - - ------ - B -, 19,435 0.446 0.65 6282 0.144 13153 0.302 68 064 D 675 '0.086 MITIGATION AREA (SF)88077 IMPERVIOUS AREA (SF) 77102 PERVIOUS AREA (SF) 10975 ATOT+BTOT ACRES 1 202 ACRES 177 ACRES=! 025 - / L \\\\) MITIGATION AREA 88,077 SF OR 2.02 AC IMPERVIOUS 1% PERVIOUS EXISTING CONDITIONS 77,102 SF or 1.77 AC 88 10,975 SF or 0.25 AC 12 85,191 SF or 1.96 AC 97 2,886 SF or0.O7AC 3 PROPOSED CONDITIONS DISTURBED AREA !! k 8 S7 0.023 : \ I \ I 'j RIM=285.82 L=284.17' H OF TRAVEL Q100=3.79 CF'Sj I I I / I I IF -- E)ST1NG CONDITIONS 5TOR1J1 IOOYF DMA CF T/ ATOT 533 r . - BPILTCT 1 F \ ININT TYPE "( \ )UNTY SID. D-8 \. - 31,323 SF OR 0.72 AC IMPERVIOUS % PERVIOUS EXISTING CONDITIONS 18,279 SF or 0.42 AC 58 13,044 SF or 0.30 AC 42 PROPOSED CONDITIONS 22,539 SF or 0.52 AC 72 8,784 SF or 0.20 AC 28 I / I DWG.I N,cc2o -1. 1 1 : :cc€X.:c2i: ACP SDP SEE SHEET 2 I L I /44 i1 1 (UHH" All SEE SHEET 1- _f 7rT 41 jIIriiciiiFnTU muiij I F SHEET INDEX MAP SCALE 1"=200' LEGEND: FULL DEPTH ASPHALT PAVEMENT PROPOSED LANDSCAPE AREA PROPOSED HARDSCAPE IMPROVEMENT GRIND EXISTING AC PAVEMENT 2" MIN. - - - MITIGATION AREA LIMITS 00 10 PROTECT 12 ACP / / I - .• -) - FLOWPATH LO EXISTING CONTOURS 0 120- PROPOSEDCONTOURS 0 P(i P co 0 Ifl \f POEC1 EXCTCH BASIN TYPE F SD - ----N 4759'2W 70457 --- - --- -_ - (XXXXX)FS EXISTING ELEVATIONS CL I \ \ COUNT(STDD-7Y'ERDG..-NOO5-1 - =- =-=-= -=- -----=.------- - °< I =283.00' - - XXX.XX FS PROPOSED ELEVATIONS INV=280.00 I -.. I B - PROPOSED RETAINING WALL PAL,TOT -- ---.- ---. go SD PIPE FLOW ARROWS • 0.45 I... A DRAINAGE AREA 0 0 _____ __________ N 4759'52" W - - ___57958. -=--- ---==---.----__.--z.--- -.I.C) IC) '-EX.15"ACP - _ - F I I CTADIA r'IDAIIJ ------------1 _-.----.---• .- STORM LJRtIfl --------I-r_---------------- ---- - - - I\ >< j UNEPER DWG T J EX. CATCH BASIN 0 0 TYPE S.D.:::.:::::::.::::::::::::::: :::::::.-- I.E •/\coUN'1sTD D-7 0_ a 7/N\I///-\ __________ '::H __H[ • 1 4 LINE PER DWG 0 P ~ :: I I I : 1: 0 0- I \ - - B . RIM 29475 r EXIS11NG -REMOTE I INV289.00 Bpoi EX FLOWS I 3 PATH OF TRAVELmom / < I Qi =1.39CF I 0.14 .• .:TI::::::;::1 . X I NEX. 15" ACP STORM DRAIN I I EX. 24'X24" GRATED . . . . . L=212.1O' I A S LINE PER DWG NO. 205-1 w u I DRAIN INLET I A HEIGHT= 4.64' ' 7 EX. DRAIN CLEANOUT TYPE *A* PER S.D. U) EX.-7 INV=289.50 I COUNTY SM. D-9 TRENCH PER IMPROVEMENT PLAN 0 0 DRAIN NO. 205-1 4 291.85 FS 0.31 1 I- .. . i pjj ,:-' I rEX. 12" PVC STORM DRAIN EX. 15" ACP STORM 10 Lij Ui I 1 I. " (ORIGINATES COLLECTING D NO. 205-1 RAIN LINE PER DWG :l I / ROOF DRAINAGE)_- __ __ __ I EXISTING BUILDING I I • I \ ? \ A6 /\ \ SEE DETAIL BELOW - MATCHLINE APPROX. 350' WEST I TO REMAIN ' i TT I 'Hi -- 0. SEE DETAIL ABOVE - MATCHLINE APPROX. 350'NORTH 0 w 0 x. 15" ACP STORM I DRAIN LINE I O I \S - EX. CATCH BASIN 18" TYPE "B" PER S.D. __I 0 ACP STORM COUNTY STD. D-2 a. DRAIN LINE a. PER DWG NO. 205-1 10 to I IN FEET) ot c,_ o oa) 00 0 C.) 0 C 0 LL c . 