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32879 (3)�� � �� a uiinuini_� PRELIMINARY HYDROLOGY REPORT For Property Located In a portion of Section 15, T6S., R7E., SBM La Quinta, California . Grigin Ranch Tract Map No. 32879 October 8, 2004 Prepared for: Trans West Housing 47120 Dune Palms Road, Suite C La Quinta, CA 92253 -2051 XV 1721 MSA CONSULTING, INC. hLAJMRO, SMITH & ASSOCIATES, INC. Pummo ■ Civn,. ENonammo ■ LAID SuRvaywo 34200 BoB Hope DRm ■ RANCHO MAACoa ■ CA 92270 'imEmom (760) 320 -9811 ■ FAx (760) 323 -7893 f •' I tf uiI 1 {...:.' .. .tr% .. � - ". •i 1�. Sri � -_ rf:'ItJ :� PR�ELIMIN�4RY HYDROLOGY REPORT For Property Located In a portion of Section 15, T6S., RM, SBM La Quinta, California Grigin Ranch Tract Map No. 32879 October 8, 2004 Prepared for: Trans West Housing 47120 Dune Palms Road, Suite C La Quinta, CA 92253 -2051 JN 1721 MSA CONSULTING, INC. MA mm. Swra & AssoaAm% INc. o . cw. Bxanasm . Lmw smvEma 34200 BoH Hom DRm ■ Rmcso Mhum ■ CA 92270 T mmmom (760) 320-M ■. FAx (760) 323 -7893 • Project Description Griffin Ranch (Tentative Tract 32879) is located south of Avenue 54 and east of Madison Street in the city of La Quinta, California, and consists of approximately 193 acres providing 303 single - family residential lots (see Vicinity Map). Existing Conditions Flood Rate Map: The project area is covered by FIRM Panel Number 060245 2300 B, revised March 22, 1983, which shows that the project area lies within Zone C, indicating the area is subject to minimal flooding (see attached FEMA map). Off -Site: The crowns and side swales of the existing Avenue 54 and Madison Street channel off -site storm runoff away from entering the project site. This off -site runoff originates further west and north on these streets and continues flowing eastward and southward beyond the project site. On -Site: The site is relatively flat and slopes gradually toward the southeast with storm runoff generally characterized as sheet flow. The existing soil falls into two hydrologic soil groups, as defined in the 1978 Riverside County Flood Control & Water Conservation District (RCFC &WCD) Hydrology Manual, referencing Soil Conservation Service designations. The majority of the site is categorized as Group B, with a portion of the northwest corner of the site designated as Group A (see Hydrology Map). Flood Control Requirements The drainage of this project site falls under the jurisdiction of the City of La Quinta. The project design shall provide for the capture and storage of all storm runoff generated on -site or passing through the site in a 100 -year storm, as well as that generated in the adjacent street frontages of Avenue 54 and Madison Street. Proposed Hydrology and Flood Control Improvements On -site storm runoff will be conveyed in the streets and captured by catch basins to be carried via underground storm drains to retention basins, as shown on the attached Hydrology Map. The size and configuration of the basins will be sufficient to store the entirety of the 100 -year storm runoff volume. Similarly, curb - opening catch basins in Avenue 54 and Madison Street will intercept the storm runoff generated in the adjacent street frontages for conveyance via swales and storm drain pipes to the retention basins. Run -Off Analysis The Synthetic Unit Hydrograph, Shortcut Method, as prescribed in the RCFC &WCD Hydrology Manual, was used to determine the runoff volumes created from the proposed improvements in a 100 -year storm event. The 3 -hour, 6 -hour and 24 -hour storms were analyzed, with the 24 -hour storm producing the maximum runoff. The data used in the Synthetic Unit Hydrograph calculations are as follows: Soil Group: A & B, AMC -II Runoff Index Number: Soil Group A: 32 (Urban cover — Residential) • Soil Group B: 56 (Urban cover — Residential) L' LJ • Infiltration Rate (FP): Impervious Area (A) Constant Loss Rate (F): Low Loss Rate Storm Frequency: Total Adjusted Rainfall: Soil Group A: 0.74 in /hr - 0.9(20 %)] Soil Group B: 0.51 in /hr - 0.9(40 %)] Single - Family Residential: - 0.9(50 %)] 40,000 square foot lots: 20% 20,000 square foot lots: 40% 10,000 square foot lots: 50% Retention Basin Areas: 10% Offsite Street Areas: 60% Commercial Areas: 90% Soil Group A: SFR -40k: SFR -20k: SFR -10k: Retention: Offsite Street: Commercial: Soil Group B: SFR -40k: SFR -20k: SFR -10k: Retention: Offsite Street: Commercial: 0.74[1 - 0.9(20 %)] 0.74[1 - 0.9(40 %)] 0.74[1 - 0.9(50 %)] 0.74[1 - 0.9(10 %)] 0.74[1 - 0.9(60 %)] 0.74[1 - 0.9(90 %)] 0.51[1-0.9(20%)] 0.900" 0.51[1-0.9(40%)] 85% 0.51[1-0.9(50%)] 85% 0.51[1 - 0.9(10 %)] 0.51[1-0.9(60%)] 90% 0.51[1-0.9(90%)] 42% Single - Family Residential: 0.900" 40,000 square foot lots: 85% 20,000 square foot lots: 85% 10,000 square foot lots: 85% Retention Basin Areas: 90% Offsite Street Areas: 42% Commercial Areas: 18% 100-Year 0.857' 24 -Hour: 6.0 inches 3.480" 6 -Hour: 3.0 inches 1.701" 3 -Hour: 2.5 inches 4.920" Results and Conclusions = 0.61 in /hr = 0.47 in /hr = 0.41 in /hr = 0.67 in /hr = 0.34 in /hr = 0.14 in /hr = 0.42 in /hr = 0.33 in /hr = 0.28 in /hr = 0.46 in /hr = 0.23 in /hr = 0.10 in /hr The Synthetic Unit Hydrograph analysis yielded the following values of effective rain for the project site: 24 -Hour 6 -Hour 3 -Hour Soil Group A: SFR -40k: 0.900" 0.853" 0.979" SFR -20k: 1.153" 1.050" 1.194" SFR -10k: 1.364" 1.163" 1.314" Retention: 0.600" 0.697' 0.857' Offsite Street: 3.480" 1.898" 1.701" Commercial: 4.920" 2.533" 2.164" Soil Group B: SFR -40k: 1.316" 1.143" 1.289" • SFR -20k: 1.834" 1.336" 1.514" SFR -10k: 2.225" 1.481" 1.660" Retention: 0.980" 1.003" 1.186" Offsite Street: 3.612" 2.041" 1.859" Commercial: 4.972" 2.586" 2.223" The Synthetic Unit Hydrograph Hydrology Map illustrates the storm runoff volume of the tributary areas and the storage capacities of the proposed retention basins. As the map indicates, the capacities of the retention basins are sufficient to store the entirety of the 100 -year storm volumes of their respective tributary areas. It is therefore concluded that the proposed development of the Griffin Ranch development, Tentative Tract 32879, meets the hydrologic requirements set forth by the City of La Quinta. is • • • 0 VICINITY MAP SS '3AV 'STN d` VY AiINIOIA D 0AI8 id0d&V ° N j z O 0 z m O z N DO mN m m -V9 3nN3AV V) M m CS 3nN3AV ZS 3nN3AV OS 3nN3AV L9 3nN3AV 6t, inN3AV �yd °1• 0' 111 kVMHOIH D m z 0 o m O O z z C- m m m m m U) O z L m m • • • • 0 SYNTHETIC UNIT HYDROGRAPH SHORTCUT METHOD CALCULATIONS • • • R C F C & W C D "SHORTCUT METHOD" Project 1721 Res. Areas - 40k sf Lots - Soil Group A HYDROLOGY SYNTHETIC UNIT HYDROGRAPH METHOD Net rain 100 yr. 24 hr. MANUAL Unit Hydrograph and Effective Rain By JAD Date Calculation Form Checked Date Sheet 1 of 1 [11 CONCENTRATION POINT 0.000 [3) DRAINAGE AREASQ ACRES 1.000 [5] UNIT TIME - MINUTES 60.000 [7] UNIT TIME - PERCENT OF LAG (100'[51/[61) 0.000 [91 STORM FREQUENCY & DURATION 100 YEAR- 24 HOUR [111 VARIABLE LOSS RATE (AVG )-INCHES /HOUR 0.000 (131 CONSTANT LOSS RATE- INCHES /HOUR 0.610 [21 AREA DESIGNATION [4] ULTIMATE DISCHARGE - CFS - HRS /IN (645'[3]) 0.000 [6] LAG TIME- MINUTES 0.000 [8] S -CURVE 0.000 [10] TOTAL ADJUSTED STORM RAIN- INCHES 6.000 [121 MINIMUM LOSS RATE (FOR VAR. LOSS)-IN/HR 0.000 [141 LOW LOSS RATE- PERCENT 85.000 UNIT HYDROGRAPH EFFECTIVE RAIN FLOOD HYDROGRAPH 1151 UNIT TIME PERIOD M HR 1161 TIME PERCENT OF LAG [7]'[151 1171 CUMULATIVE AVERAGE PERCENT OF ULTIMATE DISCHARGE (S- GRAPH) 1161 DISTRIB GRAPH PERCENT [17]nr[17]nrt [171 UNIT HYDROGRAP CFS - HRS /IN [411181 100.000 [20) PATTERN PERCENT (PL E -5.9) [211 STORM RAIN IN/HR 60[101[201 100[5] [22] LOSS RATE IN/HR [23] EFFECTIVE RAIN IN/HR [211 -[221 [241 FLOW CFS MAX LOW 1.000 1.200 0.072 0.610 0.061 0.011 0.011 2.000 1.300 0.078 0.610 0.066 0.012 0.012 3.000 1.800 0.108 0.610 0.092 0.016 0.016 4.000 2.100 0.126 0.610 0.107 0.019 0.019 5.000 2.800 0.168 0.610 0.143 0.025 0.025 6.000 2.900 0.174 0.610 0.148 0.026 0.026 7.000 3.800 0.228 0.610 0.194 0.034 0.034 8.000 4.600 0.276 0.610 0.235 0.041 0.042 9.000 6.300 0.378 0.610 0.321 0.057 0.057 10.000 8.200 0.492 0.610 0.418 0.074 0.074 11.000 7.000 0.420 0.610 0.357 0.063 0.064 12.000 7.300 0.438 0.610 0.372 0.066 0.066 13.000 10.800 0.648 0.610 0.551 0.097 0.098 14.000 11.400 0.684 0.610 0.581 0.103 0.103 15.000 10.400 0.624 0.610 0.530 0.094 0.094 16.000 8.500 0.510 0.610 0.434 0.077 0.077 17.000 1.400 0.084 0.610 0.071 0.013 0.013 18.000 1.900 0.114 0.610 0.097 0.017 0.017 19.000 1.300 0.078 0.610 0.066 0.012 0.012 20.000 1.200 0.072 0.610 0.061 0.011 0.011 21.000 1.100 0.066 0.610 0.056 0.010 0.010 22.000 1.000 0.060 0.610 0.051 0.009 0.009 23.000 0.900 0.054 0.610 0.046 0.008 0.008 24.000 0.800 0.0481 0.610 0.041 0.007 0.007 TOTALS 100.0001 0.900 0.607 EFFECTIVE RAIN = 0.900 INCHES • s R C F C & W C D HYDROLOGY MANUAL "SHORTCUT METHOD" Project 1721 Res. Areas - 20k sf Lots - Soil Group A SYNTHETIC UNIT HYDROGRAPH METHOD Net rain 100 yr. 24 hr. Unit Hydrograph and Effective Rain By JAD Date Calculation Form Checked Date Sheet 1 of 1 [t] CONCENTRATION POINT 0.000 [31 DRAINAGE AREA -SQ ACRES 1.000 151 UNIT TIME - MINUTES 60.000 [71 UNIT TIME - PERCENT OF LAG (100'[51/[61) 0.000 191 STORM FREQUENCY & DURATION 100 YEAR- 24 HOUR [11] VARIABLE LOSS RATE (AVG )-INCHES /HOUR 0.000 (131 CONSTANT LOSS RATE- INCHES /HOUR 0.470 [2) AREA DESIGNATION [4) ULTIMATE DISCHARGE - CFS - HRS /IN (645'[3]) 0.000 [6) LAG TIME - MINUTES 0.000 [8) S -CURVE 0.000 [101 TOTAL ADJUSTED STORM RAIN- INCHES 6.000 [121 MINIMUM LOSS RATE (FOR VAR. LOSS}IN/HR 0.000 [141 LOW LOSS RATE- PERCENT 85.000 UNIT HYDROGRAPH EFFECTIVE RAIN FLOOD HYDROGRAPH [15] UNIT TIME PERIOD M HR [161 TIME PERCENT OF LAG [71•[151 [171 CUMULATIVE AVERAGE PERCENT OF ULTIMATE DISCHARGE (S- GRAPH) [161 DISTRIB GRAPH PERCENT [17]m- [171m -1 [171 UNIT HYDROGRAPH CFS - HRS /IN r41'1181 100.000 [20] PATTERN PERCENT (PL E -5.9) 1211 STORM RAIN IN/HR 601r ou201 100[51 [221 LOSS RATE IN/HR [231 EFFECTIVE RAIN IN/HR [211-[221 1241 FLOW CFS MAX LOW 1.000 1.200 0.072 0.470 0.061 0.011 0.011 2.000 1.300 0.078 0.470 0.066 0.012 0.012 3.000 1.800 0.108 0.470 0.092 0.016 0.016 4.000 2.100 0.126 0.470 0.107 0.019 0.019 5.000 2.800 0.168 0.470 0.143 0.025 0.025 6.000 2.900 0.174 0.470 0.148 0.026 0.026 7.000 3.800 0.228 0.470 0.194 0.034 0.034 8.000 4.600 0.276 0.470 0.235 0.041 0.042 9.000 6.300 0.378 0.470 0.321 0.057 0.057 10.000 8.200 0.492 0.470 0.418 0.074 0.074 11.000 7.000 0.420 0.470 0.357 0.063 0.064 12.000 7.300 0.438 0.470 0.372 0.066 0.066 13.000 10.800 0.648 0.470 0.551 0.178 0.179 14.000 11.400 0.684 0.470 0.581 0.214 0.216 15.000 10.400 0.624 0.470 0.530 0.154 0.155 16.000 8.500 0.510 0.470 0.434 0.077 0.077 17.000 1.400 0.084 0.470 0.071 0.013 0.013 18.000 1.900 0.114 0.470 0.097 0.017 0.017 19.000 1.300 0.078 0.470 0.066 0.012 0.012 20.000 1.200 0.072 0.470 0.061 0.011 0.011 21.000 1.100 0.066 0.470 0.056 0.010 0.010 22.000 1.000 0.060 0.470 0.051 0.009 0.009 23.000 0.900 0.054 0.470 0.046 0.008 0.008 24.000 0.800 0.048 0.470 0.041 0.007 0.007 TOTALS 100.000 1.1531 1.162 • EFFECTIVE RAIN= 1.153 INCHES f R C F C & W C D "SHORTCUT METHOD' Project 1721 Res. Areas - 10k sf Lots - Soil Group A HYDROLOGY SYNTHETIC UNIT HYDROGRAPH METHOD Net rain 100 yr. 24 hr. MANUAL Unit Hydrograph and Effective Rain By JAD Date Calculation Form Checked Date Sheet 1 of 1 [11 CONCENTRATION POINT 0.000 121 [31 DRAINAGE AREA -SO ACRES 1.000 [4) [5] UNIT TIME - MINUTES 60.000 [61 [71 UNIT TIME - PERCENT OF LAG (100'[5y[61) 0.000 [8) 191 STORM FREQUENCY & DURATION 100 YEAR- 24 HOUR [101 131 VARIABLE LOSS RATE (AVG }INCHES /HOUR 0.000 CONSTANT LOSS RATE- INCHES /HOUR 0.410 AREA DESIGNATION ULTIMATE DISCHARGE - CFS - HRS /IN (645'[31) 0.000 LAG TIME- MINUTES 0.000 S -CURVE 0.000 TOTAL ADJUSTED STORM RAIN- INCHES 6.000 [121 MINIMUM LOSS RATE (FOR VAR. LOSS}IN/HR 0.000 14 LOW LOSS RATE- PERCENT 85.000 r UNIT HYDROGRAPH EFFECTIVE RAIN FLOOD HYDROGRAPH [151 U NIT TIME PERIOD M HR [161 TIME PERCENT OF LAG [71'[151 [17] CUMULATIVE AVERAGE PERCENT OF ULTIMATE DISCHARGE (S- GRAPH) [161 DISTRIB GRAPH PERCENT [17]rn- [17]nr1 [171 UNIT HYDROGRAPH CFS - HRS /IN 4.18 100.000 [201 PATTERN PERCENT (PL E -5.9) [211 STORM RAIN IN/HR 601`101[2011 100[51 122] LOSS RATE IN/HR [231 EFFECTIVE RAIN IN/HR [211 -[221 [241 FLOW CFS MAX LOW 1,000 1.200 0.072 0.410 0.061 0.0111 0.011 2,000 1.300 0.078 0.410 0.066 0.012 0.012 3.000 1.800 0.108 0.410 0.092 0.016 0.016 4.000 2.100 0.126 0.410 0.107 0.019 0.019 5.000 2.800 0.168 0.410 0.143 0.025 0.025 6,000 2.900 0.174 0.410 0.148 0.026 0.026 7,000 3.800 0.228 0.410 0.194 0.034 0.034 8,000 4.600 0.276 0.410 0.235 0.041 0.042 9,000 6.300 0.378 0.410 0.321 0.057 0.057 10.000 8.200 0.492 0.410 0.418 0.082 0.083 11,000 7.000 0.420 0.410 0.357 0.063 0.064 12,000 7.300 0.438 0.410 0.372 0.066 0.066 13.000 10.800 0.648 0.410 0.551 0.238 0.240 14,000 11.400 0.684 0.410 0.581 0.274 0.276 15,000 10.400 0.624 0.410 0.530 0.214 0.216 16.000 8.500 0.510 0.410 0.434 0.100 0.101 17,000 1.400 0.084 0.410 0.071 0.013 0.013 18.000 1.900 0.114 0.410 0.097 0.017 0.017 19.000 1.300 0.078 0.410 0:066 0.012 0.012 20.000 1.200 0.072 0.410 0.061 0.0111111 0.011 21.000 1.100 0.066 0.410 0.056 0.010 0.010 22.000 1.000 0.060 0.410 0.051 0.009 0.009 23.000 0.900 0.054 0.410 0.046 0.008 0.008 24.000 0.800 0.048 0.410 0.041 0.007 0.007 TOTALS 100.0001 1 1 1 1.364 1.376 • • R C F C & W C D "SHORTCUT METHOD" HYDROLOGY SYNTHETIC UNIT HYDROGRAPH METHOD MANUAL Unit Hydrograph and Effective Rain Calculation Form Project 1721 Retention Areas - Soil Group A Net rain 100 yr. 24 hr. Sheet 1 of 1 By JAD Date Checked Date [1] CONCENTRATION POINT 0.000 [31 DRAINAGE AREA -SO ACRES 1.000 [5] UNIT TIME - MINUTES 60.000 (71 UNIT TIME - PERCENT OF LAG (100'(51/[61) 0.000 [9] STORM FREQUENCY & DURATION 100 YEAR- 24 HOUR [11] VARIABLE LOSS RATE (AVG}INCHES/HOUR 0.000 [131 CONSTANT LOSS RATE- INCHES /HOUR 0.670[141 [2) AREA DESIGNATION [41 ULTIMATE DISCHARGE - CFS - HRS /IN (645'[31) 0.000 [6] LAG TIME - MINUTES 0.000 [8] S -CURVE 0.000 [10] TOTAL ADJUSTED STORM RAIN- INCHES 6.000 [121 MINIMUM LOSS RATE (FOR VAR. LOSS)-IN/HR 0.000 LOW LOSS RATE - PERCENT 90.000 UNIT HYDROGRAPH EFFECTIVE RAIN FLOOD HYDROGRAPH [151 UNIT TIME PERIOD M HR [161 TIME PERCENT OF LAG [71'1151 1171 CUMULATIVE AVERAGE PERCENT OF ULTIMATE DISCHARGE (S- GRAPH) [16] DISTRIB GRAPH PERCENT [171nr[17]nr1 [17] UNIT HYDROGRAPH CFS - HRS /IN 4.1 100.000 [201 PATTERN PERCENT (PL E -5.9) [211 STORM RAIN IN/HR 6011011201 100[51 [22] LOSS RATE IN/HR [231 EFFECTIVE RAIN IN/HR [211 -[221 1241 FLOW CFS MAX LOW 1.000 1.200 0.072 0.670 0.065 0.007 0.007 2•000 1.300 0.078 0.670 0.070 0.008 0.008 3.000 1.800 0.108 0.670 0.097 0.011 0.011 4•000 2.100 0.126 0.670 0.113 0.013 0.013 5.000 2.800 0.168 0.670 0.151 0.017 0.017 6.000 2.900 0.174 0.6701 0.157 0.017 0.018 7.000 3.800 0.228 0.670 0.205 0.023 0.023 8.000 4.600 0.276 0.670 0.248 0.028 0.028 9•000 6.300 0.378 0.670 0.340 0.038 0.038 10.000 8.200 0.492 0.670 0.443 0.049 0.050 11.000 7.000 0.420 0.670 0.378 0.042 0.042 12.000 7.300 0.438 0.670 0.394 0.044 0.044 13.000 10.800 0.648 0.670 0.583 0.065 0.065 14.000 11.4001 0.684 0.670 0.616 0.068 0.069 15.000 10.4001 0.624 0.670 0.562 0.062 0.063 16.000 8.5001 0.510 0.670 0.459 0.051 0.051 17.000 1.400 0.084 0.670 0.076 0.008 0.008 18.000 1.900 0.114 0.670 0.103 0.011 0.011 19.000 1.300 0.078 0.670 0.070 0.008 0.008 20.000 1.200 0.072 0.670 0.065 0.007 0.007 21.000 1.100 0.066 0.670 0.059 0.007 0.007 22.000 1.000 0.060 0.670 0.054 0.006 0.006 23.000 0.900 0.054 0.670 0.049 0.005 0.005 24.000 0.800 0.048 0.670 0.043 0.005 0.005 TOTALS 100.0001 0.6001 0.605 0 EFFECTIVE RAIN= 0.600 INCHES • • R C F C & W C D HYDROLOGY MANUAL "SHORTCUT METHOD" Project 1721 Offsite Street Areas - Soil Group A SYNTHETIC UNIT HYDROGRAPH METHOD Net rain 100 yr. 24 hr. Unit Hydrograph and Effective Rain By JAD Date Calculation Form Checked Date Sheet 1 of 1 [1] CONCENTRATION POINT 0.000 [31 DRAINAGE AREA -SO ACRES 1.000 (5] UNIT TIME - MINUTES 60.000 (7) UNIT TIME - PERCENT OF LAG (100•[5]/[6]) 0.000 (9] STORM FREQUENCY 8 DURATION 100 YEAR- 24 HOUR [11] VARIABLE LOSS RATE (AVG }INCHES /HOUR 0.000 [131 CONSTANT LOSS RATE- INCHES /HOUR 0.340 [2] AREA DESIGNATION [4] ULTIMATE DISCHARGE - CFS - HRS /IN (645'[3]) 0.000 [6] LAG TIME - MINUTES 0.000 18] S -CURVE 0.000 [10] TOTAL ADJUSTED STORM RAIN- INCHES 6.000 (12] MINIMUM LOSS RATE (FOR VAR. LOSS) IWHR 0.000 [141 LOW LOSS RATE- PERCENT 42.000 (151 UNIT TIME PERIOD M HR UNIT HYDROGRAPH 1161 (171 [16] 1171 TIME CUMULATIVE DISTRIB UNIT PERCENT AVERAGE GRAPH HYDROGRAPH OF LAG PERCENT OF PERCENT CFS - HRS /IN (71'(151 ULTIMATE [17]rr- [17]rn-1 [411181 DISCHARGE 100.000 (S- GRAPH) EFFECTIVE RAIN [201 [21] (221 (23] PATTERN STORM LOSS EFFECTIVE PERCENT RAIN RATE RAIN (PL E -5.9) IWHR IN/HR IN/HR 601_1 011201 [211-122] 100[51 MAX LOW FLOOD HYDROGRAPH (24] FLOW CFS 1.000 2.000 3.000 4.000 5.000 7.000 7.000 8.000 9.000 10.000 11.000 12.000 13.000 14.000 15.000 16.000 17.000 18.000 19.000 20.000 21.000 22.000 23.000 24.000 1.200 1.300 1.800 2.100 2.800 2.900 3.800 4.600 6.300 8.200 7.000 7.300 10.800 11.400 10.400 8.500 1.400 1.900 1.300 1.200 1.100 1.000 0.900 0.800 0.072 0.078 0.108 0.128 0.168 0.174 0.228 0.276 0.378 0.492 0.420 0.438 0.648 0.684 0.624 0.510 0.084 0.114 0.078 0.072 0.066 0.060 0.054 0.048 0.340 0.340 0.340 0.340 0.340 0.340 0.340 0.340 0.340 0.340 0.340 0.340 0.340 0.340 0.340 0.340 0.340 0.340 0.340 0.340 0.340 0.340 0.340 0.340 0.030 0.033 0.045 0.053 0.071 0.073 0.096 0.116 0.159 0.207 0.176 0.184 0.272 0.287 0.262 0.214 0.035 0.048 0.033 0.030 0.028 0.025 0.023 0.020 0.042 0.045 0.063 0.073 0.097 0.101 0.132 0.160 0.219 0.285 0.244 0.254 0.376 0.397 0.362 0.296 0.049 0.066 0.045 0.0421 0.042 0.046 0.063 0.074 0.098 0.102 0.133 0.161 0.221 0.288 0.246 0.256 0.379 0.400 0.365 0.298 0.049 0.067 0.046 0.042 0.0381 0.035 0.031 0.039 0.035 0.032 0.028 0.028 TOTALS 100.000 3.480 3.509 EFFECTIVE RAIN = 3.480 INCHES • 0 0 EFFECTIVE RAIN = R C F C & W C D "SHORTCUT METHOD" Project 1721 Commercial Areas - Soil Group A Sheet 1 of 1 HYDROLOGY SYNTHETIC UNIT HYDROGRAPH METHOD Net rain 100 yr. 24 hr. MANUAL Unit Hydrograph and Effective Rain By JAD Date Calculation Form Checked Date [1) CONCENTRATION POINT 0.000 121 AREA DESIGNATION [3) DRAINAGE AREA -SO ACRES 1.000 [4] ULTIMATE DISCHARGE - CFS - HRS /IN (645'[3]) 0.000 [5] UNIT TIME - MINUTES 60.000 [6) LAG TIME - MINUTES 0.000 [7) UNIT TIME - PERCENT OF LAG (100'[5]46]) 0.000 [8] S -CURVE 0.000 [9] STORM FREQUENCY & DURATION 100 YEAR- 24 HOUR [101 TOTAL ADJUSTED STORM RAIN- INCHES 6.000 [11] VARIABLE LOSS RATE (AVG }INCHES /HOUR 0.000 [121 MINIMUM LOSS RATE (FOR VAR. LOSS}IN/HR 0.000 [131 CONSTANT LOSS RATE- INCHES /HOUR 0.140 [141 LOW LOSS RATE- PERCENT 18,000 UNIT HYDROGRAPH EFFECTIVE RAIN FLOOD [151 [161 [17] [161 [171 [20] [211 [22] [23] HYDROGRAPH [24] UNIT TIME CUMULATIVE DISTRIB UNIT PATTERN STORM LOSS EFFECTIVE FLOW TIME PERCENT AVERAGE GRAPH HYDROGRAPH PERCENT RAIN RATE RAIN CFS PERIOD OF LAG PERCENT OF PERCENT CFS - HRS /IN (PL E -5.9) IN/HR IN/HR IN/HR M [71'[151 ULTIMATE [17]rr-[17]m -1 W.[181 60[101[201 [21] -[22] DISCHARGE 100.000 100[5] HR (S- GRAPH) MAX LOW 1.000 2.000 1.200 0.072 0.140 0.013 0.059 0.060 3.000 1.300 0.078 0.140 0.014 0.064 0.064 4.000 1.800 0.108 0.140 0.019 0.089 0.089 5.000 2.100 0.126 0.140 0.023 0.103 0.104 8.000 2.800 0.168 0.140 0.030 0.138 0.139 7.000 2.900 0.174 0.140 0.031 0.143 0.144 8.000 3.800 0.228 0.140 0.041 0.187 0.189 9A00 4.600 0.276 0.140 0.050 0.226 0.228 10'000 6.300 0.378 0.140 0.068 0.310 0.313 11.000 8.200 0.492 6.140 0.089 0.403 0.407 12.000 7.000 0.420 0.140 0.076 0.344 0.347 13'000 7.300 0.438 0.140 0.079 0.359 0.362 14.000 10.800 0.648 0.1401 0.117 0.531 0.536 15'000 11.400 0.684 0.140 0.123 0.1 58 0.566 18.000 10.400 0.624 0.140 0.112 0.512 0.516 17'000 8.500 0.510 0.140 0.092 0.418 0.422 18'000 1.400 0.084 0.140 0.015 0.069 0.069 19.000 1.900 0.114 0.140 0.021 0.093 0.094 20.000 1.300 0.078 0.140 0.014 0.0641 0.064 21'000 1.200 0.072 0.140 0.013 0.059 0.060 22'000 1.100 0.066 0.140 0.012 0.054 0.055 23'000 1.000 0.060 0.140 0.011 0.049 0.050 24.000 0.900 0.054 0.140 0.010 0.044 0.045 0.800 0.048 0.140 0.009 0.039 0.040 N4.920 TOTALS 100.000 4.961 4.920 INCHES • s R C F C & W C D "SHORTCUT METHOD" Project 1721 Res. Areas - 40k sf Lots - Soil Group B HYDROLOGY SYNTHETIC UNIT HYDROGRAPH METHOD Net rain 100 yr. 24 hr. MANUAL Unit Hydrograph and Effective Rain By JAD Date Calculation Form Checked Date Sheet 1 of 1 [11 CONCENTRATION POINT 0.000 [31 DRAINAGE AREA -SO ACRES 1.000 [5] UNIT TIME - MINUTES 60.000 (7) UNIT TIME - PERCENT OF LAG (100'[5]46]) 0.000 [9] STORM FREQUENCY & DURATION 100 YEAR- 24 HOUR [111 VARIABLE LOSS RATE (AVG }INCHES /HOUR 0.000 [131 CONSTANT LOSS RATE- INCHES /HOUR 0.420 [2] AREA DESIGNATION [4] ULTIMATE DISCHARGE - CFS - HRS /IN (645'[3]) 0.000 [61 LAG TIME - MINUTES 0.000 [8) S -CURVE 0.000 [101 TOTAL ADJUSTED STORM RAIN- INCHES 6.000 [121 MINIMUM LOSS RATE (FOR VAR. LOSS}IN/HR 0.000 (141 LOW LOSS RATE- PERCENT 85.000 UNIT HYDROGRAPH EFFECTIVE RAIN FLOOD HYDROGRAPH [t51 UNIT TIME PERIOD m HR [161 TIME PERCENT OF LAG 17]•[151 [17) CUMULATIVE AVERAGE PERCENT OF ULTIMATE DISCHARGE (S- GRAPH) [161 DISTRIB GRAPH PERCENT [17]m{17]m -1 [171 UNIT HYDROGRAPH CFS - HRS /IN 1411181 100.000 [201 PATTERN PERCENT (PL E -5.9) [21) STORM RAIN IN/HR 6011 011201 100[51 [22] LOSS RATE IN/HR [23] EFFECTIVE RAIN IN/HR [211 -[221 [24] FLOW CFS MAX LOW 1.000 1.200 0.072 0.420 0.0611 0.011 0.011 2•000 1.300 0.078 0.420 0.066 0.012 0.012 3.000 1.800 0.108 0.420 0.092 0.016 0.016 4.000 2.100 0.126 0.420 0.107 0.019 0.019 5.000 2.800 0.168 0.420 0.143 0.025 0.025 6.000 2.900 0.174 0.420 0.148 0.026 0.026 7.000 3.800 0.228 0.420 0.194 0.0341 0.034 8.000 4.600 0.2761 0.420 0.235 0.041 0.042 9.000 6.300 0.378 0.420 0.321 0.057 0.057 10.000 8.200 92 0.40.420 0.418 0.074 0.074 11.000 7.000 0.420 0.420 0.357 0.063 0.064 12.000 7.300 0.438 0.420 0.372 0.066 0.066 13.000 10.800 0.648 0.420 0.551 0.228 0.230 14.000 11.400 0.684 0.420 0.581 0.264 0.266 15.000 16.000 17.000 10.400 8.500 1.400 0.624 0.510 0.084 0.420 0.420 0.420 0.530 0.434 0.071 0.204 0.090 0.013 0.206 0.091 0.013 18.000 19.000 20.000 21.000 22.000 23.000 24.000 1.900 1.300 1.200 1.100 1.000 0.900 0.800 " 0.114 0.078 0.072 0.068 0.060 0.054 0.048 0.420 0.420 0.420 0.420 0.420 0.420 0.420 0.097 0.066 0.061 0.056 0.051 0.04 0.041 0.017 0.012 0.011 0.010 0.009 00.008 0.007 0.017 0.012 0.011 0.010 0.009 0.008 0.007 TOTALS 100.000 1.3161 1.327 EFFECTIVE RAIN = 1.316 INCHES R C F C & W C D "SHORTCUT METHOD" Project 1721 Res. Areas - 20k sf Lots - Soil Group B Sheet 1 of 1 HYDROLOGY SYNTHETIC UNIT HYDROGRAPH METHOD Net rain 100 yr. 24 hr. MANUAL Unit Hydrograph and Effective Rain By JAD Date Calculation Form Checked Date [1) CONCENTRATION POINT 0.000'[2] AREA DESIGNATION •[3] DRAINAGE AREA -SO ACRES 1.000 [41 ULTIMATE DISCHARGE - CFS - HRS /IN (645'[3]) 0.000 [5] UNIT TIME - MINUTES 60.000 [6] LAG TIME - MINUTES [7] UNIT TIME - PERCENT OF LAG (100'[5]46]) 0.000 [81 S -CURVE 0.000 [91 STORM FREQUENCY & DURATION 100 YEAR- 24 HOUR [10] TOTAL ADJUSTED STORM RAIN- INCHES 6.000 [11] VARIABLE LOSS RATE (AVG)- INCHES /HOUR 0.000 [12] MINIMUM LOSS RATE (FOR VAR. LOSS)-IN/HR 8.000 11031 CONSTANT LOSS RATE- INCHES /HOUR 0.330 [14] LOW LOSS RATE -PERT r:MT 0.000 NIT Liu TME lit] CUMULATIVE 1161 DISTRIB 1171 UNIT [201 1.900 ; .200 0.114 0.072 0.330 0.330 u.a00.181 0.071 0.097 0.081 0.013 0017 0.011 PERCENT AVERAGE GRAPH HYDROGRAP PATTERN PERCENT STORM RAIN LOSS EFFTIME PERIOD OF LAG PERCENT OF PERCENT CFS- HRS /IN (PL E -5.9) IWHR RATE TVEF m [71'[15] ULTIMATE [17]m- [17Jrr1 4. 1 0 000 60 10 2 IWHR IDISCHARGE 101 100[5] [2 HR (S-GRAPH) 0 7. 