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PRELIMINARY SEWER STUDY 310-316 K STREET CHULA VISTA, CALIFORNIA DR18-0019 Original Date: October 17, 2018 Final Date: February 5, 2019 Prepared For: Floit Properties 3565 7th Ave San Diego, CA 92103 Prepared By: 303 A Street, Suite 302 San Diego, California 92101 (619) 269-3444 _____________________________ Steven Kettler RCE 48358 Registration Expires 6-30-2020 i TABLE OF CONTENTS SECTION PAGE 1.0 INTRODUCTION 1 2.0 PROJECT INFORMATION 2.1 PROJECT LOCATION 1 2.2 PROJECT DESCRIPTION 2 3.0 EXISTING CONDITION 2 4.0 PROPOSED CONDITIONS AND HYDRAULIC CALCULATIONS 2 5.0 DISCUSSION AND CONCLUSION 3 LIST OF FIGURES FIGURE 1 VICINITY MAP 1 LIST OF TABLES TABLE 1 FLOW SUMMARY 3 EXHIBITS EXHIBIT A SEWER MAP EXISTING CONDITIONS EXHIBIT B SEWER MAP PROPOSED CONDITIONS APPENDICES APPENDIX A SEWER FLOW CALCULATIONS APPENDIX B PRELIMINARY HYDRAULIC CALCULATIONS APPENDIX C PRELIMINARY SEWER STUDY, DR15-0015 APPENDIX D REFERENCE MATERIAL 1 1.0 INTRODUCTION This preliminary sewer study is prepared in support of the Design Review application for the project located at 310-316 K Street in the City of Chula Vista. The proposed project is a multi- level residential structure. This study identifies the approximate location and size of the existing public sanitary sewer main adjacent to the project and a preliminary estimate of peak sewer flows for the existing and proposed conditions. 2.0 PROJECT INFORMATION 2.1 Project Location The project consists of a 1.1 acre site in the City of Chula Vista. The site is located on the south side of K Street, between 3rd Avenue and 4th Avenue. There is an autobody repair shop currently on the site. A fast food restaurant is to the east and a multifamily development to the west. Across the street there is a construction equipment rental business. Elevations on the site range from approximately 98 feet above mean sea level (AMSL) to approximately 101 feet AMSL. Refer to Figure 1 below. FIGURE 1 2 2.2 Project Description The project is 4-story residential building with 46 apartment units and associated common areas. 3.0 EXISTING CONDITION The site is currently a closed autobody repair shop. An 8” VCP sewer exists in K Street. Sewer flows west in K Street until it turns north in 4th Avenue. The sewer in 4th Avenue connects to an 18” sewer main in J Street. This sewer system was built per drawing 71-157D, dated 1926. 4.0 HYDROLOGY METHOD AND PROPOSED CONDITIONS Existing Condition: Existing flows were estimated using two methods. A sewer study was recently prepared and approved by the City as part of Design Review application DR15-0015 for a project located at the north east corner of 3rd Avenue and K Street. This study developed a proposed peak sewer flow for the reach of sewer east of the manhole located within the intersection of 3rd Avenue and K Street. This flow rate, combined with estimated flow rates based on land use, will be used to develop an estimated existing peak sewer flow rate for the sewer main located in K Street along the project frontage. This study focused on the sewer main reach in K Street, adjacent to project and west of the 3rd Avenue-K Street intersection. The exhibit in Appendix D provided by the City and dated 11/25/15, shows the upstream basin in red, and the downstream basin in green. The upstream/downstream demarcation point for this exhibit is the existing manhole in the intersection of 3rd Avenue and K Street. The upstream basin shown on this exhibit also corresponds with the upstream basin discussed in the calculations in Appendix A. Properties downstream of this manhole and contributing to the sewer reach that is the focus of this study are shown in Exhibits A & B. It is assumed that any properties that are located west of 3rd Avenue but are not highlighted in this exhibit do not discharge to the sewer reach being studied. Sewer flow rates for the properties shown in Exhibit A were estimated in the process outlined below: · Commercial lot areas were estimated based on Google Earth. · Existing multifamily property unit counts were determined via internet search. Each unit was counted as a single EDU. · 3 · Sewage production was determined by the using the rates set in the City of Chula Vista’s 2014 Wastewater Master Plan Update. o Residential (Multi-family) = 182 gallons per EDU, per day. o Commercial/Industrial = 1,401 gallons per day, per acre. · Peak Factors were selected from Chula Vista Standard Drawing SWR-01. Per drawing 71-157D, the 8” sewer pipe in K Street fronting the project site is sloped at 0.5%. Proposed Conditions: The proposed project will consist of 46 apartments. The proposed project will have an onsite private sewer system that connects to the existing 8” pubic sewer main in K Street. Consistent with the City of Chula Vista Subdivision Manual (as updated by the 2014 Wastewater Master Plan), sewage production for the proposed project was based on 55 gallons per day, per capita. Please see the worksheet in Appendix A. The analysis of the existing conditions shows that the existing flow within the sewer system is 0.53 cfs under peak flow conditions. This corresponds to a relative depth (d/D) of 0.57. This is in excess of the City’s standard of 0.5 for an 8” pipe. With the development of this project, the peak flow and relative depth of (d/D) will slightly increase to 0.55 cfs and 0.58, respectively. The increase in peak flow is approximately 4% higher than the existing condition. CONDITION FLOW RATE (CFS) RELATIVE DEPTH (d/D) FLOW DEPTH (FT) FLOW VELOCITY (FPS) Existing 0.53 0.57 0.38 2.58 Developed 0.55 0.58 0.39 2.60 TABLE 1-FLOW SUMMARY 5.0 DISCUSSION AND CONCLUSIONS The construction of the residential project on K Street will result in the addition of 0.02 cfs of flow in the public sewer main. As demonstrated through the calculations, the peak flow results in a d/D of greater than 0.5 in that reach for both the existing and proposed conditions. While this exceeds the City’s standards, the project only contributes 4% of the total flow in this pipe. The sewer drainage basin upstream of the project site is mostly composed of single-family homes. It is not expected that the upstream land use intensity will increase, nor will sewage