00 (') co 0 CO a)0) E .6 00 00 V U) U, ci) ci) 0)0 C = <0 U)0 0 10 ci) 0 C U, JI z >-LU _J oa Lu - OWzo o o LIJ 0 a i.,- I ><..coWww 0-0 LC C-9 - z<c..4 - (/)O --J IC) C\j EX 12" PVC STORM DRAIN I (ORIGINATES COLLECTING ROOF DRAIAG1 /i SEE SHEET I . MATCHLINE APPROX. 250' WEST / DRIVE ENTRY 1 INCH =20 FEET UNDERGROUND SERVICE ALERT rn S Call: TOLL FREE. 1-800-422-4133 KNOW WHAT'S BELOW. CALL BEFORE YOU DIG. TWO WORKING DAYS BEFORE YOU DIG No. C46301 EXP. 12-31-20 ENGINEERS NOTE TO CONTRACTOR: THE EXISTENCE AND LOCATION OF ANY UNDERGROUND UTILITIES, PIPES, AND/OR STRUCTURES SHOWN ON THESE PLANS WERE OBTAINED BY A SEARCH OF AVAILABLE RECORDS. TO THE BEST OF OUR KNOWLEDGE, 1HERE ARE NO EXISTING U11U11ES EXCEPT AS SHOWN ON THESE PLANS. THE CONTRACTOR SHALL ASCERTAIN THE TRUE VERTICAL AND HORIZONTAL LOCATION OF THOSE UNDERGROUND UTILITIES TO BE USED AND. SHALL BE RESPONSIBLE FOR ANY DAMAGE TO ANY PUBLIC OR PRIVATE U11LI11ES, SHOWN OR NOT SHOWN HEREON. IF THE CONTRACTOR ENCOUNTERS ANY DISCREPANCIES, CONFLICTS OR AREAS WHICH HE FEELS UNWORKABLE, HE SHALL NO11F'( THE GRADING ENGINEER IMMEDIATELY PRIOR TO CONTINUING OR DEVIATING FROM THIS PLAN. UNAUTHORIZED CHANGES & USES: THE ENGINEER PREPARING THESE PLANS WILL NOT BE RESPONSIBLE FOR, OR LIABLE FOR, UNAUTHORIZED CHANCES TO OR USES OF THESE PLANS. ALL CHANGES TO THE PLANS MUST BE IN WRITING AND MUST BE APPROVED BY THE PREPARER OF THESE PLANS. CONSTRUCTION CONTRACTOR AGREES THAT IN ACCORDANCE WITH GENERALLY ACCEPTED CONSTRUCTION PRACTICES, CONSTRUCTION CONTRACTOR WILL BE REQUIRED TO ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE CONDITIONS DURING THE COURSE OF CONSTRUCTION OF THE PROJECT, INCLUDING SAFETY OF ALL PERSONS AND PROPERTY, THAT THIS REQUIREMENT SHALL BE MADE TO APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS, AND CONSTRUCTION CONTRACTOR FURTHER AGREES TO DEFEND, INDEMNIFY AND HOLD DESIGN PROFESSIONAL HARMLESS FROM ANY AND ALL LIABILITY, REAL OR ALLEGED, IN CONNECTION WITH THE PERFORMANCE OF WORK ON THIS PROJECT, EXCEP11NG. LIABILITY ARISING FROM THE SOLE NEGLIGENCE OF DESIGN PROFESSIONAL 2051 Palomar Airport Road Hydrology Study Carlsbad, California by TAlT& Associates Appendix E -Hydrology Map - Proposed Conditions 'Proposed Hydrology Map See Attached Exhibii TAIT JOB # 5P8415 Appendix E SDP 2019-0009 U PROPOSED _DMA _SUMMARY Area ID Area(sf) Area (ac) 85th percentile depth (in) Pervious Area (SF) Pervious Area (AC) Impervia us Area (SF) Impervio us Area (AC) Percent Impervious SWQMP Area Weighted Runoff Coef. Sol lType DCV(cf) FLOW THRU (0) (cfs) A 7,713 0.177 0.65 1443 0.033 6270 ' 0.144 81 0.75 0 313 0.040 A7 44,661 1.025 0.65 0 0.000 44661 1.025 100 0.90 0 2177 0.277 A 4,610 0.106 0.65 1448 0.033 3162 0.073 69 0.65 D 162 0.021 A4 j 487 0.011 0.65 151 0.003 336 0.008 69 0.65 0 17 0.002 A 2,966 0.068 0.65 1008 0.023 1958 0.045 66 0.63 D 101 0.013 A, 2,669 0.061 0.65 1158 0.027 1511 0.035 57 0.55 0 80 0.010 A7 2,989 0.069 0.65 972 0.022 2017 0.046 67 0.64 0 104 0.013 B1 3,972 0.091 0.65 0 0.000 3972 0.091 100 0.90 0 194 0.025 B2 31,731 0.728 0.65 1443 1 