1 • EFFECTIVE RAIN = 1.834 INCHES 1_8341 1 1.900 ; .200 0.114 0.072 0.330 0.330 u.a00.181 0.071 0.097 0.081 0.013 0017 0.011 0.013 0 0.011 K­­_ 1 • EFFECTIVE RAIN = 1.834 INCHES 1_8341 1 • • • EFFECTIVE RAIN = R C F C & W C D HYDROLOGY MANUAL "SHORTCUT METHOD" SYNTHETIC UNIT HYDROGRAPH METHOD Unit Hydrograph and Effective Rain Calculation Form Project 1721 Res. Areas - 10k sf Lots - Soil Group B Net rain 100 yr. 24 hr. Sheet 1 of 1 By Jam/ D Date Checked Date [1] CONCENTRATION POINT 0.000 [3] DRAINAGE AREA -SO ACRES 1.000 [5) UNIT TIME - MINUTES 60.000 [7] UNIT TIME - PERCENT OF LAG (100•[5]/[6]) 0.000 [9) STORM FREQUENCY & DURATION 100 YEAR- 24 HOUR [11] VARIABLE LOSS RATE (AVG }INCHES /HOUR 0.000 (131 CONSTANT LOSS RATE- INCHES /HOUR 0.280 (2] AREA DESIGNATION [4] ULTIMATE DISCHARGE - CFS - HRS /IN (645•[3]) 0.000 [8] LAG TIME - MINUTES 0.000 [8] S -CURVE 0.000 [10] TOTAL ADJUSTED STORM RAIN- INCHES 6.000 [12] MINIMUM LOSS RATE (FOR VAR. LOSS }IWHR 0.000 f141 LOW LOSS RATE- PERCENT 85.000 [t5] UNIT TIME PERIOD m HR UNIT HYDROGRAPH [16] [17] (16) [171 TIME CUMULATIVE DISTRIB UNIT PERCENT AVERAGE GRAPH HYDROGRAPH OF LAG PERCENT OF PERCENT CFS - HRS /IN (7]•[15] ULTIMATE [17]m- [17]m-1 [41.1181 DISCHARGE 100.000 (S- GRAPH) EFFECTIVE RAIN [20] [21) 1221 1231 PATTERN STORM LOSS EFFECTIVE PERCENT RAIN RATE RAIN (PL E -5.9) IN/HR IWHR IWHR 6°1`1°11`2°1 (21] -[22] 100[5] MAX LOW FLOOD HYDROGRAPH 1241 FLOW CFS 1.000 2.000 3.000 4.000 5.000 6'� 7.000 8.000 10.000 11'000 12.000 13.000 14.000 15.000 18.000 17.000 18.000 19.000 20.000 21.000 22.000 23.000 24.000 1.200 1.300 1.800 K4.600 8.200 7.000 7.300 10.800 11.400 10.400 8.500 1.400 1.900 1.300 1.200 1.100 1.000 0.900 0.800 0.072 0.078 0.108 0.126 0.168 0.174 0.228 0.276 0.378 0.492 0.420 0.438 0.648 0.684 0.624 0.510 0.084 0.114 0.078 0.072 0.066 07660 0.054 0.048 0.280 0.280 0.280 0.280 0.280 0.280 0.280 0.280 0.280 0.280 0.280 0.280 0.280 0.280 0.280 0.280 0.280 0.280 0.280 0.280 0.280 0.280 0.280 0.280 0.0611 0.068 0.092 0.107 0.143 0.148 0.194 0.235 0.321 0.418 0.357 0.372 0.551 0.581 0.530 0.434 0.071 0.097 0.066 0.061 0.056 0.051 0.046 0.041 0.011 0.012 0.016 0.019 0.025 0.026 0.034 0.041 0.098 0.212 0.140 0.158 0.368 0.404 0.344 0.230 0.013 0.017 0.012 0.011 0.010 0.009 0.008 0.007 0.011 0.012 0.016 0.019 0.025 0.026 0.034 0.09.000 0.099 0.214 0.141 0.159 0.371 0.407 0.347 0.232 0.013 0.017 0.012 0.011 0.010 0.009 0.008 0.007 42225 TOTALS 100.000 2.243 2.225 INCHES • • • R C F C & W C D "SHORTCUT METHOD" HYDROLOGY SYNTHETIC UNIT HYDROGRAPH METHOD MANUAL Unit Hydrograph and Effective Rain Calculation Form Project 1721 Retention Areas - Soil Group B Net rain 100 yr. 24 hr. Sheet 1 of 1 By JAD Date Chemed Date [t] CONCENTRATION POINT 0.000 [3] DRAINAGE AREA -SQ ACRES 1.000 [5] UNIT TIME - MINUTES 60.000 [7j UNIT TIME - PERCENT OF LAG (100'[5]/[61) 0.000 [9] STORM FREQUENCY & DURATION 100 YEAR- 24 HOUR [11] VARIABLE LOSS RATE (AVG }INCHES /HOUR 0.000 (131 CONSTANT LOSS RATE- INCHES /HOUR 0.460 [2) AREA DESIGNATION [4] ULTIMATE DISCHARGE - CFS - HRS /IN (645•[3]) 0.000 [6] LAG TIME - MINUTES 0.000 [8] S -CURVE 0.000 [101 TOTAL ADJUSTED STORM RAIN- INCHES 6.000 1121 MINIMUM LOSS RATE (FOR VAR. LOSS )-IN /HR 0.000 [141 LOW LOSS RATE - PERCENT 90.000 UNIT HYDROGRAPH EFFECTIVE RAIN FLOOD HYDROGRAPH [151 UNIT TIME PERIOD M HR [161 TIME PERCENT OF LAG [7]'[15] [17] CUMULATIVE AVERAGE PERCENT OF ULTIMATE DISCHARGE (S- GRAPH) [161 DISTRIB GRAPH PERCENT [17]rr�[17]m -1 [17] UNIT HYDROGRAPH CFS - HRS /IN 1411181 100.000 [20] PATTERN PERCENT (PL E -5.9) 1211 STORM RAIN IN/HR 6010 2 100[5] [221 LOSS RATE IN/HR [23] EFFECTIVE RAIN IN/HR [211 -[221 [24] FLOW CFS MAX LOW 1.000 1.200 0.072 0.460 0.065 0.007 0.007 2.000 1.300 0.078 0.460 0.070 0.008 0.008 3.000 1.800 0.108 0.460 0.097 0.011 0.011 4.000 2.100 0.126 0.460 0.113 0.013 0.013 5.000 2.800 0.168 0.4601 0.151 0.017 0.017 6.000 2.900 0.174 0.460 0.157 0.017 0.018 7.000 3.800 0.228 0.460 0.2051 0.023 0.023 8.000 4.600 0.276 0.460 0.2481 0.028 0.028 9•000 6.300 0.378 0.460 0.3401 0.038 0.038 10.000 8.200 0.492 0.460 0.4431 0.049 0.050 11.000 7.000 0.420 0.460 0.378 0.042 0.042 12.000 7.300 0.438 0.460 0.394 0.044 0.044 13.000 10.800 0.648 0.460 0.583 0.188 0.190 14.000 11.400 0.684 0.460 0.616 0.224 0.226 15.000 10.400 0.624 0.460 0.562 0.164 0.165 16.000 8.500 0.510 0.460 0.459 0.051 0.051 17.000 1.400 0.084 0.460 0.078 0.008 0.008 18.000 - 1.900 0.114 0.460 0.103 0.011 0.011 19•000 1.300 0.078 0.460 0.070 0.008 0.008 20.000 1.200 0.072 0.460 0.065 0.007 0.007 21.000 1.100 0.066 0.460 0.059 0.007 0.007 22.000 1.000 0.060 0.460 0.054 0.006 0.006 23.000 24.000 0.900 0.800 0.054 0.048 0.460 0.460 0.049 0.043 0.005 0.005 0.005 0.005 TOTALS 100.000 0.980 0.96s EFFECTIVE RAIN = 0.980 INCHES 0.1331 � 0 7, I fl 3.61 . EFFECTIVE RAIN = 3.612 INCHES R C F C & W C D "SHORTCUT METHOD" Project 1721 Offsite Street Areas - Soil Group B Sheet 1 of 1 HYDROLOGY SYNTHETIC UNIT HYDROGRAPH METHOD Net rain 100 yr. 24 hr. MANUAL Unit Hydrograph and Effective Rain By JAD Date Calculation Form Checked Date [1] CONCENTRATION POINT 0.000 [2] AREA DESIGNATION [3] DRAINAGE AREA -SO ACRES 1.000 (4] ULTIMATE DISCHARGE - CFS - HRS /IN (645'[3]) 0.000 [5] UNIT TIME - MINUTES 60.000 [6] LAG TIME - MINUTES [7] UNIT TIME - PERCENT OF LAG (100'[5]/[6]) 0.000 STORM FREQUENCY ( 0.000 [6] S -CURVE 0.000 DURATION 100 YEAR- 24 HOUR [10] TOTAL ADJUSTED STORM RAIN- INCHES [11 VARIABLE LOSS RATE E 6.000 (AVG }INCHES/HOUR 0.000 [12] MINIMUM LOSS RATE (FOR VAR. LOSS)-IN/HR 13 CONSTANT 0000 LOSS RATE- INCHES /HOUR 0.230 14 LOW LOSS RATE- PERCENT UNIT HYDROGRAPH 42.000 EFFECTIVE RAIN FLOOD [15] 1161 [17[ [18] [17] 1201 HYDROGRAPH TIME UNIT TIME CUMULATIVE DISTRIB UNIT TIME PATTERN STORM LOSS EFFECTIVE FLOW AVERAGE GRAPH HYDROGRAPH PERCENT RAIN RATE RAIN CFS PERIOD OF LAG PERCENT OF PERCENT CFS - HRS /IN (PL E -5.9) IN/HR IN/HR IN/HR M [7]'[15] ULTIMATE [17]m- [17]m -1 [41* 1181 60 10 2 DISCHARGE 100.000 10 5] [21]-[22] HR (S- GRAPH) 0.1331 � 0 7, I fl 3.61 . EFFECTIVE RAIN = 3.612 INCHES • R C F C & W C D "SHORTCUT METHOD" HYDROLOGY SYNTHETIC UNIT HYDROGRAPH METHOD MANUAL Unit Hydrograph and Effective Rain Calculation Form Project 1721 Commercial Areas - Soil Group B Net rain 100 yr. 24 hr. Sheet 1 of 1 By JAD Date Checked Date [1] CONCENTRATION POINT 0.000 [31 DRAINAGE AREA -SO ACRES 1.000141 [5] UNIT TIME- MINUTES 60.000 [7] UNIT TIME - PERCENT OF LAG (100'[5]/[6)) 0.000 [9] STORM FREQUENCY & DURATION 100 YEAR- 24 HOUR [11) VARIABLE LOSS RATE (AVG )-INCHES /HOUR 0.000 [131 CONSTANT LOSS RATE- INCHES /HOUR 0.100 [21 AREA DESIGNATION ULTIMATE DISCHARGE - CFS - HRS /IN (645'[31) 0.000 [6] LAG TIME- MINUTES 0.000 [8) S -CURVE 0.000 [10] TOTAL ADJUSTED STORM RAIN- INCHES 6.000 [12) MINIMUM LOSS RATE (FOR VAR. LOSS}IN/HR 0.000 [141 LOW LOSS RATE- PERCENT 18.000 UNIT HYDROGRAPH EFFECTIVE RAIN FLOOD HYDROGRAPH 1151 UNIT TIME PERIOD m HR [161 TIME PERCENT OF LAG [71'[15] [171 CUMULATIVE AVERAGE PERCENT OF ULTIMATE DISCHARGE (S- GRAPH) [16] DISTRIB GRAPH PERCENT [171m- [17]m -1 1171 UNIT HYDROGRAPH CFS - HRS /IN 4.18 100.000 1201 PATTERN PERCENT (PL E -5.9) [21] STORM RAIN IN/HR 601101[201 100[5] [22] LOSS RATE IN/HR [231 EFFECTIVE RAIN IN/HR [211 -[22] [24] FLOW CFS MAX LOW 1.000 1.200 0.072 0.100 0.013 0.059 0.060 2.000 1.300 0.078 0.100 0.014 0.064 0.064 3.000 1.800 0.108 0.100 0.019 .0.089 0.089 4•000 2.100 0.126 0.100 0.023 0.103 0.104 5.000 2.800 0.168 0.100 0.030 0.138 0.139 8.000 2.900 0.174 0.100 0.031 0.143 0.144 7.000 3.800 0.228 0.100 0.041 0.187 0.189 8.000 4.600 0.276 0.100 0.0501 0.226 0.228 9•000 6.300 0.378 0.100 0.0681 0.310 0.313 10.000 8.200 0.492 0.100 0.089 0.403 0.407 11.000 7.000 0.420 0.100 0.076 0.344 0.347 12.000 7.300 0.438 0.100 0.079 0.359 0.362 13.000 10.800 0.648 0.100 0.117 0.548 0.553 14.000 11.400 0.684 0.100 0.123 0.584 0.589 15.000 10.400 0.624 0.100 0.112 0.524 0.528 16.000 8.500 0.510 0.100 0.092 0.418 0.422 17.000 1.400 0.084 0.100 0.015 0.069 0.069 18.000 1.900 0.114 0.100 0.021 0:093 0.094 19.000 1.300 0.078 0.100 0.014 0.064 0.064 20.000 1.200 0.072 0.100 0.013 0.059 0.060 21.000 1.100 0.066 0.100 0.012 0.054 0.055 22.000 1.000 0.060 0.100 0.011 0.049 0.050 23.000 0.900 0.054 0.100 0.010 0.044 0.045 24.000 0.800 0.048 0.100 0.009 0.039 0.040 TOTALS 1 100.000 4.9721 5.014 0 • R C F C & W C D "SHORTCUT METHOD' Project 1721 Res. Areas - 40k sf Lots - Soil Group A Sheet 1 of 1 HYDROLOGY SYNTHETIC UNIT HYDROGRAPH METHOD Net rain 100 yr. 6 hr. MANUAL Unit Hydrograph and Effective Rain By JAD Date Calculation Form Checked Date [1] CONCENTRATION POINT 0.000 [2] AREA DESIGNATION [3] DRAINAGE AREA -SO ACRES 1.000 (4) ULTIMATE DISCHARGE - CFS - HRS /IN (645•[3]) [5] UNIT TIME - MINUTES 15.000 0.000 [6] LAG TIME - MINUTES [7] UNIT TIME - PERCENT OF LAG (100'[5]/[6]) 0.000 0.000 [8] S -CURVE [9] STORM FREQUENCY &DURATION 100 year 6 hour 0.000 [10] TOTAL ADJUSTED STORM RAIN- INCHES [11) VARIABLE LOSS RATE (AVG }INCHES /HOUR 0.000 3.000 [121 MINIMUM LOSS RATE (FOR VAR. LOSS }IWHR [131 CONSTANT LOSS RATE- INCHES/HOUR 0.610 0.000 [141 LOW LOSS RATE - PERCENT UNIT HYDROGRAPH 85.000 EFFECTIVE RAIN FLOOD [151 [161 [171 1161 [171 [20] HYDROGRAPH UNIT TIME CUMULATIVE DISTRIB UNIT [231 124] PATTERN STORM LOSS EFFECTIVE TIME PERCENT AVERAGE GRAPH HYDROGRAPH FLOW PERCENT RAIN RATE RAIN PERIOD OF LAG PERCENT OF PERCENT CFS - HRS /IN CFS (PL E -5.9) IN/HR IN/HR IN/HR m [7]'[15] ULTIMATE [171m- [17]m -1 4[ 1'1181 60110][201 [211-[221 DISCHARGE 100.000 100151 (S- GRAPH) MAX LOW 1.000 2.000 1.700 0.204 0.610 0.173 0.031 0.031 3.000 1.900 0.228 0.610 0.194 0.034 0.034 4.000 2.100 0.252 0.610 0.214 0.038 0.038 5.000 2.200 0.264 0.610 0.224 0.040 0.040 8.000 2.400 0.288 0.610 0.245 0.043 0.044 7.000 2.400 0.288 0.610 0.245 0.043 0.044 8.000 2.400 0.288 0.610 0.245 0.043 0.044 9.000 2.500 0.300 0.610 0.255 0.045 0.045 10.000 2.600 0.312 0.610 0.265 0.047 0.047 11.000 2.700 0.324 0.810 0.275 0.049 0.049 12.000 2.800 0.338 0.610 0.286 0.050 0.051 13.000 3.000 0.360 0.810 0.306 0.054 0.054 14.000 3.200 0.384 0.610 0.326 0.058 0.058 15.000 3.800 0.432 0.610 0.367 0.065 0.065 16.000 4.300 0.516 0.610 0.439 0.077 0.078 17.000 4.700 0.564 0.610 0.479 0.085 0.085 18.000 5.400 0.648 0.810 0.551 0.097 0.098 19.000 8.200 0.744 0.610 0.632 0.134 0.135 20.000 6.900 0.828 6610 0.704 0.218 0.220 21.000 7.500 0.900 0.610 0.765 0.290 0.292 22.000 10.600 1.272 0.610 1.081 0.662 0.668 23.000 14.500 1.740 0.610 1.479 1.130 1.139 24.000 3.400 0.408 0.810 0.347 0.061 0.062 1.000 0.120 0.610 0.102 0.018 0.018 TOTALS M 0.000 3.411 3.440 • EFFECTIVE RAIN = 0.853 INCHES • • EFFECTIVE RAIN = R C F C & W C D "SHORTCUT METHOD" Project 1721 Res. Areas - 20k sf Lots - Soil Group A Sheet 1 of 1 HYDROLOGY SYNTHETIC UNIT HYDROGRAPH METHOD Net rain 100 yr. 6 hr. MANUAL Unit Hydrograph and Effective Rain By JAD Date Calculation Form Checked Date [1] CONCENTRATION POINT 0.000 [2] AREA DESIGNATION [3) DRAINAGE AREA -SQ ACRES 1.000 [5) UNIT TIME - MINUTES 15.000 [7] UNIT TIME - PERCENT OF LAG (100•[5]/[6]) 0.000 [9] STORM FREQUENCY & DURATION 100 year 6 hour [11] VARIABLE LOSS RATE (AVG )-INCHES /HOUR 0.000 1131 CONSTANT LOSS RATE- INCHES/HOUR 0.470 [4) ULTIMATE DISCHARGE - CFS - HRS /IN (645•[3]) 0.000 [6] LAG TIME - MINUTES 0.000 [8] S -CURVE 0.000 1101 TOTAL ADJUSTED STORM RAIN- INCHES 3.000 [12] MINIMUM LOSS RATE (FOR VAR. LOSS)-IN/HR 0.000 1141 LOW LOSS RATE- PERCENT 85.000 UNIT HYDROGRAPH EFFECTIVE RAIN FLOOD HYDROGRAPH 1151 UNIT TIME PERIOD M [16] TIME PERCENT OF LAG 171•[151 [171 CUMULATIVE AVERAGE PERCENT OF ULTIMATE DISCHARGE (S- GRAPH) [161 DISTRIB GRAPH PERCENT [17]rr-[17)m -1 [171 UNIT HYDROGRAP CFS - HRS /IN • 18 100.000 [201 PATTERN PERCENT (PL E -5.9) (211 STORM RAIN IN/HR 60 1f O1f201 100[5] [22] LOSS RATE IN/HR [23] EFFECTIVE RAIN IN/HR [21] -[22] 1241 FLOW CFS MAX LOW 1.000 2.000 3.000 4•000 5.000 6.000 7•000 8.000 9•000 10.000 11.000 12.000 13•000 14.000 15.000 16.000 17.000 18.000 19.000 20.000 21.000 22.000 23.000 24.000 1 1.700 1.900 2.100 2.200 2.400 2.400 2.400 2.500 2.600 2.700 2.800 3.000 3.200 3.6001 4.300 4.700 5.400 6.200 6.900 7.500 10.600 14.500 3.400 1.000 0.204 0.228 0.252 0.264 0.288 0.288 0.288 0.300 0.312 0.324 0.336 0.360 0.384 0.432 0.516 0.564 0.648 0.744 0.828 0.900 1.272 1.740 0.408 0.120 0.470 0.470 0.470 0.470 0.470 0.470 0.470 0.470 0.470 0.470 0.470 0.470 0.470 0.470 0.470 0.470 0.470 0.470 0.470 0.470 0.470 0.470 0.470 0.470 0.173 0.194 0.214 0.224 0.245 0.245 0.245 0.255 0.265 0.275 0.286 0.306 0.326 0.367 0.439 0.479 0.551 0.632 0.704 0.765 1.081 1.479 0.347 0.102 0.031 0.034 0.038 0.040 0.043 0.043 0.043 0.045 0.047 0.049 0.050 0.054 0.058 0.065 0.077 0.094 0178 . 0.274 0.358 0.430 0.802 1.270 0.061 0.018 0.031 0.034 0.038 0.040 0.044 0.044 0.044 0.045 0.047 0.049 0.051 0.054 0.058 0.065 0.078 0.095 0.179 0.276 0.361 0.434 0.809 1.281 0.062 0.018 TOTALS 100.000 4.202 4.237 1.050 INCHES R C F C& W C D "SHORTCUT METHOD" HYDROLOGY SYNTHETIC UNIT HYDROGRAPH METHOD Net Jrain 1001 R6 hr. • 10k sf Lots -Soil Group A Sheet 1 of 1 MANUAL Unit Hydrograph and Effective Rain By JAD Date Calculation Form Checked Date [t] CONCENTRATION POINT 0.000112] AREA DESIGNATION • 131 DRAINAGE AREA -SQ ACRES 1.000 [4] ULTIMATE DISCHARGE - CFS - HRS /IN (645•[3[) O.Oa [5] UNIT TIME- MINUTES ME - MINUTES 15.000 [61 LAG TI [7J UNIT TIME - PERCENT OF LAG (100•[5]/[6]) 0.000 [8] LAG TIE 0.00 [9] STORM FREQUENCY &DURATION 100 year 6 hour [10) TOTAL ADJUSTED STORM RAIN- INCHES 0.001 [111 VARIABLE LOSS RATE (AVGJ-INCHES /HOUR 0.000 [12] MINIMUM LOSS RATE (FOR VAR. LOSS)-IN/HR 3.001 13 CONSTANT LOSS RATE- INCHES /HOUR 0.4101j14] LOW LOSS RATE- PERCENT 001 KI L'�� UNIT tool TIME [171 CUMULATIVE 1161 DISTRIB [17] [20] 0.432 0.410 HYDROGRAPH TIME PERCENT AVERAGE GRAPH UNIT HYDROGRAP PATTERN PERCENT STORM LOSS EFFECTIVE FLOW PERIOD OF LAG PERCENT OF PERCENT CFS - HRS /IN (PL E -5.9) RAIN IN/HR RATE RAIN CFS m I71*I151 ULTIMATE I17Jnr[17Jnr1 7.500 60100[0 IN/HR IN/HR 0.600 DISCHARGE 0.410 001 100.000 4.500 1.740 [21] -[22J 1 3.400 0.408 (S- GRAPH) 0 1.000 n inn n A.r EFFECTIVE RAIN = 1.163 INCHES 3.200 0.384 0.410 i 3.600 0.432 0.410 1 4.300 0.518 0.410 I 4.700 0.564 0.410 5.400 0.648 0.410 6.200 0.744 0.410 8.900 0.828 0.410 7.500 0.900 0.410 0.600 1.272 0.410 1 4.500 1.740 0.410 1 3.400 0.408 0.410 0 1.000 n inn n A.r • • • EFFECTIVE RAIN = R C F C & W C D "SHORTCUT METHOD" Project 1721 Retention Areas - Soil Group A Sheet 1 of 1 HYDROLOGY SYNTHETIC UNIT HYDROGRAPH METHOD Net rain 100 yr. 6 hr. MANUAL Unit Hydrograph and Effective Rain By JAD Date Calculation Form Checked Date [1] CONCENTRATION POINT 0.000 [2] AREA DESIGNATION [3] DRAINAGE AREA -SQ ACRES 1.000 [4] ULTIMATE DISCHARGE - CFS - HRS /IN (645'131) 0.000 [5] UNIT TIME - MINUTES 15.000 [6] LAG TIME - MINUTES 0.000 [7] UNIT TIME - PERCENT OF LAG (100•[5]/(61) 0.000 [8] S -CURVE 0.000 [9) STORM FREQUENCY & DURATION 100 year 6 hour [10] TOTAL ADJUSTED STORM RAIN- INCHES 3.000 [111 VARIABLE LOSS RATE (AVG )-INCHES /HOUR 0.000 [12) MINIMUM LOSS RATE (FOR VAR. LOSS )-IN /HR 0.000 [131 CONSTANT LOSS RATE- INCHES /HOUR 0.670 [141 LOW LOSS RATE- PERCENT 90:000 UNIT HYDROGRAPH EFFECTIVE RAIN FLOOD [151 [16] [171 116] [17) [20) [21] [221 [231 HYDROGRAPH [24] UNIT TIME CUMULATIVE DISTRIB UNIT PATTERN STORM LOSS EFFECTIVE FLOW TIME PERCENT AVERAGE GRAPH HYDROGRAPH PERCENT RAIN RATE RAIN CFS PERIOD OF LAG PERCENT OF PERCENT CFS - HRS /IN (PL E -5.9) IN/HR IN/HR IN/HR m [71[15] ULTIMATE [17]nr[17Im -1 4.1 601011`201 [211 -122] DISCHARGE 100.000 100[5] (S- GRAPH) MAX LOW 1.000 2'000 1.700 0.204 0.670 0.184 0.020 0.021 3'000 1.900 0.228 0.670 0.2051 0.023 0.023 4.000 2.100 0.252 0.670 0.227 0.025 0.025 5.000 2.200 0.264 0.670 0.238 0.026 0.027 6.000 2.400 0.288 0.670 0.259 0.029 0.029 7'000 2.400 0.288 0.670 0.259 0.029 0.029 8'000 2.400 0.288 0.670 0.259 0.029 0.029 9'000 2.500 0.300 0.670 0.270 0.030 0.030 10.000 2.600 0.312 0.670 0.281 0.031 0.031 11.000 2.700 0.324 0.670 0.292 0.032 0.033 12.000 2.800 0.336 0.670 0302 0.034 0.034 13.000 3.000 0.360 0.670 0.324 0.038 0.038 14.000 3.200 0.384 0.670 0.346 0.038 0.039 15.000 1600 0.432 0.670 0.389 0.043 0.044 16.000 4.300 0.516 0.670 0.464 0.052 0.052 17.000 4.700 0.564 0.670 0.508 0.056 0.057 18.000 5.400 0.648 0.670 0583 . . 0065 0.065 19.000 6.200 0.744 0.670 0.670 0.074 0.075 20.000 6.900 0.828 0.670 0.745 0.158 0.159 21'000 7.500 0.900 0.670 0.810 0.230 0.232 22.000 10.600 1.272 0.670 1.145 0.602 0.607 23.000 14.500 1.740 0.670 1.566 1.070 1.079 24.000 3.400 0.408 0.670 0.367 0.041 0.041 1.000 0.120 0.670 0.108 0.012 0.012 TOTALS 100.000 2.786 2.809 0.697 INCHES r R C F C & W C D "SHORTCUT METHOD" Project 1721 Offsite Street Areas - Soil Group A Sheet 1 of 1 HYDROLOGY SYNTHETIC UNIT HYDROGRAPH METHOD Net rain 100 .6 hr. MANUAL Unit Hydrograph and Effective Rain By JAD Date Calculation Form Checked oats CONCENTRATION POINT 0.000 [2] AREA DESIGNATION DRAINAGE AREA-SO ES ACRES 1.000 [4] ULTIMATE DISCHARGE - CFS - HRS /IN (645'[3]) 0.00 UNIT TIME - MINUTES ME - MINUTES TI LAG UNIT TIME - PERCENT OF LAG (100'[5]![6)) 15-000 [ 15.000 [61 6J LAG TIE 0.001 STORM FREQUENCY &DURATION 100 year 6 hou [10) TOTAL ADJUSTED STORM RAIN- INCHES 0.001 1 VARIABLE LOSS RATE (AVG }INCHES /HOUR 0.000 [12] MINIMUM LOSS RATE (FOR VAR. LOSS) IWHR 3.001 I CONSTANT LOSS RATE- INCHES /HOUR n .un) ride I MAI I ACC -, 0.00( 1151 UNIT 1161 1171 1161 [171 [20) HYDROGRAPH TIME TIME PERCENT CUMULATIVE AVERAGE DISTRIB GRAPH UNIT PATTERN STORM LOSS EFFECTIVE FLOW PERIOD OF LAG PERCENT OF PERCENT HYDROGRAPH CFS- HRS /IN PERCENT (PL E -5.9) RAIN IN/HR RATE RAIN CFS M [71[151 ULTIMATE [171nr-[17Jnt -1 4' 18 60 10 2 IN/HR IN/HR DISCHARGE 100.000 10 5] [211 [22) (S- GRAPH) 2. Pi 100. • EFFECTIVE RAIN = 1.898 INCHES 0. .591 7 0.133 0.1681 R C F C & W C D "SHORTCUT METHOD" Project 1721 Commercial Areas - Soil Group A Sheet 1 of 1 HYDROLOGY SYNTHETIC UNIT HYDROGRAPH METHOD Net rain 100 yr. 6 hr. MANUAL Unit Hydrograph and Effective Rain By JAD Date Calculation Form Checked Date [1] CONCENTRATION POINT 0.000 [2J AREA DESIGNATION •[31 DRAINAGE AREA -SQ ACRES 1.000 [4] ULTIMATE DISCHARGE - CFS - HRS /IN (645•[3]) 0.000 [5] UNIT TIME- MINUTES 15.000 [6] LAG TIME - MINUTES [7] UNIT TIME - PERCENT OF LAG (100'[5]/[6]) 0.000 [8] S -CURVE 0.000 [9) STORM FREQUENCY & DURATION 100 year 6 hou [10] TOTAL ADJUSTED STORM RAIN- INCHES 0.000; [11] VARIABLE LOSS RATE (AVG)- INCHES /HOUR 0.000 [12] MINIMUM LOSS RATE (FOR VAR. LOSS )-IN /HR 3.000 13 CONSTANT LOSS RATE - INCHES /HOUR 0.140 [14] LOW LOSS RATE - PERCENT 0'0001 I1pJ UNIT [10J TIME [17] CUMULATIVE 1161 DISTRIB [171 UNIT [20] HYDROGR TIME PERCENT AVERAGE GRAPH HYDROGRAPH PATTERN PERCENT STORM RAIN LOSS EFFECTIVE FLOW PERIOD OF LAG PERCENT OF PERCENT CFS - HRS /IN (PL E -5.9) IN/H20 RATE RAIN CFS M [7]'[15] ULTIMATE [17]m- [17]m -1 4. 1 6 01100[5] 1 IN/HR IN/HR DISCHARGE 100.000 10. (21J -[221 2 (S- GRAPH) 2. • 1 0 �•cc� 1.132 1.141 1.740 0 120 n 1, z . 714 _ _ _ 100.000 10.133 10.21 •EFFECTIVE RAIN = 2.533 INCHES • W"F v w I I V C 1RHIN 143 INCHES R C F C & W C D "SHORTCUT METHOD" I Project 1721 Res. Areas - 20k sf LEDate up B Sheet 1 of 1 HYDROLOGY SYNTHETIC UNIT HYDROGRAPH METHOD Net rain 100 r. 6 hr. MANUAL Unit Hydrograph and Effective Rain By JAD Calculation Form Checked [1] CONCENTRATION POINT 0.000 [2] AREA DESIGNATION • 131 DRAINAGE AREA -SQ ACRES 1.000 [4) ULTIMATE DISCHARGE - CFS - HRS /IN (645'[3]) 0.000 (5) UNIT TIME - MINUTES 15.000 [6] LAG TIME - MINUTES [7) UNIT TIME- PERCENT OF LAG (100•[5]/[6]) 0.000 [8) S -CURVE 0.000 [9] STORM FREQUENCY & DURATION 100 year 6 hour [101 TOTAL ADJUSTED STORM RAIN- INCHES 0.000 [11) VARIABLE LOSS RATE (AVG )-INCHES /HOUR 0.000 [12] MINIMUM LOSS RATE (FOR VAR. LOSS}IN/HR 3.000 13 CONSTANT LOSS RATE- INCHES /HOUR 0.330 [14] LOW LOSS RATE- PERr.FNT 0.000 1151 UNIT [16] TIME [171 CUMULATIVE [16] DISTRIB [171 UNIT [201 [211 HYDROGR TIME PERCENT AVERAGE GRAPH HYDROGRAPH PATTERN PERCENT STORM LOSS EFFECTIVE FLOW PERIOD OF LAG PERCENT OF PERCENT CFS - HRS /IN (PL E -5.9) RAIN IN/HR RATE RAIN CFS M [71[151 ULTIMATE [17jm- [17)rrrl j41.1181 6 1 2 IN/HR IN/HR DISCHARGE 100.000 100[5) [21] -[221 (S- GRAPH) 17 � 0 • EFFECTIVE RAIN = 1.336 INCHES 0. 0. 1881 0 • r1 �J R C F C & W C D HYDROLOGY MANUAL "SHORTCUT METHOD" SYNTHETIC UNIT HYDROGRAPH METHOD Unit Hydrograph and Effective Rain Calculation Form Project 1721 Res. Areas - 10k sf Lots - Soil Group B Net rain 100 yr. 6 hr. Sheet 1 of 1 By JAD Date Checked Date [1] CONCENTRATION POINT 0.000 [3] DRAINAGE AREA-SO ACRES 1.000 [51 UNIT TIME - MINUTES 15.000 [7] UNIT TIME - PERCENT OF LAG (100'[5]46]) 0.000 [9] STORM FREQUENCY & DURATION 100 year 6 hou (11] VARIABLE LOSS RATE (AVG )-INCHES /HOUR 0.000 [131 CONSTANT LOSS RATE- INCHES /HOUR 0.280 [2] AREA DESIGNATION [4] ULTIMATE DISCHARGE - CFS - HRS /IN (645'131) 0.000 [6] LAG TIME - MINUTES 0.000 [8] S -CURVE 0.000 [10] TOTAL ADJUSTED STORM RAIN- INCHES 3.000 [121 MINIMUM LOSS RATE (FOR VAR. LOSS )-IN /HR 0.000 [141 LOW LOSS RATE - PERCENT 85.000 UNIT HYDROGRAPH EFFECTIVE RAIN FLOOD HYDROGRAPH 1151 UNIT TIME PERIOD M [16) TIME PERCENT OF LAG [71•[15] [17) CUMULATIVE AVERAGE PERCENT OF ULTIMATE DISCHARGE (S- GRAPH) [16] DISTRIB GRAPH PERCENT [17]m-[171m -1 [17) UNIT HYDROGRAPH CFS - HRS /IN 4.18 100.000 [20] PATTERN PERCENT (PL E -5.9) [211 STORM RAIN IN/HR 60[10]1201 100[5] [221 LOSS RATE IN/HR [231 EFFECTIVE RAIN IN/HR [211 -[221 [241 FLOW CFS MAX LOW 1.000 1.700 0.204 0.280 0.173 0.031 0.031 2.000 1.900 0.228 0.280 0.194 0.034 0.034 3.000 2.100 0.252 0.280 0.214 0.038 0.038 4.000 2.200 0.264 0.280 0.224 0.040 0.040 5.000 2.400 0.288 0.280 0.2451 0.043 0.044 6•000 2.400 0.288 0.280 0.2451 0.043 0.044 7.000 2.400 0.288 0.280 0.245 0.043 0.044 8.000 2.500 0.300 0.280 0.255 0.045 0.045 9.000 2.600 0.312 0.280 0.265 0.047 0.047 10.000 2.700 0.324 0.280 0.275 0.049 0.049 11.000 2.800 0.336 0.280 0.286 0.056 0.056 12.000 3.000 0.360 0.280 0.306 0.080 0.081 13.000 3.200 0.384 0.280 0.326 0.1041 0.105 14.000 3.600 0.432 0.280 0.367 0.152 0.153 15.000 4.300 0.516 0.280 0.439 0.236 0.238 16.000 4.700 0.564 0.280 0.479 0.284 0.286 17.000 6.400 0.648 0.280 0.551 0.368 0.371 18.000 19.000 20.000 6.200 6.900 7.500 0.744 0.8281 0.900 0.280 0.280 0.280 0.632 0.704 0.765 0.464 0.548 0.620 0.468 0.553 0.625 21.000 22.000 10.600 14.500 1.272 1.740 0.280 0.280 1.081 1.479 0.992 1.460 1.000 1.472 23.000 24.000 3.400 1.000 0.408 0.120 0.280 0.280 0.347 0.102 0.128 0.018 0.129 0.018 TOTALS 100.000 5.9221 5.972 EFFECTIVE RAIN = 1.481 INCHES • R C F C & W C D "SHORTCUT METHOD" Project 1721 Retention Areas - Soil Group B HYDROLOGY SYNTHETIC UNIT HYDROGRAPH METHOD Net rain 100 yr. 6 hr. MANUAL Unit Hydrograph and Effective Rain By JAD Date Calculation Form Checked Date Sheet 1 of 1 [11 CONCENTRATION POINT 0.000 [3) DRAINAGE AREASQ ACRES 1.000 151 UNIT TIME - MINUTES 15.000 [7] UNIT TIME - PERCENT OF LAG (100'[5]/[6]) 0.000 [9] STORM FREQUENCY & DURATION 100 year 6 hour [111 VARIABLE LOSS RATE (AVG )-INCHES /HOUR 0.000 [131 CONSTANT LOSS RATE- INCHES /HOUR 0.460 [21 AREA DESIGNATION [41 ULTIMATE DISCHARGE - CFS - HRS /IN (645'[31) 0.000 [6) LAG TIME - MINUTES 0.000 181 S -CURVE 0.000 [10] TOTAL ADJUSTED STORM RAIN- INCHES 3.000 1121 MINIMUM LOSS RATE (FOR VAR. LOSS)-IN/HR 0.000 [141 LOW LOSS RATE - PERCENT 90.000 UNIT HYDROGRAPH EFFECTIVE RAIN FLOOD HYDROGRAPH [151 UNIT TIME PERIOD m [161 TIME PERCENT OF LAG [7)'1151 [17] CUMULATIVE AVERAGE PERCENT OF ULTIMATE DISCHARGE (S- GRAPH) 1161 DISTRIB GRAPH PERCENT [17]m- [17]m -1 [t7) UNIT HYDROGRAPH CFS - HRS /IN [411181 100.000 1201 PATTERN PERCENT (PL E -5.9) [211 STORM RAIN IN/HR 6011 0][201 100[51 [22] LOSS RATE IN/HR [231 EFFECTIVE RAIN IN/HR [211 -[221 [24) FLOW CFS MAX LOW 1.000 1 1.700 0.204 0.460 0.184 0.020 0.021 2.000 1.900 0.228 0.460 0.205 0.023 0.023 3.000 2.100 0.252 0.460 0.227 0.025 0.025 4.000 2.200 0.264 0.460 0.238 0.026 0.027 5.000 2.400 0.288 0.460 0.259 0.029 0.029 6.000 2.400 0.288 0.460 0.259 0.029 0.029 7.000 2.400 0.2881 0.460 0.2591 0.029 0.029 8.000 2.500 0.300 0.460 0.270 0.030 0.030 9.000 2.600 0.312 0.460 0.281 0.031 0.031 10.000 2.700 0.324 0.460 0.292 0.032 0.033 11.000 2.800 0.336 0.460 0.302 0.034 0.034 12.000 3.000 0.360 0.460 0.324 0.036 0.036 13.000 3.200 0.384 0.460 0.346 0.038 0.039 14.000 3.600 0.432 0.460 0.389 0.043 0.044 15.000 4.300 0.516 0.460 0.464 0.056 0.056 16.000 4.700 0.564 0.460 0.508 0.104 0.105 17.000 5.400 0.648 0.460 0.583 0.188 0.190 18.000 6.200 0.744 0.460 0.670 0.284 0.286 19.000 6.900 0.828 0.460 0.745 0.368 0.371 20.000 7.500 0.900 0.460 0.810 0.440 0.444 21.000 10.600 1.272 0.460 1.145 0.812 0.819 22.000 14.500 1.740 0.460 1.566 1.280 1.291 23.000 3.400 0.408 0.460 0.367 0.041 0.041 24.000 1.000 0.120 0.460 0.108 0.012 0.012 TOTALS 1 100.0001 1 4.0111 4.044 • EFFECTIVE RAIN = 1.003 INCHES • • • EFFECTIVE RAIN = R C F C & W C D "SHORTCUT METHOD" Project 1721 Offsite Street Areas - Soil Group B Sheet 1 of 1 HYDROLOGY SYNTHETIC UNIT HYDROGRAPH METHOD Net rain 100 yr. 6 hr. MANUAL Unit Hydrograph and Effective Rain By JAD Date Calculation Form Checked Date [1) CONCENTRATION POINT 0.000 [21 AREA DESIGNATION [3] DRAINAGE AREA -SO ACRES 1.000 [4] ULTIMATE DISCHARGE - CFS - HRS /IN (645•[31) 0.000 [5] UNIT TIME - MINUTES 15.000 [6) LAG TIME - MINUTES 0.000 [7) UNIT TIME - PERCENT OF LAG (100•[5]/[6]) 0.000 [8] S -CURVE 0.000 [9] STORM FREQUENCY & DURATION 100 year 6 hour [10] TOTAL ADJUSTED STORM RAIN- INCHES 3.000 [111 VARIABLE LOSS RATE (AVG )-INCHES/HOUR 0.000 [12] MINIMUM LOSS RATE (FOR VAR. LOSS )-IN /HR 0.000 [131 CONSTANT LOSS RATE- INCHES /HOUR 0.230 [141 LOW LOSS RATE- PERCENT 42.000 UNIT HYDROGRAPH EFFECTIVE RAIN FLOOD 1151 1161 1171 [161 [171 [20] [211 [22] [23] HYDROGRAPH [24] UNIT TIME CUMULATIVE DISTRIB UNIT PATTERN STORM LOSS EFFECTIVE FLOW TIME PERCENT AVERAGE GRAPH HYDROGRAPH PERCENT RAIN RATE RAIN CFS PERIOD OF LAG PERCENT OF PERCENT CFS - HRS /IN (PL E -5.9) IN/HR IN/HR IN/HR M [71115] ULTIMATE [17]m- [17]nF1 f4j.f 1 ps 11011201 121]-1221 DISCHARGE 100.000 100[5] (S- GRAPH) MAX LOW 1.000 2.000 1.700 0.204 0.230 0.086 0.118 0.119 3.000 1.900 0.228 0.230 0.098 0.132 0.133 4.000 2.100 0.252 0.230 0.106 0.146 0.147 5.000 2.200 0.264 0.230 0.111 .0.153 0.154 8.000 2.400 0.288 0.230 0.121 0.167 0.168 7.000 2.400 0.288 0.230 0.121 0.167 0.168 8.000 2.400 0.288 0.230 0.121 0.167 0.168 9.000 2.500 0.300 0.230 0.126 0.174 0.175 10.000 2.600 0.312 0.230 0.131 0.181 0.182 11.000 2.700 0.324 0.230 0.136 0.188 0789 12.000 2.800 0.336 0.230 0.1411 0.195 0.197 13.000 3.000 0.360 0.230 0.1511 0.209 0.211 14.000 3.200 0.384 0.230 0.1611 0.223 0.225 15.000 3.600 0.432 0.230 0.181 0.251 0.253 16.000 4.300 0.516 0.230 0.217 0.299 0.302 17.000 4.700 0.564 0.230 0.237 0.334 0.337 18.000 5.400 0.648 0.230 0.272 0.418 0.421 19'000 6.200 0.744 0.230 0.312 0.514 0.518 20.000 6.900 0.828 0.230 0.348 0.598 0.603 21.000 7.500 0.900 0.230 0.378 0.670 0.676 22.000 10.600 1.272 0.230 0.534 1.042 1.051 23.000 14.500 1.740 0.230 0.731 1.510 1.523 24.000 3.400 0.408 0.230 0.171 0.237 0.239 1.000 0.120 0.230 0.050 0.070 0.070 TOTALS 100.0001 8.162 8.230 2.041 INCHES • • EFFECTIVE RAIN= R C F C & W C D "SHORTCUT METHOD" Project 1721 Commercial Areas - Soil Group B Sheet 1 of 1 HYDROLOGY SYNTHETIC UNIT HYDROGRAPH METHOD Net rain 100 yr. 6 hr. MANUAL Unit Hydrograph and Effective Rain By JAD Date Calculation Form Checked Date [1] CONCENTRATION POINT 0.000 [2] AREA DESIGNATION [3] DRAINAGE AREA -SQ ACRES 1.000 [4] ULTIMATE DISCHARGE - CFS - HRS /IN (645'[3]) 0.000 [5] UNIT TIME - MINUTES 15.000 [6] LAG TIME - MINUTES 0.000 [7] UNIT TIME - PERCENT OF LAG (100'[5]/[61) 0.000 [81 S -CURVE 0.000 [9] STORM FREQUENCY & DURATION 100 year 6 hour [10] TOTAL ADJUSTED STORM RAIN- INCHES 3.000 [111 VARIABLE LOSS RATE (AVG )-INCHES /HOUR 0.000 [12] MINIMUM LOSS RATE (FOR VAR. LOSS )-IN /HR 0.000 [131 CONSTANT LOSS RATE- INCHES /HOUR 0.100 [141 LOW LOSS RATE- PERCENT 18.000 UNIT HYDROGRAPH EFFECTIVE RAIN FLOOD 1151 [16] [171 [16] [171 [20] 1211 [22] [23] HYDROGRAPH [24) UNIT TIME CUMULATIVE DISTRIB UNIT PATTERN STORM LOSS EFFECTIVE FLOW TIME PERCENT AVERAGE GRAPH HYDROGRAPH PERCENT RAIN RATE RAIN CFS PERIOD OF LAG PERCENT OF PERCENT CFS - HRS /IN (PL E -5.9) IN/HR IN/HR IN/HR m [7]*[15] ULTIMATE [17]mgl7]m -1 f41*f 181 60f1011`201 [21] -[22] DISCHARGE 100.000 100[51 (S- GRAPH) MAX LOW 1'000 2.000 1.700 0.204 0.100 0.037 0.167 0.169 3.000 1.900 0.228 0.100 0.041 0.187 0.189 4.000 2.100 0.252 0.100 0.045 0.207 0.208 5.000 2.200 0.264 0.100 0.048 0.216 0.218 6.000 2.400 0.288 0.100 0.052 0.236 0.238 7.000 2.400 0.288 0.100 0.052 0.236 0.238 8.000 2.400 0.288 0.100 0.052 0.236 0.238 9.000 2.500 0.300 0.100 0.054 0.246 0.248 10.000 2.600 0.312 0.100 0.058 0.258 0.258 11.000 2.700 0.324 0.100 0.058 0.266 0.268 12.000 2.800 0.336 0.100 0.060 0.276 0.278 13.3.000 3.0001 0.360 0.100 0.065 0.295 0.298 14.000 3.200 0.384 0.100 0.069 0.315 0.318 15.000 3.600 0.432 0.100 0.078 0.354 0.357 16.000 4.300 0.516 0.100 0.093 0.423 0.427 1 4.700 0.564 0.100 0.102 0.464 0.468 _ 188..000 000 5.400 0.648 0.100 0.117 0.548 0.553 19.000 6.200 0.744 0.100 0.134 0.644 0.649 20.000 6.900 0.828 0.100 0.149 0.728 0.734 21.000 7.500 0.900 0.100 0.162 0.800 0.807 22.000 10.600 1.272 0.100 0.229 1.172 1.182 23.000 14.500 1.740 0.100 0.313 1.640 1.654 24.000 3.400 0.408 0.100 0.073 0.335 0.337 1.000 0.120 0.100 0.022 0.098 0.099 TOTALS 100.000 1 0.345 10.431 2.586 INCHES • • EFFECTIVE RAIN = R C F C & W C D "SHORTCUT METHOD" Project 1721 Res. Areas - 40k sf Lots - Soil Group A HYDROLOGY SYNTHETIC UNIT HYDROGRAPH METHOD Net rain 100 yr. 3 hr. MANUAL Unit Hydrograph and Effective Rain By JAD Date Calculation Form Checked Date Sheet 1 of 1 [1] CONCENTRATION POINT 0.000 [3] DRAINAGE AREA -SQ ACRES 1.000 [5] UNIT TIME - MINUTES 10.000 [7] UNIT TIME - PERCENT OF LAG (100'[511[6]) 0.000 [91 STORM FREQUENCY & DURATION 100 YEAR- 3 HOUR [11) VARIABLE LOSS RATE (AVG )-INCHES /HOUR 0.000 [131 CONSTANT LOSS RATE- INCHES /HOUR 0.610 121 AREA DESIGNATION [4] ULTIMATE DISCHARGE - CFS - HRS /IN (645'[31) 0.000 [6] LAG TIME - MINUTES 0.000 [81 S -CURVE 0.000 [10) TOTAL ADJUSTED STORM RAIN4NCHES 2.500 1121 MINIMUM LOSS RATE (FOR VAR. LOSS)-IN/HR 0.000 [141 LOW LOSS RATE- PERCENT 85.000 UNIT HYDROGRAPH EFFECTIVE RAIN FLOOD HYDROGRAPH 1151 UNIT TIME PERIOD M 1161 TIME PERCENT OF LAG (7)•[15] [171 CUMULATIVE AVERAGE PERCENT OF ULTIMATE DISCHARGE (S- GRAPH) [161 DISTRIB GRAPH PERCENT [17]rr}[17]rnr1 [17] UNIT HYDROGRAPH CFS - HRS /IN 141*1181 100.000 [201 PATTERN PERCENT (PL E -5.9) [211 STORM RAIN IN/HR 601 2 100[5] [221 LOSS RATE IN/HR [231 EFFECTIVE RAIN IN/HR [21]-[22) [24) FLOW CFS MAX LOW 1.000 2.600 0.390 0.610 0.3321 0.059 0.059 2.000 2.600 0.390 0.610 0.3321 0.059 0.059 3.000 3.300 0.495 0.610 0.421 0.074 0.075 4.000 3.300 0.495 0.610 0.421 0.074 0.075 5.000 3.300 0.495 0.610 0.421 0.074 0.075 6.000 3.400 0.510 0.610 0.434 0.077 0.077 7.000 4.400 0.660 0.610 0.561 0.099 0.100 8.000 4.200 0.630 0.610 0.536 0.095 0.095 9.000 5.300 0.795 0.810 0.676 0.185 0.187 10.000 11.000 12.000 13.000 14.000 15.000 16.000 17.000 18.000 5.100 6.400 5.900 7.300 8.500 14.100 14.100 3.800 2.400 0.765 0.960 0.885 1.095 1.275 2.115 2715 0.570 0.360 0.610 0.610 0.610 0.610 0.61101 0.6101 0.610 0.610 0.610 0.650 0.816 0.752 0.931 1.084 1.798 1.798 0.485 0.306 0.155 0.350 0.275 0.485 0.665 1.505 .1.505 0.086 0.054 0.156 0.353 0.277 0.489 0.671 1.518 1.518 0.086 0.054 TOTALS T 100.000 5.874 5.923 0.979 INCHES • I• R C F C & W C D "SHORTCUT METHOD" Project 1721 Res. Areas - 20k sf Lots - Soil Group A Sheet 1 of 1 HYDROLOGY SYNTHETIC UNIT HYDROGRAPH METHOD Net rain 100 yr. 3 hr. MANUAL Unit Hydrograph and Effective Rain By JAD Date Calculation Form Checked Date [1] CONCENTRATION POINT 0.000 [21 AREA DESIGNATION [31 DRAINAGE AREA -SQ ACRES 1.000 [41 ULTIMATE DISCHARGE - CFS - HRS /IN (645'[3)) [51 UNIT TIME - MINUTES 10.000 [61 LAG TIME - MINUTES [71 UNIT TIME - PERCENT OF LAG (100'[5)/[6)) 0.000 [81 S -CURVE 191 STORM FREQUENCY & DURATION 100 YEAR- 3 HOUR [101 TOTAL ADJUSTED STORM RAIN- INCHES [111 VARIABLE LOSS RATE (AVG )-INCHES /HOUR 0.000 1121 MINIMUM LOSS RATE (FOR VAR. LOSS}IN/HR [131 CONSTANT LOSS RATE- INCHES /HOUR 0.470 [141 LOW LOSS RATE- PERCENT 11.000 • EFFECTIVE RAIN = 1.194 INCHES 5. 