generation change. Hence, no upsizing of the existing 8-inch sewer main in the reach the project is connecting into is proposed. N➤➤N © 2018 Google © 2018 Google © 2018 Google N➤➤N © 2018 Google © 2018 Google © 2018 Google APPENDIX A SEWER FLOW CALCULATIONS SITE LAND USE AREA EDU SEWAGE GPD GPM CFS PEAK PEAK CFS (acres) PRODUCTION*FACTOR Multi Family N/A 65.00 182 11,830 8.22 0.018 2.500 0.046 Commercial 0.62 N/A 1401 863 0.60 0.001 2.500 0.003 Commerical 0.44 N/A 1401 616 0.43 0.001 2.500 0.002 Multi Family N/A 32.00 182 5,824 4.05 0.009 2.500 0.023 PROJECT SITE Commercial 0.62 N/A 1401 869 0.60 0.001 2.500 0.003 Commercial 0.41 N/A 1401 574 0.40 0.001 2.500 0.002 UPSTREAM BASIN 0.454 0.534 SITE LAND USE AREA EDU SEWAGE GPD GPM CFS PEAK PEAK CFS (acres) PRODUCTION*FACTOR Multi Family N/A 65.00 182 11,830 8.22 0.018 2.500 0.046 Commercial 0.62 N/A 1401 863 0.60 0.001 2.500 0.003 Commerical 0.44 N/A 1401 616 0.43 0.001 2.500 0.002 Multi Family N/A 32.00 182 5,824 4.05 0.009 2.500 0.023 PROJECT SITE Multi Family N/A 46.00 SEE BELOW 5,775 4.01 0.009 2.500 0.022 Commercial 0.41 N/A 1401 574 0.40 0.001 2.500 0.002 UPSTREAM BASIN 0.454 0.553 *SEWAGE PRODUCTION -RESIDENTIAL= 182 GALLONS PER EDU, PER DAY -COMMERCIAL= 1401 GALLONS PER DAY, PER ACRE -SEE SEPARATE CALCULATION FOR FLOWS FROM THE PROPOSED PROJECT SITE UPSTREAM BASIN FLOW RATE FROM SEWER STUDY APPROVED AS PART OF DESIGN REVIEW DR-15-0015 PEAK FACTOR PER CITY OF CHULA VISTA STANDARD DRAWING SWR-01 TOTAL EXISTING CONDITIONS EXISTING CONDITIONS DEVELOPED CONDITIONS TOTAL PROPOSED CONDITIONS SEWER CONTRIBUTION CALCULATIONS PROPOSED PROJECT DATA: PROPOSED RES. DWELLING UNITS 46 PROPOSED COMMERCIAL AREA 0 PROPOSED COMMERCIAL AREA 0.00 ACRES PROPOSED OFFICE AREA 0 SF PROPOSED OFFICE AREA 0.00 ACRES GROSS SITE AREA SF GROSS SITE AREA 1.05 ACRES NET SITE AREA 0.84 ACRES = 0.8x GROSS SITE AREA 54.76 RESIDENTIAL DENSITY = D.U./ NET ACRES EQUIVALENT POPULATION CALCULATIONS: SWR. TABLE 1-1 ZONE PER CALCULATED PROP. RESIDENTIAL DENSITY NUMBER OF PROP. UNITS POPULATION PER DU EQUIVALENT POPULATION EQUIVALENT POPULATION (ROUNDED UP) studio 0 1 0 0 1 bedrom 19 1.5 28.5 29 2 bedroom 19 2.5 47.5 48 3 bedroom 8 3.5 28 28 46 SUBTOTAL POP.:105 SWR. TABLE 1-1 ZONE AREA (ACRES) POP/NET ACRE** EQUIVALENT POPULATION EQUIVALENT POPULATION (ROUNDED UP) COMMERCIAL SPACE 0.00 43.7 0.0 0 SUBTOTAL POP.:0 PROPOSED RESIDENTIAL EQUIVALENT POP. SUBTOTAL: 105 PROPOSED COMMERCIAL/RETAIL EQUIVALENT POP. SUBTOTAL: 0 TOTAL PROPOSED EQUIVALENT POPULATION:105 CALCULATIONS FOR THE PROPOSED PROJECT ARE SHOWN BELOW PROPOSED COMMERCIAL/RETAIL EQUIVALENT POPULATION CALCULATED PROPOSED RESIDENTIAL DENSITY PROPOSED RESIDENTIAL EQUIVALENT POPULATION SEWER FLOW CALCULATIONS* PROPOSED PEAK FLOW CALCULATIONS: TOTAL EQUIV. POPULATION** 105 AVERAGE FLOW*** = TOTAL EQUIV. POP.x 55 GPD = 5775.00 GPD PEAK FACTOR = = 2.50 PEAK FLOW = PEAK FACTORx AVERAGE FLOW = 14437.50 GPD = 0.022 CFS APPENDIX B PRELIMINARY HYDRAULIC CALCULATIONS onlinechannel06.php: Normal depth in a partially full circular culvert Formulas θ = 2 cos-1[1 - 2(y/D)] A = (D2/8) (θ - sinθ) P = rθ R = A/P Q = (k/n) AR2/3S1/2 V = Q/A INPUT DATA: Select: Pipe diameter D: ft Discharge Q: cfs Bottom slope S: ft/ft Manning's n: INTERMEDIATE CALCS: Constant k: 1.486 Flow area A: 0.205 ft2 Wetted perimeter P: 1.140 ft Hydraulic radius R: 0.180 ft Relative depth y/D: 0.565 Froude number [based on y]: 0.738 OUTPUT: Flow depth y: 0.378 ft Flow velocity V: 2.579 fps Your request was processed at 03:14:40 pm on February 5th, 2019 [ 190205 15:14:40 ]. Thank you for running onlinechannel_06. Please call again. [140618] Normal depth in a partially full circular culvert, Victor Miguel Ponce, Sa...http://onlinecalc.sdsu.edu/onlinechannel06.php 1 of 3 2/5/2019, 3:16 PM onlinechannel06.php: Normal depth in a partially full circular culvert Formulas θ = 2 cos-1[1 - 2(y/D)] A = (D2/8) (θ - sinθ) P = rθ R = A/P Q = (k/n) AR2/3S1/2 V = Q/A INPUT DATA: Select: Pipe diameter D: ft Discharge Q: cfs Bottom slope S: ft/ft Manning's n: INTERMEDIATE CALCS: Constant k: 1.486 Flow area A: 0.211 ft2 Wetted perimeter P: 1.158 ft Hydraulic radius R: 0.182 ft Relative depth y/D: 0.578 Froude number [based on y]: 0.736 OUTPUT: Flow depth y: 0.387 ft Flow velocity V: 2.601 fps Your request was processed at 03:13:21 pm on February 5th, 2019 [ 190205 15:13:21 ]. Thank you for running onlinechannel_06. Please call again. [140618] Normal depth in a partially full circular culvert, Victor Miguel Ponce, Sa...http://onlinecalc.sdsu.edu/onlinechannel06.php 1 of 3 2/5/2019, 3:15 PM APPENDIX C DR15-0015 PRELIMINARY SEWER STUDY PRELIMINARY SEWER STUDY 3rd AVENUE AND K STREET CHULA VISTA, CALIFORNIA Original Date: MARCH 11, 2016 Revisions Date: Final Date: Prepared For: Niki Properties 2430 Calle del Oro La Jolla, CA 92037 Prepared By: 303 A Street, Suite 302 San Diego, California 92101 (619) 269‐3444 _____________________________ Lisa M Leweck RCE 54320 Registration Expires 12‐31‐2017 i TABLE OF CONTENTS SECTION PAGE 1.0 INTRODUCTION 1 2.0 PROJECT INFORMATION 2.1 PROJECT LOCATION 1 2.2 PROJECT DESCRIPTION 2 3.0 EXISTING CONDITION 3 4.0 PROPOSED CONDITIONS AND HYDRAULIC CALCULATIONS 3 4.1 HYDROLOGY METHODOLOGY 3 5.0 DISCUSSION AND CONCLUSION 5 LIST OF FIGURES FIGURE 1 VICINITY MAP 2 LIST OF TABLES TABLE 1 OBSERVED FLOW CONDITIONS 3 TABLE 2 K STREET FLOW CONDITIONS 5 EXHIBITS EXHIBIT A TENTATIVE MAP EXISTING CONDITIONS PAGE EXHIBIT B TENTATIVE MAP PROPOSED CONDITIONS PAGE ii APPENDICES APPENDIX A SEWER FLOW CALCULATIONS APPENDIX B PRELIMINARY HYDRAULIC CALCULATIONS APPENDIX C INSITU MONITORING REPORT APPENDIX D CITY OF CHULA VISTA DATA 1 1.0 INTRODUCTION This preliminary sewer study is prepared in support of the Tentative Map processing for the project located at 3rd Avenue and K Street in the City of Chula Vista. The proposed project is a multi‐level retail and residential project located on the northeast corner of 3rd Avenue and K Street. This study identifies the approximate location and size of the existing public sanitary sewer mains adjacent to the project and a preliminary estimate of fixture units provided by the project architect, Studio E. 2.0 PROJECT INFORMATION 2.1 Project Location The project consists of a 1.05 acre site in the