0.033 30288 0.695 95 0.86 0 1484 0.189 5,917 0.136 0.65 2604 0.060 3313 0.076 56 0.55 0 176 0.022 B4 13,518 0.310 0.65 3678 0.084 9840 0.226 73 0.68 0 500 0,064 A 52,374 1.202 0.65 1443 0.033 50931 1.169 97 0.88 0 2491 0.317 B, 35,703 0.820 0.65 1443 0.033 34260 0.787 96 0.87 0 1678 0.213 19,435 0.446 0.65 1 6282 1 0.144 13153 0.302 68 0.64 j 0 675 0.086 MITIGATION AREA (SF) Ar+B 88077 IMPERVIOUS AREA (SF) 85191 PERVIOUS AREA (SF) DISTURBED AREA (SF) 2886 A1+A3+A4+AS+A6+Al+Bj+B31 31323 ACRES; _2.02 ACRES=1 1.96 ACRES= 0.07 0.72 ACRES= ml (/) F a' / Ic / _c _ntrrr,%r r I I. / I / I V rita,-. ry I L I LA. IL r V%o IN . N SEE SHEET 2 - - - - - - - 1, I - C - ' '' I1-1 ii PAR. 'A C I .-J PARCEL MAP 99 CIA 1fH+ SEE SHEET 1- j >J_ SEE SH _99iI flhh1f? ( A2I Cn I I=f/NILNLN ir INN STORM DRAIN (ORIGINATES COLLECTING ROOF ' N / DRAINAGE) Ljj 00 .,,, I ,- - - . PROTECT EX. 12" PVC 00 CID C114 STORM DRAIN (ORIGINA7S I COLLECTING ROOF ' / 00 DRAINAG9'\ \III Ilk :% LIMITS OF GRADING 40 W 292.07 ES Is /1 IV co Z . .. E / I 'r-3: / , E PRECISE GRADIN 4. PROTECT "Ei !~,p STORM DRAIN (ORIGI AT o=48' COLLECTING ROOF .NT PI 41) rAT,,T PR FLOWS Sill) 01-00=6.85 CPS __SD ______ S ,RE-ROUTED 'I EX. 12 PE P4) S= 1026 __ 0) z 0 (I) z - - w I- - SHEET INDEX MAP \ SCALE 1"=200' o z -- xD 01: CL CL 0U) 00 0 0 (N co 0 C C 0 -0 Lt 00 U OC 'O a< Lt)0 0)0 Z • r C N.5. 0 EJSTNG CONrMTICN1S. STORM _2Ml CIS (F175T IL1T 33 ,I-PROTECT EX. 12" ACP / STORM DRAIN LINE PER / DWG NO. 205-1 i-PROTECT EX. CURB INLET f TYPE "B" SDRSD D-2 PER DWG. NO. 205-1 RIM=269.77 INV=264.77 .JV=268.53 PROPOSED coNpmQNs STORM - WOYR FLOW INCEASE DMA C ,S FT CFS(ET/S) Aiür 635 - F0I -'.i.E5 - ___ I Ei5 OO I PROPRIETARY, I \! _- 3MPAF1 BlO-F1LTRA11ON BI CLEPN MW_L_8.12_4'.k1.5"LC MAX. EA ENT FLOW RTE=OJ346 CS I_ SEE bETAILI 1 'ON SHEETI 6 z F-2 LJ< I> ><o UJZ w ULTIMATE RUNOFF COND.rnON STORM 100 YR FLOW INCREASE DMA CFS (FT /S) CES___('EV/S A -OT 5.1.3 U.20 T0T 3.76 -0O3 PAL.TCT Au rn __ ', 77 * KI A 7' A' Z')" UI I'I ._)'.JL U - - -, *- - / Table 5 --Total Runoff Fkws after DetenticmJInfthratior ' Wo) 0 I Oy'j 0 0a o LIJ a >- WSF< I iCO w UI c l:cN 00 -J 00 cLL° 0 c.sJ STORM TABLE _DRAINPIPE PIPE DIAMETER (IN) SLOPE (%) LENGTH (FT) REQ. CAPACITY (CFS) % FULL (DEPTH/DIA.) P1 12 25.40% 24.9 6.85 41% P2 -.12 0.50% 22.8 1.24 48% P3 12 2,75% 23.6 6.85 92% P4 12 . 25.90% 26.0 16.48 70% P5 24 0.50% 30.3 18.47 90% PS 12 1.57% 5.0 4.65 79% P7 PS 12 12 1.70% 1.75% 34,2 17.3 4.65 4.65 76% 75% P 12 23.50% 19.9 4.65 34% P10 12 1.75% 4.9 4.65 75% P11 I 12 6.18% 16.1 4.65 49% MITIGATION AREA DMA INFORMATION: DMAs A & D CONTAIN BOTH SOILS TYPE B & UNDERLYING HYDROLOGICAL SOIL GROUP: D ALL OTHER DMAs CONTAIN SOIL TYPE D APPROXIMATE DEPTH TO GROUNDWATER: GROUNDWATER GREATER THAN 30' BELOW GRADE EXISTING NATURAL HYDROLOGIC FEATURES: NONE PROPOSED DESIGN SURFACE TREATMENTS: PROPRIETARY BIO-FILTRATION POTENTIAL POLLUTANT SOURCE AREAS: TRASH AREAS, PARKING LOTS EXISTING DRAINAGE OFFSITE (DRAIN TO TBD PACIFIC OCEAN): SITE DOES NOT LIE WITHIN: CRITICAL COARSE CRITICAL COARSE SEDIMENT YIELD AREA: SEDIMENT YIELD AREA. SEE EXHIBIT IN ATTACHMENT 1 OF WQMP REPORT. 