2.11 0.1 7.1 0.4181 UNIT HYDROGRAPH EFFECTIVE RAIN FLOOD v HYDROGRAPH [151 [161 [171 1161 1171 [201 [211 [221 [231 1241 UNIT TIME CUMULATIVE DISTRIS UNIT PATTERN STORM LOSS EFFECTIVE FLOW TIME PERCENT AVERAGE GRAPH HYDROGRAP PERCENT RAIN RATE RAIN CFS PERIOD OF LAG PERCENT OF PERCENT CFS - HRS /IN (PL E -5.9) IN/HR IN/HR IN/HR M [71•[151 ULTIMATE [17]nr[17]nr 1 [411181 601`1011`201 [211-[22] DISCHARGE 100.000 100[5] (S- GRAPH) 11.000 • EFFECTIVE RAIN = 1.194 INCHES 5. 2.11 0.1 7.1 0.4181 • • • R C F C & W C D "SHORTCUT METHOD" HYDROLOGY SYNTHETIC UNIT HYDROGRAPH METHOD MANUAL Unit Hydrograph and Effective Rain Calculation Form Project 1721 Res. Areas - 10k sf Lots - Soil Group A Net rain 100 yr. 3 hr. Sheet 1 of 1 By JAD Date Checked Date [1] CONCENTRATION POINT 0.000 [3) DRAINAGE AREA -SQ ACRES 1.000 151 UNIT TIME - MINUTES 10.000 [7) UNIT TIME - PERCENT OF LAG (100'[5]/[6]) 0.000 [9] STORM FREQUENCY 8 DURATION 100 YEAR- 3 HOUR [11] VARIABLE LOSS RATE (AVG )-INCHES /HOUR 0.000 [131 CONSTANT LOSS RATE- INCHES /HOUR 0.410 [2] AREA DESIGNATION [4] ULTIMATE DISCHARGE - CFS - HRS /IN (645'[3]) 0.000 [6) LAG TIME - MINUTES [81 S -CURVE 0.000 0.000 (10] TOTAL ADJUSTED STORM RAIN - INCHES 2,500 [12] MINIMUM LOSS RATE (FOR VAR. LOSS)4N/HR 0.000 [141 LOW LOSS RATE- PERCENT 85.000 1151 UNIT TIME PERIOD m UNIT HYDROGRAPH 1161 1171 [161 TIME CUMULATIVE DISTRIB PERCENT AVERAGE GRAPH OF LAG PERCENT OF PERCENT [7]'[151 ULTIMATE [17]m- [17]m -1 DISCHARGE (S- GRAPH) [17] UNIT HYDROGRAPH CFS - HRS /IN 4111811 100.000 EFFECTIVE [201 [211 PATTERN STORM PERCENT RAIN (PL E -5.9) IN/HR 0 1 106 f 00[f,] RAIN 122] 1231 LOSS EFFECTIVE RATE RAIN IN/HR IN/HR [21]-122] MAX LOW FLOOD HYDROGRAPH [241 FLOW CFS 1.000 2.000 3.000 4.000 5.000 6.000 7' 8.000 9.000 10.000 2.600 2.600 3.300 3.300 3.300 3.400 4.400 4.200 5.300 5.100 6.400 5.900 7.300 8.500 14.100 14.100 3.800 .4007 0.390 0.390 0.495 0.495 0.495 0.510 0.660 0.630 0.795 0.765 0.960 0.885 1.095 1.275 2.115 2.115 0.570 0.360 0.410 0.410 0.410 0.410 0.410 0.410 0.410 0.410 0.410 0.410 0.410 0.410 0.410 0.410 0.410 0.410 0.410 0.410 0.332 0.332 0.421 0.421 0.421 0.434 0.561 0.536 0.676 0.650 0.816 0.752 0.931 1.084 1.798 1.798 0.485 0.306 0.059 0.059 0.085 0.085 0.085 0.100 0.250 0.220 0.385 0.355 0.550 0.475 0.685 0.865 1.705 1.705 0.160 0.054 0.059 0.059 0.086 0.086 0.086 0.107.000 0.252 0.222 0.388 0.358 0.555 0.479 0.691 0.872 1.719 1.719 0.161 11.000 12.000 13.000 14.000 15.000 18.000 18.000 18.000 0.054 TOTALS �oo.000 7.881 7.947 EFFECTIVE RAIN = 1.314 INCHES • • • R C F C & W C D "SHORTCUT METHOD" HYDROLOGY SYNTHETIC UNIT HYDROGRAPH METHOD MANUAL Unit Hydrograph and Effective Rain Calculation Form Project 1706 Retention Areas - Soil Group A Net rain 100 yr. 3 hr. Sheet 1 of 1 By JAD Date Checked Date [1) CONCENTRATION POINT 0.000 [3] DRAINAGE AREA -SO ACRES 1.000 [51 UNIT TIME - MINUTES 10.000 [71 UNIT TIME - PERCENT OF LAG (100'[5]/[61) 0.000 [9] STORM FREQUENCY & DURATION 100 YEAR- 3 HOUR [111 VARIABLE LOSS RATE (AVG }INCHES /HOUR 0.000 [131 CONSTANT LOSS RATE- INCHES /HOUR 0.670 [2] AREA DESIGNATION [4) ULTIMATE DISCHARGE - CFS - HRS /IN (645'[3]) 0.000 [6) LAG TIME - MINUTES 0.000 [8) S -CURVE 0.000 [101 TOTAL ADJUSTED STORM RAIN- INCHES 2.500 [12] MINIMUM LOSS RATE (FOR VAR. LOSS }IN /HR 0.000 (141 LOW LOSS RATE - PERCENT 90.000 UNIT HYDROGRAPH EFFECTIVE RAIN FLOOD HYDROGRAPH [151 UNIT TIME PERIOD M [161 TIME PERCENT OF LAG [7]'1151 (171 CUMULATIVE AVERAGE PERCENT OF ULTIMATE DISCHARGE (S- GRAPH) [16] DISTRIB GRAPH PERCENT [17]m- [17]nr1 [171 UNIT HYDROGRAPH CFS - HRS /IN [411181 100.000 [201 PATTERN PERCENT (PL E -5.9) (211 STORM RAIN IN/HR 60110][2_41 100[5] [22] LOSS RATE IN/HR [231 EFFECTIVE RAIN IN/HR (21]-[221 (241 FLOW CFS MAX LOW 1.000 2.600 0.390 0.670 0.351 0.0391 0.039 2.000 2.600 0.390 0.670 0.351 0.039 0.039 3.000 3.300 0.495 0.670 0.446 0.050 0.050 4.000 3.300 0.495 0.670 0.448 0.050 0.050 5.000 3.300 0.495 0.670 0.446 0.050 0.050 6.000 3.400 0.510 0.6701 0.459 0.051 0.051 7.000 4.400 0.660 0.670 0.594 0.066 0.067 8.000 4.200 0.630 0.670 0.567 0.063 0.064 9.000 5.300 0.795 0.670 0.716 0.125 0.126 10.000 5.100 0.765 0.670 0.689 0.095 0.096 11.000 6.400 0.960 0.670 0.864 0.290 0.292 12.000 5.900 0.885 0.670 0.797 0.215 0.217 13.000 7.300 1.095 0.670 0.986 0.425 0.429 14.000 8.500 1.275 0.670 1.148 0.605 0.610 15.000 14.100 2.115 0.670 1.904 1.445 1.457 16.000 14.100 2.115 0.670 1.904 1.445 1.457 17.000 3.800 0.570 0.670 0.513 0.057 0.057 18.000 2.400 0.360 0.670 0.324 0.036 0.036 TOTALS 1 100.0001 5.1451 5.187 EFFECTIVE RAIN = 0.857 INCHES • • RC F C & W C D "SHORTCUT METHOD" Project 1706 Offsite Street Areas - Soil Group A HYDROLOGY SYNTHETIC UNIT HYDROGRAPH METHOD Net rain 100 yr. 3 hr. MANUAL Unit Hydrograph and Effective Rain By JAD Date Calculation Form Checked Date Sheet 1 of 1 [1] CONCENTRATION POINT 0.000 [3] DRAINAGE AREA -SQ ACRES 1.000 151 UNIT TIME - MINUTES 10.000 [71 UNIT TIME - PERCENT OF LAG (100•[51/[61) 0.000 [9) STORM FREQUENCY & DURATION 100 YEAR- 3 HOUR [111 VARIABLE LOSS RATE (AVG }INCHES /HOUR 0.000 [131 CONSTANT LOSS RATE- INCHES /HOUR 0.340 [21 AREA DESIGNATION [4] ULTIMATE DISCHARGE - CFS - HRS /IN (645•[3]) 0.000 [6] LAG TIME - MINUTES 0.000 [8] S -CURVE 0.000 [10] TOTAL ADJUSTED STORM RAIN- INCHES 2.500 [12] MINIMUM LOSS RATE (FOR VAR. LOSS}IN/HR 0.000 [141 LOW LOSS RATE- PERCENT 42.000 1151 UNIT TIME PERIOD m UNIT HYDROGRAPH 1161 [17) 1161 TIME CUMULATIVE DISTRIB PERCENT AVERAGE GRAPH OF LAG PERCENT OF PERCENT [71'[151 ULTIMATE [17]nr[17]m -1 DISCHARGE (S- GRAPH) [171 UNIT HYDROGRAPH CFS - HRS /IN [41*1181 100.000 EFFECTIVE (20] [21] PATTERN STORM PERCENT RAIN (PL E -5.9) IN/HR 60f10If20I 100[5] RAIN [22) LOSS RATE IN/HR [231 EFFECTIVE RAIN IN/HR [211-11 FLOOD HYDROGRAPH [24] FLOW CFS MAX LOW 1.000 2.000 3.000 4.000 5.000 6'000 7.000 8.000 9.000 10.000 11'000 12.000 13.000 14.000 15.000 18.000 17.000 18.000 2.600 2.600 3.300 3.300 3.300 3.400 4.400 4.200 5.300 5.100 6.400 5.900 7.300 8.500 14.100 14.100 3.800 2.400 0.390 0.390 0.495 0.495 0.495 0.510 0.660 0.0 63 0.795 0.765 0.960 0.885 1.095 1.275 2.115 2.115 0.570 0.360 0.340 0.340 0.340 0.340 0.340 0.340 0.340 0.340 0.340 0.340 0.340 0.340 0.340 0.340 0.340 0.340 0.340 0.340 0.164 0.164 0.208 0.208 0.208 0.214 0.277 0.265 0.334 0.321 0.403 0.372 0.460 0.536 0.888 0.888 0.239 0.151 0.226 0.226 0.287 0.287 0.287 0.296 0.383 0.365 0.461 0.444 0.620 0.545 0.755 0.935 0.228 0.228 0.289 0.289 0.289 0.298 0.386 0.368 0.465 0.447 0.825 0.550 0.761 0.943 1.775 1.790 1.775 1.790 0.331 0.333 0.209 0.211 TOTALS 100.000 10.207 10.292 • EFFECTIVE RAIN = 1.701 INCHES � 0 r! R C F C & W C D "SHORTCUT METHOD" Project 1706 Commercial Areas - Soil Group A HYDROLOGY SYNTHETIC UNIT HYDROGRAPH METHOD Net rain 100 yr. 3 hr. MANUAL Unit Hydrograph and Effective Rain By JAD Date Calculation Form Checked Date 1 CONCENTRATION POINT 0.000 [2] AREA DESIGNATION ] DRAINAGE AREA-SO ACRES 1.000 141 ULTIMATE DISCHARGE -CFS H 1 UNIT TIME - MINUTES I UNIT TIME - PERCENT OF LAG (100•[5146]) 1 STORM FREQUENCY & DURATION 100 YEAR - 11 VARIABLE LOSS RATE (AVG)- INCHES /HOUR 10.000 (eJ LAG TIME - MINUTES RS/IN t64513]) 0.000 [8) S -CURVE 3 HOUR (10) TOTAL ADJUSTED STORM RAIN- INCHES 0.000 (121 MINIMUM LOSS RATE (FOR VAR. LOSS)-IN/HR 0.140 [141 LOW LOSS RATE- PFRrFNT [151 [161 (171 [18] (t71 MAX UNIT TIME CUMULATIVE DISTRIB UNIT 0.320 0.322 TIME PERCENT AVERAGE GRAPH HYDROGRAPERIOD F 0.495 OF LAG PERCENT OF PERCENT CFS- HRS /IN 0.495 m [71[151 ULTIMATE [17]m- [171m -1 4.18 0.140 0.089 0.406 0.409 DISCHARGE 0.510 100.000 0.092 0.418 0.422 4.400 (S- GRAPH) 6140 0.119 0.541 0.546 1 Of 1 0.00( 0.00( 0.00( 2.50( 0.000 4o nnr :RN :NT 3.9) EFFECTIVE 1211 STORM RAIN IN/HR 6011011201 100[51 RAIN [22] LOSS RATE IN/HR [231 EFFECTIVE RAIN IN/HR [211-(22] FLOOD HYDROGRAPH [241 FLOW CFS MAX LOW 2.600 0.390 0.140 0.070 0.320 0.322 2.600 0.390 0.140 0.070 0.320 0.322 3.300 0.495 0.140 0.089 0.406 0.409 3.300 0.495 0.140 0.089 0.406 0.409 3.300 0.495 0.140 0.089 0.406 0.409 3.400 0.510 0.140 0.092 0.418 0.422 4.400 0.660 6140 0.119 0.541 0.546 4.200 0.630 0.140 0.113 0.517 0.521 5.300 0.795 0.140 0.143 0.655 0.660 3.100 3.400 0.765 0.140 0.138 0.627 0.633 5.900 0.960 0.140 0.173 0.820 0.827 x•300 0.885 0.140 0.159 0.745 0.751 {.500 1.095 0.140 0.197 0.955 0.963 1.100 1.275 0.140 0.230 1.135 1.144 1.100 2.115 0.140 0.381 1.975 1.991 1.800 2.115 0.140 0.381 1.975 1.991 �0 0.570 0.140 0.103 0.487 0.471 0.360 0.140 0.065 0.295 0.298 l L. yt33 1 • EFFECTIVE RAIN = 2.164 INCHES c: • • R C F C & W C D "SHORTCUT METHOD" Project 1721 Res. Areas - 40k sf Lots - Soil Group B HYDROLOGY SYNTHETIC UNIT HYDROGRAPH METHOD Net rain 100 yr. 3 hr. MANUAL Unit Hydrograph and Effective Rain By JAD Date Calculation Form Checked Date Sheet 1 of 1 [1] CONCENTRATION POINT 0.000 [3] DRAINAGE AREA -SO ACRES 1.000 [5] UNIT TIME - MINUTES 10.000 171 UNIT TIME - PERCENT OF LAG (100- [5)/[6)) 0.000 [9] STORM FREQUENCY & DURATION 100 YEAR- 3 HOUR [11) VARIABLE LOSS RATE (AVG }INCHES /HOUR 0.000 [131 CONSTANT LOSS RATE- INCHES /HOUR 0.420 [2] AREA DESIGNATION [4] ULTIMATE DISCHARGE - CFS - HRS /IN (645.131) 0.000 [6] LAG TIME - MINUTES 0.000 [8] S -CURVE 0.000 [10] TOTAL ADJUSTED STORM RAIN - INCHES 2.500 [12] MINIMUM LOSS RATE (FOR VAR. LOSS}IN/HR 0.000 [141 LOW LOSS RATE- PERCENT 85.000 [15] UNIT TIME PERIOD m UNIT HYDROGRAPH [16) [17] 1161 1171 TIME CUMULATIVE DISTRIB UNIT PERCENT AVERAGE GRAPH HYDROGRAPH OF LAG PERCENT OF PERCENT CFS - HRS /IN [71 -[15] ULTIMATE [171nr[17]m -1 141*1181 DISCHARGE 100.000 (S- GRAPH) EFFECTIVE RAIN [20] [21] [22) [23] PATTERN STORM LOSS EFFECTIVE PERCENT RAIN RATE RAIN (PL E -5.9) IN/HR IN/HR IN/HR 601102011 20 [21]-[22] 100[5) MAX LOW FLOOD HYDROGRAPH [24] FLOW CFS 1.000 2.000 3.000 4'000 5.000 6.000 7.000 8.000 9.000 10'000 11'000 12.000 113.000 14.000 15.000 16.000 17'000 18.000 2.600 2.600 3.300 3.300 3.300 3.400 4.400 4.200 5.300 5.100 6.400 5.900 7.300 8.500 14.100 14.100 3.800 2.400 0.390 0.390 0.495 0.495 0.495 0.510 0.660 0.630 0.795 0.765 0.960 0.885 1.095 1.275 2.115 2.115 0.570 0.360 0.420 0.420 0.420 0.420 0.420 0.420 0.420 0.420 0.420 0.420 0.420 0.420 0.420 0.420 0.420 0.420 0.420 0.420 0.332 0.332 0.421 0.421 0.421 0.434 0.561 0.536 0.676 0.6501 0.816 0.752 0.931 1.084 1.798 1.798 0.485 0.3061 0.059 0.059 0.075 0.075 0.075 0.090 0.240 0.210 0.375 0.345 0.540 0.465 0.675 0.855 1.695 1.695 0.150 0.054 0.059 0.059 0.076 0.076 0.076 0.091 0.242 0.212 0.378 0.348 0.544 0.469 0.681 0.862 1.709 1.709 0.151 0.054 TOTALS 100.0001 7.731 7.795 EFFECTIVE RAIN = 1.289 _ INCHES • R C F C & W C D HYDROLOGY MANUAL "SHORTCUT METHOD" SYNTHETIC UNIT HYDROGRAPH METHOD Unit Hydrograph and Effective Rain Calculation Form Project 1721 Res. Areas - 20k sf Lots - Soil Group B Net rain 100 yr. 3 hr. Sheet 1 of 1 By JAD Date Checked Date [1] CONCENTRATION POINT 0.000 [3) DRAINAGE AREA -SO ACRES 1.000 [5) UNIT TIME - MINUTES 10.000 [7] UNIT TIME - PERCENT OF LAG (100'[5]/[6]) 0.000 191 STORM FREQUENCY & DURATION 100 YEAR- 3 HOUR [111 VARIABLE LOSS RATE (AVG )-INCHES /HOUR 0.000 1131 CONSTANT LOSS RATE- INCHES /HOUR 0.330 [2] AREA DESIGNATION [41 ULTIMATE DISCHARGE - CFS - HRS /IN (645'[31) 0.000 [6] LAG TIME- MINUTES 0.000 [81 S -CURVE 0.000 [10] TOTAL ADJUSTED STORM RAIN- INCHES 2.500 [12] MINIMUM LOSS RATE (FOR VAR. LOSS}IN/HR 0.000 [141 LOW LOSS RATE- PERCENT 85.000 UNIT HYDROGRAPH EFFECTIVE RAIN FLOOD HYDROGRAPH 1151 UNIT TIME PERIOD M 1161 TIME PERCENT OF LAG [7]'[15] [17] CUMULATIVE AVERAGE PERCENT OF ULTIMATE DISCHARGE (S- GRAPH) [18] DISTRIB GRAPH PERCENT [17IrnJ17]m -1 [171 UNIT HYDROGRAPH CFS - HRS /IN [411181 100.000 [201 PATTERN PERCENT (PL E -5.9) [21] STORM RAIN IN/HR 60f 1011`201 100[5] [22] LOSS RATE IN/HR [231 EFFECTIVE RAIN IN/HR [211 -[22] [241 FLOW CFS MAX LOW 1.000 2.600 0.390 0.330 0.332 0.060 0.060 2.000 2.600 0.390 0.330 0.332 0.060 0.060 3.000 3.300 0.495 0.330 0.421 0.165 0.166 4.000 3.300 0.495 0.330 0.421 0.165 0.166 5.000 3.300 0.495 0.330 0.421 0.165 0.166 6.000 3.400 0.510 0.330 0.434 0.180 0.181 7.000 4.400 0.660 0.330 0.561 0.330 0.333 8.000 4.200 0.630 0.330 0.536 0.300 0.302 9.000 5.300 0.795 0.330 0.676 0.465 0.469 10.000 5.100 0.765 0.330 0.650 0.435 0.439 11.000 6.4001 0.960 0.330 0.816 0.630 0.635 12.000 5.900 0.885 0.330 0.752 0.555 0.560 13.000 7.300 1.095 0.330 0.931 0.765 0.771 14•000 8.500 1.275 0.330 1.084 0.945 0.953 15.000 14.100 2.115 0.330 1.798 1.785 1.800 16.000 14.100 2.115 0.330 1.798 1.785 1.800 17.000 3.800 0.570 0.330 0.485 0.240 0.242 18.000 2.400 0.360 0.330 0.306 0.054 0.054 TOTALS 100.000 9.0841 9.160 • EFFECTIVE RAIN = 1.514 INCHES c: • R C F C & W C D HYDROLOGY MANUAL "SHORTCUT METHOD" SYNTHETIC UNIT HYDROGRAPH METHOD Unit Hydrograph and Effective Rain Calculation Form Project 1721 Res. Areas - 10k sf Lots - Soil Group B Net rein 100 yr. 3 hr. Sheet 1 of 1 By JAD Date Checked Date [1] CONCENTRATION POINT 0.000 [3] DRAINAGE AREA -SO ACRES 1.000141 [51 UNIT TIME - MINUTES 10.000 [7] UNIT TIME - PERCENT OF LAG (100 - 151/16]) 0.000 [9) STORM FREQUENCY & DURATION 100 YEAR- 3 HOUR [11] VARIABLE LOSS RATE (AVG }INCHES /HOUR 0.000 [131 CONSTANT LOSS RATE- INCHES/HOUR 0.280 [2) AREA DESIGNATION ULTIMATE DISCHARGE - CFS - HRS /IN (645'[31) 0.000 [6] LAG TIME - MINUTES 0.000 [8] S -CURVE 0.000 [10] TOTAL ADJUSTED STORM RAIN- INCHES 2.500 [12] MINIMUM LOSS RATE (FOR VAR. LOSS )-IN /HR 0.000 [141 LOW LOSS RATE- PERCENT 85.000 UNIT HYDROGRAPH EFFECTIVE RAIN FLOOD HYDROGRAPH [151 UNIT TIME PERIOD M 1181 TIME PERCENT OF LAG 171-1151 [17] CUMULATIVE AVERAGE PERCENT OF ULTIMATE DISCHARGE (S- GRAPH) [16) DISTRIB GRAPH PERCENT [17]rn- [17]rrr1 [17] UNIT HYDROGRAPH CFS - HRS /IN 4.1 100.000 1201 PATTERN PERCENT (PL E -5.9) [211 STORM RAIN IN/HR O6 f101I201 100[5] [22] LOSS RATE IN/HR [231 EFFECTIVE RAIN IN/HR [211 -1221 [241 FLOW CFS MAX LOW 1.000 2.600 0.390 0.280 0.332 0.110 0.111 2.000 2.600 0.390 0.280 0.332 0.110 0.111 3.000 3.300 0.495 0.280 0.421 0.215 0.217 4.000 3.300 0.495 0.280 0.421 0.215 0.217 5.000 3.300 0.495 0.280 0.421 0.215 0.217 6.000 3.400 0.510 0.280 0.434 0.230 0.232 7.000 4.400 0.660 0.280 0.561 0.380 0.383 8.000 4.200 0.630 0.280 0.536 0.350 0.353 9.000 5.300 0.795 0.280 0.676 0.515 0.519 10.000 5.100 0.765 0.280 0.650 0.485 0.489 11.000 6.400 0.960 0.280 0.816 0.680 0.686 12.000 5.900 0.885 0.280 0.752 0.605 0.610 13.000 7.300 1.095 0.280 0.931 0.815 0.822 14.000 8.500 1.275 0.280 1.084 0.995 1.003 15.000 14.100 2.115 0.280 1.798 1.835 1.850 16.000 14.100 2.115 0.280 1.798 1.835 1.850 17.000 3.800 0.570 0.280 0.485 0.290 0.292 18.000 2.400 0.360 0.280 0.306 0.080 0.081 TOTALS 100.000 9*9601 10.043 • EFFECTIVE RAIN = 1.660 INCHES • • R C F C & W C D "SHORTCUT METHOD" HYDROLOGY SYNTHETIC UNIT HYDROGRAPH METHOD MANUAL Unit Hydrograph and Effective Rain Calculation Form Project 1706 Retention Areas - Soil Group B Net rain 100 yr. 3 hr. Sheet 1 of 1 By JAD Date Checked Date [1] CONCENTRATION POINT 0.000 [31 DRAINAGE AREA -SQ ACRES 1.000 [5) UNIT TIME - MINUTES 10.000 [7] UNIT TIME - PERCENT OF LAG (100'[5]46]) 0.000 [9) STORM FREQUENCY & DURATION 100 YEAR- 3 HOUR [111 VARIABLE LOSS RATE (AVG )-INCHES/HOUR 0.000 [131 CONSTANT LOSS RATE- INCHES /HOUR 0.460 [21 AREA DESIGNATION [4) ULTIMATE DISCHARGE - CFS - HRS /IN (645`[3]) 0.000 [6) LAG TIME - MINUTES 0.000 (81 S -CURVE 0.000 [10) TOTAL ADJUSTED STORM RAIN- INCHES 2.500 [12) MINIMUM LOSS RATE (FOR VAR. LOSS)-IN/HR 0.000 [141 LOW LOSS RATE - PERCENT 90.000 UNIT HYDROGRAPH EFFECTIVE RAIN FLOOD HYDRO 1151 UNIT TIME PERIOD M [16) TIME PERCENT OF LAG [7]•[15) (171 CUMULATIVE AVERAGE PERCENT OF ULTIMATE DISCHARGE (S- GRAPH) 1161 DISTRIB GRAPH PERCENT [17]m- [17]n-1 (171 UNIT HYDROGRAP CFS - HRS /IN 1411181 100.000 [20] PATTERN PERCENT (PL E -5.9) [21] STORM RAIN IN/HR 60r101(201 100[5] [221 LOSS RATE IN/HR [23] EFFECTIVE RAIN IN/HR [21] -[22] ;RAPH FLOW CFS MAX LOW 1.000 2.600 0.390 0.460 0.351 0.039 0.039 2.000 2.600 0.390 0.460 0.351 0.039 0.039 3.000 3.300 0.495 0.460 0.448 0.050 0.050 4.000 3.300 0.495 0.460 0.446 0.050 0.050 5•000 3.300 0.495 0.460 0.446 0.050 0.050 6•000 3.400 0.510 0.460 0.459 0.051 0.051 7•000 4.400 0.660 0.460 0.5941 0.200 0.202 8•000 4.200 0.630 0.460 0.567 0.170 0.171 9•000 5.300 0.795 0.460 0.718 0.335 0.338 10.000 5.100 0.765 0.460 0.689 0.305 0.308 11.000 6.400 0.960 0.460 0.864 0.500 0.504 12.000 5.900 0.885 0.460 0.797 0.425 0.429 13.000 7.300 1.095 0.460 0.986 0.635 0.640 14.000 1 8.500 1.275 0.460 1.1481 0.815 0.822 15.000 14.100 2.115 0.460 1.904 1.655 1.669 16.000 14.100 2.115 0.460 1.904 1.655 1.669 17.000 3.800 0.570 0.460 0.513 0.110 0.111 18.000 2.400 0.360 0.460 0.324 0.036 0.036 TOTALS 1 100.000 7.1191 7.176 • EFFECTIVE RAIN = 1.186 INCHES • • R C F C & W C D "SHORTCUT METHOD" HYDROLOGY SYNTHETIC UNIT HYDROGRAPH METHOD MANUAL Unit Hydrograph and Effective Rain Calculation Form Project 1706 Offsite Street Areas - Soil Group B Net rain 100 yr. 3 hr. Sheet 1 of 1 By JAD Date Checked Date [11 CONCENTRATION POINT 0.000 [3) DRAINAGE AREA -SO ACRES 1.000 [5] UNIT TIME - MINUTES 10.000 (7) UNIT TIME - PERCENT OF LAG (100'15]/[61) 0.000 [9) STORM FREQUENCY & DURATION 100 YEAR- 3 HOUR 1111 VARIABLE LOSS RATE (AVG }INCHES/HOUR 0.000 [1131 CONSTANT LOSS RATE- INCHES /HOUR 0.230 [2) AREA DESIGNATION [41 ULTIMATE DISCHARGE - CFS - HRS /IN (645'[31) 0.000 [61 LAG TIME - MINUTES 0.000 [81 S -CURVE 0.000 [101 TOTAL ADJUSTED STORM RAIN- INCHES 2.500 [121 MINIMUM LOSS RATE (FOR VAR. LOSS}IN/HR 0.000 [141 LOW LOSS RATE- PERCENT 42.000 UNIT HYDROGRAPH EFFECTIVE RAIN FLOOD HYDROGRAPH 1151 UNIT TIME PERIOD M [161 TIME PERCENT OF LAG [71'[151 [171 CUMULATIVE AVERAGE PERCENT OF ULTIMATE DISCHARGE (S- GRAPH) [18] DISTRIB GRAPH PERCENT [171nr[17]nr1 [17] UNIT HYDROGRAPH CFS - HRS /IN [411181 100.000 [201 PATTERN PERCENT (PL E -5.9) [211 STORM RAIN IN/HR 6011011201 100[5] 1221 LOSS RATE IN/HR [231 EFFECTIVE RAIN IN/HR [211 -[221 [241 FLOW CFS MAX LOW 1.000 2.600 0.390 0.230 0.164 0.226 0.228 2.000 2.600 0.390 0.230 0.164 0.226 0.228 3.000. 3.300 0.495 0.230 0.208 0.287 0.289 4.000 3.300 0.495 0.230 0.208 0.287 0.289 5.000 3.300 0.495 0.230 0.208 0.287 0.289 6.000 3.400 0.510 0.230 0.214 0.296 0.298 7.000 4.400 0.660 0.230 0.277 0.430 0.434 8.000 4.200 0.630 0.230 0.265 0.400 0.403 9.000 5.300 0.795 0.230 0.334 0.565 0.570 10.000 5.100 0.765 0.230 0.321 0.535 0.539 11.000 6.400 0.960 0.2301 0.403 0.730 0.736 12.000 5.900 0.885 0.230 0.372 0.655 0.660 13.000 7.300 1.095 0.230 0.460 0.865 0.872 14.000 8.500 1.275 0.230 0.536 1.045 1.054 15.000 14.100 2.115 0.230 0.888 1.885 1.901 16.000 14.100 2.115 0.230 0.888 1.885 1.901 17.000 3.800 0.570 0.230 0.239 0.340 0.343 18.000 2.400 0.360 0.230 0.151 0.209 0.211 TOTALS 100.000i 11.1531 11.246 • EFFECTIVE RAIN = 1.859 INCHES • � 0 R C F C & W C D "SHORTCUT METHOD" HYDROLOGY SYNTHETIC UNIT HYDROGRAPH METHOD MANUAL Unit Hydrograph and Effective Rain Project 1706 Commercial Areas - Soil Group B Net rain 100 yr. 3 hr. Sheet 1 of 1 By JAD Date 1171 Calculation Form Checked Date [221 [1] CONCENTRATION POINT 0.000 [2] AREA DESIGNATION TIME [3] DRAINAGE AREA -SO ACRES 1.000 [41 ULTIMATE DISCHARGE - CFS - HRS /IN (645'131) 0.000 [5] UNIT TIME - MINUTES 10-000161 LAG TIME - MINUTES 0.000 [71 UNIT TIME - PERCENT OF LAG (100•[5]/[6]) 0.000 [8] S -CURVE 0.000 [91 STORM FREQUENCY & DURATION 100 YEAR- 3 HOUR [10] TOTAL ADJUSTED STORM RAIN- INCHES 2.500 [111 VARIABLE LOSS RATE (AVG )-INCHES /HOUR 0.000 [121 MINIMUM LOSS RATE (FOR VAR. LOSS}IN/HR 0.000 13 CONSTANT LOSS RATE- INCHES /HOUR 0.100 [141 LOW LOSS RATE- PERCENT 40 nnn 1.701 1.101 [17] [161 1171 1201 [211 [221 [23] _ [24) UNIT TIME CUMULATIVE DISTRIB UNIT PATTERN STORM LOSS EFFECTIVE FLOW TIME PERCENT AVERAGE GRAPH HYDROGRAPH PERCENT RAIN RATE RAIN CFS PERIOD OF LAG PERCENT OF PERCENT CFS - HRS /IN (PL E -5.9) IN/HR IN/HR IN/HR m [71[151 ULTIMATE [17]m- [171m -1 R111181 60[101[201 121] -[221 DISCHARGE 100.000 100[5] (S- GRAPH) 7 0 • EFFECTIVE RAIN = 2.223 INCHES 14.1001 2.1 14.100 2.1 L i • 0 0 RETENTION BASIN VOLUME CALCULATIONS RETENTION BASIN VOLUME CALCULATIONS • BASIN 1 BASIN 2A DEPTH VOLUME CUM. VOL. ELEVATION AREA (SF) AREA (AC) (FT) (AC -FT) (AC -FT) 478.5 283,921.57 6.518 0.00 465.0 144,112.02 3.308 0.5 3.22 0.66 478.0 277,120.72 6.362 141,291.75 3.244 3.22 3'28 3.94 1.0 6.21 137 ",039.44 477.0 263,652.30 6.053 7.14 462.0 9.43 476.0. 250,361.66 5.748 1.0 5.90 15.33 461.0 11,493.74 BASIN 2A BASIN 2B DEPTH VOLUME CUM. VOL. ELEVATION AREA (SF) AREA (AC) (FT) (AC -FT) (AC -FT) 465.2 144,406.22 3.315 0.00 465.0 144,112.02 3.308 0.2 0.66 0.66 464.0 141,291.75 3.244 1.0 3'28 3.94 463.0. 137 ",039.44 3.146 1.0 3.20 7.14 462.0 12,166.08 462.0 130,800.37 3.003 1.0 3.07 10.21 461.0 11,493.74 461.0 126,569.39 2.906 1.0 2'95 13.16 0.8 0.21 0.8 2.30 10,946.15 460.2 123,997.85 2.847 1.46 15.46 BASIN 2B • DEPTH VOLUME CUM. VOL. ELEVATION AREA (SF) AREA (AC) (FT) (AC -FT) (AC -FT) 465.2 14,027.76 0.322 0.00 465.0 13,957.52 0.320 0.2 0.06 0.06 464.0 13,606.93 0.312 1.0 0.32 0.38 463.0 12,979.40 0.298 1.0 0.31 0.69 462.0 12,166.08 0.279 1.0 0.29 0.98 461.0 11,493.74 0.264 1.0 0.27 1.25 0.8 0.21 460.2 10,946.15 0.251 1.46 • • r1 LJ 0 FEMA MAP APPROXIMATE SCALE 2000 0 2000 'FEET ZONE C ;1 NATIONAL FLOOD INSURANCE OG A I - PR R M IIIIIIIIIIIIIIII 11 I a zW O FIRM M o - I I FLOOD INSURANCE R A T E MAP IV R E. RSIDE COUNTY �I CALIFORNIA. I AVENUE 5a " ` UNINCORPORATED AREA LJ ii I� I PANEL 2300 OF 3600 (SEE MAP INDEX FOR PANELS NOT PRINTED) SITE: I fi I� COMMUNITY -PANEL NUMBER (I II 060245 2300B MAP REVISED: AVENUE 56 MARCH 22; 1983 I Fed eral Eme rgenb Y Management Agency I � �) This is an official copy of a portion of the above referenced flood map. It extracted using F -MIT On -Une. This map does not reflect changes I or amendments which may haze been made subsequent to the date on the title dock. For the latest product information about National Flood Insurance Program flood maps check the FEMA Flood Map Store at www. msc.fema.gov • • is SOIL SURVEY MAP iiverside Countv. Califc I -T A.STQ iu I FamyRal 1 Fvm—1 IF qw left IJ- I �.. RZ AVENUE., • �• • t e. t GbA M313 osaB 2 'y1•, r .fir f 31 _ =21L �r' - S•i r. •'''� •� Y z ` '�t.�. t• r r r v i# ;Par '� ->� _r ,`. •r�M Ai o _ t m r 14 CrA : . M � _ � _ `AVENL/E : ?.�•V. •�, ^;ter 1 a {*,�.• ;•'�. . f' 1 GbA I 4 /, lt.\E err• _ ` .T_:'•K' ,• k ;. .ryt MaB It rr°r� �u jr� [ tt. 6• :Ir r. ? +, 7j5 ►t A. Z. I� � r �tr �.+ I r • j� i •1. lu�. �� ".• �. `,4 �� "',� . v J� � : "'� its' Ma 6 N ;c �y,«��� eft` • . 540 , iii .t...i - .,•.�. + rs• ^ i�ti. `>.'~> r `•� 'r�.-... 3•, +' l'.ar FEE ,A• ?^! J rt+ h.' — t' T r fi�I �t • •�i•� x Lf GeA ' �! n�i•_ ,,:, s �� "��.•��• >17y �' +' �.— •" •Y�"in �� tsr I■•�w��l..�j! �. n GbA Y: .. a j :aer r 34 3! d „i y, Is } G A >� II t f t 'e �S �Y, �t•+. ' .1 i e � � :�,�,- � •� . '� "�4 ,+�! t � •+�;I:y � `�+,' = t... ii �i. #tr1 r yt+ 1 • •; n`'1 . °J' "7�T d. , � ; .�• ..p' -s••• '.�t --'x j ^'s • °�s„- 4 _r�rr 3;r'��t'�``� ICS, f ••� i r� 1L _ > } . a � ?� +..tf'� • 'i .'t! , i, h;.:. � ni -.+' �.[tt•� � . � i., � .SWlau!1t11 �i' jt?1 �t"P' vy'i . r ,',� J. w `'. �yy 6 • s '!• *�Y• r, — __.F r li.•••.v' i^:.�Ar r�� '."�,, t �. i •S+.�r Ry � tt t' �i�,i � t r 1., �. �„ +�' '44+y y���s � �;,^ fif, h'• GbA �. so _ �J ��. , 4�� 1 �•,.t`�; �7d filar .G" i tcs'r (,a 1 a t"{ •► r` s r• � � J a S i � •,� �• q 1l--" - �� °' fir �. Y' ! 'r:. M . -. t a't, lit" iii', _ � � � , ,•• `` �:. ,- v-,�.: jK: .GcA,i^ i � • •' �►_„1i, .. '; 1 T''• �;' fl:; 1�JI r f � �� Ifa (� • t F k . t. �+ lf'.' �S f Jh;i nLi 9 al U ' E AxE + rli...`- ti _.GV _ .JF,: 1/+ r. r !., �t •,r+ -r," . :. ,. �.►�. 'pm sr.,. RIVERSIDE COUNTY, CALIFORNIA 77 TABLE 12. --Soil and water features Absence of an entry indicates the feature is not a concern. See text for descriptions of symbols and such terms as "rare," 'brief, and perched. The symbol < means less than; > means greater than] Soil name and logic Flooding High water table Bedrock map symbol group Frequency Duration Months Depth Hind Months De th Hardn P Badland: BA. Borrow pits: B P. Bull Trail: BtE----------- - - - - -- B ca, Ca D---------- - - - - -- A Callon Variant: Cb D---------- - - - - -- A Carrico: CcC----------- - - - - -- A Carsitas: CdC, Cd E, C hC, C k B. A CFO------------ - - - - -- A Carsitas Variant: Cm8,CmE----------- C Chuckawalla: Co B, Co D, C nC, C n E. B PA, p6, CsA ------ ----------------- CP Fluvaquents: Fa------------ - - - - -- D. Fluvents: Fe------------- - - - - -- A/D Gilma Ga B bA, b B, GeA. GcA, , 1A______ G avPel pits and dumps: Imal: ppeeriN------------------ ­D IFA------------ - - - - -- D ImC 1: Imppeerial part ------- Gullied land part. D Im rial: PoC l: Imppeerial part_______ Gullied land part. D Indio* IP, s_ .. ----- - - - - -= Ir, --------- - - - - -- Lithic Torripsamments: LR1: Lithic Torripsamments part. D • Rock outcrop part. M eas . _�ili­ ff Is None------ -------- - - - - -- ------ - - - - -- >6.0 ----- - - - - -- >60 None - - - - -- -------- - - - - -- ------ - - - - -- >6.0 ----- - - - - -- >60 None - - - - -- -------------------- - - - - -- >6.0 ------ - - - - -- >60 Rare- - - - - -- -------------------- - - - - -- >6.0 ----- - - - - -- >60 None------ -------------- ------ - - - - -- >8.0 - - - - - -- >80 None- - - - - -- -------- - - - - -- - - - -- 2.0 -4.0 Apparent -- --- Jan-Dee - - -- >60 - --- - - - --- None ------ -------- - - - - -- ------ - - - - -- >6-0 - - - - - -- 6-20 Rippable. None - - - - -- -------- - - - - -- ------ - - - - -- >6.0 - - - - - -- >60 -------- - - - - -- - - - -- ---- - - - - -- None------ ------ - - - - -- >6.0 -------- - - - - -- None------ - -------- - - - - -- ------ - - - - -- > ----- - - - - -- 3.0 -5.0 A ---- - - - - -- ------------- - Apparent ----- Jan-Dee ---- >80 Frequent - -- Very long - - - -- Apr - Sep - - -- 0.5 -2.0 Apparent Jan- pec -- -- >60 Occasional__ Very brief - - -- Jan-Dec____ >6.0 ----- - - - - -- >60 -------- - - - - -- - ---- - - - - -- Rare------- -------------- ------ - - - - -- >6.0 -------- - - - - -- ------ - - - - -- >� ---- - - - - -- None - - - - -- -------------------- - - - - -- 3.0 -5.0 Apparent - - - -- APrOct - - -- >W ---- - - - - -- None------ ------------ - - - - -- >8.0 one ------ -------- - - - - -- ------ - - - - -- 1.0 -3.0 None - - - - -- -------------------- - - - - -- >6.0 None ------ I-------------- ------- - - - - -I 1.5 5.0 I None -- --- - -- ----- - - - - -- -- >6.0 ---- - - - - -- one - - - -- -------------------- - - - - -- 1 3.0 -5.0 None------ I-------------- I------- - - - - -I >6.0I. Apparent_____ Apparent_____ Apparent -- >60 Jan - Dec___ _ 1 >60 ------ - - - - -- >60 I Jan- Dec____I >60 I >60 ---- - - - - -- Jan- Dec____ >60 I-10 ----- - -- - -- j$. nit.j ty . 78 • Soil name and map symbol SOIL SURVEY TABLE 12.- Soil and water features — Continued HyoB► dreo- Flooding High water table group Frequency Duration Months Depth Kind Months aB MaD----- -- - - -- None - - - - -- -------- --------------- None - - - - -- - - - - -- -------- --- --- - - - - - -- ------------ Niland: NaB---- ------- - - - - -- NbB----------------- C C None ------ None - - - - -- --------- -- - - -- -- ----- - - - - -- ---------- Omstott: OmD---------- - - - - -- C None - - - - -- -------- - - - - -- ------------ Orl: Omstott part _ _ _ _ _ _ - Rock outcrop part. C None ------ _ - - - - - -- -- -- - Riverwash: RA. Rock outcrop: RO. RT1: Rock outcrop part. Lithic Torripsamments part. D None------ _ Rubble land: ------ - - - - -- RU. Salton: • Sa, Sb--------- - - - - -- D None - - - - -- --------- - - - - - Soboba: _ ----- - - - - -- So D, Sp E__- _________ A None ------ -------------- TO 1: Torriorthents part. Rock outcrop part. Ttnggs: �pE, TrC, Ts B_ - - - -__ A None - - - - -- -------- - - - - -- Ft >6.0 _ 1.5 -5.0 Apparent -____ Jan - Dec____ >6.0 -------------- _ 1.5 -5.0 Apparent_____ Jan-Dee ---- >6.0 -------------- ------------ >6.0 -------- - - - - -- ------ - - - - -- Bedrock Depth Hardness in >60 --- - - - - -- >60 - -- - -- --- >60 --------- >60 --- - - - - -- 4-20 Rippable. 