City of Chula Vista. The site is in the western part of the City, approximately midway between the I‐5 and I‐805. The site is bounded by commercial and residential properties to the north, 3rd Avenue to the west, K Street to the south, and Church Street to the east. Elevations on the site range from approximately 103 feet above mean sea level (AMSL) to approximately 107 feet AMSL. The existing site includes commercial buildings and associated parking and landscaped areas. Refer to Figure 1 on the following page. 2 FIGURE 1 2.2 Project Description The 3RD Avenue & K Street Project is an L‐shaped mixed‐use, 5‐story building situated at the intersection of 3rd Avenue and K Street in Chula Vista. The project proposes 71 market rate apartments at levels 2‐5. The street level will contain common areas associated with the residential use (approximately 1,770 SF resident fitness center and approximately 2,137 SF resident lounge, comprising community kitchen, meeting room(s), management office) and separate commercial space for lease (approximately 616 SF) along 3rd Avenue. Residential amenity space in the form of a roof terrace is provided at level 2. The project proposes two levels of parking with a portion of the bottom level as subterranean. It includes 134 resident parking spaces and 8 guest/commercial spaces within a secured, enclosed parking garage. 3 3.0 EXISTING CONDITION The site is currently utilized for commercial purposes and associated parking. The businesses onsite include a gym, insurance office, florist, and chiropractor. Public sewers are present in all the public streets that bound the property. An 8‐inch sewer in Church Street flows south into the existing 8‐inch sewer in K Street which flows west to a manhole at the intersection of 3rd Avenue. In 3rd Avenue, the existing 8‐inch sewer main begins immediately north of the project site and flows south to the manhole in K Street. From there, the sewer continues west in K Street until 4th Avenue, where it turns north. The existing 8‐inch public sewer in 4th Avenue connects to the existing 18‐inch sewer main in J Street. The approximate location of the proposed sewer mains are shown on Exhibit B. Refer to Exhibit “B” for the Proposed Sewer Basin and Improvement Map. 4.0 HYDROLOGY METHOD AND PROPOSED CONDITIONS 4.1 Hydrology Method Existing Condition: Flow metering for two different manholes were reviewed for this project. The first set of data was recorded in the manhole at the intersection of Del Mar Ave and K Street. This data was collected in 2013 and was provided by the City. This data was collected two blocks away from the project site and does not reflect flows immediately adjacent to the project site. The second set of data was collected as part of this project. Since the project proposes to connect into the main in K Street, the metered was placed on the upstream side of K Street in the manhole located in the intersection of 3rd Ave and K Street (refer to Appendix X). This data was collected by ADS Environmental Services (a subcontractor to Kettler Leweck Engineering) in January 2016. The meter collected existing flows in K Street 8‐inch main only, for a 24 hour‐ one week period. Not only is this data more current than the data collected in 2013, it includes the existing sewer flows immediately adjacent to the project site. Hence, this preliminary study will utilize the data collected in January 2016. As provided by ADS, the existing sewer flows in K Street adjacent to the project site are shown in Table 1. 4 TABLE 1 The ADS report indicated that no surcharge conditions were found. In addition, the ADS report noted, “Review of the scattergraph shows that this line is impacted by buildup and shedding of debris”. In a follow up with ADS, it was our understanding that the data reflects a self‐clearing of the buildup of debris. Proposed Conditions: The proposed project will consist of approximately 616 SF of commercial space, 31 ‐ 1 bedroom units, and 40 ‐ 2 bedroom units. This results in an average daily flow of 11,840 gallons. Using a peaking factor of 3.22, the peak flow is calculated at 38,122 GPD (0.038 MGD) or 0.059 cfs. Refer to Appendix A for these calculations. Table 2 below includes the existing metered averages and the existing metered peak information based on the metering provided by ADS. As noted above, this existing information is for the 8‐inch main immediately upstream of the manhole at 3rd Avenue and K Street. In addition, the table includes buildout peak information utilizing the existing metered peak flows (0.256 MGD) and the proposed project peak flow (0.038MGD) for a total of 0.294 MGD. To be conservative, these calculations do not include a reduction for the removal of the existing buildings on the project site. Since there is no record information available on the K Street sewer main immediately upstream (east) of the 3rd Avenue, we assumed a minimum 1% slope in calculating the proposed peak depth and d/D. 5 K Street Existing Metered Averages Existing Metered Peaks Existing Calculated * Peaks Buildout (Prop. & Exist. combined) Peaks Flow (MGD) Flow (CFS) 0.109 0.256 0.459 0.256 0.396 0.294 0.454 Velocity (FPS) 1.48 2.04 3.1* 3.2 Depth (in) 2.840 4.680 3.15* 3.38 d/D 0.355 0.585 0.399* 0.421 TABLE 2 With the construction of this project, the peak flow would be 0.297 MGD. The calculated depth normal depth of this peak flow is 3.38‐inches, with a d/D of 0.421. Refer to Appendix B for these calculations. As noted above, we are combining the proposed peak flow with the existing peak flow to calculate the buildout peak depth. The ADS report noted that the maximum existing peak depth indicate that there is buildup and shedding of debris, that is self‐cleaning. Hence, this would explain why the calculated buildout (including existing flows) peak depth is lower than the measured peak depth. *As noted in Table 2: to analyze the system one step further, we calculated the existing depth from the existing peak flow and found that the existing calculated peak depth would be 3.15” with a d/D of .399. Hence, there is only a minor change in the d/D from the existing calculated peak d/D and the buildout peak d/D 5.0 DISCUSSION AND CONCLUSIONS The construction of the mixed use project