88,077 SF OR 2.02 AC • IMPERVIOUS % PERVIOUS EXISTING CONDITIONS 77,102 SF orl.77AC 88 10,975 SF orO.25AC 121 PROPOSED CONDITIONS 85,191 SF orl.96AC 97 2,886 SF orO.O7AC 31 (IN FEET ) 1 INCH = 20 FEET DISTURBED AREA 131,3235F0R0.72AC IIMPERVIOUS EXISTING CONDITIONS 18,279 SF or 0.42 AC PROPOSED CONDITIONS 22,539 SF [orO.52AC - TPERVIOUS 58 f 13,044 SF I orO.3OAC 1421 8,784 SF f orO.2OAC 128] Q Co c'.i c LI') ° 03 1- N- 35 o I-u "4 0 z - 0 wOw°'uiZ F-F--01 [ENGINEERS NOTE TO CONTRACTOR: I THE EXISTENCE AND LOCATION OF ANY UNDERGROUND UTILITIES, PIPES, AND/OR coo I STRUCTURES SHOWN ON THESE PLANS WERE OBTAINED BY A SEARCH OF I I AVAILABLE RECORDS. TO THE BEST OF OUR KNOWLEDGE, THERE ARE NO I EXISTING UTILITIES EXCEPT AS SHOWN ON THESE PLANS. THE CONTRACTOR I I SHALL ASCERTAIN THE TRUE VERTICAL AND HORIZONTAL LOCATION OF THOSE I No. C46301 ç31 \\ -20)J/ I UNDERGROUND UTILITIES TO BE USED AND SHALL BE RESPONSIBLE FOR ANY I I I DAMAGE TO ANY PUBLIC OR PRIVATE UTILITIES, SHOWN OR NOT SHOWN I I HEREON. IF THE CONTRACTOR ENCOUNTERS ANY DISCREPANCIES, CONFLICTS I Cfjt_1 I OR AREAS WHICH HE FEELS UNWORKABLE, HE SHALL NOTIFY THE GRADING I [ENGINEER IMMEDIATELY PRIOR TO CONTINUING OR DEVIATING FROM THIS PLAN. OF 2 I - -V.-- -------V PROPOSED LANDSCAPE AREA (XXX XX)FS EXISTING ELEVATIONS PROPOSED HARDSCAPE IMPROVEMENT XXX.XX FS PROPOSED ELEVATIONS GRIND EXISTING AC PAVEMENT 2" MIN. PROPOSED RETAINING WALL - - - - - MITIGATION AREA LIMITS SD ' PIPE FLOW ARROWS . • - FLOW PATH A DRAINAGE AREA - --(123)- EXISTING CONTOURS 0.357 ACREAGE -....--.- DRAINAGE PATTERN UNDERGROUND SERVICE ALERT rn S Call: TOLL FREE 1-800-422-4133 KNOW WHAT'S BELOW. CALL BEFORE YOU DIG. TWO WORKING DAYS BEFORE YOU DIG UNAUTHORIZED CHANGES & USES: THE ENGINEER PREPARING THESE PLANS WILL NOT BE RESPONSIBLE FOR, OR LIABLE FOR, UNAUTHORIZED CHANGES TO OR USES OF THESE PLANS. ALL CHANGES TO THE PLANS MUST BE IN WRITING AND MUST BE APPROVED BY THE PREPARER OF THESE PLANS. CONSTRUCTION CONTRACTOR AGREES THAT IN ACCORDANCE WITH GENERALLY ACCEPTED CONSTRUCTION PRACTICES, CONSTRUCTION CONTRACTOR WILL BE REQUIRED TO ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE CONDITIONS DURING THE COURSE OF CONSTRUCTION OF THE PROJECT, INCLUDING SAFETY OF ALL PERSONS AND PROPERTY, THAT THIS REQUIREMENT SHALL BE MADE TO APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS, AND CONSTRUCTION CONTRACTOR F1JR11-IER AGREES TO DEFEND, INDEMNIFY AND HOLD DESIGN PROFESSIONAL HARMLESS FROM ANY AND ALL LIABILITY, REAL OR ALLEGED, IN CONNECTION WITH THE PERFORMANCE OF WORK ON THIS PROJECT, EXCEPTING LIABILITY ARISING FROM THE SOLE NEGLIGENCE OF DESIGN PROFESSIONAL SDP 2019-0009 BT~iTOTj I DRIVE ENTRY O.83j) \ \ \- - - - - one) 0A \ - --- / -- / 1// \ IN N Qlk PR / t SE I ______ ___ N bco (1 ____ FOR CIFC INSTALLATION •• ____ - MAX DISCFLGE: Q=O26 CFS ' 0.73 iø Q2=O.56 CES Q10=O.89 C S I