4-20 Rippable. >6.0 1-------------- I------- - - - - -1 1 -10 1 Hard. 2.0 -5.0 I APpamnt_____I Jan- Dec____I >60 I-- -- - - - - -- >6.0 1--------------------- - - - - -I >W I---- - - - - -- >6.0 1------------- -I - - -- -- - - - - -I >W I---- - - - - -- 'This mapping unit is made up of two or more dominant kinds of soil. See mapping unit description for the composition and behavior of the whole mapping unit. parent; and the months of the year that the water table commonly is high. Only saturated zones above a depth of 5 or 6 feet are indicated. Information about the seasonal high water table helps in assessing the need for specially designed foundations, the need for specific kinds, of drainage systems, and the need for footing drains to insure dry basements. Such information is also needed to decide whether or not construction of basements is feasible and to determine how septic tank absorption fields and other underground installations will function. Also, a seasonal high water table affects ease of excavation. Depth to bedrock is shown for all soils that are underlain by bedrock at a depth of 5 to 6 feet or less. For many soils, the limited depth to bedrock is a part •of the definition of the soil series. The depths shown are based on measurements made in many soil borings and on other observations during the mapping of the soils. The kind of bedrock and its hardness as related to ease of excavation is also shown. Rippable bedrock can be excavated with a single -tooth ripping attach- ment on a 200 - horsepower tractor, but hard bedrock generally requires blasting. Formation, Morphology, and Classification of the ,Soils This section contains descriptions of the major fac- tors of soil formation as they occur in the Coachella Valley Area, a summary of significant morphological characteristics of the soils of the Area, an explanation of the current system of classifying soils by categories broader than the series, and a table showing the clas- • 0 0 SYNTHETIC UNIT HYDROGRAPH HYDROLOGY MAP GRIFFIN RANCH, TRACT NO. 32879 ADDENDUM TO HYDROLOGY REPORT PREPARED BY MSA CONSULTING, INC. MAY 24, 2007 The following analysis and exhibit are presented as an addendum to the approved Hydrology Report for Tract No. 32879, dated September 21, 2005. All hydrologic parameters and assumptions used in said report apply to the analyses in this addendum, except where noted otherwise. The purpose of this addendum is to provide an analysis of the resultant hydrologic effects due to a revision of the south curb return at the intersection of Madison Street and Mery Griffin Way. The revised curb return now has positive drainage toward the interior of the project with a local high point at the BCR on Madison Street, whereas it previously had positive drainage toward Madison Street with a local high point at the ECR on Mery Griffin Way. As illustrated in the attached exhibit, the practical effect of this revision is that storm runoff approaching the south curb return in the cross gutter will split at the southern flowline intersection, with a portion of the flow diverting into the Mery Griffin Way rather than continuing south on Madison Street as in the previous design. This runoff approaching from the north is limited by the catch basin at the Madison Street ECR of the north curb return, which is sized for total interception. Runoff continuing south on Madison Street is collected in a catch basin at the south end of the project frontage, where it is conveyed to a large retention basin within the project. The exhibit depicts the original northerly boundaries of the drainage area contributing runoff to the southern Madison Street catch basin, and delineates the portion that will be partially diverted into Mery Griffin Way in the revised design. As noted on the exhibit, this diverted area comprises 0.170 acres. The hydrology report's Synthetic Unit Hydrograph for,this location showed an effective rainfall of 3.612 inches, so the runoff volume for the diverted area is 3.612 in X 0.170 ac = 12 in /ft = 0.051 acre -feet. Performing a Rational Method analysis of the partially.diverted area yields the following results: ++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1.000 to Point /Station 2.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 170.000(Ft.) Top (of initial area) elevation = 487.600(Ft.) Bottom (of initial area) elevation = 485.300(Ft.) Difference in elevation = 2.300(Ft.) Slope = 0.01353 s(percent)= 1.35 TC = k(0.300) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 5.534 min. Rainfall intensity = 6.375(In /Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.887 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0•.900 Initial subarea runoff = 0.962(CFS) Total initial stream area = 0.170(Ac.) Pervious area fraction = 0.100 End of computations, total study area = 0.17 (AC.) A precise determination of the flow split ratio is difficult, but a conservative assumption would be that 75% of the flow reaching the point of diversion, or 0.962 cfs X 75% = 0.722 cfs, is redirected onto Mery Griffin Way. Given that the portion of Mery Griffin Way onto which the runoff is diverted has continuous trench drains along the edge of pavement for the collection of runoff, the effect of the additional 0.722 cfs will be negligible. Since runoff from that area is stored on the proposed water feature, with a water surface area of 0.25 acres, the additional runoff volume of 0.051 ac -ft X 75% = 0.038 ac -ft would result in an approximate 100 -year water surface elevation rise of 0.038 ac -ft _ 0.25 ac = 0.15 feet. This too may be seen as negligible, especially considering that recent design changes have included an overflow structure above the water feature that would convey any potential overflow to the large retention basin south of the proposed clubhouse. Its 100 -year water surface has an area of 3.455 acres, so if the diverted runoff were to overflow to this basin, the resulting 100 -year water surface rise would be approximately 0.038 ac -ft - 3.455 ac = 0.01 feet, certainly to be considered negligible. r`�'� `'�''`��. � �. � xa tn:�u: rr` . �, c �� � � �, , - f a:; �,- r ;,� _ . �. i i LL 0 PROP. i N (TYP.) I / w Z POINT OF C FLOW SPLIT G 22 / PROP. snow 4"� TRENCH N ` D RAI N ESTIMATED 0.722 CFS DIVERTED EASTWARD, COLLECTED IN CONTINUOUS 3 ` TRENCH DRAINS AND CONVEYED m TO ENTRY WATER FEATURE m zoo ° 0 11 0> 0> BOUNDARY OF ORIGINAL -o DRAINAGE AREA TRIBUTARY X W ° TO SOUTH CATCH BASIN m BOUNDARY OF DRAINAGE BIZ * — — — AREA SUBJECT TO 0 I PARTIAL DIVERSION zoZ —� DIRECTION OF FLOW r*t N I I OX RATIONAL METHOD NODE 0' 20' 40' MSA CONSULTING, INC. HYDROLOGY REPORT "MNM • °N.$NBmm • r.MD SuiLvEmo ADDENDUM EXHIBIT 14'0 .�. 34200 BoB Hors naive . R-wcw MmAos . CA M70 GRIFFIN RANCH q'C SCALE 1"=20' TmmHom (760) 320.9W m FAx (760) 3237893 TRACT N0. 32879 ,�;L)vr rr'e—o vi�l��SF HYDROLOGY REPORT For Property Located In a portion of Section 15, US., RM, SBM La Quinta, California Griffin Ranch Tract Map No. 32879 September 21, 2005 Prepared for: Trans West Housing 47120 Dune Palms Road, Suite C La Quinta, CA 92253 -2051 JN 1721 MSA CONSULTING, INC. MAummo, SmrrH & Assocum INC. ftmaiwo • C rim Exona mwo n LmD SuavEmo 34200 BOB HOM Diuva ■ RMCgO MUUGE • CA 92270 Tmmmom (760) 320 -9W ■ Nx (760) 323 -7893 on 11 11 _0 HYDROLOGY REPORT For Property Located In a portion of Section 15, US., RM, SBM La Quinta, California Griffin Ranch Tract Map No. 32879 September 21, 2005 Prepared for: Trans West Housing 47120 Dune Palms Road, Suite C La Quinta, CA 92253 -2051 JN 1721 MSA CONSULTING, INC. MAnmRO, SMTrH & AssoclAm INC. Pi.mmwe ■ Cnm. BxonasB mo • LmD SuRvnwo 34200 BoB HoPE DRm ■ Rmmo Mnum ■ CA 92270 T awHom (760) 320 -9811 ■ FAx (760) 323.7893 Project Description is Griffin Ranch (Tract 32879) is located south of Avenue 54 and east of Madison Street in the city of La Quinta, California, and consists of approximately 193 acres providing 303 single - family residential lots (see Vicinity Map). Existing Conditions Flood Rate Map: The project area is covered by FIRM Panel Number 060245 2300 B, revised March 22, 1983, which shows that the project area lies within Zone C, indicating the area is subject to minimal flooding (see attached FEMA map). Off -Site: The crowns and side swales of the existing Avenue 54 and Madison Street channel off -site storm runoff away from entering the project site. This off - site runoff originates further west and north on these streets and continues flowing eastward and southward beyond the project site. On -Site: The site is relatively flat and slopes gradually toward the southeast with storm runoff generally characterized as sheet flow. The existing soil falls into two hydrologic soil groups, as defined in the 1978 Riverside County Flood Control & Water Conservation District (RCFC &WCD) Hydrology Manual, referencing Soil Conservation Service designations. The majority of the site is categorized as Group B, with a portion of the northwest corner of the site designated as Group A (see Hydrology Map). Flood Control Requirements The drainage of this project site falls under the jurisdiction of the City of La Quinta. The project design shall provide for the capture and storage of all storm runoff generated on -site or passing through the site in a 100 -year storm, as well as that generated in the adjacent street frontages of Avenue 54 and Madison Street. Runoff from a 10 -year storm shall not overtop curbs and 100 -year runoff shall be confined within the right -of -way and /or public utility and drainage easements Proposed Hydrology and Flood Control Improvements On -site storm runoff will be conveyed in the streets and captured by catch basins to be carried via underground storm drains to retention basins, as shown on the attached Hydrology Maps. The size and configuration of the basins will be sufficient to store the entirety of the 100 -year storm runoff volume, with percolation conservatively disregarded. Similarly, catch basins in Avenue 54 and Madison Street will intercept the storm runoff generated in the adjacent street frontages for conveyance via swales and storm drain pipes to the retention basins. Run -Off Analysis Peak runoff flows for 10 -year and 100 -year one -hour storms were determined using a Rational Method computer program based on the 1978 RCFC &WCD Hydrology Manual. The Synthetic Unit Hydrograph, Shortcut Method, was used to determine the runoff volumes created from the proposed improvements in a _ 100 -year storm event. The 3 -hour, 6 -hour and 24 -hour storms were analyzed, • with the 24 -hour storm producing the maximum runoff. The data used in the Synthetic Unit Hydrograph calculations are as follows: 20,000 square foot lots: Soil Group: A & B, AMC -II 85% Runoff Index Number: Soil Group A: 32 (Urban cover — Residential) Offsite Street Areas: 42% Soil Group B: 56 (Urban cover — Residential) 85% Infiltration Rate (FP): Soil Group A: 0.74 in /hr 24 -Hour: 6.0 inches Soil Group B: 0.51 in /hr Impervious Area (A;): Single - Family Residential: 40,000 square foot lots: 20% 20,000 square foot lots: 40% 10,000 square foot lots: 50% Retention Basin /Park/Golf Areas: 10% Offsite Street Areas: 60% Clubhouse Area (based on conceptual plans): 50% Constant Loss Rate (F): • Low Loss Rate Storm Frequency: Total Adjusted Rainfall • Soil Group A: SFR -40k: SFR -20k: SFR -10k: Offsite Street: Soil Group B: SFR -40k: SFR -20k: SFR -10k: Ret/Park/Golf: Offsite Street: Clubhouse: 0.74[1 - 0.9(20 %)] 0.74[1 - 0.9(40 %)] 0.74[1 - 0.9(50 %)] 0.74[1 - 0.9(60 %)] 0.51[1-0.9(20%)] 0.51[1-0.9(40%)] 0.51[1-0.9(50%)] 0.51[1-0.9(10%)] 0.51[1-0.9(60%)] 0.51[1-0.9(50%)] Single - Family Residential: 40,000 square foot lots: 85% 20,000 square foot lots: 85% 10,000 square foot lots: 85% Retention /Park/Golf Areas: 90% Offsite Street Areas: 42% Clubhouse Area: 85% 100 -Year 24 -Hour: 6.0 inches 6 -Hour: 3.0 inches 3 -Hour: 2.5 inches = 0.61 in /hr = 0.47 in /hr = 0.41 in /hr = 0.34 in /hr = 0.42 in /hr = 0.33 in /hr = 0.28 in /hr = 0.46 in /hr = 0.23 in /hr = 0.28 in /hr Results and Conclusions • The Synthetic Unit Hydrograph analysis yielded the following values of effective rain for the project site: 24 -Hour 6 -Hour 3 -Hour Soil Group A: SFR -40k: 0.900" 0.853" 0.979" SFR -20k: 1.153" 1.050" 1.194" SFR -10k: 1.364" 1.163" 1.314" Offsite Street: 3.480" 1:898" 1.701" Soil Group B: SFR -40k: 1.316" 1.143" 1.289" SFR -20k: 1.834" 1.336" 1.514" SFR -10k: 2.225' 1.481" 1.660" Ret/Park/Golf: 0.980" 1.003" 1.186" Offsite Street: 3.612" 2.041" 1.859" Clubhouse: 2.225" 1.481" 1.660" The resulting storm runoff volumes for the project are as follows: 24 -hr 6 -hr 3 -hr Area Volume Volume Volume (ac) (ac -ft) (ac -ft) (ac -ft) Tributary Area 1: Soil Group A: SFR -40k: 1.700 0.13 0.12 0.14 SFR -20k: 9.202 0.88 0.81 0.92 SFR -10k: 10.425 1.18 1.01 1.14 Offsite Street: 3.207 Soil Group B: SFR -40k: 10.761 0.93 1.18 0.51 0.45 1.02 1.16 SFR -20k: 38.860 5.94 4.33 4.90 SFR -10k: 0.999 0.19 0.12 0.14 Ret/Park: 5.358 0.44 0.45 0.53 Offsite Street: 5.668 1.71 0.96 0.88 Clubhouse: 6.496 1.20 0.80 0.90 Total Runoff: 13.78 10.13 11.16 Tributary Area 2: Soil Group B: SFR -40k: 12.735 1.40 1.21 1.37 SFR -20k: 53.426 8.17 5.95 6.74 SFR -10k: 32.471 6.02 4.01 4.49 Ret/Park/Golf: 5.741 0.47 0.48 0.57 Offsite Street: 2.460 0.74 0.42 0.38 Total Runoff: 16.80 12.07 13.55 The 24 -hour storm generates the greatest volume of storm runoff and thus is used as the design storm for the project. The Synthetic Unit Hydrograph Hydrology Map illustrates the storm runoff volume of the tributary areas and the storage capacities of the proposed retention basins. As the map indicates, the capacities of the retention basins are sufficient to store the entirety of the 100 -year storm volumes of their respective tributary areas. It is therefore concluded that the proposed development of the Griffin Ranch development, Tentative Tract 32879, meets the hydrologic requirements.set forth • by the City of La Quinta. • • • RETENTION BASIN VOLUME CALCULATIONS • BASIN 1 RETENTION BASIN VOLUME CALCULATIONS BASIN 26 ELEVATION AREA (SF) AREA (AC) DEPTH VOLUME CUM. VOL. ELEVATION AREA (SF) AREA (AC) (FT) (AC FT) (AC FT) 479.0 150,499.49 3.455 0.5 0.13 0.00 478:0 ° 146;371 82. ' . 3.222 1.0 3.34 3.34 ..: 477.0 130,047.87 2.985 1.0 3.10 6.44 476:0 110,'98-3. 51 , _ 2 754 - : , 1.0 2.87 9.31. 475.0 108,744.33 2.496 1.0 2.63 11.94 T. 97 461;90. 2.237 ` 0.9 2.13 14.67 . BASIN 2A 0.94 DEPTH VOLUME CUM. VOL. ELEVATION AREA (SF) AREA (AC) (FT). (AC FT) (AC FT) 464.5 • 464.0 158,682.54 1.54,564.35 3.643 0.5 1.80 0.00 3.548 1.80 463.0 146,382.83 3.360 1.0 3.45 5.25 462.0 _ 138;272.33. 3.174 1.0 3.2.7 8.52 461.0 130,233.66 2.990 1.0 3.08 11.60 460.0 122,268.20 2.807 1.0 2.90 14.50 459.5 118,312.83 2.716 0.5 1.38 15.88 BASIN 26 ELEVATION AREA (SF) AREA (AC) DEPTH (FT) VOLUME (AC FT) CUM. VOL. (AC FT) 464.5 12,053.13 0.277 0.00 464.0 11,343.33 0.260 0.5 0.13 0.13 463.0 9,984.89 0.229 1.0 0.24 0.37 462.0 8,707.97 0.200 1.0 0.21 0.58 461.0 7,514.96 0.173 1.0 0.19 0'77 460.0 6,414.17 0.147 10 . . 016 0.93 459.9 6,309.16 0.145 -0.1 0.01 ..� 0.94 0 • STREET FLOW DEPTH CALCULATIONS • STREET FLOW DEPTHS FOR 100 -YEAR STORM MAXIMUM STREET FLOW • NODE S (FT /FT) STREET Q... (CFS) STREET SECTION TYPE DEPTH (FT) DEPTH D,oa (FT) 101 0.0116 19.280 = 179.01 S' PRIVATE ON -SITE ROAD 0.70 0.42 102 0.0050 36.308 = 513.47 Sy' PRIVATE ON -SITE ROAD 0.70 0.58 111 0.0050 3.322 = 46.98 Sy' PRIVATE ON -SITE ROAD 0.70 0.29 121 0.0050 8.0W­= 114.51 S�' 54TH AVENUE 0,74 0.49 122 0.0050 2.969 = 41.99 Sy' 54TH AVENUE 0.74 0.37 131 0.0052 5.614 = 77.85 Sy' PRIVATE ON -SITE RURAL ROAD 1.00 0.58 132 0.0052 3.510 = 48.67 Sy' PRIVATE ON -SITE RURAL ROAD 1.00 0.46 133(W) 0.0065' 9.650 = 119.69 S ?' PRIVATE ON -SITE RURAL ROAD 1 -00 0.71 -. 133(E) 0.0086 9.380 = 101.15S, PRIVATE ON -SITE RURAL ROAD 1.00 0.66 135 0:0052. 4.934`_ 68.42. S' PRIVATE ON -SITE RURAL ROAD. 1.00. 0:55 137 0.0052 4.322 = 59.94 Sy' PRIVATE ON -SITE RURAL ROAD 1.00 0.51 141' 0.0053= 6.444 = 88.52' S.�' PRIVATE ON -SITE ROAD � 0.70 0.34.' 142 0.0064 39.215 = 490.19 Sy' PRIVATE ON -SITE ROAD 0.70 0.57 143 0.0085 51.211 = 555.46 S PRIVATE ON -SITE ROAD 0.70 0.60 151 0.0050 10.081 = 142.57 S' PRIVATE ON -SITE ROAD - 0.70 0.40 152.- , 0.0050. 27..568:=- 389.87. S' PRIVATE ON-SITE.ROAD 0.70 0.53" 161 0.0050 3.146 = 44.49 S' MADISON STREET 0.74 0.37 162 0.0050 3.170. _ 44.83S-' MADISON STREET 0.74. 0.37 163 0.0050 4.530 = 64.06 S' MADISON STREET 0.74 0.41 164 0,0050 9.483 134.11 S�' _ MADISON STREET 0.74 0.51 165 0.0050 5.293 = 74.85 Sy' MADISON STREET 0.74 0.43 166 171 0.0125 0.0050 1:116 = 9.98 S, 5.440 = 76.93 S"' PRIVATE ON -SITE. ROAD PRIVATE ON -SITE ROAD 0.70 0.70 0.23 0.33 181 0.0058 2.1.279 =. 279.4.1 S/' PRIVATE ON -SITE ROAD 0.70 0.48 191 0.0100 10.184 = 101.84 S"' PRIVATE ON -SITE ROAD 0.70 0.36 201(N) 0:0056 4.017 = 53.68 S' PRIVATE ON -SITE RURAL ROAD 1.00, 0.49 201(S) 0.0056 0.523 = 6.99S, PRIVATE ON -SITE RURAL ROAD 1.00 0.17 203(N) 0.0052 4:273 = 59.26 S' PRIVATE 0N-SITE RURAL ROAD 1.00 0.51' 203(S) 0.0052 16.912 = 234.53 Sy' PRIVATE ON -SITE RURAL ROAD 1.00 0.97 211 0.0077 14.059 = 160.22 Sy PRIVATE ON -SITE ROAD 0.70 0.41 212 0.0077 42.958 = 489.55 S' PRIVATE ON -SITE ROAD 0.70 0.47 213 0.0063 47.149 = 594.02 Sy' PRIVATE ON -SITE ROAD 0.70 0.61 221 0.0146 12.456 = 103.09 S' PRIVATE ON -SITE ROAD 0.70 0.36 231 0.0070 11:1:19 = 132,90S, PRIVATE ON -SITE ROAD 0.70 0.39 232 0.0051 33.201 = 464.91 SY2 PRIVATE ON -SITE ROAD 0.70 0.55 233 0.0051 31,089 = 435.33 S!12 PRIVATE ON -SITE ROAD 0.70 0.55 234 0.0050 29.862 = 422.31 Sy' PRIVATE ON -SITE ROAD 0.70 0.63 241 0.0050 2.920 = 41.30 S' 54TH AVENUE 0.74 0.36 242 0.0050 7.900 = 111.72 Sy' 54TH AVENUE 0.74 0.48 251 0.0051 20.460 = 286.50 SY' PRIVATE ON -SITE ROAD 0.70 0.48 252 0.0051 35.329 = 494.70 Sy' PRIVATE ON -SITE ROAD 0.70 0.58 253 0.0051 47.614 = 666.73 Sy' PRIVATE ON -SITE ROAD 0.70 0.64 261 0.0050 11.494 = 162.55 S"' PRIVATE ON -SITE ROAD 0.70 0.41 271 0.0053 12.268 = 168.51 SV. PRIVATE ON -SITE ROAD 0.70 0.42 NOTES Node numbers and Qjoo values reference the Rational Method Analysis and Rational Method Hydrology Map. Slope values are taken from rough grading plans and /or street improvement plans. Flow depths are derived from the Street Flow Capacity Charts. Node 212 is physically limited in depth to the crown of the street, or 0.47 ft. STREET FLOW DEPTHS FOR 10 -YEAR STORM MAXIMUM STREET FLOW • NODE S (FT /FT) STREET Q70 (CFS) STREET SECTION TYPE DEPTH (FT) DEPTH D10 (FT) 101 0.0116 3.712 = 34.47 S' PRIVATE ON -SITE ROAD 0.50 0.27 102 0.0050 14.540 = 205.63 S' PRIVATE ON -SITE ROAD 0.50 0.44, 111 0.0050 1.901 = 26.88 S' PRIVATE ON -SITE ROAD 0.50 0.25 121 0.0050 4.904 = 69.35 Sy' _ 54TH AVENUE 0.50 0.42 122 0.0050 1.796 = 25.40 S' 54TH AVENUE 0.50 0.33 131 0.0052 3:055 = 42.37 S�' PRIVATE ON -SITE RURAL ROAD 1.00 0.43' 132 0.0052 2.074 = 28.76 Sy' PRIVATE ON -SITE RURAL ROAD 1.00 0.36 133(W) 0.0065 5.123 63.54 S.�' PRIVATE ON -SITE RURAL ROAD 1.00 0.53 133(E) 0.0086 5.088 = 54.87 S' PRIVATE ON -SITE RURAL ROAD 1.00 0.49 135 0.0052 2:643 _ 36.65 S�' PRIVATE.ON =SITE RURAL ROAD 1.00 0.40' 137 0.0052 2.402 = 33.31 Sy' PRIVATE ON -SITE RURAL ROAD 1.00 0.38 141 0.0053 .. 3.642 = 50:03 S ' PRIVATE ON -SITE ROAD 0.50 0.29 142 0.0064 21.463 = 268.29 S' PRIVATE ON -SITE ROAD 0.50 0.48 143 0.0085 27.875. _ 302.35 S"' PRIVATE ON -SITE ROAD .0.50 - 0.49 151 0.0050 5.671 = 80.20 S' PRIVATE ON -SITE ROAD 0.50 0.33 152 0.0050 15..466 = 218.72 S�' PRIVATE ON- SITE ROAD: 0.50' 0.45 161 0.0050 1.903 = 26.91 S' MADISON STREET 0.50 0.32 162 0.0050 1.884' _ 26.64 S "'..> MADISON'STREET 0.50 0.32. . 163 0.0050 1.900 = 26.87 S' MADISON STREET 0.50 0.32 164 0.0050 .3.892 = 55.04 S,'. MADISON STREET: 0.50 0.39 165 0.0050 1211 = 45.41 S' MADISON STREET 0.50 0.37 166. 0.0125 0.678 = 6.06 S� PRIVATE. ON -SITE ROAD 0.50 0.21 171 181 0.0050 0.0058 3.112 = 44.01 S' '158.87 "' PRIVATE ON -SITE ROAD 0.50 0.28 12.099 = S PRIVATE ON -SITE ROAD 0.50 0.41 191 0.0100 5.817 = 58.17 S "' PRIVATE ON -SITE ROAD 0.50 0.31 20.1(N) 0.0056 2.205. = 29.47 S�' PRIVATE ON -SITE RURAL ROAD 1.00 0.36 201(S) 0.0056 0.317 = 4.24 S' PRIVATE ON -SITE RURAL ROAD 1.00 0.13 203(N) 0.0052 2:279 = 31.60 Sy' PRIVATE ON -SITE RURAL ROAD 1.00 0.37 203(S) 0.0052 9.020 = 125.08 Sy' PRIVATE ON -SITE RURAL ROAD 1.00 0.73 211 0.0077 8.016 = 9135 Sy' PRIVATE ON -SITE ROAD 0.50 035 212 0.0077 24.290 = 276.81 S' PRIVATE ON -SITE ROAD 0.50 0.47 213 0.0063 23.983.'-- 302.16 S/' PRIVATE ON -SITE ROAD 0.50 0.49 221 0.0146 7.132 = 59.02 Sy' PRIVATE ON -SITE ROAD 0.50 0.31 231' 0.0070 6.432 = 76.88 Sy' PRIVATE ON -SITE ROAD 0.50 0.33 232 0.0051 18.783 = 263.01 S' PRIVATE ON -SITE ROAD 0.50 0.47 233 0.0051 14.973 = 209,66S PRIVATE ON -SITE ROAD 0.50 0.44 234 0.0050 11.624 = 164.39 S' PRIVATE ON -SITE ROAD 0.50 0.41 241 0.0050 1.773 = 25.07 SY' 54TH AVENUE 0.50 0.32 242 0.0050 4.685 = 66.26 Sy' 54TH AVENUE 0.50 0.42 251 0.0051 11.650 = 163.1.3 S�' PRIVATE ON -SITE ROAD 0.50 0.41 252 0.0051 19.906 = 278.74 Sy' PRIVATE ON -SITE ROAD 0.50 0.48 253 0.0051 22.745 = 318.49 S' PRIVATE ON -SITE ROAD 0.50 0.50 261 0.0050 6.667 = 94.29 Sy' PRIVATE ON -SITE ROAD 0.50 0.35 271 0.0053 7.123 = 97.84 Sy' PRIVATE ON -SITE ROAD 0.50 0.35 NOTES Node numbers and Q100 values reference the Rational Method Analysis and Rational Method Hydrology Map. Slope values are taken from rough grading plans and /or street improvement plans. Flow depths are derived from the Street Flow Capacity Charts. Node 212 is physically limited in depth to the crown of the street, or 0.47 ft. 1 (il nnI DEPTH (FT) A (SF) P (FT) Q (CFS) HALF STREET FULL STREET. 0.70 9.60 30.58 439.29 S% 878.59 V 0.69 9.30 30.08 421.26 Sm 842.51 0.68 9.00 29.58 403.34 56 806.67 0.67 1 8.71 29.08 1 386727 772.55 0.66 8.42 28.58 1 369.32 738.65 SA 0.65 8.14 28.08 1 3_53_._2_1__§_ 706.43 0.64 7.86 27.58 1 337.21 674.42 S 0.63 7.59 27.08 1 322.03 V 644.06 S 0.62 7.32 26.58 1 306.96 613.91 0.61 7.06 26.08 292.68 585.37 0.60 6.80 25.58 278.51 557.02 0.59 6.55 25.08 265.12 530.24 0.58 6.30 24.58 251.83 503.66 SA 0.57 6.06 24.08 239.30 478.60 0.56 5.82 23.58 226.87 V 453.73 0.55 5.59 23.08 215.17 V 430.35 0.54 5.36 22.58 203_._57__§i_ 407.15 0.53 5.14 22.08 192.69 S 385.39 0.52 4.92 21.58 181.90 S 363.80 0.51 4.71 21.08 171.81 _S'9_ 343.62 0.50 4.50 20.58 161.80 S 323.60 0.49 4.30 20.54 150.19 S 300.38 0.48 4.09 20.49 1 138.39 S 276.78 0.47 3.89 20.45 1 127_._46__S9__ 254.92 Sh 0.46 3.69 19.91 1 118.83 S 237.66 SA 0.45 3.49 19.37 1 110.29 _S9 220.59 0.44 3.30 18.83 1 102.38 S 204.76 SA 0.43 3.12 18.29 95.07 S 190.14 S% 0.42 2.94 17.75 87.84 S 175.69 S 0.41 2.76 17.21 80.71 SW_ 161.42 S 0.40 2.59 16.66 74.18 S% 148.37 S' 0.39 2.43 16.12 68.19 S 136.37 S 0.38 2.27 15.58 62.27 S 124.53 S 0.37 2.12 1 5.04 56.88 Sh 113.77 S 0.36 1.97 14.50 51.58 S 103.15 S DEPTH (FT) A (SF) P (FT) Q (CFS) HALF STREET FULL STREET 0.35 1.83 13.96 46.78 V 93.57 SK 0.34 1.70 13.42 42.48 S 84.96 0.33 1.57 12.87 38.26 SX 76.51 0.32 1.44 12.33 34.08 S%_ 68.17 Sm 0.31 1.32 11.79 - 3 0-3-8 S 60.75 S 0.30 1.20 11.25 26.74 S 53.48 0.29 1.10 10.71 23.90 Sh 47.80 0.28 0.99 10.17 20.75 Sm 41.51 SA 0.27 0.89 9.63 18.02 S 36.05 SvA 0.26 0.80 9.09 15.68 -s-'g 31.36 0.25 0.71 8.54 13.40 Sm 26.80 Sm 0.24 0.63 8.00 11.47 S 22.93 0.23 0.55 7.46 9.58 19.16 S 0.22 0.48 6.92 8.03 16.06 S 0.21 0.42 6.38 6.78 S 13.57 S 0.20 0.35 5.84 5.31 10.62 S 0.19 0.30 5.30 4.38 S 8776 0.18 0.25 4.75 3.48 S __6_.96__S_9___ 0.17 0.21 4.21 2.82 Sh 5.64 0.16 0.17 3.67 1 2.17 SK 4.34 0.15 0.13 3.13 1.54 S)6 3.09 0.14 0.10 2.59 1.13 S 2.26 0.13 0.08 2.05 0.91 sm 1.82 S 0.12 0.06 1.51 0.69 Sm 1.38 S 0.11 0.05 0.97 0.69 1.37 S 0.10 0.04 0.88 0.50 S16 1.01 S 0.09 0.03 0.79 1 0.34 0.67 S% 0.08 0.03 0.70 0.36 0.73 0.07 0.02 0.61 0.20 Sh 0.41 0.06 0.02 0.53 0.22 S 0.45 0.05 0.01 0.44 0.08 S 0.16 SA 0.04 0.01 0.35 0.09 S 0.19 0.03 0.00 0.26 0.00 SA 0.00 0.02 0.00 0.18 1 0.00 S 0.00 sli 0.01 0.00 0.09 1 0.00 S 0.00 5A VALUES FOR Q CALCULATED FROM MANNING'S EQUATION: Q = 1.486 A (A /P)% S% WHERE Q = RATE OF FLOW IN STREET (CFS) n = ROUGHNESS COEFFICIENT = 0.015 A = CROSS- SECTIONAL AREA OF FLOW (SF) • P = WETTED PERIMETER OF FLOW (FT) S = LONGITUDINAL SLOPE OF STREET (FT /FT) STREET FLOW CAPACITY CHART PRIVATE ON -SITE ROADS 12' 34' w U Lai.. m cn D Q Of U U •------- - - - - -- ----------------------- - - - -5- D _0.74 - - -- 0.5' CURB mllx Sl>� 0.16' 2' GUTTER DEPTH (FT) A (SF) P (FT) Q (CFS) HALF STREET FULL STREET 0.74 11.23 43.53 450.85 Sh 901.71 Sh 0.73 10.80 42.53 429.05 Sy, 858.09 S' 0.72 1 10.39 41.53 408.68 S 817.35 S' 0.71 9.98 40.53 388.4_1S Y 776.83 S' 0.70 9.59 14.42 369.55 S%__ 739.10 Sh 0.69 9.20 13.91 350.79 S 701.57 S' 0:68 8.82 13.40 332.75 Sh 665.51 S' 0.67 8.46 12.89 316.07 Sh 632.13 Sh 0.66 8.10 12.38 299.46 Sh 598.92 S' 0.65 7.75 11.87 283.55 Sh 567.10 Sh 0.64 7.42 N29.53 268.93 S 537.87 Sh 0.63 7.09 10.85 254.38 Sh 508.76 Sh 0.62 6.78 10.34 241.08 S 482.16 Sh 0.61 6.47 9.83 227.83 Sh 455.67 Sh 0.60 6.17 9.32 215.23 S 430.45 Sh 0.59 5.89 8.81 203.82 Sh 407.64 Sh 0.58 5.61 27.53 192.45 Sh 384.91 Sh 0.57 5.34 26.53 181.69 Sh 363.39 Sh 0.56 5.09 25.53 172.09 Sh 344.18 Sh 0.55 4.84 24.53 162.51 S 325.01 Sh 0.54 4.61 23.53 154.06 Sh 308.11 Sh 0.53 4.38 22.53 145.62 ­S`9___ 291.23 Sh 0.52 4.16 21.53 137.74 Sh 275.48 S' 0.51 3.96 20.53 130.97 Sh 261.93 S' 0.50 3.76 19.53 124.20 S 248.39 Sh 0.49 3.57 19.01 115.98 Sh 231.96 Sh 0.48 3.39 178 .50 1 108.35 S' 216.69 Sh 0.47 3.21 17.99 1 100.79 S' 201.58 S' 0.46 3.04 1 17.48 1 93.83 Sh 187.67 Sh 0.45 2.87 1 16.97 1 86.95 Sh 173.90 Sh DEPTH (FT) A (SF) P (FT) Q (CFS) HALF STREET FULL STREET 0. 44 2.70 16.46 80.15 Sh 160.30 Sh 0.43 2.55 15.95 74.41 Sh 148.83 Sh 0.42 2.39 15.44 68.26 S 136.52 Sh 0.41 2.24 14.93 62.66 Sh 125.31 Sh 0.40 2.10 14.42 57.59 Sh 115.17 Sh 0.39 1.96 13.91 52.58 S 105.16 S' 0.38 1.83 13.40 48.08 Sm 96.16 Sh 0.37 1.70 12.89 43.64 Sh 87.27 Sh 0.36 1.58 12.38 39.68 _S_'9 79.35 Sh 0.35 1.46 11.87 35.77 Sh 71.54 S' 0.34 1.34 11.36 31.93 Sh 63.86 S' 0.33 1.24 10.85 28.93 S 57.86 S' 0.32 1.13 10.34 25.59 Sh 51.18 Sh 0.31 1.03 9.83 22.68 54 Sh 0.30 0.94 9.32 20.18 Sh 40.35 Sh 0.29 0.85 8.81 17.71 Sh 35.43 Sh 0.28 0.77 8.30 15.63 Sh 31.26 Sh 0.27 0.69 7.79 13.58 Sh 27.17 Sh 0.26 6.62 7.28 11.89 Sh 23.78 Sh 0.25 0.55 6.76 10.23 Sh 20.46 Sh 0.24 0.49 6.25 8.89 Sh 17.78 Sh 0.23 0.43 5.74 7.57 Sh 15.14 S' 0.22 0.38 5.23 6.55 ST___ 13.11 Sh 0.21 0.33 4.72 5.55 Sh 11.10 S' 0.20 0.28 4.21 4.55 Sh 9.11 Sh 0.19 0.25 3.70 4.11 Sh 8.22 S' 0.18 0.21 3.19 3.39 Sh 6.78 Sh 0.17 0.19 2.68 3.22 Sh 6.45 Sh 0.16 0.16 2.17 2.79 Sh 5.57 Sh 0.15 0.14 2.04 2.32 Sh 4.65 Sh VALUES FOR Q CALCULATED FROM MANNING'S EQUATION: Q = 1.4,86 A (A /P)% Sh WHERE Q = RATE OF FLOW IN STREET (CFS) n = ROUGHNESS COEFFICIENT = 0.015 A = CROSS- SECTIONAL AREA OF FLOW (SF) P = WETTED PERIMETER. OF FLOW (FT) S = LONGITUDINAL SLOPE OF STREET (FT /FT) STREET FLOW CAPACITY CHART MADISON STREET 12' 36' A (SF) w U Q (CFS) Z m FULL STREET Q D' 11.23 Cl � Lu U 450.85 Sh 901.71 Sh 0.73 U 0.5' CURB 0.16' 2' GUTTER DEPTH (FT) A (SF) P (FT) Q (CFS) HALF STREET FULL STREET 0.74 11.23 43.53 450.85 Sh 901.71 Sh 0.73 10.80 42.53 429.05 S 858.09 Sh 0.72 10.39 41.53 408.68 Sh 817.35 S 0.71 9.98 40.53 1 388.41 S 776.83 S' 0.70 9.59 39.53 1 369.55 Sh 739.10 S% 0.69 9.20 38.53 1 350.79 Sh 701.57 S' 0.68 8.82 37.53 1 332.75 S 665.51 S' 0.67 8.46 36.53 316.07 Sy, 632.13 Sh 0.66 8.10 35.53 299.46 S 598.92 Sh 0.65 7.75 34.53 283.55 Sh 567.10 S' 0.64 7.42 33.53 268.93 Sh 537.87 S' 0.63 7.09 32.53 254.38 S% 508.76 S' 0.62 6.78 31.53 1 241.08 S 482.16 Sh 0.61 6.47 30.53 1 227.83 S 455.67 Sh 0.60 6.17 29.53 1 215.23 S 430.45 Sh 0.59 5.89 28.53 1 203.82 Sh 407.64 Sh 0.58 5.61 27.53 1 192.45 Sh 384.91 Sh 0.57 5.34 26.53 1 181.69 S 363.39 S' 0.56 5.09 25.53 172.09 Sh 344.18 Sh 0.55 4.84 24.53 162.51 Sh 325.01 Sh 0.54 4.61 23.53 154.06 Sh 308.11 Sh 0.53 4.38 22.53 145.62 Sh 291.23 S' 0.52 4.16 21.53 137.74 SK 275.48 S' 0.51 3.96 20.53 1 130.97 Sh 261.93 Sh 0.50 3.76 19.53 1 124.20 S 248.39 Sh 0.49 3.57 19.01 115.98 Sh 231.96 Sh 0.48 3.39 18.50 108.35 SK 216.69 Sh 0.47 3.21 17.99 100.79 Sh 201.58 Sh 0.46 3.04 17.48 93.83 Sh 187.67 Sh 0.45 2.87 16.97 86.95 Sh 173.90 Sh DEPTH (FT) A (SF) P (FT) Q (CFS) HALF STREET FULL STREET 0.44 2.70 16.46 80.15 Sh 160.30 Sh 0.43 2.55 15.95 74.41 S 148.83 Sh 0.42 2.39 15.44 68.26 SK 136.52 Sh 0.41 2.24 14.93 62.66 Sh 125.31 Sh 0.40 2.10 14.42 57.59 S 115.17 S' 0.39 1.96 13.91 52.58 Sh 105.16--ST- 0.38 1.83 13.40 48.08 S 96.16 S' 0.37 1.70 12.89 1 43.64 S' 87.27 Sh 0.36 1.58 12.38 39.68 S 79.3-5--S-g' 0.35 1.46 11.87 35.77 S 71.54 Sh 0.34 1.34 11.36 31.93 Sh 63.86 Sh 0.33 1.24 10.85 28.93 S 57.86 S' 0.32 1.13 10.34 25.59 S 51.18 S 0.31 1.03 9.83 22.68 S 45.36 S' 0.30 0.94 9.32 20.18 S 40.35 Sh 0.29 0.85 8.81 17.71 Sh 35.43 Sh 0728 0.77 8.30 15.63 Sh 31.26 Sh 0.27 0.69 7.79 13.58 Sh 27.17 Sh 0.26 0.62 7.28 11.89 Sh 23.78 Sh 0.25 0.55 6.76 10.23 Sh 20.46 Sh 0.24 0.49 6.25 8.89 S' 17.78 Sh 0.23 0.43 5.74 7.57 Sh 15.14 Sh 0.22 0.38 5.23 6.55 Sh 13.11 S'h 0.21 0.33 4.72 5.55 _SW_ 11.10 Sh 0.20 0.28 4.21 4.55 S 9.11 Sh 0.19 0.25 3.70 1 4.11 Sh 8.22 Sh 0.18 0.21 3.19 3.39 Sh 6.78 Sh 0.17 0.19 2.68 3.22 Sh 6.45 Sh 0.16 0.16 2.17 2.79 Sh 5.57 Sh 0.15 0.14 2.04 2.32 Sh 4.65 Sh VALUES FOR Q CALCULATED' FROM MANNING'S EQUATION: Q = 1.4'86 A (A /P)ll S11 WHERE Q = RATE OF FLOW IN STREET (CFS) n = ROUGHNESS COEFFICIENT = 0.015 A = CROSS- SECTIONAL AREA OF FLOW (SF) • P = WETTED PERIMETER OF FLOW (FT) I S = LONGITUDINAL SLOPE OF STREET (FT /FT) STREET FLOW CAPACITY CHART 54TH AVENUE 10' P. U. E. R/W - - - - -- Q- D= 1-00- - %. 