will result in the addition of 0.038 MGD (0.059 cfs) of flow in the public sewer main in K Street, immediately upstream (east) of the manhole at 3rd Avenue and K Street. As demonstrated through the calculations, the peak flow results in a d/D of less than 0.5 in that reach. Hence, no upsizing of the existing 8‐inch sewer main in the reach the project is connecting into is proposed. K ETTLER EWECKL K ETTLER EWECKL PLANTING, REFER TO PLANTING PLAN 3" 8" Po n d i n g 24 " S o i l Me d i a 6" GROWING MEDIUM 4" DIAMETER PERFORATED PVC PIPE, CONNECTED TO STORM DRAIN De p t h IMPERMEABLE LINER 6 APPENDIX A SEWER FLOW CALCULATIONS PROPOSED PROJECT DATA: PROPOSED RES. DWELLING UNITS 41 PROPOSED COMMERCIAL AREA 616 PROPOSED COMMERCIAL AREA 0.01 ACRES PROPOSED OFFICE AREA 0 SF PROPOSED OFFICE AREA 0.00 ACRES GROSS SITE AREA SF GROSS SITE AREA 1.05 ACRES NET SITE AREA 0.84 ACRES = 0.8x GROSS SITE AREA 48.81 RESIDENTIAL DENSITY = D.U./ NET ACRES EQUIVALENT POPULATION CALCULATIONS: SWR. TABLE 1-1 ZONE PER CALCULATED PROP. RESIDENTIAL DENSITY NUMBER OF PROP. UNITS POPULATION PER DU EQUIVALENT POPULATION EQUIVALENT POPULATION (ROUNDED UP) studio 0 1 00 1 bedrom 31 1.5 46.5 47 2 bedroom 40 2.5 100 100 SUBTOTAL POP.:147 SWR. TABLE 1-1 ZONE AREA (ACRES) POP/NET ACRE** EQUIVALENT POPULATION EQUIVALENT POPULATION (ROUNDED UP) COMMERCIAL SPACE 0.01 43.7 0.6 1 SUBTOTAL POP.:1 PROPOSED RESIDENTIAL EQUIVALENT POP. SUBTOTAL: 147 PROPOSED COMMERCIAL/RETAIL EQUIVALENT POP. SUBTOTAL: 1 TOTAL PROPOSED EQUIVALENT POPULATION:148 PROPOSED RESIDENTIAL EQUIVALENT POPULATION SEWER FLOW CALCULATIONS* CALCULATIONS FOR THE PROPOSED PROJECT ARE SHOWN BELOW PROPOSED COMMERCIAL/RETAIL EQUIVALENT POPULATION CALCULATED PROPOSED RESIDENTIAL DENSITY PROPOSED PEAK FLOW CALCULATIONS: TOTAL EQUIV. POPULATION** 148 AVERAGE FLOW*** = TOTAL EQUIV. POP.x 80 GPD = 11840.00 GPD PEAK FACTOR = 6.2945x(EQUIV. POP)^(-0.1342) = 3.22 PEAK FLOW = PEAK FACTORx AVERAGE FLOW = 38112.18 GPD = 0.059 CFS ****SEE PIPE CAPACITY dn/D COMPUTER PIPE CALCULATIONS. * FLOW IS CALCULATED BASED THE CITY OF SAN DIEGO SEWER DESIGN GUIDE 2004. **POP/NET ACRE: SEE TABLE 1-1 OF THE SEWER DESIGN GUIDE. ***DAILY PER CAPITA SEWER FLOW FOR THE EQUIVALENT POPULATION SHALL BE 80 GPD PER CITY OF SAN DIEGO DESIGN GUIDE 1.3.2.2. 7 APPENDIX B PRELIMINARY HYDRAULIC CALCULATIONS 2/24/2016 Normal depth in a partially full circular culvert, Victor Miguel Ponce, San Diego State University http://onlinecalc.sdsu.edu/onlinechannel06.php 1/3 onlinechannel06.php: Normal depth in a partially full circular culvert Formulas θ = 2 cos 1[1 2(y/D)] A = (D2/8) (θ sinθ) P = rθ R = A/P Q = (k/n) AR2/3S1/2 V = Q/A INPUT DATA: Select: SI units (metric) U.S. Customary units Pipe diameter D: .66 ft Discharge Q: 0.396 cfs Bottom slope S: .01 ft/ft Manning's n: .013 INTERMEDIATE CALCS: Constant k: 1.486 Flow area A: 0.127 ft2 Wetted perimeter P: 0.903 ft Hydraulic radius R: 0.141 ft Relative depth y/D: 0.399 Froude number [based on y]: 1.064 OUTPUT: Flow depth y: 0.263 ft Flow velocity V: 3.101 fps Calculate Reset Your request was processed at 01:13:51 pm on February 24th, 2016 [ 160224 13:13:51 ]. Calculated Depth Based On Peak Measured Flow 3/8/2016 Normal depth in a partially full circular culvert, Victor Miguel Ponce, San Diego State University http://onlinecalc.sdsu.edu/onlinechannel06.php 1/3 onlinechannel06.php: Normal depth in a partially full circular culvert Formulas θ = 2 cos 1[1 2(y/D)] A = (D2/8) (θ sinθ) P = rθ R = A/P Q = (k/n) AR2/3S1/2 V = Q/A INPUT DATA: Select: SI units (metric) U.S. Customary units Pipe diameter D: .66 ft Discharge Q: .454 cfs Bottom slope S: .01 ft/ft Manning's n: .013 INTERMEDIATE CALCS: Constant k: 1.486 Flow area A: 0.141 ft2 Wetted perimeter P: 0.945 ft Hydraulic radius R: 0.149 ft Relative depth y/D: 0.431 Froude number [based on y]: 1.063 OUTPUT: Flow depth y: 0.284 ft Flow velocity V: 3.216 fps Calculate Reset Your request was processed at 05:47:59 pm on March 8th, 2016 [ 160308 17:47:59 ]. Calculated Depth Based on Proposed Peak Flow 3/8/2016 Nor mal depth in a par tially full circular culvert, Victor M iguel Ponce, San Diego State University http://onlinecalc.sdsu.edu/onlinechannel06.php 2/3 Thank you for running onlinechannel_06. Please call again. [140618] online calc normal depth critical depth normal and critical depth discharge in channel critical slope normal depth in culvert critical depth in culvert discharge in culvert discharge sluice discharge weir M1 wsprofile M2 wsprofile M3 wsprofile S1 wsprofile S2 wsprofile S3 wsprofile C1 wsprofile H2 wsprofile A2 wsprofile C3 wsprofile H3 wsprofile A3 wsprofile sequent depth HJ energy loss HJ initial sequent HJ efficiency HJ critical width constriction ogee spillway Hazen Williams parallel pipes three reservoirs tractive force Vnotch weir Vnotch partially contracted Cipolletti weir Rectangular weir Standard contracted rectangular weir Standard suppressed rectangular weir Froude number Vedernikov number Limiting contracting ratio Creager rational slopearea linear reservoir storage indication 1 storage indication 2 Muskingum Muskingum Cunge timearea Clark UH Cascade of linear reservoirs USGS Methods for magnitude of floods in California Kinematic wave applicability Diffusion wave applicability Clark's unit hydrography compared to Ponce's version Correlation coefficient of a joint probability distribution Storage volume of a detention basin Blaney Criddle Penman Penman Monteith reference crop Thornthwaite Priestley Taylor Penman Monteith ecosystems Gumbel Gumbel 2 Log Pearson Log Pearson 2 TR55 graphical curve number 3/8/2016 Nor mal depth in a par tially full circular culvert, Victor M iguel Ponce, San Diego State University http://onlinecalc.sdsu.edu/onlinechannel06.php 3/3 Overland flow using the diffusion wave method Dynamic hydraulic diffusivity convolution S hydrograph time of concentration water balance UH cascade dimensionless UH cascade general UH cascade series UH cascade all series UH cascade one predictor linear one predictor nonlinear two predictor linear two predictor nonlinear hyperbolic regression fall velocity Lane & Koelzer USLE USLE2 DendyBolton Shields Duboys MeyerPeter Colby 1957 Colby reservoir design life Equilibrium channel top width using