EA11O INSRUC1ONS - ____ I DETEN11O PiE W RIF1C PRE-EENT 0 1 t RDI I I • rrBMP L(MlTSpF- \ SEE DETAIL -2-OF-SHEl 00 BIO-CLEAN N I I ii •iihiI1thIIui IL PMCa 1iI F ad i1IlllllliOO!iO!ll!Iti _DMA _SUMMARY Area ID Area (sf) Area (ac) percentile Pervious Pervious us Area us Area Percent Weighted Soil Type DCV (cf) THRU (0) Area (SF) Area (AC) Impervious Runoff Coef. 85th Impervio Impervio Area FLOW depth (in) SWQMP (cfs) A1 7,713 0.177 0.65 1443 0.033 6270 0.144 81 0.75 D 313 0.040 A 44,661 1.025 0.65 0 0.000 44661 1.025 100 0.90 0 2177 0.277 A 4,610 0.106 0.65 1448 0.033 3162 0.073 69 0.65 0 162 0.021 A1 487 0.011 0,65 151 0.003 336 O08 69 0.55 D 17 0.002 2,966 0.068 0.65 1008 0.023 1958 0,045 66 0.63 D 101 0.013 A6 1 2,669 0.061 0.65 1158 0.027 1511 0.035 57 0.55 •D 80 0.010 2,989 0.069 0.65 972 0.022. 2017 0.046 67 0.64 0 104 0.013 B1 3,972 0.091 0.65 0 0.000 3972 0.091 100 0.90 0 194 0.025 B2 31,731 0.728 0.65 1443 0.033 30288 0.695 95 0.85 D 1484 0.189 B 5,917 0.136 0.65 2604 0.060 3313 0.076 56 0.55 0 176 0.022 13,518 -0.310 0.65 3678 0.084 9840 0.226 73 0.68 0 500 0.064 AT 52,374 1.202 0.65 1443 0.033 50931 1.169 97 0.88 0 2491 0.317 35,703 0.820 0.65 1443 0.033 34260 0.787 96 0.87 D 1678 0.213 B1 19,435 0.446 0.65 6282 0.144 13153 0.302 68 0.64 0 675 0,086 MITIGATION AREA (SF) 88077 IMPERVIOUS AREA (SF) 85191 PERVIOUS AREA (SF) 2886 DISTURBED AREA (SF) 31323 ATar BTort Ai+A3+A4+As+A6+A7+Bi+B3 ACRESI 2.02 I ACRES 1.96 ACRES=, 0.07 I ACRES= 0.72 Cl) z 0 Cl) 0 w - 0 0 C/) uJ N \ \ 0.021 -EXt STiNG CONDITIONS STORM DMA CFS T') AUT 5,33 PALTD1 • _________________ I IW Iz III... 4 SCREENING FILTER DEVICE 0 / \ o(EFLpW oJTE LflI Ii't I rPRoPRIARY BlO-flLTR)1ON * -. • "N I____ PP (9) • 1k IITI :1 'I I BIO CLEAN MWS-L-8-8-5'-6"-V-HC C11 I t I I 'V1I 'II I 'I I MAX. TREATMENT \ / I - -. - FLOW RATE=0.237 CFS N / _ISEE DETAIL 2 ON SHEET 3 \ D • - Iv • - -,_------------_--___________________j____________*_ -••--*• -•. •-- pi un, CE PLATE PER SAN D lt~o *TdR \ \ \ \ \ - - DAIU k E IN 06-f, EW i 11) ___ ' INLET PIP /çPRTEcTEX'CATdIsAsR4T POINT OF '- N 472b - 70457 - ThE \ \ \ SDRSD b 7 PE -DNG.--ttO. L COMPUANCETE2 2 rBPAL,`T~OT 0.45 N 47 59'52" W -57r9.58,',_,=,== .-.-.- - - ....... •... N [[PR FLfOi [q=4.65 J PROPOSED OMDONS STORM iD0YP, FLOW I N CR EASE DMA FT1/) CFS FT/S1 ATçJY 6.85 12 B-10 4.55 09A 70r .L36 ULTIMATE-RUNOFF CONDITION STORM 100 YR FLOW INCREASE DMA CES F1/S) CPS FT/5 ATÔT 5.13 -020 PROPOSED TCIT _176 I -s .. - DPALTOT Table-Total Runoff flows after DtitionJIcditrticri a CL a- SHEET INDEX MAP SCALE 1"=200' LEGEND: FULL DEPTH ASPHALT PAVEMENT . PROPOSED LANDSCAPE AREA - - - - • . PROPOSED HARDSCAPE IMPROVEMENT GRIND EXISTING AC PAVEMENT 2" MIN. - - - MITIGATION AREA LIMITS . 