2' �--- 4' 14.5' 2% DEPTH (FT) A (SF) P (FT) Q (C FS) (HALF STREET) 1.00 6.00 10.25 249.56 SA 0.95 5.51 9.83 222.65 S'M 0.90 5.04 9.42 197.44 S'/2 0.85 4.59 9.01 174.03 S36 0.80 4.16 8.60 152.37 S'' 0.75 3.75 8.18 132.52 S% 0.70 3.36 7.77 114.21 S% 0.65 2.99 7.36 97.49 S'� 0.60 2.64 6.95 82.31 S% 0.55 2.31 6.54 68.61 S% 0.50 2.00 6.12 56.40 S% 0.45 1.71 5.71 45.50 S'lh 0.40 1.44 5.30 35.91 S% 0.35 1.19 4.89 27.57 S% 0.30 0.96 4.47 20.46 S% 0.25 0.75 4.06 14.46 S% 0.20 0.56 3.65 9.54 S34 0.15 0.39 3.24 5.65 S% 0.10 0.24 2.82 2.76 S% 0.05 0.11 T2.41 0.84 S% q VALUES FOR Q CALCULATED FROM MANNING'S EQUATION: Q = 1 -4186 A (A /P)% S% WHERE Q = RATE OF FLOW IN STREET (CFS) n = ROUGHNESS COEFFICIENT = 0.025 A = CROSS- SECTIONAL AREA OF FLOW (SF) P = WETTED PERIMETER OF FLOW (FT) S = LONGITUDINAL SLOPE OF STREET (FT /FT) • STREET FLOW CAPACITY CHART PRIVATE ON -SITE RURAL ROADS • 0 (* CATCH BASIN CAPACITY CALCULATIONS • i • CATCH BASIN SUMMARY CATCH BASIN NO. INLET CONDITION DRAINAGE NODE STREET FLOW (C S) INLET CAPACITY (C S) REMAINING FLOW CFS) NODE RECEIVING REMAINING FLOW Qloo Q10 Q100 Clio Q100 Q10 1 FLOW -BY 165 5.293 3.211 5.330 4.254 - - - -- - - - -- _____ 2 FLOW -BY 164 9.483 3.892 10.022 6.702 - - - -- - - - -- _____ 3 FLOW -BY 166 1.116 0.678 7.734 6.320 - - - -- - - - -- 4 SUMP 152 27.568 . 15466 14.556 11.895 - - - -- - - - -- - - - -- 5 SUMP 14.556 11.895 6 FLOW -BY 143 . 51211 27.875 17.318 12.781 16.575 2.313 102 7 FLOW -BY 17.318 12.781 8 GRATE 133(W) 9.650 5.123 11.549 11.549 - - - -- - - - -- _____ 9 GRATE 133(E) 9.380 5.088 11.549 11.549 - - - -- - - - -- I _____ 10 SUMP 102 36.308 14.540 21.782 17.800 - - - -- - - - -- - - - -- 1 SUMP 21.782 17.800 12 GRATE 132 3.510 2.074 7.699 7.699 - - - -- - - - -- ----- 13 GRATE 131 5.614 3.055 7.699 7.699 - - - -- - - - -- ----- 14 FLOW -BY 122 2.969 1.796 3.014 2.539 - - - -- - - - -- _____ 15 GRATE 201(N) 4.017 2.205 7.699 7.699 - - - -- - - - -- _____ 16 GRATE 201(S) 0.523 0.317 7.699 7.699 - - - -- - - - -- _____ 17 GRATE 203(N) 4.273 2.279 7.699 7.699 - - - -- - - - -- _____ 18 GRATE 203(S) 16.912 9.020 17.323 17.323 - - - -- - - - -- _____ 19 SUMP 212 42.958 24.290 6.090 6.090 36.868 18.200 213 20 SUMP 213 47.149 23.983 16.927 13.833 - - - -- - - - -- _____ 21 SUMP 16.927 13.833 22 SUMP 16.927 13.833 23 SUMP 271 12.268 . 7123 7.734 6.320 - - - -- - - - -- - - - -- 4 SUMP 7.734 6.320 25 SUMP 261 11.494 6.667 7.734 6.320 - - - -- - - - -- - - - -- SUMP 7.734 6.320 27 SUMP 253 47.614 22.745 24.258 19.824 - - - -- - - - -- _____ 28 SUMP 24.258 19.824 29 SUMP 24.258 19.824 30 FLOW -BY 252 35.329 19.906 9.902 7.455 15.525 4.996 253 31 FLOW -BY 9.902 7.455 32 SUMP 234 29.862 11.624 16.927 13.833 _____ _____ 33 SUMP 16.927 13.833 34 FLOW -BY 232 33.201 18.783 6.397 4.919 20.407 8.945 233 35 FLOW -BY 6.397 4.919 36 FLOW -BY 242 7.900 4.685 8.027 6.570 - - - -- - - - -- 37 SUMP 171 5.440 . 3112 7.734 6.320 - - - -- - - - -- - - - -- 8 SUMP 7.734 6.320 39 SUMP 181 21.279 12.099 7.734 6.320 - - - -- 40 SUMP 7.734 6.320 41 SUMP _T_734T 6.320 42 SUMP 191 10.184 5.817 12.229 9.994 - - - -- I _____ _____ 43 FLOW -BY 163 4.530 1.900 4.962 3.421 1 _____ _____ 44 FLOW -BY 162 3.170 1.884 3.436 2.763 - - - -- 45 FLOW -BY 161 3.146 I 1.903 3.436 2.763 - - - -- 46 FLOW -BY 233 131.089 � 14.973 432 8. 6.033 14.2251 2.907 - - - -- 47 FLOW -BY 8.432 6.033 48 SUMP 121 8.497 4.904 12.644 • Catch Basin Capacity Calculations The following catch basin capacity equations used for curb - opening catch basins is taken from the attached Design Charts LL -13 and LL -15 for catch basins on grade and in sump conditions, respectively, published by the City of Los Angeles Department of Public Works: LL -13: Q = 2.92 Wo.65 D1.5 where: Q = maximum storm flow in one inlet (cfs) W = length of curb opening (ft) D = depth of flow above normal gutter grade, taken from attached street flow depth tabes (ft) LL -15: Q = 3.0 AWo.13Do.6 = 3.0(0.67W) Wo.13D0.6 = 2.0W1.13D0.6 where: Q = maximum storm flow in one inlet (cfs) A = area of curb opening (W x 0.67) (ft) W = length of curb opening (ft) D = maximum depth of flow above normal gutter grade, assumed to be at top of curb for 10 -year storm and top of right -of -way or public utility easement for 100 -year storm (see attached Street Flow Capacity Charts) (ft) The following equation used for grate inlet catch basins is taken from the Federal Highway Administration's Hydraulic Engineering Circular No. 12 (HEC 12): • Q =(cA 2gd� where: Q = maximum storm flow in one inlet (cfs) c = orifice coefficient = 0.6 (square edges) A = open area of grate (ft) Assuming 80% open area of grates: For 24 "x24" grate, A = 2' x 2' x 80% = 3.2 ft2 For 24"x36" grate, A = 2' x 3' x 80% = 4.8 ft2 For 36"x36" grate, A = 3' x 3' x 80% = 7.2 ft2 g = gravitational constant = 32.16 ft/sec2 d = maximum depth of water over grate = 1 ft (see attached Street Flow Capacity Chart for Private On -Site Rural Roads) f = clogging factor = 0.50 Node 102 — SUMP From Chart LL -15, Q = 2.0 Wt.13 D06 with W = 10 ft: D10 MAX = 0.50 ft: Q = 2.0(10)113(0.50)06 = 17.800 cfs D100 MAX = 0.70 ft: Q = 2.0(1 0)1.13(o .70)0.6 = 21.782 cfs Node 121 — SUMP From Chart LL -15, Q = 2.0 W113 D0.6 with W = 6 ft: D10 MAX = 0.50 ft: Q = 2.0(6)1 .13(o .50)0-6 = 9.994 cfs D100 Hoax = 0.74 ft: Q = 2.0(6)113(0.74)0 6 = 12.644 cfs i� Node 122 - FLOW -BY • From Chart LL -1; D10 = 0.33 ft: D100 = 0.37 ft: Node 131 - GRATE 1, Q = 2.92 W0.85 D1.5 with W = 6 ft: Q = 2.92(6)0.85(0.33)1.5 = 2.539 cfs Q = 2.92(6)0.85(0.37)1.5 = 3.014 cfs From HEC -12, Q = (cA 2gd) , using 24 "X24" grate: Q = (cA 2gd) = (0.6(3.2) 2(32.16)(1.00)X0.50) =7.699 cfs Node 132 - GRATE From HEC -12, Q = (cA 2gd ) , using 24 "X24" grate: Q = (CA 2gd) = (0.6(3.2) 2(32.16)(1.00)X0.50) =7.699 cfs Node 133(W) - GRATE From HEC -12, Q = (cA 2gd) , using 24 "X36" grate: Q = (cA 2gd)f = (0.6(4.8) 2(32.16)(1.00)X0.50) = 11.549 cfs Node 133(E) - GRATE From HEC -12, Q = (cA 2gd) , using 24 "X36" grate: Q = (cA 2gd) = (0.6(4.8) 2(32.16)(1.00)X0.50) = 11.549 cfs r Node 143 - FLOW -BY • From Chart LL -13, Q = 2.92 W0.85 D1.5 with W = 20 ft: D10 = 0.49 ft: Q = 2.92(20)0.85(0.49)1.5 = 12.781 cfs .D1oo = 0.60 ft: Q = 2.92(20)085(0.60)1.5 = 17.318 cfs Node 152 - SUMP From Chart LL -15, Q = 2.0 W1.13 D0.6 with W = 7 ft: D10 mAx = 0.50 ft: Q=2.0(7)1 .13(o .50)0.6 = 11.895 cfs D100 MAx = 0.70 ft: Q = 2.0(7)1 .13(0 .70)0.6 = 14.556 cfs Node 161 - FLOW -BY From Chart LL -13, Q = 2.92 W0-85 D1-5 with W = 7 ft: D10 = 0.32 ft: Q = 2.92(7)0.85(0.32)1.5 = 2.763 cfs D1oo = 0.37 ft: Q = 2.92(7)0.85(0.37)1.5 = 3.436 cfs Node 162 - FLOW -BY From Chart LL -13, Q = 2.92 W0.85 D1.5 with W = 7 ft: D10 = 0.32 ft: Q = 2.92(7)0 .85(0 .32)1 .5 = 2.763 cfs D1oo = 0.37 ft: Q = 2.92(7)085(0.37)1.5 = 3.436 cfs Node 163 - FLOW -BY From Chart LL -13, Q = 2.92 W0-85 D15 with W = 9 ft: D10 = 0.32 ft: Q = 2.92(9)0.85(0.32)1.5 = 3.421 cfs D1oo = 0.41 ft: Q = 2.92(9)0.85(o .41 )1.5 = 4.962 cfs • • Node 164 - FLOW -BY From Chart LL -13, Q = 2.92 W0.85 D1-5 with W = 14 ft: D10 = 0.39 ft: Q = 2.92(14)0.85(0.39)1.5 = 6.702 cfs D100 = 0.51 ft: Q = 2.92(14)0.85(0.51)1.5 = 10.022 cfs Node 165 - FLOW -BY From Chart LL -13, Q = 2.92 W0.85 D1.5 with W = 15 ft: D10 = 0.37 ft: Q = 2.92(15)0- 85(0 .37)1 .5 = 4.254 cfs D1oo = 0.43 ft: Q = 2.92(15)0.85(0.43)1.5 = 5.330 cfs Node 166 - SUMP From Chart LL -15, Q = 2.0 W1.13 D0.6 with W = 4 ft: D10 MAx = 0.50 ft: Q=2.0(4)1 .13(o .50)0-" = 6.320 cfs D100 MAx = 0.70 ft: Q = 2.0(4)1 .13(0 .70)0.6 = 7.734 cfs Node 171 - SUMP From Chart LL -15, Q = 2.0 W1.13 D0.6 with W = 4 ft: D10 MAx = 0.50 ft: Q=2.0(4)1 .13(o .50)0.6 = 6.320 cfs D100 MAx = 0.70 ft: Q = 2.0(4)1 .13(0 .70)0.6 = 7.734 cfs Node 181 - SUMP From Chart LL -15, Q = 2.0 W1.13 D0.6 with W = 4 ft: D10 MAx = 0.50 ft: Q=2.0(4)1 .13(0 .50)0-6 = 6.320 cfs D100 MAx = 0.70 ft: Q = 2.0(4)1 .13(o .70)0.6 = 7.734 cfs Node 191 - SUMP From Chart LL -15, Q = 2.0 W1-13 D0.6 with W = 6 ft: D10 MAX = 0.50 ft: Q=2.0(6)1 .13(0 .50)0-6 = 9.994 cfs D10o MAx = 0.70 ft: Q = 2.0(6)1.13(0.70)0.6 = 12.229 cfs Node 201(N) - GRATE From HEC -12, Q = (cA 2gd) , using 24 "X24" grate: Q = (CA 2gd) = (0.6(3.2) 2(32.16)(1.00)X0.50) =7.699 cfs Node 201(S) - GRATE From HEC -12, Q = (cA 2gd �, using 24 "X24" grate: Q = (cA 2gd�f = (0.6(3.2) 2(32.16)(1.00)X0.50) =7.699 cfs Node 203(N) - GRATE From HEC -12, Q = (cA 2gd) , using 24 "X24" grate: Q = (CA 29d� = (0.6(3.2) 2(32.16)(1.00)X0.50) =7.699 cfs Node 203(S) - GRATE From HEC -12, Q = (cA 2gd�, using 36 "X36" grate: Q = (cA 2gd� = (0.6(7.2) 2(32.16)(1.00)X0.50) = 17.323 cfs • Node 212 - SUMP • From Chart LL -15, Q = 2.0 W1.13 D0.6 with W = 4 ft: D10 Max = 0.47 ft: Q = 2.0(4)1 .13(o .47)0-6 = 6.090 cfs D100 MAX = 0.47 ft: Q = 2.0(4)1 .13(o .47)0.6 = 6.090 cfs Node 213 - SUMP From Chart LL -15, Q = 2.0 W1.13 D0.6 with W = 8 ft: D10 MAX = 0.50 ft: Q = 2.0(8)1 -13(O .50)0.6 = 13.833 cfs D1oo Max = 0.70 ft: Q = 2.0(8)1 .13(o .70)0.6 = 16.927 cfs Node 232 - FLOW -BY From Chart LL -13, Q = 2.92 W0-85 D1.5 with W = 7 ft: D10 = 0.47 ft: Q = 2.92(7)0.85(0.47)1.5 = 4.919 cfs D1oo = 0.56 ft: Q = 2.92(7)0.85(0.56)1.5 = 6.397 cfs Node 233 - FLOW -BY From Chart LL -13, Q = 2.92 W0.85 D'.5 with W = 10 ft: D10 = 0.44 ft: Q = 2.92(l 0)0.115(o .44)1 .5 = 6.033 cfs D1oo = 0.55 ft: Q = 2.92(l 0)0.85(o .55)1 .5 = 8.432 cfs Node 234 - SUMP From Chart LL -15, Q = 2.0 W1-13 D0.6 with W = 8 ft: D10 Max = 0.50 ft: Q = 2.0(8)1 .13(0 .50)0-" = 13.833 cfs D100 Max = 0.70 ft: Q = 2.0(8)' .13(0 .70)0.6 = 16.927 cfs Node 242 - FLOW -BY From Chart LL -13, Q = 2.92 W0.85 D1.5 with W = 12 ft: D10 = 0.42 ft: Q = 2.92(12)0.85(0.42)1.5 = 6.570 cfs Dim = 0.48 ft: Q = 2.92(12)0-85(o .48)1 .5 = 8.027 cfs Node 252 - FLOW -BY From Chart LL -13, Q = 2.92 W085 D1.5 with W = 11 ft: D10 = 0.48 ft: Q = 2.92(l 1)0.85(o .48)1 .5 = 7.455 cfs D100 = 0.58 ft: Q = 2.92(l 1)0.85(o .58)' .5 = 9.902 cfs Node 253 - SUMP From Chart LL -15, Q = 2.0 W1.13 D0.6 with W = 11 ft: D10 Max = 0.50 ft: Q=2.0(1 1)1.13(o .50)0.6 = 19.824 cfs D100 Max = 0.70 ft: Q = 2.0(1 1)1.13(o .70)0-6 = 24.258 cfs Node 261 - SUMP From Chart LL -15, Q = 2.0 W1.13 D0.6 with W = 4 ft: Dio Max = 0.50 ft: Q=2.0(4)1 -13(0 .50)0.6 = 6.320 cfs D100 Max = 0.70 ft: Q = 2.0(4)1 .13(0 .70)0.6 = 7.734 cfs Node 271 - SUMP From Chart LL -15, Q = 2.0 Wt.13 D0.6 with W = 4 ft: Dio Max = 0.50 ft: Q=2.0(4)1 .13(o .50)0.6 = 6.320 cfs D100 Max = 0.70 ft: Q = 2.0(4)113(0.70)0 6 = 7.734 cfs • • SAND FILTER CALCULATIONS • SAND FILTER CALCULATIONS DRAINAGE NO. OF NO. OF SAND FILTERS LEACH LINE LENGTH LEACH LINE LENGTH AREA HOMES (40 HOMES PER SAND FILTER) (3.8 LF PER HOME) PER SAND FILTER IA 82 3 312 104 186 13p 1C 2 1 8 8 2A 52: ... 2' . 198 , . 99, 2B 64 2 244 122` 2C _ .240 ... , 120 2D 7 1 27 27. 2E. 11 1 ' 42 42. " TOTALS 315 13 1201 • 0 SYNTHETIC UNIT HYDROGRAPH SHORTCUT METHOD CALCULATIONS 4 R C F C & W C D HYDROLOGY MANUAL "SHORTCUT METHOD" SYNTHETIC UNIT HYDROGRAPH METHOD Unit Hydrograph and Effective Rain Calculation Form Project 1721 Res. Areas - 40k sf Lots - Soil Group A Net rain 100 yr. 24 hr. Sheet 1 of 1 By JAD Date Checked Date [1] CONCENTRATION POINT 0.000 [3] DRAINAGE AREA -SQ ACRES 1.000 51 UNIT TIME - MINUTES 60.000 71 UNIT TIME - PERCENT OF LAG (100'[5]/[6]) 0.000 [9] STORM FREQUENCY & DURATION 100 YEAR- 24 HOUR [11] VARIABLE LOSS RATE (AVG)- INCHES /HOUR 0.000 [131 CONSTANT LOSS RATE- INCHES /HOUR 0.610 [2] AREA DESIGNATION [4] ULTIMATE DISCHARGE - CFS - HRS /IN (645'13]) 0.000 [6) LAG TIME - MINUTES 0.000 [8) S -CURVE 0.000 [10] TOTAL ADJUSTED STORM RAIN- INCHES 6.000 [12] MINIMUM LOSS RATE (FOR VAR. LOSS )-IN /HR 0.000 [141 LOW LOSS RATE- PERCENT 85.000 UNIT HYDROGRAPH EFFECTIVE RAIN FLOOD HYDROGRAPH [15] UNIT TIME PERIOD M HR [16) TIME PERCENT OF LAG [7]•[151 1171 CUMULATIVE AVERAGE PERCENT OF ULTIMATE DISCHARGE (S- GRAPH) [16] DISTRIB GRAPH PERCENT [171m [171m 1 1171 UNIT HYDROGRAPH CFS - HRS /IN [41*[181 100.000 [201 PATTERN PERCENT (PL E -5.9) [21] STORM RAIN IN/HR 60[101[201 100[5] [22] LOSS RATE IN /HR [23) EFFECTIVE RAIN IN /HR [21] -[221 [241 FLOW CFS MAX I LOW 1.000 2.000 3.000 4.000 5.000 6.000 7.000 8.000 9.000 10.000 11.000 12.000 13.000 14.000 15.000 16.000 17.000 18.000 19.000 20.000 21.000 22.000 23.000 24.000 1.200 1.300 1.800 2.100 2.800 2.900 3.8001 4.600 6.300 8.200 7.000 7.300 10.800 11.400 10.400 8.500 1.400 1.900 1.300 1.200 1.100 1.000 0.900 0.800 0.072 0.078 0.108 0.126 0.168 0.174 0.228 0.276 0.378 0.492 0.420 0.438 0.648 0.684 0.624 0.510 0.084 0.114 0.078 0.072 0.066 0.060 0.054 0.048 0.6101 0.610 0.610 0.610 0.610 0.610 0.610 0.610 0.610 0.610 0.610 0.610 0.610 0.610 0.610 0.610 0.610 0.610 0.610 0.610 0.610 0.610 0.610 0.610 0.061 0.066 0.092 0.107 0.143 0.148 0.194 0.2351 0.3211 0.4181 0.3571 0.3721 0.5511 0.5811 0.5301 0.4341 0.0711 0.0971 0.0661 0.0611 0.0561 0.0511 0.0461 0.0411 0.011 0.012 0.016 0.019 0.025 0.026 0.034 0.041 0.057 0.074 0.063 0.066 0.097 0.103 0.094 0.077 0.013 0.017 0.012 0.011 0.010 0.009 0.008 0.007 0.011 0.012 0.016 0.019 0.025 0.026 0.034 0.042 0.057 0.074 0.064 0.066 0.098 0.103 0.094 0.077 0.013 0.017 0.012 0.011 0.010 0.009 0.008 0.007 TOTALS 100.000 0.9001 0.907 OFFECTIVE RAIN 0.900 INCHES 4 R C F C & W C D HYDROLOGY MANUAL "SHORTCUT METHOD" SYNTHETIC UNIT HYDROGRAPH METHOD Unit Hydrograph and Effective Rain Calculation Form Project 1721 Res. Areas - 20k sf Lots - Soil Group A Net rain 100 yr. 24 hr. Sheet 1 of 1 By JAD Date Checked Date [1) CONCENTRATION POINT 0.000 [3) DRAINAGE AREA -SQ ACRES 1.000 115] UNIT TIME - MINUTES 60.000 7] UNIT TIME - PERCENT OF LAG (100'[5]/[6)) 0.000 [9] STORM FREQUENCY & DURATION 100 YEAR- 24 HOUR [11] VARIABLE LOSS RATE (AVG)- INCHES /HOUR 0.000 [131 CONSTANT LOSS RATE- INCHES /HOUR 0.470 [2) AREA DESIGNATION [4] ULTIMATE DISCHARGE - CFS - HRS /IN (645'[3]) 0.000 [6] LAG TIME - MINUTES 0.000 [8] S -CURVE 0.000 [10] TOTAL ADJUSTED STORM RAIN- INCHES 6.000 [12] MINIMUM LOSS RATE (FOR VAR. LOSS) -IN /HR 0.000 [141 LOW LOSS RATE- PERCENT 85.000 UNIT HYDROGRAPH EFFECTIVE RAIN FLOOD HYDROGRAPH [15) UNIT TIME PERIOD M HR [16) TIME PERCENT OF LAG [7)'[15) [17) CUMULATIVE AVERAGE PERCENT OF ULTIMATE DISCHARGE (S- GRAPH) [161 DISTRIB GRAPH PERCENT [17]m- [17]m -1 [17] UNIT HYDROGRAPH CFS - HRS /IN 4' 18 100.000 [20) PATTERN PERCENT (PL E -5.9) [21] STORM RAIN IN /HR 60[101[201 100[5] [22) LOSS RATE IN /HR [231 EFFECTIVE RAIN IN /HR [21] -[22) [24] FLOW CFS MAX LOW 1.000 1.200 0.072 0.470 0.061 0.011 0.011 2.000 1.300 0.078 0.470 0.066 0.012 0.012 3.000 1.800 0.108 0.470 0.092 0.016 0.016 4.000 2.100 0.126 0.470 0.107 0.019 0.019 5.000 2.800 0.168 0.470 0.1431 0.025 0.025 6.000 2.900 0.174 0.470 0.148 0.026 0.026 7.000 3.800 1 0.228 0.470 0.194 0.034 0.034 8.000 4.6001 0.276 0.470 0.235 0.041 0.042 9.000 6.300 0.378 0.470 0.321 0.057 0.057 10.000 8.200 0.492 0.470 0.418 0.074 0.074 11.000 7.000 0.420 0.470 0.357 0.063 0.064 12.000 7.300 0.438 0.470 0.372 0.066 0.066 13.000 10.800 0.648 0.470 0.5511 0.178 0.179 14.000 11.400 0.684 0.470 0.5811 0.214 0.216 15.000 10.400 0.624 0.470 0.5301 0.154 0.155 16.000 8.500 0.510 0.470 0.4341 0.077 0.077 17.000 1.400 0.084 0.470 0.0711 0.013 0.013 18.000 1.900 0.114 0.470 0.097 0.017 0.017 19.000 1.300 0.078 0.470 0.066 0.012 0.012 20.000 1.200 0.072 0.470 0.061 0.011 0.011 21.000 1.100 0.066 0.470 0.056 0.010 0.010 22.000 1.000 0.060 0.470 0.051 0.009 0.009 23.000 0.900 0.054 0.470 0.046 0.008 0.008 24.000 0.800 0.048 0.470 0.041 0.007 0.007 TOTALS 100.000 1.1531 1.162 OFFECTIVE RAIN = 1.153 INCHES L _ R C F C & W C D "SHORTCUT METHOD" Project 1721 Res. Areas - 10k sf Lots - Soil Group A HYDROLOGY SYNTHETIC UNIT HYDROGRAPH METHOD Net rain 100 yr. 24 hr. MANUAL Unit Hydrograph and Effective Rain By JAD Date Calculation Form Checked Date Sheet 1 of 1 [1] CONCENTRATION POINT 0.000 [3] DRAINAGE AREA -SQ ACRES 1.000 5J UNIT TIME - MINUTES 60.000 7] UNIT TIME - PERCENT OF LAG (100'[5]46]) 0.000 [9) STORM FREQUENCY & DURATION 100 YEAR- 24 HOUR [11] VARIABLE LOSS RATE (AVG)- INCHES /HOUR 0.000 [131 CONSTANT LOSS RATE- INCHES /HOUR 0.410 [2] AREA DESIGNATION [4] ULTIMATE DISCHARGE - CFS - HRS /IN (645'[3]) 0.000 [6] LAG TIME - MINUTES 0.000 [8] S -CURVE 0.000 [10] TOTAL ADJUSTED STORM RAIN- INCHES 6.000 [12] MINIMUM LOSS RATE (FOR VAR. LOSS) -IN /HR 0.000 (141 LOW LOSS RATE- PERCENT 85.000 UNIT HYDROGRAPH EFFECTIVE RAIN FLOOD HYDROGRAPH [15] UNIT TIME PERIOD M HR [16] TIME PERCENT OF LAG [7]'[15] [171 CUMULATIVE AVERAGE PERCENT OF ULTIMATE DISCHARGE (S- GRAPH) [16] DISTRIB GRAPH PERCENT [17]m- [171m -1 [17] UNIT HYDROGRAPH CFS - HRS /IN 4' 18 100.000 [20] PATTERN PERCENT (PL E -5.9) [21] STORM RAIN IN /HR 60[101[201 100[5] [22] LOSS RATE IN /HR [23] EFFECTIVE RAIN IN /HR [21]_[22] [24] FLOW CFS MAX LOW 1.000 1.200 0.072 0.410 0.061 0.011 0.011 2.000 1.300 0.078 0.410 0.066 0.012 0.012 3.000 1.800 0.108 0.410 0.092 0.016 0.016 4.000 2.100 0.126 0.410 0.107 0.019 0.019 5.000 2.800 0.168 0.410 0.1431 0.025 0.025 6.000 2.900 0.174 0.410 0.1481 0.026 0.026 7.000 3.800 0.228 0.410 0.1941 0.034 0.034 8.000 4.600 0.276 0.410 0.2351 0.041 0.042 9.000 6.300 0.378 0.410 0.3211 0.057 0.057 10.000 8.200 0.492 0.410 0.4181 0.082 0.083 11.000 7.000 0.420 0.410 0.3571 0.063 0.064 12.000 7.300 0.438 0.410 0.3721 0.066 0.066 13.000 10.800 0.648 0.410 0.5511 0.238 0.240 14.000 11.400 0.684 0.410 0.5811 0.274 0.276 15.000 10.400 0.624 0.410 0.5301 0.214 0.216 16.000 8.500 0.510 0.410 0.4341 0.100 0.101 17.000 1.400 0.084 0.410 0.0711 0.013 0.013 18.000 1.900 0.114 0.410 0.097 0.017 0.017 00 1.300 0.078 0.410 0.066 0.012 0.012 00 1.200 0.072 0.410 0.061 0.011 0.011 00 00 00 V 00 1.100 1.000 0.900 0.800 0.066 0.060 0.054 0.048 0.410 0.410 0.410 0.410 0.056 0.051 0.046 0.041 0.010 0.009 0.008 0.007 0.010 0.009 0.008 0.007 TOTALS 100.0001 1.3641 1.376 *FFECTIVE RAIN = 1.364 INCHES 1/ R C F C & W C D "SHORTCUT METHOD" Project 1721 Offsite Street Areas - Soil Group A HYDROLOGY SYNTHETIC UNIT HYDROGRAPH METHOD Net rain 100 yr. 24 hr. MANUAL Unit Hydrograph and Effective Rain By JAD- Date Calculation Form Checked Date Sheet 1 of 1 [1] CONCENTRATION POINT 0.000 ) UNIT TIME - MINUTES 60.000 f[97l ] DRAINAGE AREA -SQ ACRES 1.000 UNIT TIME - PERCENT OF LAG (100'[5]/[6]) 0.000 ] STORM FREQUENCY & DURATION 100 YEAR- 24 HOUR 1] VARIABLE LOSS RATE (AVG)- INCHES /HOUR 0.000 3 CONSTANT LOSS RATE- INCHES /HOUR 0.340 [2] AREA DESIGNATION [4] ULTIMATE DISCHARGE - CFS - HRS /IN (645'[3]) 0.000 [6] LAG.TIME- MINUTES 0.000 [8] S -CURVE 0.000 [10] TOTAL ADJUSTED STORM RAIN- INCHES 6.000 [12] MINIMUM LOSS RATE (FOR VAR. LOSS)-IN/HR 0.000 [141 LOW LOSS RATE- PERCENT 42.000 UNIT HYDROGRAPH EFFECTIVE RAIN FLOOD HYDROGRAPH [15] UNIT TIME PERIOD M HR [161 TIME PERCENT OF LAG [7]'[15] [17] CUMULATIVE AVERAGE PERCENT OF ULTIMATE DISCHARGE (S- GRAPH) [161 DISTRIB GRAPH PERCENT [17]m- [171rr0 [17] UNIT HYDROGRAPH CFS - HRS /IN [41'[181 100.000 [20] PATTERN PERCENT (PL E -5.9) [21] STORM RAIN IN /HR 601'1011`201 100[5) [221 LOSS RATE IN /HR [23] EFFECTIVE RAIN IN /HR [21] -[22] [24] FLOW CFS MAX LOW 1.000 1.200 0.072 0.340 0.030 0.042 0.042 2.000 1.300 0.078 0.340 0.033 0.045 0.046 3.000 1.800 0.108 0.340 0.045 0.063 0.063 4.000 2.100 0.126 0.340 0.053 0.073 0.074 5.000 2.800 0.168 0.340 0.071 0.097 0.098 6.000 2.900 0174 0.340 0.073 0.101 0.102 7.000 3.800 0.228 0.340 0.0961 0.132 0.133 8.000 4.600 0.276 0.340 0.1161 0.160 0.161 9.000 6.300 0.378 0.340 0.1591 0.219 0.221 10.000 8.200 0.492 0.340 0.2071 0.285 0.288 11.000 7.000 0.420 0.340 0.1761 0.244 0.246 12.000 7.300 0.438 0.340 0.184 0.254 0.256 13.000 10.800 0.648 0.340 0.272 0.376 0.379 14.000 11.400 0.684 0.340 0.287 0.397 0.400 15.000 10.400 0.624 0.340 0.262 0.362 0.365 16.000 8.500 0.510 0.340 0.214 0.296 0.298 17.000 1.400 0.084 0.340 0.035 0.049 0.049 18.000 1.900 0.114 0.340 0.0481 0.066 0.067 19.000 1.300 0.078 0.340 0.0331 0.045 0.046 20.000 1.200 0.072 0.340 0.030 0.042 0.042 21.000 1.100 0.066 0.340 0.028 0.038 0.039 22.000 1.000 0.060 0.340 0.025 0.035 0.035 23.000 0.900 0.054 0.340 0.023 0.031 0.032 24.000 0.800 0.048 0.340 0.020 0.028 0.028 TOTALS 100.000 3.480 3.509 *FFECTIVE RAIN = 3.480 INCHES I R C F C & W C D "SHORTCUT METHOD" Project 1721 Res. Areas - 40k sf Lots - Soil Group B Sheet 1 of 1 HYDROLOGY SYNTHETIC UNIT HYDROGRAPH METHOD Net rain 100 yr. 24 hr. MANUAL Unit Hydrograph- and Effective Rain By JAD Date Calculation Form Checked Date [1] CONCENTRATION POINT 0.000 [2] AREA DESIGNATION [3] DRAINAGE AREA -SQ ACRES 1.000 5] UNIT TIME - MINUTES 60.000 71 UNIT TIME - PERCENT OF LAG (100'[5)/[6]) 0.000 [9] STORM FREQUENCY & DURATION 100 YEAR- 24 HOUR [11] VARIABLE LOSS RATE (AVG)- INCHES /HOUR 0.000 [131 CONSTANT LOSS RATE- INCHES /HOUR 0.420 [4] ULTIMATE DISCHARGE - CFS - HRS /IN (645'[3]) 0.000 [6] LAG TIME - MINUTES 0.000 [8] S -CURVE 0.000 [10] TOTAL ADJUSTED STORM RAIN- INCHES 6.000 [12] MINIMUM LOSS RATE (FOR VAR. LOSS }IN /HR 0.000 H41 LOW LOSS RATE- PERCENT 85.000 UNIT HYDROGRAPH EFFECTIVE RAIN FLOOD [15] UNIT TIME PERIOD M HR [16] [17] [16) [17] TIME CUMULATIVE DISTRIB UNIT PERCENT AVERAGE GRAPH HYDROGRAPH OF LAG PERCENT OF PERCENT CFS - HRS /IN [7]'[15] ULTIMATE [17]m- [17]m -1 4' 18 DISCHARGE 100.000 (S- GRAPH) [20] [21] [22] PATTERN STORM LOSS PERCENT RAIN RATE (PL E -5.9) IN /HR IN /HR 60[101[201 100[5] [23] EFFECTIVE RAIN IN/HR [21] -[22] HYDROGRAPH [24] FLOW CFS MAX LOW 1.000 2.000 3.000 4.000 5.000 6.000 7.000 8.000 9.000 10.000 11.000 12.000 13.000 14.000 15.000 16.000 17.000 18.000 19F24.000 000 000 000 000 000 1.200 1.300 1.800 2.100 2.800 2.900 3.800 4.600 6.300 8.200 7.000 7.300 10.800 11.400 10.400 8.500 1.400 1.900 1.300 1.200 1.100 1.000 0.900 0.800 0.072 0.078 0.108 0.126 0.168 0.174 0.228 0.276 0.378 0.492 0.420 0.438 0.648 0.684 0.624 0.510 0.084 0.114 0.078 0.072 0.066 0.060 0.054 0.048 0.420 0.420 0.420 0.420 0.420 0.420 0.420 0.420 0.420 0.420 0.420 0.420 0.420 0.420 0.420 0.420 0.420 0.4201 0.420 0.420 0.420 0.420 0.420 0.420 0.061 0.066 0.092 0.107 0.143 0.148 0.194 0.235 0.321 0.418 0.357 0.372 0.551 0.581 0.530 0.434 0.071 0.097 0.066 0.061 0.056 0.051 0.046 0.041 0.011 0.012 0.016 0.019 0.025 0.026 0.034 0.041 0.057 0.074 0.063 0.066 0.228 0.264 0.204 0.090 0.013 0.017 0.012 0.011 0.010 0.009 0.008 0.007 0.011 0.012 0.016 0.019 0.025 0.026 0.034 0.042 0.057 0.074 0.064 0.066 0.230 0.266 0.206 0.091 0.013 0.017 0.012 0.011 0.010 0.009 0.008 0.007 TOTALS 100.000 1.316 1.327 *FFECTIVE RAIN = 1.316 INCHES r R C F C & W C D HYDROLOGY MANUAL "SHORTCUT METHOD" SYNTHETIC UNIT HYDROGRAPH METHOD Unit Hydrograph and Effective Rain Calculation Form Project 1721 Res. Areas - 20k sf Lots - Soil Group B Net rain 100 yr. 24 hr. Sheet 1 of 1 By JAD Date Checked Date [1] CONCENTRATION POINT 0.000 [3] DRAINAGE AREA -SQ ACRES 1.000 �51 UNIT TIME - MINUTES 60.000 (7] UNIT TIME - PERCENT OF LAG (100'[5]/[6]) 0.000 [9] STORM FREQUENCY & DURATION 100 YEAR- 24 HOUR [11] VARIABLE LOSS RATE (AVG }INCHES /HOUR 0.000 [131 CONSTANT LOSS RATE- INCHES /HOUR 0.330 [2] AREA DESIGNATION [4] ULTIMATE DISCHARGE - CFS - HRS /IN (645'[3]) 0.000 [6] LAG TIME - MINUTES 0.000 [8] S -CURVE 0.000 [10] TOTAL ADJUSTED STORM RAIN- INCHES 6.000 [12] MINIMUM LOSS RATE (FOR VAR. LOSS) -IN /HR 0.000 [141 LOW LOSS RATE- PERCENT 85.000 UNIT HYDROGRAPH EFFECTIVE RAIN FLOOD HYDROGRAPH [15] UNIT TIME PERIOD M HR [16] TIME PERCENT OF LAG [7]•[15] [17] CUMULATIVE AVERAGE PERCENT OF ULTIMATE DISCHARGE (S- GRAPH) [161 DISTRIB GRAPH PERCENT [17]m- [17]m -1 1171 UNIT HYDROGRAPH CFS - HRS /IN 4' 18 100.000 [20) PATTERN PERCENT (PL E -5.9) [21] STORM RAIN IN /HR 60][10][201 100[5] [22] LOSS RATE IN /HR [23] EFFECTIVE RAIN IN/HR [21] -[22] [24] FLOW CFS MAX LOW 1.000 2.000 3.000 4.000 5.000 6.000 7.000 8.000 9.000 10.000 11.000 12.000 13.000 14.000 15.000 16.000 17.000 18.000 19.000 20.000 21.000 22.000 23.000 24.000 1.200 1.300 1.800 2.100 2.800 2.900 3.800 4.600 6.300 8.200 7.000 7.300 10.800 1 11.400 1 10.400 8.500 1.400 1.900 1.300 1.200 1.100 1.000 0.900 0.800 0.072 0.078 0.108 0.126 0.168 0.174 0.228 0.276 0.378 0.492 0.420 0.438 0.648 0.684 0.624 0.510 0.084 0.114 0.078 0.072 0.066 0.060 0.054 0.048 0.330 0.330 0.330 0.330 0.330 0.330 0.330 0.330 0.330 0.330 0.330 0.330 0.330 0.330 0.330 0.330 0.330 0.330 0.330 0.330 0.330 0.330 0.330 0.330 0.0611 0.0661 0.092 0.107 0.1431 0.148 0.194 0.235 0.321 0.418 0.357 0.372 0.5511 0.5811 0.5301 0.4341 0.0711 0.0971 0.066 0.061 0.056 0.051 0.046 0.041 0.011 0.012 0.016 0.019 0.025 0.026 0.034 0.041 0.057 0.162 0.090 0.108 0.318 0.354 0.294 0.180 0.013 0.017 0.012 0.011 0.010 0.009 0.008 0.007 0.011 0.012 0.016 0.019 0.025 0.026 0.034 0.042 0.057 0.163 0.091 0.109 0.321 0.357 0.296 0.181 0.013 0.017 0.012 0.011 0.010 0.009 0.008 0.007 TOTALS 1 100.0001 1.8341 1.849 OFFECTIVE RAIN = 1.834 INCHES 4 R C F C & W C D "SHORTCUT METHOD" Project 1721 Res. Areas - 10k sf Lots - Soil Group B HYDROLOGY SYNTHETIC UNIT HYDROGRAPH METHOD Net rain 100 yr. 24 hr. MANUAL Unit Hydrograph and Effective Rain By JAD Date Calculation Form Checked Date Sheet 1 of 1 [1] CONCENTRATION POINT 0.000 [3] DRAINAGE AREA -SQ ACRES 1.000 (5] UNIT TIME - MINUTES 60.000 [7] UNIT TIME - PERCENT OF LAG (100'[5]/[6]) 0.000 [9] STORM FREQUENCY & DURATION 100 YEAR- 24 HOUR [11] VARIABLE LOSS RATE (AVG)- INCHES /HOUR 0.000 1`131 CONSTANT LOSS RATE- INCHES /HOUR 0.280 [2] AREA DESIGNATION [4] ULTIMATE DISCHARGE - CFS - HRS /IN (645'[3]) 0.000 [6] LAG TIME - MINUTES 0.000 [8] S -CURVE 0.000 [10] TOTAL ADJUSTED STORM RAIN- INCHES 6.000 [12] MINIMUM LOSS RATE (FOR VAR. LOSS)-IN/HR 0.000 rl4I LOW LOSS RATE- PERCENT 85.000 UNIT HYDROGRAPH EFFECTIVE RAIN FLOOD HYDROGRAPH [151 UNIT TIME PERIOD m HR [t6] TIME PERCENT OF LAG [7]'[15] [171 CUMULATIVE AVERAGE PERCENT OF ULTIMATE DISCHARGE (S- GRAPH) [161 DISTRIB GRAPH PERCENT [17]m- [171m -1 [17] UNIT HYDROGRAPH CFS - HRS /IN 1`411181 100.000 [201 PATTERN PERCENT (PL E -5.9) [21] STORM RAIN IN /HR 60[1011`201 100[51 [221 LOSS RATE IN /HR [23] EFFECTIVE RAIN IN /HR [21] -[22] [24) FLOW CFS MAX I LOW 1.000 1.200 0.072 0.2801 0.061 0.011 0.011 2.000 1.300 0.078 0.2801 0.066 0.012 0.012 3.000 1.800 0.108 0.280 0.092 0.016 0.016 4.000 2.100 0.126 0.280 0.107 0.019 