the Lane et al. theory Modified Einstein Procedure bridge scour using Melville equation DO sag DO sag analysis Oxygenation Salinity (EC to TDS) 8 APPENDIX C INSITU MONITORING REPORT City of Chula Vista Flow Verification Report Chula Vista, CA January 13, 2016 – January 19, 2016 Final Report Submitted to: Kettler Leweck Engineering February 3, 2016 Letter of Transmittal ADSLLC February 3, 2016 Jacob Wittler, P.E., M.S. Project Manager Kettler Leweck Engineering 303 A Street, Suite 302 San Diego, CA 92101 SUBJECT: City of Chula Vista, Ca (3rd and K Street) Flow Verification Report Dear Mr. Wittler, ADS is pleased to submit the City of Chula Vista, CA Flow Verification Report. The site monitored was located at 3rd and K Street. The study was completed on behalf of Kettler Leweck Engineering. The metering was conducted for seven (7) days at one (1) location. The study period is January 13, 2016 - January 19, 2016. The report contains an hourly averaged depth, velocity, and quantity hydrograph as well as a daily long table for the metering period in pdf format. An Excel file containing depth, quantity, and velocity entities for the monitoring location in 5-minute format is also provided. In addition, we would be happy to further explain any details about the report that may seem unclear. Should you have any questions or comments, you may contact the Project Manager, Neil Volk at (858) 571-0045. Thank you for choosing ADS products and services to meet your flow monitoring needs. Sincerely, ADS ENVIRONMENTAL SERVICES Jackie Crutcher Data Manager, West Region 4820 Mercury Street, Suite C* San Diego, CA 92649*Phone: 858-571-0045 Page 1 of 14 Temporary Flow Monitoring.......................................................................................................................................2 City of Chula Vista CA - Flow Verification Report ...............................................................................................2 Locations ......................................................................................................................................................9 KSTREET...............................................................................................................................................9 Attachments...................................................................................................................................11 Graphs...........................................................................................................................................12 Tabular Reports.............................................................................................................................14 Table of Contents Page 2 of 14 Home Page Flow Verification Report January 13, 2016 - January 19, 2016 Prepared for: Jacob Wittler, P.E., M.S. Project Manager Kettler Leweck Engineering 303 A Street, Suite 302 San Diego, CA 92101 619-269-3444 ext. 104 Prepared by: ADS, LLC 4820 Mercury Street, Suite C San Diego, CA 92111 Page 3 of 14 Methodology Introduction Kettler Leweck Engineering entered into an agreement with ADS Environmental Services to conduct flow monitoring at (1) one metering point located at 3rd and K Street in the City of Chula Vista, CA. The study was conducted over a 7-day period. The objective of this study was to measure depth, velocity, and quantify flows. Data obtained will be used to determine flow capacity. Project Scope The scope of this study involved using a flow monitor to quantify wastewater flows at the designated location for the 7-day time period. Specifically, the study included the following key components. •Investigate the proposed flow-monitoring site for adequate hydraulic conditions. •Flow monitor installation. •Flow monitor confirmations and data collections. •Flow data analysis. Equipment installation was accomplished on January 12, 2016. The monitoring period began on January 13, 2016 and was completed on January 19, 2016 . Equipment and Methodology Flow Quantification Methods There are two main equations used to measure open channel flow: the Continuity Equation and the Manning Equation. The Continuity Equation, which is considered the most accurate, can be used if both depth of flow and velocity are available. In cases where velocity measurements are not available or not practical to obtain, the Manning Equation can be used to estimate velocity from the depth data based on certain physical characteristics of the pipe (i.e. the slope and roughness of the pipe being measured). However, the Manning equation assumes uniform, steady flow hydraulic conditions with non-varying roughness, which are typically invalid assumptions in most sanitary sewers. The Continuity Equation was used exclusively for this study. Continuity Equation The Continuity Equation states that the flow quantity (Q) is equal to the wetted area (A) multiplied by the average velocity (V) of the flow. Q = A * V This equation is applicable in a variety of conditions including backwater, surcharge, and reverse flow. Most modern flow monitoring equipment, including the ADS Models, measure both depth and velocity and therefore use the Continuity Equation to calculate flow quantities. Page 4 of 14 Flow Monitoring Equipment The monitor selected for this project was the ADS Model 3600-flow monitor. This flow monitor is an area velocity flow monitor that uses both the Continuity and Manning's equations to measure flow. The ADS Model 3600-flow monitor consists of data acquisition sensors and a battery- powered microcomputer. The microcomputer includes a processor unit, data storage, and an on-board clock to control and synchronize the sensor recordings. The monitor was programmed to acquire and store depth of flow and velocity readings at 5-minute intervals. Three types of data acquisition sensors are available for the ADS Model 3600-flow monitor. The primary depth measurement device is the ADS quad-redundant ultrasonic level sensor. This sensor uses four independent ultrasonic transceivers in pairs to measure the distance from the face of the transceiver housing to the water surface (air range) with up to four transceiver pairs, of the available ones, active at one time. The elapsed time