0 0 . - FLOW PATH N. - - • - EXISTING CONTOURS .? LO '- 0) 120 PROPOSED CONTOURS 8 (XXX. XX)FS EXISTING ELEVATIONS . XXX.XX FS PROPOSED ELEVATIONS . ! _C N. 00 .. - PROPOSED RETAINING WALL 0 _SD_ PIPE FLOW ARROWS AREA 0) z -o IJJ SEE SH EET 2 -~ ~m Tm EXISTING BUILDING TO REMAIN STORM DRAIN PIPE TABLE PIPE DIAMETER SLOPE LENGTH REQ. CAPACITY % FULL EE PS (IN) (%) (FT) (CFS) (DEPTH/D!A.) P1 12 25.40% 24.9 6.85 41% P2 _12 CLSO% 22.8 1.24 481Y0 P3 12 2.75% 23.6 6.85 92% - P0 - - - P4 - 12 25.90% 26.0 16.48 7(% 24 0.50% 30.3 18.47 90% 12 1.57% 5.0 4.65 79% P7 12 1.70% 34.2 4.65 76516 12 1,75% 17,3 4.65 75% P9 12 23.50% 19.9 4.65 34% P 10 12 • 1.75% 4.9 4.65 75% P11 12 • 6.18% 16.1 4.65 49% PROTECT EX. iT PVC- STORM DRAIN (ORIGINATES COLLECTING ROOF DRAINAGE) MITIGATION AREA (IN FEET ) 1 INCH = 20 FEET PROTECT STORM DRAIN COLL 88,077 SF OR 2.02 AC IMPERVIOUS % PERVIOUS EXISTING CONDITIONS 77,102 SF or 1.77 AC 88 10,975 SF or 0.25 AC 12 PROPOSED CONDITIONS 85,191 SF orl.96AC 97 2,886 SF orO.O7AC 3 / DISTURBED AREA 31,323 SF OR 0.72 AC IMPERVIOUS PERVIOUS EXISTING CONDITIONS 18,279 SF or 0.42 AC 58113,044_SF or 0.30 AC 42 PROPOSED CONDITIONS 22,539 SF or 0.52 AC 72 [8,784 SF or 0.20 AC 28 UNDERGROUND SERVICE ALERT rn I Call: TOLL FREE 1-800-422-4133 KNOW WHAT'S BELOW. CALL BEFORE YOU DIG. TWO WORKING DAYS BEFORE YOU DIG 11 '~\ 04 00 ENGINEERS NOTE TO CONTRACTOR: THE EXISTENCE AND LOCATION OF ANY UNDERGROUND UTILITIES, PIPES, AND/OR LO STRUCTURES SHOWN ON THESE PLANS WERE OBTAINED BY A SEARCH OF AVAILABLE RECORDS. TO THE BEST OF OUR KNOWLEDGE, THERE ARE NO EXISTING UTILITIES EXCEPT AS SHOWN ON THESE PLANS. THE CONTRACTOR SHALL ASCERTAIN THE TRUE VERTICAL AND HORIZONTAL LOCATION OF THOSE UNDERGROUND U11LI11ES TO BE USED AND SHALL BE RESPONSIBLE FOR ANY DAMAGE TO ANY PUBLIC OR PRIVATE UTILITIES, SHOWN OR NOT SHOWN HEREON. IF THE CONTRACTOR ENCOUNTERS ANY DISCREPANCIES, CONFLICTS cr; OR AREAS WHICH HE FEELS UNWORKABLE, HE SHALL NOTIFY THE GRADING ENGINEER IMMEDIATELY PRIOR TO CONTINUING OR DEVIATING FROM THIS PLAN. UNAUTHORIZED CHANGES & USES: THE ENGINEER PREPARING THESE PLANS WILL NOT BE RESPONSIBLE FOR, OR LIABLE FOR, UNAUTHORIZED CHANGES TO OR USES OF THESE PLANS. ALL CHANGES TO THE PLANS MUST BE IN WRITING AND MUST BE APPROVED BY THE PREPARER OF THESE PLANS. CONSTRUCTION CONTRACTOR AGREES THAT IN ACCORDANCE NTH GENERALLY ACCEPTED CONSTRUCTION PRACTICES, CONSTRUCTION CONTRACTOR WILL BE REQUIRED TO ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE CONDITIONS DURING THE COURSE OF CONSTRUCTION OF THE PROJECT, INCLUDING SAFETY OF ALL PERSONS AND PROPERTY, THAT THIS REQUIREMENT SHALL BE MADE TO APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS, AND CONSTRUCTION CONTRACTOR FURTHER AGREES TO DEFEND, INDEMNIFY AND HOLD DESIGN PROFESSIONAL HARMLESS FROM ANY AND ALL LIABILITY, REAL OR ALLEGED, IN CONNECTION WITH THE PERFORMANCE OF WORK ON THIS PROJECT, EXCEPTING LIABILITY ARISING FROM THE SOLE NEGLIGENCE OF DESIGN PROFESSIONAL OFW U- U) _j 0 0- D - 0 a >- WSHo< 0 >.. 3- au_ 0 w uJ<cs,1 0 0 0 U) _J 0 0 oo_ I 00 LI) 1 LO C:) 0 C/) (N ED.. LO (I) C/ ) 0) 0 0 0 N LI) C). 