0.019 5.000 2.800 0.168 0.280 0.143 0.025 0.025 6.000 2.900 0.174 0.280 0.148 0.026 0.026 7.000 3.8001 0.228 0.280 0.1941 0.034 0.034 8.000 4.600 0.276 0.280 0.2351 0.041 0.042 9.000 6.300 0.378 0.280 0.3211 0.098 0.099 10.000 8.200 0.492 0.280 0.4181 0.212 0.214 11.000 7.000 0.420 0.280 0.3571 0.140 0.141 12.000 7.300 0.438 0.280 0.3721 0.158 0.159 13.000 10.800 0.648 0.280 0.551 0.368 0.371 14.000 11.400 0.684 0.280 0.581 0.404 0.407 15.000 10.400 0.624 0.280 0.530 0.344 0.347 16.000 8.500 0.510 0.280 0.434 0.230 0.232 17.000 1.400 0.084 0.280 0.071 0.013 0.013 18.000 1.900 0.114 0.280 0.097 0.017 0.017 19.000 1.300 0.078 0.280 0.0661 0.012 0.012 20.000 1.200 0.072 0.280 0.0611 0.011 0.011 21.000 1.100 0.066 0.280 0.0561 0.010 0.010 22.000 1.000 0.060 0.280 0.0511 0.009 0.009 23.000 0.900 0.054 0.280 0.0461 0.008 0.008 24.000 0.800 0.048 0.280 0.0411 0.007 0.007 TOTALS 100.000 2.225 2.243 OFFECTIVE RAIN = 2.225 INCHES R C F C& W C D "SHORTCUT METHOD" Project 1721 Retention /Park/Golf Areas -Soil Group B Sheet 1 of 1 HYDROLOGY SYNTHETIC UNIT HYDROGRAPH METHOD Net rain 100 yr. 24 hr. MANUAL Unit Hydrograph and Effective Rain By JAD•- Date Calculation Form Checked Date [1] CONCENTRATION POINT 0.000 [2] AREA DESIGNATION [3] DRAINAGE AREA -SO ACRES 1.000 [4] ULTIMATE DISCHARGE - CFS - HRS /IN (645'[3]) 0.000 ] UNIT TIME - MINUTES 60.000 [6] LAG TIME - MINUTES 0.000 ] UNIT TIME - PERCENT OF LAG (100'[5]/[6]) 0.000 [8] S -CURVE 0.000 [9] STORM FREQUENCY & DURATION 100 YEAR- 24 HOUR [10] TOTAL ADJUSTED STORM RAIN- INCHES 6.000 [11] VARIABLE LOSS RATE (AVG)- INCHES /HOUR 0.000 [12] MINIMUM LOSS RATE (FOR VAR. LOSS) -IN/HR 0.000 [131 CONSTANT LOSS RATE- INCHES /HOUR 0.460 [141 LOW LOSS RATE- PERCENT 90.000 UNIT HYDROGRAPH EFFECTIVE RAIN FLOOD [15] [16] [17] [16] [17] [20] [21] [22] [23] HYDROGRAPH [24] UNIT TIME CUMULATIVE DISTRIB UNIT PATTERN STORM LOSS EFFECTIVE FLOW TIME PERCENT AVERAGE GRAPH HYDROGRAPH PERCENT RAIN RATE RAIN CFS PERIOD OF LAG PERCENT OF PERCENT CFS - HRS /IN (PL E -5.9) IN /HR IN /HR IN /HR M [7]'[15] ULTIMATE [17]m- [17]m -1 4' 18 60f`101[201 [21] -[22] DISCHARGE 100.000 100[5] HR (S- GRAPH) MAX LOW 1.000 1.200 0.072 0.460 0.0651 0.007 0.007 2.000 1.300 0.078 0.460 0.070 0.008 0.008 3.000 1.800 0.108 0.460 0.097 0.011 0.011 4.000 2.100 0.126 0.460 0.113 0.013 0.013 5.000 2.800 0.168 0.460 0.151 0.017 0.017 6.000 2.900 0.174 0.460 0.157 0.017 0.018 7.000 3.800 0.228 0.460 0.205 0.023 0.023 8.000 4.600 0.276 0.460 0.2481 0.028 0.028 9.000 6.300 0.378 0.460 0.3401 0.038 0.038 10.000 8.200 0.492 0.460 0.4431 0.049 0.050 11.000 7.000 0.420 0.460 0.3781 0.042 0.042 12.000 7.300 0.438 0.460 0.3941 0.044 0.044 13.000 10.800 0.648 0.460 0.5831 0.188 0.190 14.000 15.000 11.400 0.684 0.460 0.6161 0.224 0.226 16.000 10.400 0.624 0.460 0.562 0.164 0.165 17.000 8.500 0.510 0.460 0.459 0.051 0.051 18.000 1.400 0.084 0.460 0.076 0.008 0.008 19.000 1.900 0.114 0.460 0.103 0.011 0.011 20.000 1.300 0.078 0.460 0.070 0.008 0.008 21.000 1.200 0.072 0.460 0.065 0.007 0.007 22.000 1.100 0.066 0.460 0.0591 0.007 0.007 23.000 1.000 0.060 0.460 0.0541 0.006 0.006 24.000 0.900 0.054 0.460 0.049 0.005 0.005 0.800 0.048 0.460 0.043 0.005 0.005 TOTALS 100.000 0.9801 0.989 OFECTIVE RAIN = 0.980 INCHES 4 r R C F C & W C D HYDROLOGY MANUAL "SHORTCUT METHOD" Project 1721 Offsite Street Areas - Soil Group B SYNTHETIC UNIT HYDROGRAPH METHOD Net rain 100 yr. 24 hr. Unit Hydrograph and Effective Rain By JAD Date Calculation Form Checked Date Sheet 1 of 1 [1] CONCENTRATION POINT 0.000 [3] DRAINAGE AREA -SQ ACRES 1.000 [5] UNIT TIME - MINUTES 60.000 [7] UNIT TIME - PERCENT OF LAG (100'[5]/[6]) 0.000 [9] STORM FREQUENCY 8 DURATION 100 YEAR- 24 HOUR [11] VARIABLE LOSS RATE (AVG)- INCHES /HOUR 0.000 [131 CONSTANT LOSS RATE- INCHES /HOUR 0.230 [2] AREA DESIGNATION [4] ULTIMATE DISCHARGE - CFS - HRS /IN (645'[3]) 0.000 [6] LAG TIME - MINUTES 0.000 [8] S -CURVE 0.000 [10] TOTAL ADJUSTED STORM RAIN- INCHES 6.000 [12] MINIMUM LOSS RATE (FOR VAR. LOSS)-IN/HR 0.000 1141 LOW LOSS RATE- PERCENT 42.000 UNIT HYDROGRAPH EFFECTIVE RAIN FLOOD HYDROGRAPH [15] UNIT TIME PERIOD M HR [16] TIME PERCENT OF LAG [7]'[15] [171 CUMULATIVE AVERAGE PERCENT OF ULTIMATE DISCHARGE (S- GRAPH) [16] DISTRIB GRAPH PERCENT [17]m- [17]m -1 [17] UNIT HYDROGRAPH CFS - HRS /IN 4' 18 100.000 [20] PATTERN PERCENT (PL E -5.9) [21] STORM RAIN IN /HR 60[1011201 100[5] [22] LOSS RATE IN/HR [23] EFFECTIVE RAIN IN /HR [21] -[22] [24] FLOW CFS MAX LOW 1.000 2.000 3.000 4.000 5.000 6.000 7.000 8.000 9.000 10.000 11.000 12.000 13.000 14.000 15.000 16.000 17.000 18.000 19.000 20.000 21.000 22.000 23.000 24.000 1 1 1.200 1.300 1.800 2.100 2.800 2.900 3.800 1 4.600 6.300 8.200 7.0001 7.300 10.800 11.400 10.400 8.500 1.400 1.900 1.300 1.200 1.100 1.000 0.900 0.800 0.072 0.078 0.108 0.126 0.168 0.174 0.228 0.276 0.378 0.492 0.420 0.438 0.648 0.684 0.624 0.510 0.084 0.114 0.078 0.072 0.066 0.060 0.054 0.048 0.230 0.230 0.230 0.230 0.230 0.230 0.230 0.2301 0.230 0.230 0.230 0.230 0.230 0.230 0.230 0.230 0.230 0.230 0.230 0.230 0.230 0.230 0.230 0.230 0.0301 0.0331 0.045 0.053 0.071 0.073 0.096 0.116 0.159 0.2071 0.1761 0.184 0.272 0.287 0.262 0.214 0.035 0.048 0.033 0.030 0.028 0.025 0.023 0.020 0.042 0.045 0.063 0.073 0.097 0.101 0.132 0.160 0.219 0.285 0.244 0.254 0.418 0.454 0.394 0.296 0.049 0.066 0.045 0.042 0.038 0.035 0.031 0.028 0.042 0.046 0.063 0.074 0.098 0.102 0.133 0.161 0.221 0.288 0.246 0.256 0.421 0.458 0.397 0298 0.049 0.067 0.046 0.042 0.039 0.035 0.032 0.028 TOTALS 100.0001 3.612 3.642 OFFECTIVE RAIN = 3.612 INCHES 4 i R C F C & W C D HYDROLOGY --MANUAL "SHORTCUT METHOD" Project 1721 Clubhouse Area - Soil Group B SYNTHETIC UNIT HYDROGRAPH METHOD Net rain 100 yr. 24 hr. Unit Hydrograph and Effective Rain By JAD Date Calculation Form - Checked Date Sheet 1 of 1 [1] CONCENTRATION POINT 0.000 131 DRAINAGE AREA -SQ ACRES 1.000 5] UNIT TIME - MINUTES 60.000 UNIT TIME - PERCENT OF LAG (100'[5]/[6]) 0.000 [9] STORM FREQUENCY & DURATION 100 YEAR- 24 HOUR [11] VARIABLE LOSS RATE (AVG )-INCHES /HOUR 0.000 1131 CONSTANT LOSS RATE- INCHES /HOUR 0.280 [2] AREA DESIGNATION [4] ULTIMATE DISCHARGE - CFS - HRS /IN (645'[3]) 0.000 [6] LAG TIME - MINUTES 0.000 [8] S -CURVE 0.000 [10] TOTAL ADJUSTED STORM RAIN- INCHES 6.000 [121 MINIMUM LOSS RATE (FOR VAR. LOSS) -IN /HR 0.000 [141 LOW LOSS RATE- PERCENT 85.000 UNIT HYDROGRAPH EFFECTIVE RAIN FLOOD HYDROGRAPH 1151 UNIT TIME PERIOD M HR [161 TIME PERCENT OF LAG [7]•[15] [17] CUMULATIVE AVERAGE PERCENT OF ULTIMATE DISCHARGE (S- GRAPH) [16] DISTRIB GRAPH PERCENT [17]m- [17]m -1 [17] UNIT HYDROGRAPH CFS - HRS /IN f411181 100.000 [20] PATTERN PERCENT (PL E -5.9) [21] STORM RAIN IN /HR 601f 01f201 100[5] [22) LOSS RATE IN /HR [23] EFFECTIVE RAIN IN /HR [21] -[22] [24] FLOW CFS MAX LOW 1.000 1.200 0.072 0.280 0.061 0.011 0.011 2.000 1.300 0.078 0.280 0.066 0.012 0.012 3.000 1.800 0.108 0.280 0.092 0.016 0.016 4.000 2.100 0.126 0.280 0.107 0.019 0.019 5.000 2.800 0.168 0.280 0.143 0.025 0.025 6.000 2.900 0.174 0.280 0.148 0.026 0.026 7.000 3.800 0.228 0.280 0.194 0.034 0.034 8.000 4.600 0.276 0.280 0.235 0.041 0.042 9.000 6.300 0.378 0.280 0.321 0.098 0.099 10.000 8.200 0.492 0.280 0.418 0.212 0.214 11.000 7.000 0.420 0.280 0.357 0.140 0.141 12.000 7.300 0.438 0.280 0.372 0.158 0.159 13.000 10.800 0.648 0.280 0.551 0.368 0.371 14.000 11.400 0.684 0.280 0.581 0.404 0.407 15.000 10.400 0.624 0.280 0.530 0.344 0.347 16.000 8.500 0.510 0.280 0.434 0.230 0.232 17.000 1.400 0.084 0.280 0.071 0.013 0.013 18.000 1.900 0.114 0.280 0.097 0.017 0.017 19.000 1.300 0.078 0.280 0.066 0.012 0.012 20.000 1.200 0.072 0.280 0.061 0.011 0.011 21.000 1.100 0.066 0.280 0.056 0.010 0.010 22.000 1.000 0.060 0.280 0.051 0.009 0.009 23.000 0.900 0.054 0.280 0.046 0.008 0.008 24.000 0.800 0.048 0.280 0.041 0.007 0.007 TOTALS I 100.000 2.225 2.243 WFFECTIVE RAIN = 2.225 INCHES 4 1 R C F C & W C D HYDROLOGY MANUAL "SHORTCUT METHOD" Project 1721 Res. Areas - 40k sf Lots - Soil Group A SYNTHETIC UNIT HYDROGRAPH METHOD Net rain 100 yr. 6 hr. Unit Hydrograph and Effective Rain By JAD Date , Calculation Form Checked Date Sheet 1 of 1 [1] CONCENTRATION POINT 0.000 [31 DRAINAGE AREA -SQ ACRES 1.000 ] UNIT TIME - MINUTES 15.000 ] UNIT TIME - PERCENT OF LAG (100'[5]/[6]) 0.000 [91 STORM FREQUENCY & DURATION 100 year 6 hour [11] VARIABLE LOSS RATE (AVG)- INCHES /HOUR 0.000 [131 CONSTANT LOSS RATE- INCHES /HOUR 0.610 [2] AREA DESIGNATION [41 ULTIMATE DISCHARGE - CFS - HRS /IN (645'[3]) 0.000 [6] LAG TIME - MINUTES 0.000 [8] S -CURVE 0.000 [101 TOTAL ADJUSTED STORM RAIN- INCHES 3.000 [12] MINIMUM LOSS RATE (FOR VAR. LOSS) -IN /HR 0.000 041 LOW LOSS RATE- PERCENT 85.000 UNIT HYDROGRAPH EFFECTIVE RAIN FLOOD HYDROGRAPH [15] UNIT TIME PERIOD M [16] TIME PERCENT OF LAG [7]'[15] [17] CUMULATIVE AVERAGE PERCENT OF ULTIMATE DISCHARGE (S- GRAPH) [16] DISTRIB GRAPH PERCENT (171m- [17]m -1 [17] UNIT HYDROGRAPH CFS - HRS /IN 4' 18 100.000 [201 PATTERN PERCENT (PL E -5.9) [211 STORM RAIN IN/HR 601101[201 100[5] [221 LOSS RATE IN /HR [23] EFFECTIVE RAIN IN /HR [21] -[22] [241 FLOW CFS MAX LOW 1.000 1.700 0.204 0.610 0.173 0.031 0.031 2.000 1.900 0.228 0.610 0.194 0.034 0.034 3.000 2.100 0.252 0.610 0.214 0.038 0.038 4.000 2.200 0.264 0.610 0.224 0.040 0.040 5.000 2.400 0.288 0.610 0.245 0.0431 0.044 6.000 2.400 0.288 0.610 0.245 0.043 0.044 7.000 2.400 0.288 0.610 0.245 0.043 0.044 8.000 2.500 0.300 0.610 0.255 0.045 0.045 9.000 2.600 0.312 0.610 0.265 0.047 0.047 10.000 2.700 0.324 0.610 0.275 0.049 0.049 11.000 2.800 0.336 0.610 0.286 0.050 0.051 12.000 3.000 0.360 0.610 0.306 0.054 0.054 13.000 3.200 0.384 0.610 0.326 0.058 0.058 14.000 3.600 0.432 0.610 0.367 0.065 0.065 15.000 4.300 0.516 0.610 0.439 0.077 0.078 16.000 4.700 0.564 0.610 0.479 0.085 0.085 17.000 5.400 0.648 0.610 0.551 0.097 0.098 18.000 6.200 0.744 0.610 0.632 0.134 0.135 19.000 6.900 0.828 0.610 0.704 0.218 0.220 20.000 7.500 0.900 0.610 0.765 0.290 0.292 21.000 10.600 1.272 0.610 1.081 0.662 0.668 22.000 14.500 1.740 0.610 1.479 1.130 1.139 23.000 3.400 0.408 0.610 0.347 0.061 0.062 24.000 1.000 0.120 0.610 0.102 0.018 0.018 TOTALS 100.0001 3.4111 3.440 10FFECTIVE RAIN = 0.853 INCHES 4 f' R C F C & W C D HYDROLOGY _ MANUAL "SHORTCUT METHOD" SYNTHETIC UNIT HYDROGRAPH METHOD Unit Hydrograph and Effective Rain. Calculation Form Project 1721 Res. Areas - 20k sf Lots - Soil Group A Net rain 100 yr. 6 hr. Sheet 1 of 1 By JAD - Date Checked Date [1] CONCENTRATION POINT 0.000 [3] DRAINAGE AREA -SQ ACRES 1.000 ] UNIT TIME - MINUTES 15.000 UNIT TIME - PERCENT OF LAG (100'[5]/[6]) 0.000 [9] STORM FREQUENCY & DURATION 100 year 6 hour [11] VARIABLE LOSS RATE (AVG )-INCHES /HOUR 0.000 131 CONSTANT LOSS RATE- INCHES /HOUR 0.470 [2] AREA DESIGNATION [4] ULTIMATE DISCHARGE - CFS - HRS /IN (645'[3]) 0.000 [6] LAG TIME - MINUTES 0.000 [81 S -CURVE 0.000 [10] TOTAL ADJUSTED STORM RAIN- INCHES 3.000 [121 MINIMUM LOSS RATE (FOR VAR. LOSS)-IN/HR 0.000 [141 LOW LOSS RATE- PERCENT 85.000 UNIT HYDROGRAPH EFFECTIVE RAIN FLOOD HYDROGRAPH [151 UNIT TIME PERIOD M (16) TIME PERCENT OF LAG [7]'[15] [17] CUMULATIVE AVERAGE PERCENT OF ULTIMATE DISCHARGE (S- GRAPH) [16] DISTRIB GRAPH PERCENT [17]m- [17]m -1 [17] UNIT HYDROGRAPH CFS - HRS /IN 14' 18 100.000 [20] PATTERN PERCENT (PL E -5.9) (21] STORM RAIN IN /HR 60 1f 011201 100[5] [22] LOSS RATE IN /HR [231 EFFECTIVE RAIN IN /HR [21] -[22] [24] FLOW CFS MAX LOW 1.000 1.700 0.204 0.470 0.173 0.031 0.031 2.000 1.900 0.228 0.470 0.194 0.034 0.034 3.000 2.100 0.252 0.470 0.214 0.038 0.038 4.000 2.200 0.264 0.470 0.224 0.040 0.040 5.000 2.400 0.288 0.470 0.2451 0.043 0.044 6.000 2.400 0.288 0.470 0.245 0.043 0.044 7.000 2.400 0.288 0.470 0.245 0.043 0.044 8.000 2.500 0.300 0.470 0.255 0.045 0.045 9.000 2.600 0.312 0.470 0.265 0.047 0.047 10.000 2.700 0.324 0.470 0.275 0.049 0.049 11.000 2.800 0.336 0.470 0.286 0.050 0.051 12.000 3.000 0.360 0.470 0.306 0.054 0.054 13.000 3.200 0.384 0.470 0.326 0.058 0.058 14.000 3.600 0.432 0.470 0.367 0.065 0.065 15.000 4.300 0.516 0.470 0.439 0.077 0.078 16.000 4.700 0.564 0.470 0.479 0.094 0.095 17.000 5.400 0.648 0.470 0.551 0.178 0.179 18.000 6.200 0.744 0.470 0.632 0.274 0.276 19.000 6.900 0.828 0.470 0.704 0.358 0.361 20.000 7.500 0.900 0.470 0.765 0.430 0.434 21.000 10.600 1.272 0.470 1.081 0.802 0.809 22.000 14.500 1.740 0.470 1.479 1.270 1.281 23.000 3.400 0.408 0.470 0.347 0.061 0.062 24.000 1.000 0.120 0.470 0.102 0.018 0.018 TOTALS 100.0001 4.202 7774A 0FFECTIVE RAIN = 1.050 INCHES SIEFFECTIVE RAIN = 1.163 INCHES R C F C & W C D HYDROLOGY MANUAL "SHORTCUT METHOD" SYNTHETIC UNIT HYDROGRAPH METHOD Unit Hydrograph and Effective Rain Calculation Form Project 1721 Res. Areas - 10k sf Lots - Soil Group A Net rain 100 yr. 6 hr. Sheet 1 of 1 By JAD Date Checked Date [1] CONCENTRATION POINT 0.000 [3] DRAINAGE AREA -SQ ACRES 1.000141 ] UNIT TIME - MINUTES 15.000 /] UNIT TIME - PERCENT OF LAG (100'[5]/[6]) 0.000 [9] STORM FREQUENCY & DURATION 100 year 6 hour [11] VARIABLE LOSS RATE (AVG)- INCHES /HOUR 0.000 13 CONSTANT LOSS RATE- INCHES /HOUR 0.410 [2] AREA DESIGNATION ULTIMATE DISCHARGE - CFS - HRS /IN (645'[3]) 0.000 [6] LAG TIME - MINUTES 0.000 [8] S -CURVE 0.000 [10] TOTAL ADJUSTED STORM RAIN- INCHES 3.000 [12] MINIMUM LOSS RATE (FOR VAR. LOSS) -IN /HR 0.000 14 LOW LOSS RATE- PERCENT 85.000 UNIT HYDROGRAPH EFFECTIVE RAIN FLOOD HYDROGRAPH [15] UNIT TIME PERIOD M [16] TIME PERCENT OF LAG [7]'[15] (17] CUMULATIVE AVERAGE PERCENT OF ULTIMATE DISCHARGE (S- GRAPH) [161 DISTRIB GRAPH PERCENT [17]m- [17]m -1 [17] UNIT HYDROGRAPH CFS - HRS /IN 4.18 100.000 [20] PATTERN PERCENT (PL E -5.9) [21] STORM RAIN IN /HR 6010 20 100[5] [22] LOSS RATE IN /HR [231 EFFECTIVE RAIN IN /HR [21] -[22] [24) FLOW CFS MAX LOW 1.000 1.700 0.204 0.410 0.173 0.031 0.031 2.000 1.900 0.228 0.410 0.194 0.034 0.034 3.000 2.100 0.252 0.410 0.214 0.038 0.038 4.000 2.200 0.264 0.410 0.224 0.040 0.040 5.000 2.400 0.288 0.410 0.2451 0.043 0.044 6.000 2.400 0.288 0.410 0.245 0.043 0.044 7.000 2.400 0.288 0.410 0.245 0.043 0.044 8.000 2.500 0.300 0.410 0.255 0.045 0.045 9.000 2.600 0.312 0.410 0.265 0.047 0.047 10.000 2.700 0.324 0.410 0.275 0.049 0.049 11.000 2.800 0.336 0.410 0.286 0.050 0.051 12.000 3.000 0.360 0.410 0.306 0.054 0.054 13.000 3.200 0.384 0.410 0.326 0.058 0.058 14.000 3.600 0.432 0.410 0.367 0.065 0.065 15.000 4.300 0.516 0.410 0.439 0.106 0.107 16.000 4.700 0.564 0.410 0.479 0.154 0.155 17.000 5.400 0.648 0.410 0.551 0.238 0.240 18.000 6.200 0.744 0.410 0.632 0.334 0.337 19.000 6.900 0.828 0.410 0.704 0.418 0.421 20.000 7.500 0.900 0.410 0.765 0.490 0.494 21.000 10.600 1.272 0.410 1.081 0.862 0.869 22.000 14.500 1.740 0.410 1.479 1.330 1.341 23.000 3.400 0.408 0.410 0.347 0.061 0.062 24.000 1.000 0.120 0.410 0.102 0.018 0.018 TOTALS 100.0ool 4.6501 4.689 SIEFFECTIVE RAIN = 1.163 INCHES R C F C & W C D "SHORTCUT METHOD" HYDROLOGY SYNTHETIC UNIT HYDROGRAPH METHOD MANUAL Unit Hydrograph and Effective Rain Calculation Fora Project 1721 Offsite Street Areas - Soil Group A Net rain 100 yr. 6 hr. Sheet 1 of 1 By JAD Date Checked Date [1] CONCENTRATION POINT 0.000 [3] DRAINAGE AREA -SQ ACRES 1.000 [51 UNIT TIME - MINUTES 15.000 [71 UNIT TIME - PERCENT OF LAG (100'[5]/[6]) 0.000 [9] STORM FREQUENCY & DURATION 100 year 6 hour [11] VARIABLE LOSS RATE (AVG)- INCHES /HOUR 0.000 [131 CONSTANT LOSS RATE- INCHES /HOUR 0.340 [2] AREA DESIGNATION [4) ULTIMATE DISCHARGE - CFS - HRS /IN (645'[3]) 0.000 [6) LAG TIME - MINUTES 0.000 [8] S -CURVE 0.000 [10] TOTAL ADJUSTED STORM RAIN- INCHES 3.000 [12] MINIMUM LOSS RATE (FOR VAR. LOSS }IN /HR 0.000 1141 LOW LOSS RATE- PERCENT 42.000 UNIT HYDROGRAPH EFFECTIVE RAIN FLOOD HYDROGRAPH [151 UNIT TIME PERIOD m [161 TIME PERCENT OF LAG 171'[15] [17] CUMULATIVE AVERAGE PERCENT OF ULTIMATE DISCHARGE (S- GRAPH) [16] DISTRIB GRAPH PERCENT [17]m- [17]m -1 [17] UNIT HYDROGRAPH CFS - HRS /IN [41•[181 100.000 [20] PATTERN PERCENT (PL E -5.9) [211 STORM RAIN IN /HR 6010 20 100[5] [22] LOSS RATE IN /HR [23] EFFECTIVE RAIN IN/HR [21] -[221 [24] FLOW CFS MAX LOW 1.000 1.700 0.204 0.340 0.086 0.118 0.119 2.000 1.900 0.228 0.340 0.096 0.132 0.133 3.000 2.100 0.252 0.340 0.106 0.146 0.147 4.000 2.200 0.264 0.340 0.111 0.153 0.154 5.000 2.400 0.288 0.340 0.121 0.167 0.168 6.000 2.400 0.288 0.340 0.121 0.167 0.168 7.000 2.4001 0.288 0.340 0.121 0.167 0.168 8.000 2.500 0.300 0.340 0.126 0.174 0.175 9.000 2.600 0.312 0.340 0.131 0.181 0.182 10.000 2.700 0.324 0.340 0.136 0.188 0.189 11.000 2.800 0.336 0.340 0.141 0.195 0.197 12.000 3.000 0.360 0.340 0.151 0.209 0.211 13.000 3.200 0.384 0.340 0.161 0.223 0.225 14.000 3.600 0.432 0.340 0.181 0.251 0.253 15.000 4.300 0.516 0.340 0.217 0.299 0.302 16.000 17.000 4.700 5.400 0.564 0.648 0.340 0.340 0.237 0.272 0.327 0.376 0.330 0.379 18.000 6.200 0.744 0.340 0.312 0.432 0.435 19.000 6.900 0.828 0.340 0.348 0.488 0.492 20.000 7.500 0.900 0.340 0.378 0.560 0.565 21.000 10.600 1.272 0.340 0.534 0.932 0.940 22.000 14.500 1.740 0.340 0.731 1.400 1.412 23.000 24.000 3.400 1.000 0.408 0.120 0.340 0.340 0.171 0.050 0.237 0.070 0.239 0.070 TOTALS 100.0001 1 7.5911 7.654 &FFECTIVE RAIN = 1.898 INCHES 4 4 R C F C & W C D HYDROLOGY MANUAL "SHORTCUT METHOD" SYNTHETIC UNIT HYDROGRAPH METHOD Unit Hydrograph and Effective Rain Calculation Form Project 1721 Res. Areas - 40k sf Lots - Soil Group B Net rain 100 yr. 6 hr. Sheet 1 of 1 - By JAD Date Checked Date [1] CONCENTRATION POINT 0.000 [3] DRAINAGE AREA -SQ ACRES 1.000 ] UNIT TIME - MINUTES 15.000 UNIT TIME - PERCENT OF LAG (100'[51/[61) 0.000 [9] STORM FREQUENCY & DURATION 100 year 6 hour [11] VARIABLE LOSS RATE (AVG }INCHES /HOUR 0.000 (131 CONSTANT LOSS RATE- INCHES /HOUR 0.420 (21 AREA DESIGNATION [4] ULTIMATE DISCHARGE - CFS - HRS /IN (645'[3]) 0.000 [61 LAG TIME - MINUTES 0.000 [8] S -CURVE 0.000 [10] TOTAL ADJUSTED STORM RAIN- INCHES 3.000 [12] MINIMUM LOSS RATE (FOR VAR. LOSS) -IN /HR 0.000 r141 LOW LOSS RATE- PERCENT 85.000 UNIT HYDROGRAPH EFFECTIVE RAIN FLOOD HYDROGRAPH [15] UNIT TIME PERIOD M [161 TIME PERCENT OF LAG [7]•[151 [17] CUMULATIVE AVERAGE PERCENT OF ULTIMATE DISCHARGE (S- GRAPH) (161 DISTRIB GRAPH PERCENT [17]m- [17]m -1 [17] UNIT HYDROGRAPH CFS - HRS /IN [4111181 100.000 [20] PATTERN PERCENT (PL E -5.9) [211 STORM RAIN IN/HR 601f 01f201 100[5] [221 LOSS RATE IN /HR (23] EFFECTIVE RAIN IN /HR [21] -[22] [241 FLOW CFS MAX LOW 1.000 1.700 0.204 0.420 0.173 0.031 0.031 2.000 1.900 0.228 0.420 0.194 0.034 0.034 3.000 2.100 0.252 0.420 0.214 0.038 0.038 4.000 2.200 0.264 0.420 0.224 0.040 0.040 5.000 2.400 0.288 0.420 0.245 0.043 0.044 6.000 2.400 0.288 0.420 0.245 0.043 0.044 7.000 2.400 0.288 0.420 0.245 0.043 0.044 8.000 2.500 0.300 0.420 0.255 0.045 0.045 9.000 2.600 0.312 0.420 0.265 0.047 0.047 10.000 2.700 0.324 0.420 0.275 0.049 0.049 11.000 2.800 0.336 0.420 0.286 0.050 0.051 12.000 3.000 0.360 0.420 0.306 0.054 0.054 13.000 3.200 0.384 0.420 0.326 0.058 0.058 14.000 3.600 0.432 0.420 0.367 0.065 0.065 15.000 4.300 0.516 0.420 0.439 0.096 0.097 16.000 4.700 0.564 0.420 0.479 0.144 0.145 17.000 5.400 0.648 0.420 0.551 0.228 0.230 18.000 6.200 0.744 0.420 0.632 0.324 0.327 19.000 6.900 0.828 0.420 0.704 0.408 0.411 20.000 7.500 0.900 0.420 0.765 0.480 0.484 21.000 10.600 1.272 0.420 1.081 0.852 0.859 22.000 14.500 1.740 0.420 1.479 1.320 1.331 23.000 3.400 0.408 0.420 0.347 0.061 0.062 24.000 1.000 0.120 0.420 0.102 0.018 0.018 TOTALS 100.0001 4.5701 4.608 �0FFECTIVE RAIN = 1.143 INCHES 4 r R C F C & W C D HYDROLOGY MANUAL "SHORTCUT METHOD" SYNTHETIC UNIT HYDROGRAPH METHOD Unit Hydrograph and Effective Rain Calculation Form Project 1721 Res. Areas - 20k sf Lots - Soil Group B Net rain 100 yr. 6 hr. Sheet 1 of 1 By JAD Date Checked Date [1] CONCENTRATION POINT 0.000 [3] DRAINAGE AREA -SQ ACRES 1.000 T TIME- MINUTES 15.000 UNIT TIME - PERCENT OF LAG (100'[5]/[6]) 0.000 r l UNI] ] STORM FREQUENCY & DURATION 100 year 6 hour 1] VARIABLE LOSS RATE (AVG)- INCHES /HOUR 0.000 13 CONSTANT LOSS RATE- INCHES /HOUR 0.330 [2] AREA DESIGNATION [4] ULTIMATE DISCHARGE - CFS - HRS /IN (645'[3]) 0.000 [61 LAG TIME - MINUTES 0.000 [8] S -CURVE 0.000 [101 TOTAL ADJUSTED STORM RAIN- INCHES 3.000 It 21 MINIMUM LOSS RATE (FOR VAR. LOSS) -IN /HR 0.000 [141 LOW LOSS RATE- PERCENT 85.000 UNIT HYDROGRAPH EFFECTIVE RAIN FLOOD HYDROGRAPH [151 UNIT TIME PERIOD m [161 TIME PERCENT OF LAG [7]'[15] [171 CUMULATIVE AVERAGE PERCENT OF ULTIMATE DISCHARGE (S- GRAPH) [16] DISTRIB GRAPH PERCENT [17]m- [17]m -1 1171 UNIT HYDROGRAPH CFS - HRS /IN [41181 100.000 [201 PATTERN PERCENT (PL E -5.9) [21) STORM RAIN IN/HR 6010 20 100[5] [221 LOSS RATE IN/HR [23] EFFECTIVE RAIN IN /HR [21] -[22] [24] FLOW CFS MAX LOW 1.000 1.700 0.204 0.330 0.173 0.031 0.031 2.000 1.900 0.228 0.330 0.194 0.034 0.034 3.000 2.100 0.252 0.330 0.214 0.038 0.038 4.000 2.200 0.264 0.330 0.224 0.040 0.040 5.000 2.400 0.288 0.330 0.245 0.043 0.044 6.000 2.400 0.288 0.330 0.245 0.043 0.044 7.000 2.400 0.288 0.330 0.245 0.043 0.044 8.000 2.500 0.300 0.330 0.255 0.045 0.045 9.000 2.600 0.312 0.330 0.265 0.047 0.047 10.000 2.700 0.324 0.330 0.275 0.049 0.049 11.000 2.800 0.336 0.330 0.286 0.050 0.051 12.000 3.000 0.360 0.330 0.306 0.054 0.054 13.000 3.200 0.384 0.330 0.326 0.058 0.058 14.000 3.600 0.432 0.330 0.367 0.102 0.103 15.000 4.300 0.516 0.330 0.439 0.186 0.188 16.000 4.700 0.564 0.330 0.479 0.234 0.236 17.000 5.400 0.648 0.330 0.551 0.318 0.321 18.000 6.200 0.744 0.330 0.632 0.414 0.417 19.000 6.900 0.828 0.330 0.704 0.498 0.502 20.000 7.500 0.900 0.330 0.765 0.570 0.575 21.000 10.600 1.272 0.330 1.081 0.942 0.950 22.000 14.500 1.740 0.330 1.479 1.410 1.422 23.000 3.400 0.408 0.330 0.347 0.078 0.079 24.000 1.000 0.120 0.330 0.102 0.018 0.018 TOTALS 1 100.000 5.3441 5.389 &FFECTIVE RAIN = 1.336 INCHES 4 R C F C & W C D HYDROLOGY MANUAL "SHORTCUT METHOD" SYNTHETIC UNIT HYDROGRAPH METHOD Unit Hydrograph and Effective Rain Calculation Form Project 1721 Res. Areas - 10k sf Lots - Soil Group B Net rain 100 yr. 6 hr. Sheet 1 of 1 By JAD Date Checked Date [1] CONCENTRATION POINT 0.000 [3] DRAINAGE AREA -SQ ACRES 1.000 5] UNIT TIME - MINUTES 15.000 7] UNIT TIME- PERCENT OF LAG (100'[5]/[6]) 0.000 [9] STORM FREQUENCY & DURATION 100 year 6 hour [11] VARIABLE LOSS RATE (AVG)- INCHES /HOUR 0.000 1131 CONSTANT LOSS RATE- INCHES /HOUR 0.280 [2] AREA DESIGNATION [41 ULTIMATE DISCHARGE - CFS - HRS /IN (645'[3]) 0.000 [61 LAG TIME - MINUTES 0.000 [8] S -CURVE 0.000 [10] TOTAL ADJUSTED STORM RAIN- INCHES 3.000 [12] MINIMUM LOSS RATE (FOR VAR. LOSS)4N /HR 0.000 [141 LOW LOSS RATE- PERCENT 85.000 UNIT HYDROGRAPH EFFECTIVE RAIN FLOOD HYDROGRAPH 1151 UNIT TIME PERIOD M [16] TIME PERCENT OF LAG [7]'[15] [17] CUMULATIVE AVERAGE PERCENT OF ULTIMATE DISCHARGE (S- GRAPH) [t61 DISTRIB GRAPH PERCENT [17]m- [17]m -1 [17] UNIT HYDROGRAPH CFS- HRS /IN [4' 18 100.000 [201 PATTERN PERCENT (PL E -5.9) [21] STORM RAIN IN/HR 60[101[201 100[5] [22] LOSS RATE IN /HR [231 EFFECTIVE RAIN IN /HR [21] -[22] [241 FLOW CFS MAX LOW 1.000 1.700 0.204 0.280 0.173 0.031 0.031 2.000 1.900 0.228 0.280 0.194 0.034 0.034 3.000 2.100 0.252 0.280 0.214 0.038 0.038 4.000 2.200 0.264 0.280 0.224 0.040 0.040 5.000 2.400 0.288 0.280 0.245 0.043 0.044 6.000 2.400 0.288 0.280 0.245 0.043 0.044 7.000 2.400 0.288 0.280 0.245 0.043 0.044 8.000 2.500 0.300 0.280 0.255 0.045 0.045 9.000 2.600 0.312 0.280 0.265 0.047 0.047 10.000 2.700 0.324 0.280 0.275 0.049 0.049 11.000 2.800 0.336 0.280 0.286 0.056 0.056 12.000 3.000 0.360 0.280 0.306 0.080 0.081 13.000 3.200 0.384 0.280 0.326 0.104 0.105 14.000 3.600 0.432 0.280 0.367 0.152 0.153 15.000 4.300 0.516 0.280 0.439 0.236 0.238 16.000 4.700 0.564 0.280 0.479 0.284 0.286 17.000 5.400 0.648 0.280 0.551 0.368 0.371 18.000 6.200 0.744 0.280 0.632 0.464 0.468 19.000 6.900 0.828 0.280 0.704 0.548 0.553 20.000 7.500 0.900 0.280 0.765 0.620 0.625 21.000 10.6001 1.272 0.280 1.081 0.992 1.000 22.000 14.500 1.740 0.280 1.479 1.460 1.472 23.000 3.400 0.408 0.280 0.347 0.128 0.129 24.000 1.000 0.120 0.280 0.102 0.018 0.018 TOTALS 100.0001 5.922 5.972 OFFECTIVE RAIN = 1.481 INCHES R C F C& W C D HYDROLOGY ---MANUAL "SHORTCUT METHOD" SYNTHETIC UNIT HYDROGRAPH METHOD Unit Hydrograph and Effective Rain Calculation Form Project 1721 Retention /Park/Golf Areas -Soil Group B Net rain 100 yr. 6 hr. Sheet 1 of 1 By JAD Date Checked Date [1] CONCENTRATION POINT 0.000 [31 DRAINAGE AREA -SQ ACRES 1.000 5] UNIT TIME - MINUTES 15.000 UNIT TIME - PERCENT OF LAG (100'[5]/[6]) 0.000 [9] STORM FREQUENCY & DURATION 100 year 6 hour [111 VARIABLE LOSS RATE (AVG }INCHES /HOUR 0.000 [131 CONSTANT LOSS RATE- INCHES /HOUR 0.460 [2] AREA DESIGNATION [4] ULTIMATE DISCHARGE - CFS - HRS /IN (645'[3]) 0.000 [6] LAG TIME - MINUTES 0.000 [8] S -CURVE 0.000 [10] TOTAL ADJUSTED STORM RAIN- INCHES 3.000 If 2] MINIMUM LOSS RATE (FOR VAR. LOSS }IN /HR 0.000 [141 LOW LOSS RATE- PERCENT 90.000 UNIT HYDROGRAPH EFFECTIVE RAIN FLOOD HYDROGRAPH (15) UNIT TIME PERIOD M [16] TIME PERCENT OF LAG [7]'[15] [171 CUMULATIVE AVERAGE PERCENT OF ULTIMATE DISCHARGE (S- GRAPH) [161 DISTRIB GRAPH PERCENT [17]m- [17]m -1 [171 UNIT HYDROGRAPH CFS - HRS /IN [4111811 100.000 [201 PATTERN PERCENT (PL E -5.9) [21] STORM RAIN IN /HR 60 10 20 100[5] [22] LOSS RATE IN /HR [23] EFFECTIVE RAIN IN /HR [21] -[22] [241 FLOW CFS MAX LOW 1.000 1.700 0.204 0.460 0.1841 0.020 0.021 2.000 1.900 0.228 0.460 0.2051 0.023 0.023 3.000 2.100 0.252 0.460 0.2271 0.025 0.025 4.000 2.200 0.264 0.460 0.2381 0.026 0.027 5.000 2.400 0.288 0.460 0.2591 0.029 0.029 6.000 2.400 0.288 0.460 0.259 0.029 0.029 7.000 1 2.400 0.288 0.460 0.259 0.029 0.029 8.000 2.500 0.300 0.460 0.270 0.030 0.030 9.000 2.600 0.312 0.460 0.281 0.031 0.031 10.000 2.700 0.324 0.460 0.292 0.032 0.033 11.000 2.800 0.336 0.460 0.302 0.034 0.034 12.000 3.000 0.360 0.460 0.324 0.036 0.036 13.000 1 3.200 0.384 0.460 0.346 0.038 0.039 14.000 3.600 0.432 0.460 0.389 0.043 0.044 15.000 4.300 0.516 0.460 0.464 0.056 0.056 16.000 4.700 0.564 0.460 0.508 0.104 0.105 17.000 5.400 0.648 0.460 0.583 0.188 0.190 18.000 6.200 0.744 0.460 0.670 0.284 0.286 19.000 6.900 0.828 0.460 0.745 0.368 0.371 20.000 7.500 0.900 0.460 0.810 0.440 0.444 IF 21.000 10.600 1.272 0.460 1.145 0.812 0.819 22.000 14.500 1.740 0.460 1.566 1.280 1.291 23.000 3.400 0.408 0.460 0.367 0.041 0.041 24.000 1.000 0.120 0.460 0.1081 0.012 0.012 TOTALS 100.0001 4.0111 4.044 (OFFECTIVE RAIN = 1.003 INCHES 4 4 R C F C & W C D HYDROLOGY MANUAL "SHORTCUT METHOD" SYNTHETIC UNIT HYDROGRAPH METHOD Unit Hydrograph and Effective Rain Calculation Form Project 1721 Offsite Street Areas - Soil Group B Net rain 100 yr. 6 hr. Sheet 1 of 1 - By JAD Date Checked Date [11 CONCENTRATION POINT 0.000 [3] DRAINAGE AREA -SQ ACRES 1.000 ] UNIT TIME - MINUTES 15.000 UNIT TIME - PERCENT OF LAG (100'[5]/[61) 0.000 9] STORM FREQUENCY & DURATION 100 year 6 hour [11] VARIABLE LOSS RATE (AVG)- INCHES /HOUR 0.000 131 CONSTANT LOSS RATE- INCHES /HOUR 0.230 [2] AREA DESIGNATION [4] ULTIMATE DISCHARGE - CFS - HRS /IN (645'[3]) 0.000 [61 LAG TIME - MINUTES 0.000 [8] S -CURVE 0.000 It 01 TOTAL ADJUSTED STORM RAIN- INCHES 3.000 [12] MINIMUM LOSS RATE (FOR VAR. LOSS)-IN/HR 0.000 [141 LOW LOSS RATE- PERCENT 42.000 UNIT HYDROGRAPH EFFECTIVE RAIN FLOOD HYDROGRAPH [151 UNIT TIME PERIOD M [16] TIME PERCENT OF LAG [71'1151 [17] CUMULATIVE AVERAGE PERCENT OF ULTIMATE DISCHARGE (S- GRAPH) 1161 DISTRIB GRAPH PERCENT [17]m- [17]m -1 [17] UNIT HYDROGRAPH CFS - HRS /IN 4.18 100.000 [201 PATTERN PERCENT (PL E -5.9) [21] STORM RAIN IN /HR 60f101[201 100[5] (221 LOSS RATE IN/HR [23] EFFECTIVE RAIN IN /HR [211-[221 1241 FLOW CFS MAX LOW 1.000 1.700 0.204 0.230 0.086 0.118 0.119 2.000 1.900 0.228 0.230 0.096 0.132 0.133 3.000 2.100 0.252 0.230 0.106 0.146 0.147 4.000 2.200 0.264 0.230 0.111 0.153 0.154 5.000 2.400 0.288 0.230 0.121 0.167 0.168 6.000 2.400 0.288 0.230 0.121 0.167 0.168 7.000 1 2.400 0.288 0.230 0.121 0.167 0.168 8.000 2.500 0.300 0.230 0.126 0.174 0.175 9.000 2.600 0.312 0.230 0.131 0.181 0.182 10.000 2.700 0.324 0.230 0.136 0.188 0.189 11.000 2.800 0.336 0.230 0.141 0.195 