between transmitting and receiving the ultrasonic waves is used to calculate the air range between the sensor and flow surface based on the speed of sound in air. Sensors in the transceiver housing measure temperature, which is used to compensate the ultrasonic signal travel time. The speed of sound will vary with temperature. Since the ultrasonic level sensor is mounted out of the flow, it creates no disturbance to normal flow patterns and does not affect site hydraulics. Redundant flow depth data can be provided by a pressure depth sensor, and is independent from the ultrasonic level sensor. This sensor uses a piezo-resistive crystal to determine the difference between hydrostatic and atmospheric pressure. The pressure sensor is temperature compensated and vented to the atmosphere through a desiccant filled breather tube. Pressure depth sensors are typically used in large size channels and applications where surcharging is anticipated. Its streamlined shape minimizes flow distortion. Velocity is measured using the ADS V-3 digital Doppler velocity sensor. This sensor measures velocity in the cross-sectional area of flow. An ultrasonic carrier is transmitted upstream into the flow, and is reflected by suspended particles, air bubbles, or organic matter with a frequency shift proportional to the velocity of the reflecting objects. The reflected signal is received by the sensor and processed using digital spectrum analysis to determine the peak flow velocity. Collected peak velocity information is filtered and processed using field confirmation information and proprietary software to determine the average velocity, which is used to calculate flow quantities. The sensor's small profile, measuring 1.5 inches by 1.15 inches by 0.50 inches thick, minimizes the affects on flow patterns and site hydraulics. Installation Installation of flow monitoring equipment typically proceeds in four steps. First, the site is investigated for safety and to determine physical and hydraulic suitability for the flow monitoring equipment. Second, the equipment is physically installed at the selected location. Third, the monitor is tested to assure proper operation of the velocity and depth of flow sensors and verify that the monitor clock is operational and synchronized to the master computer clock. Fourth, the depth and velocity sensors are confirmed and line confirmations are performed. A typical flow monitor installation is shown in Figure 2.1. Page 5 of 14 The installations depicted in Figures 2.1 are typical for circular or oval pipes up to approximately 104-inches in diameter or height. In installations into pipes 42-inches or less in diameter, depth and velocity sensors are mounted on an expandable stainless steel ring and installed one to two pipe diameters upstream of the pipe/manhole connection in the incoming sewer pipe. This reduces the affects of turbulence and backwater caused by the connection. In pipes larger than 42 inches in diameter, a special installation is made using two sections of the ring installed one to two feet upstream of the pipe/manhole connection; one bolted to the crown of the pipe for the depth sensor, and the other bolted to the bottom of the pipe (bolts are usually placed just above the water line) to hold the velocity sensor. Figure 2.1 Typical Installation Large Pipe ( > 42" Diameter) Small Pipe ( 8" to 42" Diameter) Data Collection, Confirmation, and Quality Assurance During the monitoring period, field crews visit each monitoring location to retrieve data, verify proper monitor operation, and document field conditions. The following quality assurance steps are taken to assure the integrity of the data collected: Page 6 of 14 •Measure Power Supply: The monitor is powered by a dry cell battery pack. Power levels are recorded and battery packs replaced, if necessary. A separate battery provides back-up power to memory, which allows the primary battery to be replaced without the loss of data. •Perform Pipe Line Confirmations and Confirm Depth and Velocity: Once equipment and sensor installation is accomplished, a member of the field crew descends into the manhole to perform a field measurement of flow rate, depth and velocity to confirm they are in agreement with the monitor. Since the ADS V-3 velocity sensor measures peak velocity in the wetted cross-sectional area of flow, velocity profiles are also taken to develop a relationship between peak and average velocity in lines that meet the hydraulic criteria. •Measure Silt Level: During site confirmation, a member of the field crew descends into the manhole and measures and records the depth of silt at the bottom of the pipe. This data is used to compute the true area of flow. •Confirm Monitor Synchronization: The field crew checks the flow monitor's clock for accuracy. •Upload and Review Data: Data collected by the monitor is uploaded and reviewed for comparison with previous data. All readings are checked for consistency and screened for deviations in the flow patterns, which indicate system anomalies or equipment failure. Data Analysis and Presentation Data Analysis A flow monitor is typically programmed to collect data at either 15-minute or 5-minute intervals throughout the monitoring period. The monitor stores raw data consisting of (1) the air range (distance from sensor to top of flow) for each active ultrasonic depth sensor pair and (2) the peak velocity. If the monitor is equipped with a pressure sensor, then a depth reading from this sensor may also be stored. When the field personnel collects the data, the air range is converted to depth data based on the pipe height and physical offset (distance from the top of the pipe to the surface of the ultrasonic sensor). The data is imported into ADS's proprietary software and is examined by a data analyst to verify its integrity. The data analyst also reviews the daily field reports and site visit records to identify conditions that would affect the collected data. Velocity profiles and the line confirmation data developed by the field personnel are reviewed by the data analyst to identify inconsistencies and verify data integrity. Velocity profiles are reviewed and an average to peak velocity ratio is calculated for the site (when