00 E C 04 4 I-N 0- U) C.. Q) z'Q o -' > 0wS2ujZ E I-WH>F- <I<w<0 cD 0. I a 2 0 N a 0 N OF C - 2051 Palomar Airport Road Hydrology Study Carlsbad, California by TAlT& Associates Appendix F - Proposed Hydraulic Calculations Proposed Hydraulic Calculations. See Attached Calculations' TAIT JOB 4* SP8415 Appendix F STORM PIPE TABLE _DRAIN PIPE DIAMETER (IN) SLOPE (%) LENGTH (Fl) REQ. CAPACITY (CFS) % FULL (DEPTH/DIA.) P1 12 25.40% 24.9 6.85 41% P2 12 0.50% 22.8 1.24 48% P3 12 2.75% 23.6 6.85 92% P4 12 25.90% 26.0 16.48 70% P5 24 0.50% 30.3 18.47 90% P6 12 1.57% 5.0 4.65 79% P7 12 1.70% 34.2 4.65 76% P8 12 1.75% 17.3 4.65 75% P9 12 23.50% 19.9 4.65 34% P10 12 1.75% 4.9 4.65 75% P11 12 6.18% 16.1 4.65 49% Channel Report Rydraflow Express Extension for Autodesk® AutoCAD® Civil 31® by Autodesk, Inc. LINE P1 - 121N DIA Circular Diameter (ft) = 1.00 Invert Elev (ft) = 276.77 Slope (%) = 25.40 N-Value = 0.012 Calculations Compute by: Known Q Known Q (cfs) = 6.85 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ftls) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL(ft) Friday, Jun 19 2020 = 0.41 = 6.850 = 0.30 = 22.59 = 1.39 = 0.98 = 0.98 = 8.34 Depth (ft) - 1.23 Elev (ft) '0— - 277.50 0.73 277.00 0.23 276.50 -0.27 10 -0.77 1 2 3 Reach (ft) Section Section 271.50 271.00 270.50 270.00 Depth (ft) - 1.68 1.18 0.68 0.18 -0.32 2 - -0.82 3 Channel Report Hvdraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. LINE P2- 121N DIA Circular Diameter (ft) = 1.00 Invert Elev (ft) = 270.32 Slope (%) = 0.50 N-Value = 0.012 Calculations Compute by: Known Q Known Q (cfs) = 1.24 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) Friday, Jun 19 2020 = 0.48 = 1.240 = 0.37 = 3.31 = 1.53 = 0.47 = 1.00 = 0.65 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 310 by Autodesk, Inc. LINE P3- 121N DIA Circular Diameter (ft) = 1.00 Invert Elev (ft) = 270.82 Slope (%) = 2.75 N-Value = 0.012 Calculations Compute by: Known Q Known Q (cfs) = 6.85 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) Friday, Jun 19 2020 = 0.92 = 6.850 = 0.76 = 9.06 = 2.57 = 0.98 = 0.54 = 2.20 Elev (ft) Section Depth (ft) 10 - 1.18 271.50 271.00 0.18 270.50 -0.32 10 -0.82 1 2 3 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. LINE P4- 121N DIA Circular Diameter (ft) = 1.00 Invert Elev (ft) = 277.08 Slope (%) = 25.90 N-Value = 0.012 Calculations Compute by: Q vs Depth No. Increments = 10 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ftls) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL(ft) Friday, Jun 19 2020 = 0.70 = 16.48 = 0.59 28.00 = 1.98 = 1.00 = 0.92 = 12.89 Depth (ft) - 1.92 Elev (ft) 0— - 278.50 1.42 278.00 0.92 277.50 0.42 277.00 -0.08 0 - -0.58 1 2 3 Reach (ft) Section Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 31® by Autodesk, Inc. LINE P5- 241N DIA Circular Diameter (ft) .