0.197 12.000 3.000 0.360 0.230 0.151 0.209 0.211 13.000 3.200 0.384 0.230 0.161 0.223 0.225 14.000 3.600 0.432 0.230 0.181 0.251 0.253 15.000 4.300 0.516 0.230 0.217 0.299 0.302 16.000 4.700 0.564 0.230 0.237 0.334 0.337 17.000 5.400 0.648 0.230 0.272 0.418 0.421 18.000 6.200 0.744 0.230 0.312 0.514 0.518 19.000 6.900 0.828 0.230 0.348 0.598 0.603 20.000 7.500 0.900 0.230 0.378 0.670 0.676 21.000 10.600 1.272 0.230 0.534 1.042 1.051 22.000 14.500 1.740 0.230 0.731 1.510 1.523 23.000 3.400 0.408 0.230 0.171 0.237 0.239 24.000 1.000 0.120 0.230 0.050 0.070 0.070 TOTALS 100.0001 8.162 8.230 OFFECTIVE RAIN = 2.041 INCHES r R C F C & W C D HYDROLOGY -MANUAL "SHORTCUT METHOD" SYNTHETIC UNIT HYDROGRAPH METHOD Unit Hydrograph and Effective Rain Calculation Form Project 1721 Clubhouse Area - Soil Group B Net rain 100 yr. 6 hr. Sheet 1 of 1 By JAD Date Checked Date [11 CONCENTRATION POINT 0.000 1 [ 3] DRAINAGE AREA -SQ ACRES 1.000 i] UNIT TIME - MINUTES 15.000 /] UNIT TIME - PERCENT OF LAG (100'[5]/[6]) 0.000 [91 STORM FREQUENCY & DURATION 100 year 6 hour [11] VARIABLE LOSS RATE (AVG )-INCHES /HOUR 0.000 131 CONSTANT LOSS RATE- INCHES /HOUR 0.280 [2] AREA DESIGNATION [4] ULTIMATE DISCHARGE - CFS - HRS /IN (645'[3]) 0.000 [61 LAG TIME- MINUTES 0.000 [8] S -CURVE 0.000 [10] TOTAL ADJUSTED STORM RAIN- INCHES 3.000 [12] MINIMUM LOSS RATE (FOR VAR. LOSS) -IN /HR 0.000 [141 LOW LOSS RATE- PERCENT 85.000 UNIT HYDROGRAPH EFFECTIVE RAIN FLOOD HYDROGRAPH [15] UNIT TIME PERIOD M [16) TIME PERCENT OF LAG [71'[151 [17] CUMULATIVE AVERAGE PERCENT OF ULTIMATE DISCHARGE (S- GRAPH) [16] DISTRIB GRAPH PERCENT [17]m- [171m -1 [171 UNIT HYDROGRAPH CFS - HRS /IN [41'f181 100.000 [20] PATTERN PERCENT (PL E -5.9) [21) STORM RAIN IN /HR 6011 O1f201 100[5] [221 LOSS RATE IN /HR [23) EFFECTIVE RAIN IN /HR [21] -[221 [24] FLOW CFS MAX LOW 1.000 1.700 0.204 0.280 0.173 0.031 0.031 2.000 1.900 0.228 0.280 0.194 0.034 0.034 3.000 2.100 0.252 0.280 0.214 0.038 0.038 4.000 2.200 0.264 0.280 0.224 0.040 0.040 5.000 2.400 0.288 0.280 0.2451 0.043 0.044 6.000 2.400 0.288 0.280 0.245 0.043 0.044 7.000 2.400 0.288 0.280 0.245 0.043 0.044 8.000 2.500 0.300 0.280 0.255 0.045 0.045 9.000 2.600 0.312 0.280 0.265 0.047 0.047 10.000 2.700 0.324 0.280 0.275 0.049 0.049 11.000 2.800 0.336 0.280 0.286 0.056 0.056 12.000 3.000 0.360 0.280 0.306 0.080 0.081 13.000 3.200 0.384 0.280 0.326 0.104 0.105 14.000 3.600 0.432 0.280 0.367 0.152 0.153 15.000 4.300 0.516 0.280 0.439 0.236 0.238 16.000 4.700 0.564 0.280 0.479 0.284 0.286 17.000 5.400 0.648 0.280 0.551 0.368 0.371 18.000 6.200 0.744 0.280 0.632 0.464 0.468 19.000 6.900 0.828 0.280 0.704 0.548 0.553 20.000 7.500 0.900 0.280 0.7651 0.620 0.625 21.000 10.600 1.272 0.280 1.0811 0.992 1.000 22.000 14.500 1.740 0.280 1.479 1.460 1.472 23.000 3.400 0.408 0.280 0.347 0.128 0.129 24.000 1.000 0.120 0.280 0.102 0.018 0.018 TOTALS 100.0001 1 1 1 5.9221 5.972 OFFECTIVE RAIN = 1.481 INCHES AGA R C F C & W C D HYDROLOGY MANUAL "SHORTCUT METHOD" SYNTHETIC UNIT HYDROGRAPH METHOD Unit Hydrograph and Effective Rain Calculation Form Project 1721 Res. Areas - 40k sf Lots - Soil Group A Net rain 100 yr. 3 hr. Sheet 1 of 1 By JAD Date Checked Date [1] CONCENTRATION POINT 0.000 [3] DRAINAGE AREA -SQ ACRES 1.000 ] UNIT TIME - MINUTES 10.000 UNIT TIME - PERCENT OF LAG (100'[5]/[6]) 0.000 [9J STORM FREQUENCY &DURATION 100 YEAR- 3 HOUR [11] VARIABLE LOSS RATE (AVG)- INCHES /HOUR 0.000 131 CONSTANT LOSS RATE- INCHES /HOUR 0.610 [2] AREA DESIGNATION (4] ULTIMATE DISCHARGE - CFS - HRS /IN (645'[3]) 0.000 [6] LAG TIME - MINUTES 0.000 [8] S -CURVE 0.000 [10] TOTAL ADJUSTED STORM RAIN- INCHES 2.500 [12] MINIMUM LOSS RATE (FOR VAR. LOSS) -IN /HR 0.000 [141 LOW LOSS RATE- PERCENT 85.000 UNIT HYDROGRAPH EFFECTIVE RAIN FLOOD HYDROGRAPH [151 UNIT TIME PERIOD M [16] TIME PERCENT OF LAG [7]115] [t7) CUMULATIVE AVERAGE PERCENT OF ULTIMATE DISCHARGE (S- GRAPH) [161 DISTRIB GRAPH PERCENT [17]m- [17]m -1 [171 UNIT HYDROGRAPH CFS - HRS /IN 4' 18 100.000 [20] PATTERN PERCENT (PL E -5.9) [21) STORM RAIN IN /HR 60[101[201 100[5] [22] LOSS RATE IN /HR [23] EFFECTIVE RAIN IN /HR [21] -[22] [24] FLOW CFS MAX LOW 1.000 2.600 0.390 0.610 0.332 0.059 0.059 2.000 2.600 0.390 0.610 0.332 0.059 0.059 3.000 3.300 0.495 0.610 0.421 0.074 0.075 4.000 3.300 0.495 0.610 0.421 0.074 0.075 5.000 3.300 0.495 0.610 0.421 0.074 0.075 6.000 3.400 0.510 0.610 0.434 0.077 0.077 7.000 4.400 0.660 0.610 0.561 0.099 0.100 8.000 4.200 0.630 0.610 0.536 0.095 0.095 9.000 5.300 0.795 0.610 0.676 0.185 0.187 10.000 5.100 0.765 0.610 0.650 0.155 0.156 11.000 6.400 0.960 0.610 0.816 0.350 0.353 12.000 5.900 0.885 0.610 0.752 0.275 0.277 13.000 7.300 1.095 0.610 0.931 0.485 0.489 14.000 8.500 1.275 0.610 1.084 0.665 0.671 15.000 14.100 2.115 0.610 1.798 1.505 1.518 16.000 14.100 2.115 0.610 1.798 1.505 1.518 17.000 3.800 0.570 0.610 0.485 0.086 0.086 18.000 2.400 0.360 0.610 0.306 0.054 0.054 TOTALS 100.000 5.8741 5.923 OFFECTIVE RAIN = 0.979 INCHES 4 t R C F C & W C D "SHORTCUT METHOD" Project 1721 Res. Areas - 20k sf Lots - Soil Group A HYDROLOGY SYNTHETIC UNIT HYDROGRAPH METHOD Net rain 100 yr. 3 hr. MANUAL Unit Hydrograph and Effective Rain sy JAD Date Calculation Form Checked Date Sheet 1 of 1 [1] CONCENTRATION POINT 0.000 3] DRAINAGE AREA -SQ ACRES 1.000 ] UNIT TIME - MINUTES 10.000 UNIT TIME - PERCENT OF LAG (100'[5]/[61) 0.000 [9] STORM FREQUENCY & DURATION 100 YEAR- 3 HOUR [11) VARIABLE LOSS RATE (AVG }INCHES /HOUR 0.000 131 CONSTANT LOSS RATE- INCHES /HOUR 0.470 [2] AREA DESIGNATION [4] ULTIMATE DISCHARGE - CFS - HRS /IN (645'[3]) 0.000 [6) LAG TIME - MINUTES 0.000 [8] S -CURVE 0.000 [101 TOTAL ADJUSTED STORM RAIN- INCHES 2.500 [12) MINIMUM LOSS RATE (FOR VAR. LOSS) -IN /HR 0.000 [141 LOW LOSS RATE- PERCENT 85.000 UNIT HYDROGRAPH EFFECTIVE RAIN FLOOD HYDROGRAPH [151 UNIT TIME PERIOD M [161 TIME PERCENT OF LAG [7]'[15] [17] CUMULATIVE AVERAGE PERCENT OF ULTIMATE DISCHARGE (S- GRAPH) [16] DISTRIB GRAPH PERCENT [17]m- [17]m -1 [171 UNIT HYDROGRAPH CFS - HRS /IN 4' 18 100.000 [201 PATTERN PERCENT (PL E -5.9) [21] STORM RAIN IN /HR 60 1f 01[201 100[5) [221 LOSS RATE IN /HR [23] EFFECTIVE RAIN IN/HR [21] -[22] [24] FLOW CFS MAX LOW 1.000 2.600 0.390 0.470 0.332 0.059 0.059 2.000 2.600 0.390 0.470 0.332 0.059 0.059 3.000 3.300 0.495 0.470 0.421 0.074 0.075 4.000 3.300 0.495 0.470 0.421 0.074 0.075 5.000. 3.300 0.495 0.470 0.421 0.074 0.075 6.000 3.400 0.510 0.470 0.434 0.077 0.077 7.000 4.4001 0.660 0.470 0.561 0.190 0.192 8.000 4.200 0.630 0.470 0.536 0.160 0.161 9.000 5.300 0.795 0.470 0.676 0.325 0.328 10.000 5.100 0.765 0.470 0.650 0.295 0.297 11.000 6.400 0.960 0.470 0.816 0.490 0.494 12.000 5.900 0.885 0.470 0.752 0.415 0.418 13.000 7.300 1.095 0.470 0.931 0.625 0.630 14.000 8.500 1.275 0.470 1.084 0.805 0.812 15.000 14.100 2.115 0.470 1.798 1.645 1.659 16.000 14.100 2.115 0.470 1.798 1.645 1.659 17.000 3.800 0.570 0.470 0.485 0.100 0.101 18.000 2.400 0.360 0.470 0.306 0.054 0.054 TOTALS 100.0001 7.1651 7.225 i FFECTIVE RAIN = 1.194 INCHES r R C F C & W C D HYDROLOGY MANUAL- "SHORTCUT METHOD" Project 1721 Res. Areas - 10k sf Lots - Soil Group A SYNTHETIC UNIT HYDROGRAPH METHOD Net rain 100 yr. 3 hr. Unit Hydrograph and Effective Rain By JAD Date Calculation Form Checked Date Sheet 1 of 1 [1] CONCENTRATION POINT 0.000 [31 DRAINAGE AREA -SQ ACRES 1.000 ] UNIT TIME - MINUTES 10.000 UNIT TIME - PERCENT OF LAG (100'[5]/[6]) 0.000 [9] STORM FREQUENCY & DURATION 100 YEAR- 3 HOUR [11] VARIABLE LOSS RATE (AVG)-INCHES /HOUR 0.000 [131 CONSTANT LOSS RATE- INCHES /HOUR 0.410 [2] AREA DESIGNATION [4] ULTIMATE DISCHARGE - CFS - HRS /IN (645'[3]) 0.000 [6] LAG TIME - MINUTES 0.000 [8] S -CURVE 0.000 [10] TOTAL ADJUSTED STORM RAIN- INCHES 2.500 [12] MINIMUM LOSS RATE (FOR VAR. LOSS) -IN /HR 0.000 [141 LOW LOSS RATE- PERCENT 85.000 UNIT HYDROGRAPH EFFECTIVE RAIN FLOOD HYDROGRAPH [151 UNIT TIME PERIOD M 1161 TIME PERCENT OF LAG [7]'[15] [171 CUMULATIVE AVERAGE PERCENT OF ULTIMATE DISCHARGE (S- GRAPH) [16] DISTRIB GRAPH PERCENT [17]rr- [17]m -1 (17) UNIT HYDROGRAPH CFS - HRS /IN 4' 18 100.000 [20] PATTERN PERCENT (PL E -5.9) [21] STORM RAIN IN/HR 60 1r 0u20I 100[51 [22] LOSS RATE IN /HR [231 EFFECTIVE RAIN IN /HR [21] -[22] [241 FLOW CFS MAX LOW 1.000 2.600 0.390 0.410 0.332 0.059 0.059 2.000 2.600 0.390 0.410 0.332 0.059 0.059 3.000 3.300 0.495 0.410 0.421 0.085 0.086 4.000 3.300 0.495 0.410 0.421 0.085 0.086 5.000 3.300 0.495 0.410 0.4211 0.085 0.086 6.000 3.400 0.510 0.410 0.434 0.100 0.101 7.000 4.400 0.660 0.410 0.561 0.250 0.252 8.000 4.200 0.630 0.410 0.536 0.220 0.222 9.000 5.300 0.795 0.410 0.676 0.385 0.388 10.000 5.100 0.765 0.410 0.650 0.355 0.358 11.000 6.400 0.960 0.410 0.816 0.550 0.555 12.000 5.900 0.885 0.410 0.752 0.475 0.479 13.000 7.300 1.095 0.410 0.931 0.6851 0.691 14.000 8.500 1.275 0.410 1.084 0.865 0.872 15.000 14.100 2.115 0.410 1.798 1.705 1.719 16.000 14.100 2.115 0.410 1.798 1.705 1.719 17.000 3.800 0.570 0.410 0.485 0.160 0.161 18.000 2.400 0.360 0.410 0.306 0.054 0.054 TOTALS 100.0001 7.881 7,9-47 OFFECTIVE RAIN = 1.314 INCHES 4 R C F C & W C D HYDROLOGY MANUAL "SHORTCUT METHOD" SYNTHETIC UNIT HYDROGRAPH METHOD Unit Hydrograph and Effective Rain Calculation Form Project 1706 Offsite Street Areas - Soil Group A Net rain 100 yr. 3 hr. Sheet 1 of 1 By. JAD Date Checked Date [1] CONCENTRATION POINT 0.000 3] DRAINAGE AREA -SQ ACRES 1.000 ] UNIT TIME - MINUTES 10.000 /1 UNIT TIME - PERCENT OF LAG (100'[5]/[6]) 0.000 [9] STORM FREQUENCY & DURATION 100 YEAR- 3 HOUR [11] VARIABLE LOSS RATE (AVG)- INCHES /HOUR 0.000 131 CONSTANT LOSS RATE- INCHES /HOUR 0.340 [21 AREA DESIGNATION (4] ULTIMATE DISCHARGE - CFS - HRS /IN (645'[3]) 0.000 [6] LAG TIME - MINUTES 0.000 [8] S -CURVE 0.000 [101 TOTAL ADJUSTED STORM RAIN- INCHES 2.500 [12] MINIMUM LOSS RATE (FOR VAR. LOSS) -IN /HR 0.000 [141 LOW LOSS RATE- PERCENT 42.000 UNIT HYDROGRAPH EFFECTIVE RAIN FLOOD HYDROGRAPH [151 UNIT TIME PERIOD M 116] TIME PERCENT OF LAG [71'[151 [171 CUMULATIVE AVERAGE PERCENT OF ULTIMATE DISCHARGE (S- GRAPH) [161 DISTRIB GRAPH PERCENT [17]m- (17]m -1 [17] UNIT HYDROGRAPH CFS - HRS /IN 4' 18 100.000 [20) PATTERN PERCENT (PL E -5.9) [21] STORM RAIN IN /HR 60[11011[201 100[51 [22] LOSS RATE IN /HR [23] EFFECTIVE RAIN IN /HR [21] -[22] [241 FLOW CFS MAX LOW 1.000 2.600 0.390 0.340 0.164 0.226 0.228 2.000 2.600 0.390 0.340 0.164 0.226 0.228 3.000 3.300 0.495 0.340 0.206 0.287 0.289 4.000 3.300 0.495 0.340 0.208 0.287 0.289 5.000 3.300 0.495 0.340 0.208 0.287 0.289 6.000 3.400 0.510 0.340 0.214 0.296 0.298 7.000 4.400 0.660 0.340 0.277 0.383 0.386 8.000 4.200 0.630 0.340 0.265 0.365 0.368 9.000 5.300 0.795 0.340 0.334 0.461 0.465 10.000 5.100 0.765 0.340 0.321 0.444 0.447 11.000 6.400 0.960 0.340 0.403 0.620 0.625 12.000 5.900 0.885 0.340 0.372 0.545 0.550 13.000 7.300 1.095 0.340 0.460 0.755 0.761 14.000 8.500 1.275 0.340 0.536 0.935 0.943 15.000 14.100 2.115 0.340 0.888 1.775 1.790 16.000 14.100 2.115 0.340 0.888 1.775 1.790 17.000 3.800 0.570 0.340 0.239 0.331 0.333 18.000 2.400 0.360 0.340 0.151 0.209 0.211 �10292 TOTALS 100.0001 1 10.207 0FFECTIVE RAIN = 1.701 INCHES R C F C & W C D HYDROLOGY MANUAL- "SHORTCUT METHOD" SYNTHETIC UNIT HYDROGRAPH METHOD -Unit Hydrograph and Effective Rain Calculation Form Project 1721 Res. Areas - 40k sf Lots - Soil Group B Net rain 100 yr. 3 hr. Sheet 1 of 1 By JAD Date Checked Date [1) CONCENTRATION POINT 0.000 [31 DRAINAGE AREA -SQ ACRES 1.000 ] UNIT TIME - MINUTES 10.000 ,7] UNIT TIME - PERCENT OF LAG (100'[51/[6]) 0.000 [91 STORM FREQUENCY & DURATION 100 YEAR- 3 HOUR [111 VARIABLE LOSS RATE (AVG)- INCHES /HOUR 0.000 131 CONSTANT LOSS RATE- INCHES /HOUR 0.420 [2] AREA DESIGNATION [4] ULTIMATE DISCHARGE - CFS - HRS /IN (645'[3]) 0.000 [6] LAG TIME - MINUTES 0.000 [8] S -CURVE 0.000 [10) TOTAL ADJUSTED STORM RAIN- INCHES 2.500 [12] MINIMUM LOSS RATE (FOR VAR. LOSS) -IN /HR 0.000 [141 LOW LOSS RATE- PERCENT 85.000 UNIT HYDROGRAPH EFFECTIVE RAIN FLOOD HYDROGRAPH [15] UNIT TIME PERIOD M [16] TIME PERCENT OF LAG [7]'[15] [171 CUMULATIVE AVERAGE PERCENT OF ULTIMATE DISCHARGE (S- GRAPH) [161 DISTRIB GRAPH PERCENT [17]m- [17]m -1 [17] UNIT HYDROGRAPH CFS - HRS /IN 4' 18 100.000 [201 PATTERN PERCENT (PL E -5.9) [21] STORM RAIN IN /HR 60110][201 100[5] [221 LOSS RATE IN /HR [231 EFFECTIVE RAIN IN /HR [21] -[221 [241 FLOW CFS MAX LOW 1.000 2.600 0.390 0.420 0.332 0.059 0.059 2.000 2.600 0.390 0.420 0.332 0.059 0.059 3.000 3.300 0.495 0.420 0.421 0.075 0.076 4.000 3.300 0.495 0.420 0.421 0.075 0.076 5.000 3.300 0.495 0.420 0.421 0.075 0.076 6.000 3.400 0.510 0.420 0.434 0.090 0.091 7.000 4.400 0.660 0.420 0.561 0.240 0.242 8.000 4.200 0.630 0.420 0.536 0.210 0.212 9.000 5.300 0.795 0.420 0.676 0.375 0.378 10.000 5.100 0.765 0.420 0.650 0.345 0.348 11.000 6.400 0.960 0.420 0.816 0.540 0.544 12.000 5.900 0.885 0.420 0.752 0.465 0.469 13.000 7.300 1.095 0.420 0.931 0.675 0.681 14.000 8.500 1.275 0.420 1.084 0.855 0.862 15.000 14.100 2.115 0.420 1.798 1.695 1.709 16.000 14.100 2.115 0.420 1.798 1.695 1.709 17.000 3.800 0.570 0.420 0.485 0.150 0.151 18.000 2.400 0.360 0.420 0.3061 0.054 0.054 TOTALS 100.0001 1 7.7311 7.795 0FFECTIVE RAIN = 1.289 INCHES I R C F C & W C D HYDROLOGY MANUAL "SHORTCUT METHOD" SYNTHETIC UNIT HYDROGRAPH METHOD Unit Hydrograph and Effective Rain Calculation Farm Project 1721 Res. Areas - 20k sf Lots - Soil Group B Net rain 100 yr. 3 hr. Sheet 1 of 1 By-JAD Date Checked Date [1] CONCENTRATION POINT 0.000 k3, DRAINAGE AREA -SQ ACRES 1.000 UNIT TIME - MINUTES 10.000 UNIT TIME - PERCENT OF LAG (100'[5]/[6]) 0.000 [91 STORM FREQUENCY & DURATION 100 YEAR- 3 HOUR [11] VARIABLE LOSS RATE (AVG }INCHES /HOUR 0.000 [131 CONSTANT LOSS RATE- INCHES /HOUR 0.330 [2] AREA DESIGNATION [41 ULTIMATE DISCHARGE - CFS - HRS /IN (645'[3]) 0.000 [6] LAG TIME - MINUTES 0.000 [8] S -CURVE 0.000 [10] TOTAL ADJUSTED STORM RAIN- INCHES 2.500 [12] MINIMUM LOSS RATE (FOR VAR. LOSS) -IN /HR 0.000 (141 LOW LOSS RATE- PERCENT 85.000 UNIT HYDROGRAPH EFFECTIVE RAIN FLOOD HYDROGRAPH [15] UNIT TIME PERIOD M [16) TIME PERCENT OF LAG [7]'[15] [171 CUMULATIVE AVERAGE PERCENT OF ULTIMATE DISCHARGE (S- GRAPH) [16] DISTRIB GRAPH PERCENT [17]m- [17]m -1 [171 UNIT HYDROGRAPH CFS - HRS /IN 4.18 100.000 [20] PATTERN PERCENT (PL E -5.9) [21] STORM RAIN IN /HR 60[1011`201 100[5] [22] LOSS RATE IN /HR [231 EFFECTIVE RAIN IN /HR [21] -[22] [241 FLOW CFS MAX LOW 1.000 2.600 0.390 0.330 0.332 0.060 0.060 2.000 2.600 0.390 0.330 0.332 0.060 0.060 3.000 3.300 0.495 0.330 0.421 0.165 0.166 4.000 3.300 0.495 0.330 0.421 0.165 0.166 5.000 3.300 0.495 0.330 0.4211 0.165 0.166 6.000 3.400 0.510 0.330 0.434 0.180 0.181 7.000 1 4.400 0.660 0.330 0.561 0.330 0.333 8.000 4.200 0.630 0.330 0.536 0.300 0.302 9.000 5.300 0.795 0.330 0.676 0.465 0.469 10.000 5.100 0.765 0.330 0.650 0.435 0.439 11.000 6.400 0.960 0.330 0.816 0.630 0.635 12.000 5.900 0.885 0.330 0.752 0.555 0.560 13.000 7.300 1.095 0.330 0.9311 0.765 0.771 14.000 8.500 1.275 0.330 1.084 0.945 0.953 15.000 14.100 2.115 0.330 1.798 1.785 1.800 16.000 14.100 2.115 0.330 1.798 1.785 1.800 17.000 3.800 0.570 0.330 0.485 0.240 0.242 18.000 2.400 0.360 0.330 0.306 0.054 0.054 TOTALS 100.0001 9.084 9.160 0FFECTIVE RAIN = 1.514 INCHES 4 R C F C & W C D "SHORTCUT METHOD" HYDROLOGY SYNTHETIC UNIT HYDROGRAPH METHOD MANUAL Unit Hydrograph and Effective Rain Calculation Form Project 1721 Res. Areas - 10k sf Lots - Soil Group B Net rain 100 yr. 3 hr. Sheet 1 of 1 By JAD Date _... Checked Date [11 CONCENTRATION POINT 0.000 [3] DRAINAGE AREA -SQ ACRES 1.000 5] UNIT TIME - MINUTES 10.000 ,71 UNIT TIME - PERCENT OF LAG (100'[51/[61) 0.000 [9] STORM FREQUENCY & DURATION 100 YEAR- 3 HOUR [11] VARIABLE LOSS RATE (AVG }INCHES /HOUR 0.000 131 CONSTANT LOSS RATE- INCHES /HOUR 0.280 [2] AREA DESIGNATION [4] ULTIMATE DISCHARGE - CFS - HRS /IN (645'[3]) 0.000 [61 LAG TIME - MINUTES 0.000 [8] S -CURVE 0.000 [10] TOTAL ADJUSTED STORM RAIN- INCHES 2.500 [12] MINIMUM LOSS RATE (FOR VAR. LOSS) -IN /HR 0.000 1`141 LOW LOSS RATE- PERCENT 85.000 UNIT HYDROGRAPH EFFECTIVE RAIN FLOOD HYDROGRAPH 1151 UNIT TIME PERIOD M [16] TIME PERCENT OF LAG [71'[151 1171 CUMULATIVE AVERAGE PERCENT OF ULTIMATE DISCHARGE (S- GRAPH) [16] DISTRIB GRAPH PERCENT [17]m- [17)m -1 [17] UNIT HYDROGRAPH CFS - HRS /IN 4' 18 100.000 [20) PATTERN PERCENT (PL E -5.9) (211 STORM RAIN IN/HR 60[101[201 100[51 (221 LOSS RATE IN /HR [23) EFFECTIVE RAIN IN /HR [21] -[22] [24] FLOW CFS MAX LOW 1.000 2.600 0.390 0.280 0.332 0.110 0.111 2.000 2.600 0.390 0.280 0.332 0.110 0.111 3.000 3.300 0.495 0.280 0.421 0.215 0.217 4.000 3.300 0.495 0.280 0.421 0.215 0.217 5.000 3.300 0.495 0.280 0.421 0.215 0.217 6.000 3.400 0.510 0.280 0.434 0.230 0.232 7.000 4.400 0.660 0.280 0.561 0.380 0.383 8.000 4.200 0.630 0.280 0.536 0.350 0.353 9.000 5.300 0.795 0.280 0.676 0.515 0.519 10.000 5.100 0.765 0.280 0.650 0.485 0.489 11.000 6.400 0.960 0.280 0.816 0.680 0.686 12.000 5.900 0.885 0.280 0.7521 0.605 0.610 13.000 7.300 1.095 0.280 0.931 0.815 0.822 14.000 8.500 1.275 0.280 1.084 0.995 1.003 15.000 14.100 2.115 0.280 1.798 1.835 1.850 16.000 14.100 2.115 0.280 1.798 1.835 1.850 17.000 3.800 0.570 0.280 0.485 0.290 0.292 18.000 2.400 0.360 0.280 0.306 0.080 0.081 TOTALS 1 100.0001 1 9.9601 10.043 *FFECTIVE RAIN = 1.660 INCHES 4 R C F C& W C D HYDROLOGY MANUAL "SHORTCUT METHOD" SYNTHETIC UNIT HYDROGRAPH METHOD Unit Hydrograph and Effective Rain Calculation Form Project 1721 Retention /Park/Golf Areas -Soil Group B Net rain 100 yr. 3 hr. Sheet 1 of 1 By JAD -- Date Checked Date [1] CONCENTRATION POINT 0.000 ( i3] DRAINAGE AREA -SQ ACRES 1.000 5] UNIT TIME - MINUTES 10.000 71 UNIT TIME - PERCENT OF LAG (100'[5] /[6]) 0.000 [9] STORM FREQUENCY 8 DURATION 100 YEAR- 3 HOUR [11] VARIABLE LOSS RATE (AVG)- INCHES /HOUR 0.000 13 CONSTANT LOSS RATE- INCHES /HOUR 0.460 [2] AREA DESIGNATION [4] ULTIMATE DISCHARGE - CFS - HRS /IN (645'[3]) 0.000 [6] LAG TIME - MINUTES 0.000 [8] S -CURVE 0.000 [10] TOTAL ADJUSTED STORM RAIN- INCHES 2.500 [121 MINIMUM LOSS RATE (FOR VAR. LOSS) -IN /HR 0.000 [141 LOW LOSS RATE- PERCENT 90.000 UNIT HYDROGRAPH EFFECTIVE RAIN FLOOD HYDROGRAPH [15] UNIT TIME PERIOD M [16] TIME PERCENT OF LAG [7]'(15] [17] CUMULATIVE AVERAGE PERCENT OF ULTIMATE DISCHARGE (S- GRAPH) [16] DISTRIB GRAPH PERCENT [17]m- [17]m -1 [171 UNIT HYDROGRAPH CFS - HRS /IN 4' 18 100.000 [20] PATTERN PERCENT (PL E -5.9) [21] STORM RAIN IN /HR 60 1f 01[201 100[5] [22] LOSS RATE IN /HR [23] EFFECTIVE RAIN IN /HR [21] -[22] (24] FLOW CFS MAX LOW 1.000 2.000 3.000 4.000 5.000 6.000 7.000 8.000 9.000 10.000 11.000 12.000 13.000 14.000 15.000 16.000 17.000 18.000 2.600 2.600 3.300 3.300 3.300 3.400 4.400 4.200 5.300 5.100 6.400 5.900 7.300 8.5001 14.100 14.100 3.800 2.400 0.390 0.390 0.495 0.495 0.495 0.510 0.660 0.630 0.795 0.765 0.960 0.885 1.095 1.275 2.115 2.115 0.570 0.360 0.460 0.460 0.460 0.460 0.460 0.460 0.460 0.460 0.460 0.460 0.460 0.460 0.460 0.460 0.460 0.460 0.460 0.460 0.351 0.351 0.446 0.446 0.4461 0.4591 0.5941 0.5671 0.7161 0.6891 0.864 0.797 0.9861 1.1481 1.9041 1.9041 0.513 0.324 0.039 0.039 0.050 0.050 0.050 0.051 0.200 0.170 0.335 0.305 0.500 0.425 0.635 0.815 1.655 1.655 0.110 0.036 0.039 0.039 0.050 0.050 0.050 0.051 0.202 0.171 0.338 0.308 0.504 0.429 0.640 0.822 1.669 1.669 0.111 0.036 TOTALS _100.0001 7.1191 7178 OFFECTIVE RAIN 1.186 INCHES r i R C F C & W C D "SHORTCUT METHOD" Project 1706 Offsite Street Areas - Soil Group B HYDROLOGY SYNTHETIC UNIT HYDROGRAPH METHOD Net rain 100 yr. 3 hr. MANUAL Unit Hydrograph and Effective Rain By JAD Date Calculation Form Checked Date Sheet 1 of 1 [1] CONCENTRATION POINT 0.000 [3] DRAINAGE AREA -SQ ACRES 1.000 5] UNIT TIME - MINUTES 10.000 UNIT TIME - PERCENT OF LAG (100'[5]/[6]) 0.000 [9] STORM FREQUENCY & DURATION 100 YEAR- 3 HOUR [11] VARIABLE LOSS RATE (AVG)- INCHES /HOUR 0.000 [131 CONSTANT LOSS RATE- INCHES /HOUR 0.230 [2] AREA DESIGNATION [4] ULTIMATE DISCHARGE - CFS - HRS /IN (645'[3]) 0.000 [6] LAG TIME - MINUTES 0.000 [8] S -CURVE 0.000 [10] TOTAL ADJUSTED STORM RAIN- INCHES 2.500 [12] MINIMUM LOSS RATE (FOR VAR. LOSS) -IN /HR 0.000 [141 LOW LOSS RATE- PERCENT 42.000 UNIT HYDROGRAPH EFFECTIVE RAIN FLOOD HYDROGRAPH [15] UNIT TIME PERIOD M [16] TIME PERCENT OF LAG [7]'[15] [171 CUMULATIVE AVERAGE PERCENT OF ULTIMATE DISCHARGE (S- GRAPH) [16] DISTRIB GRAPH PERCENT [17]m- [17]m -1 [17] UNIT HYDROGRAPH CFS - HRS /IN 4.18 100.000 [20] PATTERN PERCENT (PL E -5.9) [21] STORM RAIN IN /HR 6010 20 100[5] [22] LOSS RATE IN /HR [23] EFFECTIVE RAIN IN/HR [21] -[22] [24] FLOW CFS MAX LOW 1.000 2.600 0.390 0.230 0.164 0.226 0.228 2.000 2.600 0.390 0.230 0.164 0.226 0.228 3.000 3.300 0.495 0.230 0.208 0.287 0.289 4.000 3.300 0.495 0.230 0.208 0.287 0.289 5.000 3.300 0.495 0.230 0.208 0.287 0.289 6.000 3.400 0.510 0.230 0.214 0.296 0.298 7.000 4.4001 0.660 0.230 0.277 0.430 0.434 8.000 4.200 0.630 0.230 0.265 0.400 0.403 9.000 5.300 0.795 0.230 0.334 0.565 0.570 10.000 5.100 0.765 0.230 0.321 0.535 0.539 11.000 6.400 0.960 0.230 0.403 0.730 0.736 12.000 5.900 0.885 0.230 0.372 0.655 0.660 13.000 1 7.300 1.095 0.230 0.460 0.865 0.872 14.000 8.500 1.275 0.230 0.536 1.045 1.054 15.000 14.100 2.115 0.230 0.888 1.885 1.901 16.000 14.100 2.115 0.230 0.888 1.885 1.901 17.000 3.800 0.570 0.230 0.239 0.340 0.343 18.000 2.400 0.360 0.230 0.151 0.209 0.211 TOTALS 100.0001 11.153 11.246 (OFFECTIVE RAIN = 1.859 INCHES 4 R C F C & W C D HYDROLOGY MANUAL "SHORTCUT METHOD" SYNTHETIC UNIT HYDROGRAPH METHOD Unit Hydrograph and Effective Rain- Calculation Form' Project 1721 Clubhouse Area - Soil Group B Net rain 100 yr. 3 hr. Sheet 1 of 1 By JAD- Date Checked Date [1] CONCENTRATION POINT 0.000 [3] DRAINAGE AREA -SQ ACRES 1.000 [5] UNIT TIME - MINUTES 10.000 17] UNIT TIME - PERCENT OF LAG (100•(5]/[6)) 0.000 [9] STORM FREQUENCY & DURATION 100 YEAR- 3 HOUR [11] VARIABLE LOSS RATE (AVG)- INCHES /HOUR 0.000 [131 CONSTANT LOSS RATE- INCHES /HOUR 0.280 [2] AREA DESIGNATION [41 ULTIMATE DISCHARGE - CFS - HRS /IN (645'[3)) 0.000 [6] LAG TIME - MINUTES 0.000 [8] S -CURVE 0.000 [10] TOTAL ADJUSTED STORM RAIN- INCHES 2.500 [12] MINIMUM LOSS RATE (FOR VAR. LOSS) -IN /HR 0.000 [141 LOW LOSS RATE- PERCENT 85.000 UNIT HYDROGRAPH EFFECTIVE RAIN FLOOD HYDROGRAPH [15] UNIT TIME PERIOD M [16] TIME PERCENT OF LAG (7]'[15] [17] CUMULATIVE AVERAGE PERCENT OF ULTIMATE DISCHARGE (S- GRAPH) [161 DISTRIB GRAPH PERCENT [17]m- [17]m -1 [17) UNIT HYDROGRAPH CFS - HRS /IN 4.18 100.000 [20] PATTERN PERCENT (PL E -5.9) [21] STORM RAIN IN /HR 6010 20 100[5] [22] LOSS RATE IN /HR [23] EFFECTIVE RAIN IN /HR [21] -[22] [24] FLOW CFS MAX LOW 1.000 2.600 0.390 0.280 0.332 0.110 0.111 2.000 3.000 4.000 5.000 6.000 7.000 8.000 9.000 10.000 11.000 12.000 13.000 14.000 15.000 16.000 17.000 18.000 2.600 3.300 3.300 3.300 3.400 4.4001 4.2001 5.3001 5.1001 6.400 5.900 7.300 8.500 14.100 14.100 3.800 2.400 0.390 0.495 0.495 0.495 0.510 0.660 0.630 0.795 0.765 0.960 0.885 1.095 1.275 2.115 2.115 0.570 0.360 0.280 0.280 0.280 0.280 0.280 0.280 0.280 0.280 0.280 0.280 0.280 0.280 0.280 0.280 0.280 0.280 0.280 0.332 0.421 0.421 0.421 0.434 0.561 0.536 0.676 0.650 0.816 0.752 0.931 1.084 1.798 1.798 0.485 0.306 0.110 0.215 0.215 0.215 0.230 0.380 0.350 0.515 0.485 0.680 0.605 0.815 0.995 1.835 1.835 0.290 0.080 0.111 0.217 0.217 0.217 0.232 0.383 0.353 0.519 0.489 0.686 0.610 0.822 1.003 1.850 1.850 0.292 0.081 TOTALS 100.000 9.960 10.043 OFFECTIVE RAIN = 1.660 INCHES • RATIONAL METHOD ANALYSIS 100 -YEAR 1. • Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2001 Version 6.4 Rational Hydrology Study Date: 09/21/05 ------------------------------------------------------------------------ 1721 GRIFFIN RANCH TRACT NO. 32879 100 -YEAR STORM ------------------------------------------------------------------------ ********* Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file ------------------------------------------------------------------------ Mainiero, Smith &,Associates, Palm Springs, CA - SIN 931 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 Standard intensity- duration curves data (Plate D -4.1) For the [ Cathedral City ) area used. 10 year storm 10 minute intensity = 2.770(In /Hr) 10 year storm 60 minute intensity = 0.980(In /Hr) 100 year storm 10 minute intensity = 4.520(In /Hr) 100 year storm 60 minute intensity = 1.600(In /Hr) • Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.600(In /Hr) Slope of intensity duration curve = 0.5800 DRAINAGE AREA lA +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 120.000 to Point /Station 121.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 417.000(Ft.) Top (of initial area) elevation = 492.000(Ft.) Bottom (of initial area) elevation = 490.100(Ft.) Difference in elevation = 1.900(Ft.) Slope = 0.00456 s(percent)= 0.46 TC = k(0.300) *[(length "3) /(elevation change))"0.2 Initial area time of concentration = 9.850 min. Rainfall intensity = 4.563(In /Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.875 Decimal fraction soil group A = 0.533 Decimal fraction soil group B = 0.467 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 43.21 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 8.097(CFS) • Total initial stream area = 2.028(Ac.) Pervious area fraction = 0.100 <<< NOTE: 100% of flow intercepted by catch basin. >>> 9 Process from Point /Station 121.000 to Point /Station 131.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 487.400(Ft.) Downstream point /station elevation = 480.500(Ft.) Pipe length = 1262.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 8.097(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 8.097(CFS) Normal flow depth in pipe = 18.00(In.) Flow top width inside pipe = 0.00(In.) Critical Depth = 13.23(In.) Pipe flow velocity = 4.40(Ft /s) Travel time through pipe = 4.79 min. Time of concentration (TC) = 14.64 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 121.000 to Point /Station 131.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 2.028(Ac.) Runoff from this stream = 8.097(CFS) Time of concentration = 14.64 min. Rainfall intensity = 3.627(In /Hr) Program is now starting with Main Stream No. 2 Process from Point /Station 123.000 to Point /Station 122.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 420.000(Ft.) Top (of initial area) elevation = 492.600(Ft.) Bottom (of initial area) elevation = 490.200(Ft.) Difference in elevation = 2.400(Ft.) Slope = 0.00571 s(percent)= 0.57 TC = k(0.300) *[(length^3) /(elevation change)] "0.2 Initial area time of concentration = 9.441 min. Rainfall intensity = 4.677(In /Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.866 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 2.969(CFS) Total initial stream area = 0.733(Ac.) Pervious area fraction = 0.100 <<< NOTE: 100% of flow intercepted by catch basin. >>> +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 122.000 to Point /Station 131.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 485.900(Ft.) Downstream point /station elevation = 480.500(Ft.) • Pipe length = 491.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.969(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 2.969(CFS) Normal flow depth in pipe = 6.38(In.) Flow top width inside pipe = 17.22(In.) Critical Depth = 7.86(In.) Pipe flow velocity = 5.29(Ft /s) Travel time through pipe = 1.55 min. Time of concentration (TC) = 10.99 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 122.000 to Point /Station 131.