applicable). This ratio is used in converting the peak velocity measured by the sensor to the average velocity used in the Continuity equation. The data analyst selects which ultrasonic pairs and/or depth sensor entity will be used to calculate the final depth information. Silt levels present at each site visit are reviewed and representative silt levels established. Selections for the above parameters can be constant or can change during the monitoring period. While the data analysis process is described in a linear manner, it often requires an iterative approach to accurately complete. Page 7 of 14 Data Presentation This type of flow monitoring project generates a large volume of data. To facilitate review of the data, results have been provided in graphical and tabular formats. The flow data is presented graphically in the form of scattergraphs and hydrographs. Hydrographs depict hourly average data for the period. Tables are provided in daily average format. These tables show the flow rate for each day, along with the daily minimum and maximums, the times they were observed, the total daily flow, and total flow for the month (or monitoring period). The following explanation of terms may aid in interpretation of the tables and hydrographs. DFINAL - Final calculated depth measurement (in inches) QFINAL - Final calculated flow rate (in MGD) VFINAL - Final calculated flow velocity (in feet per second) REPORT TOTAL - Total volume of flow recorded for the indicated time period (in MG) Page 8 of 14 Site Commentary Site Information KSTREET Pipe Dimensions 7.88 " Silt Level 0.00" Overview Site KSTREET functioned under normal conditions during the period Wednesday, January 13, 2016 to Tuesday, January 19, 2016 . No surcharge conditions were experienced at this location. Review of the scattergraph shows that this line is impacted by the buildup and shedding of debris. This is indicated by the two parallel data regimes exhibited by the scattergraph. Flow depth and velocity measurements recorded by the flow monitor are consistent with field confirmations conducted and support the relative accuracy of the flow monitor at this location. Observations Average flow depth, velocity, and quantity data observed during Wednesday, January 13, 2016 to Tuesday, January 19, 2016 , along with observed minimum and maximum data, are provided in the following table. The values presented are based on 5-minute data. In regards to depth, this site flows at approximately 47.3% full at its recorded hourly peak of 3.73 inches and approximately 36.0% full during the typical average depth of 2.84 inches. Observed Flow Conditions Item Depth (in) Velocity (ft/s) Quantity (MGD) Average 2.84 1.48 0.109 Minimum 1.35 0.71 0.027 Maximum 4.68 2.04 0.256 Time of Minimum 1/13/2016 04:50 1/18/2016 03:55 1/19/2016 03:50 Time of Maximum 1/19/2016 10:40 1/13/2016 06:05 1/19/2016 10:40 Data Quality Data uptime observed during the Wednesday, January 13, 2016 to the Tuesday, January 19, 2016 monitoring period is provided in the table below. Based upon the quality and consistency of the observed flow depth and velocity data, the Continuity equation was used to calculate flow rate and quantities during the monitoring period. Page 9 of 14 Percent Uptime Depth (in)100 Velocity (ft/s)100 Quantity (MGD)100 Page 10 of 14 ADS Site Report Quality Form FM Initials:Project Name:City / State: QF 675007 Rev A0 Effective Date 09/09/2003 Uncontrolled Copy Manhole Information:Investigation Information: Other Information: Additional Site Information / Comments: Site Name: Address / Location: Access: Map Page #: Pipe Height: Pipe Width: IP Address: Type of System: Sanitary Storm Combined Site Hydraulics: Date/Time of Investigation: Upstream Input: (L/S,P/S) Upstream Manhole: Downstream Manhole: Depth of Flow (Wet Dof): Range (Air Dof): Peak Velocity: Silt: Manhole Depth: Manhole Material / Condition: Distance From Manhole: Road Cut Length: Mini System Character: Access Pole #: Telephone Information: Trench Length: Pipe Material / Condition: +/- +/- Fps Inches Feet Feet Feet OtherIndustrialCommercialResidential Installation Information Sensors/ Devices: Installation Type: Surcharge Height: Rain Gauge Zone: Feet Backup Trunk Other WWTP Lift/ Pump Station DistanceNoYes? CVTEMP_2016 Chula Vista / CA 1/12/16 JG KSTREET X Monitor S/N:2092 N/A N/A 7.88" 7.88" N/A N/A Precast / Good PVC / Good 1/12/16 @ 4:45 AM 2.50 0.25 1.07 0.00 Standard installation 106 Ultra and 106 Velocity No Evidence of Surcharge ADS Site Location Site Map NAccess Map N Planar NCross Section Smooth straight flow Monitor Series:3600 Sensor Location N/A N/A N/A N/A N/A N/A DNI DNI x X 7.88" x 7.88" N/A Flow Dir. Intersection of K Street & Third Ave Drive FM Initials:Project Name:City / State: Investigation Information: Date Installed: Site Name: Address / Location: Access: Manhole #: Map Page #: Pipe Height: Pipe Width: IP Address: Type of System: Site Hydraulics: Date/Time of Investigation: Upstream Input: (L/S,P/S) Upstream Manhole: Downstream Manhole: Manhole Depth: Manhole Material / Condition: Distance From Manhole: Road Cut Length: Mini System Character: Access Pole #: Telephone Information: Trench Length: Pipe Material / Condition: Fps Inches Inches Feet Feet Feet OtherIndustrialCommercialResidential Monitor S/N: Site Map NAccess Map N Monitor Series: KSTREET x Page 11 of 14 Page 12 of 14 Page 13 of 14 Date Depth (in) Velocity (ft/s) Quantity (MGD - Total MG) Rain (in) Time Min Time Max Avg Time Min Time Max Avg Time Min Time Max Avg Total Total 1/13/2016 04:50 1.35 19:50 3.91 2.78 03:30 0.79 06:05 2.04 1.59 04:50 0.036 19:50 0.215 0.112 0.112 1/14/2016 01:45 1.73 14:40 3.89 2.74 02:20 1.08 08:00 2.02 1.62 02:20 0.039 14:10 0.215 0.114 0.114 1/15/2016 01:40 1.61 18:25 3.69 2.65 04:05 1.01 07:25 1.88 1.60 04:35 0.035 07:05 0.177 0.107 0.107 1/16/2016 03:25 1.38 10:50 4.14 2.78 03:45 0.98 11:20 2.02 1.55 03:25 0.028 10:50 0.223 0.112 0.112 1/17/2016 01:40 1.60 09:50 4.15 2.90 02:50 0.88 09:50 1.78 1.40 01:35 0.035 09:50 0.209 0.107 0.107 1/18/2016 03:55 2.00 19:45 4.14 3.07 03:55 0.71 19:40 1.85 1.35 03:55 0.031 19:45 0.204 0.112 0.112 1/19/2016 02:30 1.83 10:40 4.68 2.97 03:50 0.71 10:40 1.88 1.29 03:50 0.027 10:40 0.256 0.102 0.102 Daily Tabular