= 2.00 Invert Elev (ft) = 270.30 Slope (%) = 0.50 N-Value = 0.012 Calculations Compute by: Q vs Depth No. Increments = 10 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL(ft) Friday, Jun 19 2020 = 1.80 = 18.47 = 2.98 = 6.20 = 5.00 = 1.55 = 1.20 = 2.40 Elev (ft) Section Depth (ft) 10 - 2.70 2.20 1.70 1.20 0.70 0.20 -0.30 -0.80 0 1 2 3 4 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. LINE P6 -121N DIA Circular Diameter (ft) = 1.00 Invert Elev (ft) = 282.78 Slope (%) = 1.57 N-Value = 0.012 Calculations Compute by: Known Q Known Q (cfs) = 4.65 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ftls) Wetted Perim (ft) Cr11 Depth, Yc (ft) Top Width (ft) EGL (ft) Friday, Jun 19 2020 = 0.79 = 4.650 = 0.67 = 6.99 = 2.19 = 0.90 = 0.81 = 1.55 Depth (ft) -1.22 Elev (ft) 0— - 283.50 0.72 283.00 0.22 282.50 -0.28 0 -0.78 I 3 Reach (ft) Section Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. LINE P7- 121N DIA Circular Diameter (ft) = 1.00 Invert Elev (ft) = 281.63 Slope (%) = 1.70 N-Value 0.012 Calculations Compute by: Known Q Known Q (cfs) = 4.65 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ftls) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) Friday, Jun 19 2020 = 0.76 = 4.650 = 0.64 = 7.25 = 2.12 = 0.90 = 0.85 = 1.58 Depth (ft) - 1.37 Elev (ft) 0- - 282.50 0.87 K.M1111 0.37 281.50 -0.13 0 no 1 3 01*1 Reach (ft) Section Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3138 by Autodesk, Inc. LINE P8- I2IN DIA Circular Diameter (ft) = 1.00 Invert Elev (ft) = 276.89 Slope (%) = 1.75 N-Value = 0.012 Calculations Compute by: Known Q Known Q (cfs) = 4.65 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL(ft) Friday, Jun 19 2020 = 0.75 = 4.650 = 0.63 = 7.36 = 2.10 = 0.90 = 0.87 = 1.59 Elev (ft) lu Section Depth (ft) - 1.11 277.50 0.61 277.00 0.11 276.50 -0.39 I lic -0.89 Reach (ft) - -0.96 3 2 Section 282.50 282.00 281.50 Depth (ft) -1.54 1.04 0.54 0.04 281.00 Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3130 by Autodesk, Inc. LINE P9- 121N DIA Circular Diameter (ft) = 1.00 Invert Elev (ft) = 281.46 Slope (%) = 23.50 N-Value = 0.012 Calculations Compute by: Known Q Known Q (cfs) = 4.65 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ftls) Wetted Perim (ft) Cnt Depth, Yc (ft) Top Width (ft) EGL(ft) Friday, Jun 19 2020 = 0.34 = 4.650 = 0.24 = 19.56 = 1.25 = 0.90 = 0.95 = 6.29 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® CMI 3138 by Autodesk, Inc. LINE PlO - 121N DIA Circular Diameter (ft) = 1.00 Invert Elev (ft) = 281.55 Slope (%) = 1.75' N-Value = 0.012 Calculations Compute by: Known Q Known Q (cfs) = 4.65 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ftls) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL(ft) Friday, Jun 19 2020 = 0.75 = 4.650 = 0.63 = 7.36 = 2.10 = 0.90 = 0.87 = 1.59 Elev (ft) Section Depth (ft) - 1.45 282.50 0.95 282.00 0.45 281.50 -0.05 0 p L 2 3 -0.55 Reach (ft) 277.50 277.00 276.50 )0 2 Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. LINE P11 - 121N DIA Circular Diameter (ft) = 1.00 Invert Elev (ft) .-..•. .276.59 Slope (%) = 6.18 N-Value = 0.012 Calculations Compute by: Known Q Known Q (cfs) = 4.65 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL(ft) Friday, Jun 19 2020 = 0.49 = 4.650 = 0.38 = 12.08 = 1.55 = 0.90 = 1.00 = 2.76 Elev Section Depth (ft) )0- -1.41 Reach (ft) 0.91 0.41 -0.09 -0.59