Report Daily Tabular Report For The Period 1/13/2016 - 1/19/2016 KSTREET, Pipe Height: 7.88 in Depth (in) Velocity (ft/s) Quantity (MGD - Total MG) Avg Total 2.84 1.49 0.766 0.109 Report Summary For The Period 1/13/2016 - 1/19/2016 Page 14 of 14 9 APPENDIX D CITY OF CHULA VISTA DATA MH 4046 08-14-13 Flowlink 5 Date/Time Maximum Flow Rate (mgd) Maximum Level (in) Maximum Velocity (ft/s) 8/15/2013 1:00:00 AM 0.070 1.740 1.839 8/15/2013 2:00:00 AM 0.039 1.509 1.420 8/15/2013 3:00:00 AM 0.050 1.554 1.611 8/15/2013 4:00:00 AM 0.049 1.642 1.599 8/15/2013 5:00:00 AM 0.028 1.446 1.088 8/15/2013 6:00:00 AM 0.081 1.850 2.086 8/15/2013 7:00:00 AM 0.184 2.171 3.815 8/15/2013 8:00:00 AM 0.186 2.167 3.760 8/15/2013 9:00:00 AM 0.184 2.156 3.755 8/15/2013 10:00:00 AM 0.165 2.011 3.759 8/15/2013 11:00:00 AM 0.157 2.025 3.644 8/15/2013 12:00:00 PM 0.164 2.065 3.544 8/15/2013 1:00:00 PM 0.151 1.980 3.466 8/15/2013 2:00:00 PM 0.135 1.992 3.115 8/15/2013 3:00:00 PM 0.148 1.981 3.412 8/15/2013 4:00:00 PM 0.168 2.025 3.775 8/15/2013 5:00:00 PM 0.138 2.017 3.132 8/15/2013 6:00:00 PM 0.201 2.233 3.909 8/15/2013 7:00:00 PM 0.174 2.131 3.747 8/15/2013 8:00:00 PM 0.177 2.072 3.824 8/15/2013 9:00:00 PM 0.208 2.260 3.965 8/15/2013 10:00:00 PM 0.200 2.267 3.956 8/15/2013 11:00:00 PM 0.169 2.059 3.741 8/16/2013 12:00:00 AM 0.103 1.995 2.417 8/16/2013 1:00:00 AM 0.062 1.738 1.711 8/16/2013 2:00:00 AM 0.041 1.587 1.293 8/16/2013 3:00:00 AM 0.032 1.418 1.210 8/16/2013 4:00:00 AM 0.032 1.645 1.186 8/16/2013 5:00:00 AM 0.022 1.509 0.823 8/16/2013 6:00:00 AM 0.069 1.725 1.940 8/16/2013 7:00:00 AM 0.174 2.076 3.791 8/16/2013 8:00:00 AM 0.218 2.302 4.052 8/16/2013 9:00:00 AM 0.187 2.159 3.874 8/16/2013 10:00:00 AM 0.195 2.145 4.017 8/16/2013 11:00:00 AM 0.173 2.077 3.724 8/16/2013 12:00:00 PM 0.171 2.019 3.818 8/16/2013 1:00:00 PM 0.134 1.957 3.144 8/16/2013 2:00:00 PM 0.112 1.911 2.698 8/16/2013 3:00:00 PM 0.123 1.960 2.940 8/16/2013 4:00:00 PM 0.130 1.968 3.031 8/16/2013 5:00:00 PM 0.139 1.992 3.312 8/16/2013 6:00:00 PM 0.167 2.015 3.750 8/16/2013 7:00:00 PM 0.145 2.009 3.335 8/16/2013 8:00:00 PM 0.144 1.999 3.426 8/16/2013 9:00:00 PM 0.151 2.017 3.443 8/16/2013 10:00:00 PM 0.157 2.024 3.586 8/16/2013 11:00:00 PM 0.133 2.023 2.994 8/17/2013 12:00:00 AM 0.118 1.951 2.777 8/17/2013 1:00:00 AM 0.086 1.911 2.079 8/17/2013 2:00:00 AM 0.045 1.598 1.418 8/17/2013 3:00:00 AM 0.035 1.533 1.147 8/17/2013 4:00:00 AM 0.045 1.703 1.282 8/17/2013 5:00:00 AM 0.021 1.286 0.927 8/17/2013 6:00:00 AM 0.025 1.415 1.010 8/17/2013 7:00:00 AM 0.053 1.736 1.493 8/17/2013 8:00:00 AM 0.179 2.086 3.823 8/17/2013 9:00:00 AM 0.211 2.324 3.929 8/17/2013 10:00:00 AM 0.213 2.346 3.890 8/17/2013 11:00:00 AM 0.225 2.384 4.069 8/17/2013 12:00:00 PM 0.210 2.315 3.959 8/17/2013 1:00:00 PM 0.186 2.163 3.877 8/17/2013 2:00:00 PM 0.171 2.067 3.743 8/17/2013 3:00:00 PM 0.170 2.097 3.805 8/17/2013 4:00:00 PM 0.172 2.282 3.528 8/17/2013 5:00:00 PM 0.183 2.279 3.541 8/17/2013 6:00:00 PM 0.162 2.209 3.364 8/17/2013 7:00:00 PM 0.199 2.319 3.667 8/17/2013 8:00:00 PM 0.174 2.162 3.539 8/17/2013 9:00:00 PM 0.190 2.231 3.700 8/17/2013 10:00:00 PM 0.171 2.124 3.559 8/17/2013 11:00:00 PM 0.177 2.138 3.658 8/18/2013 12:00:00 AM 0.095 1.884 2.359 8/18/2013 1:00:00 AM 0.085 1.832 2.195 8/18/2013 2:00:00 AM 0.051 1.587 1.657 8/18/2013 3:00:00 AM 0.028 1.443 1.003 8/18/2013 4:00:00 AM 0.029 1.498 1.015 8/18/2013 5:00:00 AM 0.021 1.325 0.910 8/18/2013 6:00:00 AM 0.019 1.394 0.770 8/18/2013 7:00:00 AM 0.081 1.875 2.008 8/18/2013 8:00:00 AM 0.160 2.097 3.401 8/18/2013 9:00:00 AM 0.204 2.270 3.865 8/18/2013 10:00:00 AM 0.209 2.337 3.873 8/18/2013 11:00:00 AM 0.217 2.384 3.916 8/18/2013 12:00:00 PM 0.225 2.425 3.903 8/18/2013 1:00:00 PM 0.199 2.276 3.826 8/18/2013 2:00:00 PM 0.219 2.373 3.906 8/18/2013 3:00:00 PM 0.170 2.110 3.783 8/18/2013 4:00:00 PM 0.173 2.124 3.718 8/18/2013 5:00:00 PM 0.172 2.089 3.698 8/18/2013 6:00:00 PM 0.184 2.104 3.891 8/18/2013 7:00:00 PM 0.194 2.225 3.852 8/18/2013 8:00:00 PM 0.197 2.209 4.016 8/18/2013 9:00:00 PM 0.219 2.354 4.023 8/18/2013 10:00:00 PM 0.230 2.381 4.085 8/18/2013 11:00:00 PM 0.153 2.104 3.314 8/19/2013 12:00:00 AM 0.134 2.121 2.869 8/19/2013 1:00:00 AM 0.064 1.841 1.642 8/19/2013 2:00:00 AM 0.024 1.519 0.806 8/19/2013 3:00:00 AM 0.018 1.314 0.746 8/19/2013 4:00:00 AM 0.016 1.332 0.663 8/19/2013 5:00:00 AM 0.023 1.468 0.806 8/19/2013 6:00:00 AM 0.059 1.721 1.727 8/19/2013 7:00:00 AM 0.199 2.224 3.886 8/19/2013 8:00:00 AM 0.183 2.154 3.780 8/19/2013 9:00:00 AM 0.171 2.055 3.762 8/19/2013 10:00:00 AM 0.173 2.072 3.730 8/19/2013 11:00:00 AM 0.163 2.042 3.581 8/19/2013 12:00:00 PM 0.152 2.031 3.447 8/19/2013 1:00:00 PM 0.155 2.016 3.525 8/19/2013 2:00:00 PM 0.135 2.010 3.142 8/19/2013 3:00:00 PM 0.136 2.068 3.005 8/19/2013 4:00:00 PM 0.107 1.958 2.651 8/19/2013 5:00:00 PM 0.159 2.063 3.462 8/19/2013 6:00:00 PM 0.181 2.145 3.767 8/19/2013 7:00:00 PM 0.196 2.206 3.874 8/19/2013 8:00:00 PM 0.192 2.233 3.784 8/19/2013 9:00:00 PM 0.202 2.291 4.003 8/19/2013 10:00:00 PM 0.197 2.204 3.960 8/19/2013 11:00:00 PM 0.156 2.120 3.328 8/20/2013 12:00:00 AM 0.107 1.963 2.524 Maximum Flow Rate 0.230 (mgd) Maximum Level 2.425 (in) Maximum Velocity 4.085 (ft/s) L R T - S O U T H L I N E §¨¦I-5 SB §¨¦I-5 NB J S T L S T H S T 4 T H A V 3 R D A V G S T H I L L T O P D R B R O A D W A Y 2 N D A V BAY BLVD N A P L E S S T I N T E R S T A T E 5 E J S T E L S T E N A P L E S S T E H S T I N D U S T R I A L B L V D INTERSTATE 805 Prepared By: TWeinman Projection Information: Name: NAD 1983 StatePlane California VI FIPS 0406 Feet Datum: North American 1983 File: J:\Engineer\SEWER\GIS\Maps\3rd and K St.mgd E 3rd and K st 11/25/2 015 Legend Downstr...Lines UpstreamBasin WW_JU... WW_MAIN APPENDIX D REFERENCE MATERIAL L R T - S O U T H L I N E §¨¦I-5 SB §¨¦I-5 NB J S T L S T H S T 4 T H A V 3 R D A V G S T H I L L T O P D R B R O A D W A Y 2 N D A V BAY BLVD N A P L E S S T I N T E R S T A T E 5 E J S T E L S T E N A P L E S S T E H S T I N D U S T R I A L B L V D INTERSTATE 805 Prepared By: TWeinman Projection Information: Name: NAD 1983 StatePlane California VI FIPS 0406 Feet Datum: North American 1983 File: J:\Engineer\SEWER\GIS\Maps\3rd and K St.mgd E 3rd and K st 11/25/2 015 Legend Downstr...Lines UpstreamBasin WW_JU... WW_MAIN