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.733(Ac.) Runoff from this stream = 2.969(CFS) Time of concentration = 10.99 min. Rainfall intensity = 4.283(In /Hr) Program is now starting with Main Stream No. 3 Process from Point /Station 130.000 to Point /Station 131.000 * * ** INITIAL AREA EVALUATION * * ** +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 130.000 to Point /Station 131. -000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 2.376(Ac.) Runoff from this stream = 5.614(CFS) Time of concentration = 16.52 min. Rainfall intensity = 3.380(In /Hr) Initial area flow distance = 639.000(Ft.) Top (of initial area) elevation = 490.500(Ft.) Bottom (of initial area) elevation = 485.100(Ft.) Difference in elevation = 5.400(Ft.) Slope = 0.00845 s(percent)= 0.85 TC = k(0.480) *[(length'3) /(elevation change))^0.2 Initial area time of concentration = 16.522 min. Rainfall intensity = 3.380(In /Hr) for a 100.0 year storm SINGLE FAMILY (1 Acre Lot) Runoff Coefficient = 0.699 Decimal fraction soil group A = 0.231 Decimal fraction soil group B = 0.769 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 50.46 Pervious area fraction = 0.800; Impervious fraction = 0.200 Initial subarea runoff = 5.614(CFS) Total initial stream area = 2.376(Ac.) Pervious area.fraction = 0.800 <<< NOTE: 100% of flow intercepted by catch basin. >>> +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 130.000 to Point /Station 131. -000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 2.376(Ac.) Runoff from this stream = 5.614(CFS) Time of concentration = 16.52 min. Rainfall intensity = 3.380(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity • No. (CFS) (min) (In /Hr) 1 8.097 14.64 3.627 Decimal fraction soil group A = 2 2.969 10.99 4.283 3 5.614 16.52 3.380 1.000 Largest stream flow has longer or shorter time of concentration Qp = 8.097 + sum of Qb Ia /Ib 0.000 2.969 * 0.847 = 2.514 RI index for soil(AMC 2) = 56.00 Qa Tb /Ta 5.614 * 0.886 = 4.973 Impervious fraction Qp = 15.585 Time of concentration = 17.00 Total of 3 main streams to confluence: Flow rates before confluence point: /Hr) for a 100.0 8.097 2.969 5.614 Subarea runoff 4.636(CFS) Area of streams before confluence: 2.028 0.733 2.376 Total area = Results of confluence: <<< NOTE: 100% of flow intercepted by catch basin. Total flow rate = 15.585(CFS) Time of concentration = 14.636 min. Effective stream area after confluence = 5.137(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 131.000 to Point /Station 132.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 480.500(Ft.) Downstream point /station elevation = 476.500(Ft.) • Pipe length = 815.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 15.585(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 15.585(CFS) Normal flow depth in pipe = 19.31(In.) Flow top width inside pipe = 19.03(In.) Critical Depth = 17.08(In.) Pipe flow velocity = 5.75(Ft /s) Travel time through pipe = 2.36 min. Time of concentration (TC) = 17.00 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 132.000 to Point /Station 132.000 * * ** SUBAREA FLOW ADDITION * * ** COMMERCIAL subarea type Runoff Coefficient = 0.878 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 17.00 min. Rainfall intensity = 3.325(In /Hr) for a 100.0 year storm Subarea runoff 4.636(CFS) for 1.587(Ac.) Total runoff = 20.220(CFS) Total area = 6.724(Ac.) <<< NOTE: 100% of flow intercepted by catch basin. >>> 0 Process from Point /Station 132.000 to Point /Station 133.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 476.500(Ft.) Downstream point /station elevation = 467.000(Ft.) Pipe length = 251.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 20.220(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 20.220(CFS) Normal flow depth in pipe = 10.30(In.) Flow top width inside pipe = 28.49(In.) Critical Depth = 18.30(In.) Pipe flow velocity = 13.57(Ft /s) Travel time through pipe = 0.31 min. Time of concentration (TC) = 17.31 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 132.000 to Point /Station 133.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 6.724(Ac.) Runoff from this stream = 20.220(CFS) Time of concentration = 17.31 min. Rainfall intensity = 3.291(In /Hr) Program is now starting with Main Stream No. 2 Process from Point /Station 134.000 to Point /Station 135.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 740.000(Ft.) Top (of initial area) elevation = 488.300(Ft.) Bottom (of initial area) elevation = 482.200(Ft.) Difference in elevation = 6.100(Ft.) Slope = 0.00824 s(percent)= 0.82 TC = k(0.480) *[(length "3) /(elevation change)]^0.2 Initial area time of concentration = 17.608 min. Rainfall intensity = 3.258(In /Hr) for a 100.0 year storm SINGLE FAMILY (1 Acre Lot) Runoff Coefficient = 0.663 Decimal fraction soil group A = 0.438 Decimal fraction soil group B = 0.562 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 45.49 Pervious area fraction = 0.800; Impervious fraction = 0.200 Initial subarea runoff = 4.934(CFS) Total initial stream area = 2.284(Ac.) Pervious area fraction = 0.800 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 135.000 to Point /Station 133.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** • Top of street segment elevation = 482.200(Ft.) End of street segment elevation = 480.o00(Ft.) Length of street segment = 638.000(Ft.) • Height of curb above gutter flowline = 12.0(In.) Width of half street (curb to crown) 24.500(Ft.) Distance from crown to crossfall grade break = 14.500(Ft.) Slope from gutter to grade break (v /hz) = 0.250 Slope from grade break to crown (v /hz) = 0.020 Street flow is on (1) side(s) of the street Distance from curb to property line = 0.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 4.000(Ft.) Gutter hike from flowline = 12.000(In.) Manning's N in gutter = 0.0250 Manning's N from gutter to grade break = 0.0250 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 7.536(CFS) Depth of flow = 1.287(Ft.), Average velocity = 2.273(Ft/s) Warning: depth of flow exceeds top of curb Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 5.150(Ft.) Flow velocity = 2.27(Ft /s) Travel time = 4.68 min. TC = 22.29 min. Adding area flow to street SINGLE FAMILY (1 Acre Lot) Runoff Coefficient = 0.689 Decimal fraction soil group A = 0.122 Decimal fraction soil group B = 0.878 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 53.07 Pervious area fraction = 0.800; Impervious fraction = 0.200 Rainfall intensity = 2.842(In /Hr) for a 100.0 year storm • Subarea runoff = 4.716(CFS) for 2.409(Ac.) Total runoff = 9.650(CFS) Total area = 4.693(Ac.) Street flow at end of street = 9.650(CFS) Half street flow at end of street = 9.650(CFS) Depth of flow = 1.408(Ft.), Average velocity = 2.435(Ft/s) Warning: depth of flow exceeds top of curb Flow width (from curb towards crown)= 5.631(Ft.) <<< NOTE: 100% of flow intercepted by catch basin. >>> +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 135.000 to Point /Station 133.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 4.693(Ac.) Runoff from this stream = 9.650(CFS) Time of concentration = 22.29 min. Rainfall intensity = 2.842(In /Hr) Program is now starting with Main Stream No. 3 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 136.000 to Point /Station 137.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 514.000(Ft.) Top (of initial area) elevation = 488.000(Ft.) Bottom (of initial area) elevation = 481.900(Ft • Difference in elevation = 6.100(Ft.) • Slope = 0.01187 s(percent)= 1.19 TC = k (0.480) *[(length'3) /(elevation change)]^0.2 Initial area time of concentration = 14.150 min. Rainfall intensity = 3.698(In /Hr) for a 100.0 year storm SINGLE FAMILY (1 Acre Lot) Runoff Coefficient = 0.741 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 • RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.800; Impervious fraction = 0.200 Initial subarea runoff = 4.322(CFS) Total initial stream area = 1.577(Ac.) Pervious area fraction = 0.800 +++++++++++++++++++++++++++++++++++++++ ++ + + + ++ + + + + ++ + + + + + + + + + + + + + + + + ++ Process from Point /Station 137.000 to Point /Station 133.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Total runoff = 9.380(CFS) Total area = 3.849(Ac. Street flow at end of street = 9.380(CFS) Half street flow at end of street = 9.380(CFS) Depth of flow = 1.434(Ft.), Average velocity = 2.280(Ft /s) Warning: depth of flow exceeds top of curb Flow width (from curb towards crown)= 5.736(Ft.) • <<< NOTE: 100% of flow intercepted by catch basin. »: Top of street segment elevation = 481.900(Ft.) End of street segment elevation = 480.000(Ft.) Length of street segment = 646.000(Ft.) Height of curb above gutter flowline = 12.0(In.) Width of half street (curb to crown) = 24.500(Ft.) Distance from crown to crossfall grade break = 14.500(Ft.) Slope from gutter to grade break (v /hz) = 0.250 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [1] side(s) of the street • Distance from curb to property line = 0.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 4.000(Ft.) Gutter hike from flowline = 12.000(In.) Manning's N in gutter = 0.0250 Manning's N from gutter to grade break = 0.0250 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 7.436(CFS) Depth of flow = 1.319(Ft.), Average velocity = 2.138(Ft /s) Warning: depth of flow exceeds top of curb Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 5.274(Ft.) Flow velocity = 2.14(Ft /s) Travel time = 5.04 min. TC = 19.19 min. Adding area flow to street SINGLE FAMILY (1 Acre Lot) Runoff Coefficient = 0.718 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.800; Impervious fraction = 0.200 Rainfall intensity = 3.100(In /Hr) for a 100.0 year storm Subarea runoff = 5.058(CFS) for 2.272(Ac.) Total runoff = 9.380(CFS) Total area = 3.849(Ac. Street flow at end of street = 9.380(CFS) Half street flow at end of street = 9.380(CFS) Depth of flow = 1.434(Ft.), Average velocity = 2.280(Ft /s) Warning: depth of flow exceeds top of curb Flow width (from curb towards crown)= 5.736(Ft.) • <<< NOTE: 100% of flow intercepted by catch basin. »: Process from Point /Station 137.000 to Point /Station 133.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 3.849(Ac.) Runoff from this stream = 9.380(CFS) Time of concentration = 19.19 min. Rainfall intensity = 3.100(In /Hr) Summary of stream data: +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 133.000 to Point /Station 143.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 467.000(Ft.) Downstream point /station elevation = 466.000(Ft.) Pipe length = 206.00(Ft.) Manning,s N = 0.013 No. of pipes = 1 Required pipe flow = 36.175(CFS) Given pipe size = 60.00(In.) Calculated individual pipe flow = 36.175(CFS) Normal flow depth in pipe = 18.16(In.) Flow top width inside pipe = 55.13(In.) Pipe flow velocity = 7.21(Ft /s) Travel time through pipe = 0.48 min. Time of concentration (TC) = 17.78 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 133.000 to Point /Station 143.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** ine Lottowing data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 15.266(Ac.) Runoff from this stream = 36.175(CFS) Time of concentration = 17.78 min. Rainfall intensity = 3.239(In /Hr) C• Program is now starting %d t_h Main Stream No. 2 Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 20.220 17.31 3.291 2 9.650 22.29 2.842 3 9.380 19.19 3.100 Largest stream flow has longer or shorter time of concentration Qp = 20.220 + sum of Qa Tb /Ta 9.650 * 0.777 = 7.494 Qa Tb /Ta 9.380 * 0.902 = 8.461 Qp = 36.175 Total of 3 main streams to confluence: Flow rates before confluence point: 20.220 9.650 9.380 Area of streams before confluence: 6.724 4.693 3.849 Results of confluence: Total flow rate = 36.175(CFS) Time of concentration = 17.306 min. Effective stream area after confluence = 15.266(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 133.000 to Point /Station 143.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 467.000(Ft.) Downstream point /station elevation = 466.000(Ft.) Pipe length = 206.00(Ft.) Manning,s N = 0.013 No. of pipes = 1 Required pipe flow = 36.175(CFS) Given pipe size = 60.00(In.) Calculated individual pipe flow = 36.175(CFS) Normal flow depth in pipe = 18.16(In.) Flow top width inside pipe = 55.13(In.) Pipe flow velocity = 7.21(Ft /s) Travel time through pipe = 0.48 min. Time of concentration (TC) = 17.78 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 133.000 to Point /Station 143.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** ine Lottowing data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 15.266(Ac.) Runoff from this stream = 36.175(CFS) Time of concentration = 17.78 min. Rainfall intensity = 3.239(In /Hr) C• Program is now starting %d t_h Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ • Process from Point /Station 140.000 to Point /Station 141.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 559.000'(Ft.) Top (of initial area) elevation = 494.000(Ft.) Bottom (of initial area) elevation = 490.400(Ft.) Difference in elevation = 3.600(Ft.) Slope = 0.00644 s(percent)= 0.64 TC = k(0.390) *[(lengthA3) /(elevation change)]^0.2 Initial area time of concentration = 13.435 min. Rainfall intensity = 3.811(In /Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.710 Decimal fraction soil group A = 0.981 Decimal fraction soil group B = 0.019 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.46 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 6.444(CFS) Total initial stream area = 2.380(Ac.) Pervious area fraction = 0.500 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + ++ + + + + + + + + + + + + + + + ++ Process from Point /Station 141.000 to Point /Station 142.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 490.400(Ft.) End of street segment elevation = 485.800(Ft.) • Length of street segment = 756.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 9.000(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.500(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.375(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 14.756(CFS) Depth of flow = 0.421(Ft.), Average velocity = 2.401(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 17.315(Ft.) Flow velocity = 2.40(Ft /s) Travel time = 5.25 min. TC = 18.68 min. Adding area flow to street SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.665 Decimal fraction soil group A = 0.853 Decimal fraction soil group B = 0.147 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 35.53 Pervious area fraction = 0.600; Impervious fraction = 0.400 Rainfall intensity = 3.148(In /Hr) for a 100.0 year storm Subarea runoff = 12.859(CFS) for 6.140(Ac.) Total runoff = 19.303(CFS) Total area = 8.520(Ac.) • Street flow at end of street = 19.303(CFS) Half street flow at end of street = 9.651(CFS) Depth of flow = 0.459(Ft.), Average velocity = 2.565(Ft/s) Flow width (from curb towards crown)= 19.203(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 142.000 to Point /Station 142.000 * * ** SUBAREA FLOW ADDITION * * ** SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.700 Decimal fraction soil group A = 0.895 Decimal fraction soil group B = 0.105 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 34.52 Pervious area fraction = 0.500; Impervious fraction = 0.500 Time of concentration = 18.68 min. Rainfall intensity = 3.148(In /Hr) for a 100.0 year storm Subarea runoff = 19.912(CFS) for 9.043(Ac.) Total runoff = 39.215(CFS) Total area = 17.563(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 142.000 to Point /Station 143.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 485.800(Ft.) End of street segment elevation = 481.500(Ft.) Length of street segment = 713.000(Ft.) • Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 9.000(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [2) side(s) of the street Distance from curb to property line = 10.500(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.375(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 45.884(CFS) Depth of flow = 0.610(Ft.), Average velocity = 3.234(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 5.52(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 3.23(Ft /s) Travel time = 3.67 min. TC = 22.36 min. Adding area flow to street SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.708 Decimal fraction soil group A = 0.417 Decimal fraction soil group B = 0.583 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 45.99 Pervious area fraction = 0.600; Impervious fraction = 0.400 • Rainfall intensity = 2.837(In /Hr) for a 100.0 year storm Subarea runoff = 11.996(CFS) for 5.974(Ac.) Total runoff = 51.211(CFS) Total area = 23.537(Ac.) Street flow at end of street = 51.211(CFS) Half street flow at end of street = 25.606(CFS) Depth of flow = 0.634(Ft.), Average velocity = 3.320(Ft /s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 6.70(Ft.) Flow width (from curb towards crown)= 20.000(Ft.) <<< NOTE: 17.318 cfs intercepted per catch basin (34.636 cfs total) <<< 16.575 cfs flows by to low point at Node 102. • 0 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 143.000 to Point /Station 143.000 * * ** USER DEFINED FLOW INFORMATION AT A POINT * * ** Rainfall intensity = 2.836(In /Hr) for a 100.0 year storm SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.754 Decimal fraction soil group A = 01.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.600; Impervious fraction = 0.400 User specified values are as follows: TC = 22.36 min. Rain intensity = 2.84(In /Hr) Total area = 23.54(Ac.) Total runoff = 34.64(CFS) +++++++++++++++++++++++++++++++++++++++ + + + + + + + +++ + + + ++ + + ++ + + ++ + + ++ + + ++ Process from Point /Station 143.000 to Point /Station 143.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 23.537(Ac.) Runoff from this stream = 34.636(CFS) Time of concentration = 22.36 min. Rainfall intensity = 2.836(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 36.175 17.78 3.239 2 34.636 22.36 2.836 Largest stream flow has longer or shorter time of Qp = 36.175 + sum of Qa Tb /Ta 34.636 * 0.795 = 27.545 Qp = 63.720 Total of 2 main streams to confluence: Flow rates before confluence point: 36.175 34.636 Area of streams before confluence: 15.266 23.537 Results of confluence: Total flow rate = 63.720(CFS) Time of concentration = 17.782 min. Effective stream area after confluence = 38. concentration 803 (Ac 0 Process from Point /Station 143.000 to Point /Station 103.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 466.000(Ft.) Downstream point /station elevation = 464.400(Ft.) Pipe length = 336.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 63.720(CFS) Given pipe size = 60.00(In.) Calculated individual pipe flow = 63.720(CFS) Normal flow depth in pipe = 24.68(In.) Flow top width inside pipe = 59.05(In.) Critical Depth = 27.02(In.) Pipe flow velocity = 8.37(Ft /s) Travel time through pipe = 0.67 min. Time of concentration (TC) = 18.45 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 143.000 to Point /Station 103.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 38.803(Ac.) Runoff from this stream = 63.720(CFS) Time of concentration = 18.45 min. Rainfall intensity = 3.171(In /Hr) Program is now starting with Main Stream No. 2 Process from Point /Station 150.000 to Point /Station 151.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 881.000(Ft.) Top (of initial area) elevation = 491.500(Ft.) Bottom (of initial area) elevation = 484.500(Ft.) Difference in elevation = 7.000(Ft.) Slope = 0.00795 s(percent)= 0.79 TC = k(0.420) *[(length°3) /(elevation change)]^0.2 Initial area time of concentration = 16.642 min. Rainfall intensity = 3.366(In /Hr) for a 100.0 year storm SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.739 Decimal fraction soil group A = 0.327 Decimal fraction soil group B = 0.673 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 48.15 Pervious area fraction = 0.600; Impervious fraction = 0.400 Initial subarea runoff = 10.081(CFS) Total initial stream area = 4.055(Ac.) Pervious area fraction = 0.600 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 151.000 to Point /Station 152.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 484.500(Ft.) C• End of street segment elevation = 482.800(Ft.) • Length of street segment = 357.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 9.000(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on (2] side(s)-of the street Distance from curb to property line = 10.500(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.375(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 19.264(CFS) Depth of flow = 0.476(Ft.), Average velocity = 2.343(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 2.34(Ft /s) Travel time = 2.54 min. TC = 19.18 min. Adding area flow to street SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.764 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.600; Impervious fraction = 0.400 Rainfall intensity = 3.100(In /Hr) for a 100.0 year storm • Subarea runoff = 17.487(CFS) for' 7.387(Ac.) Total runoff = 27.568(CFS) Total area = 11.442(Ac.) Street flow at end of street = 27.568(CFS) Half street flow at end of street = 13.784(CFS) Depth of flow = 0.532(Ft.), Average velocity = 2.622(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 1.62(Ft.) Flow width (from curb towards crown)= 20.000(Ft.) <<< NOTE: 100% of flow intercepted by catch basins. >>> +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 152.000 to Point /Station 103.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** upstream point /station elevation = 478.300(Ft.) Downstream point /station elevation = 464.400(Ft.) Pipe length = 247.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 27.568(CFS) Given pipe size = 18.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 8.776(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 17.007(Ft.) Minor friction loss = 5.669(Ft.) K- factor = 1.50 Pipe flow velocity = 15.60(Ft /s) Travel time through pipe = 0.26 min. Time of concentration (TC) = 19.45 min. 1• 0 Process from Point /Station 152.000 to Point /Station 103.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 11.442(Ac.) Runoff from this stream = 27.568(CFS) Time of concentration = 19.45 min. Rainfall intensity = 3.076(In /Hr) Program is now starting with Main Stream No. 3 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 160.000 to Point /Station 161.000 * * ** INITIAL AREA EVALUATION * * ** +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 161.000 to Point /Station 162.000 * * ** STREET INLET + AREA + PIPE TRAVEL TIME * * ** Top of street segment elevation = 491.000(Ft.) End of street segment elevation = 489.700(Ft.) Length of street segment = 511.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 34.000(Ft.) Distance from crown to crossfall grade break = 16.000(Ft Slope from gutter to grade break (v /hz) Initial area flow distance = 343.000(Ft.) Slope from grade break to crown (v /hz) Top (of initial area) elevation = 492.000(Ft.) Street flow is on [1) side(s) of the street Bottom (of initial area) elevation = 491.000(Ft.) 12.000(Ft.) Difference in elevation = 1.000(Ft.) = 0.020 Slope = 0.00292 s(percent)= 0.29 TC = k(0.300) *[(length ^3) /(elevation change)) ^0.2 Initial area time of concentration = 9.961 min. Rainfall intensity = 4.534(In /Hr) for a 100.0 year storm = 0.0150 COMMERCIAL subarea type 0.0150 Runoff Coefficient = 0.865 Number of street inlets = 1 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 • Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 3.146(CFS) Total initial stream area = 0.802(Ac.) Pervious area fraction = 0.100 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 161.000 to Point /Station 162.000 * * ** STREET INLET + AREA + PIPE TRAVEL TIME * * ** Top of street segment elevation = 491.000(Ft.) End of street segment elevation = 489.700(Ft.) Length of street segment = 511.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 34.000(Ft.) Distance from crown to crossfall grade break = 16.000(Ft Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [1) side(s) of the street Distance from curb to property line = 12.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.875(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 User - specified maximum inlet flow capacity of 3.436(CFS) Number of street inlets = 1 Note: Single inlet capacity is greater than 1/2 street flow �• Pipe calculations for under street flo::' rate of 3.146(CFS) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ is Process from Point /Station 162.000 to Point /Station 163.000 * * ** STREET INLET + AREA + PIPE TRAVEL TIME * * ** Top of street segment elevation = 489.700(Ft.) End of street segment elevation = 488.400(Ft.) Length of street segment = 511.000(Ft.)- Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 34.000(Ft.) Distance from crown to crossfall grade break = 16.000(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [1) side(s) of the street Distance from curb to property line = 12.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.875(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 User - specified maximum inlet flow capacity of 3.436(CFS) Number of street inlets = 1 Note: Single inlet capacity is greater than 1/2 street flow Pipe calculations for under street flow rate of 6.316(CFS) Using a pipe slope = 0.254 W Upstream point /station elevation = 489.700(Ft.) Downstream point /station elevation = 488.400(Ft.) Pipe length = 511.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.316(CFS) Given pipe size = 18.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. �• The approximate hydraulic grade line above the pipe invert is Using a pipe slope = 0.254 % • Upstream point /station elevation = 491.000(Ft.) Downstream point /station.elevation = 489.700(Ft.) Pipe length = 511.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.146(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.146(CFS) Normal flow depth in pipe = 9.98(In.) Flow top width inside pipe = 17.89(In.) Critical Depth = 8.11(In.) Pipe flow velocity = 3.12(Ft /s) Travel time through pipe = 2.73 min. Time of concentration (TC) = 12.69 min. Maximum flow rate of street inlet(s) = 3.146(CFS) Maximum pipe flow capacity = 3.146(CFS) Remaining flow in street below inlet = 0.000(CFS) Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.862 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 3.940(In /Hr) for a 100.0 year storm Subarea runoff = 3.170(CFS) for 0.933(Ac.) Total runoff = 6.316(CFS) Total area = 1.735(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ is Process from Point /Station 162.000 to Point /Station 163.000 * * ** STREET INLET + AREA + PIPE TRAVEL TIME * * ** Top of street segment elevation = 489.700(Ft.) End of street segment elevation = 488.400(Ft.) Length of street segment = 511.000(Ft.)- Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 34.000(Ft.) Distance from crown to crossfall grade break = 16.000(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [1) side(s) of the street Distance from curb to property line = 12.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.875(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 User - specified maximum inlet flow capacity of 3.436(CFS) Number of street inlets = 1 Note: Single inlet capacity is greater than 1/2 street flow Pipe calculations for under street flow rate of 6.316(CFS) Using a pipe slope = 0.254 W Upstream point /station elevation = 489.700(Ft.) Downstream point /station elevation = 488.400(Ft.) Pipe length = 511.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.316(CFS) Given pipe size = 18.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. �• The approximate hydraulic grade line above the pipe invert is 1.500(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 1.120(Ft.) \, Minor friction loss = 0.180(Ft.) K- factor = 1.50 Pipe flow velocity = 2.78(Ft /s) Travel time through pipe = 3.06 min. Time of concentration (TC) = 15.75 min. Maximum flow rate of street inlet(s) = 3.170(CFS) Maximum pipe flow capacity = 4.917(CFS) Remaining flow in street below,inlet = 1.399(CFS) Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.870 Decimal fraction soil group A = 0.507 Decimal fraction soil group B = 0.493 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 43.83 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 3.476(In /Hr) for a 100.0 year storm Subarea runoff = 3.131(CFS) for 1.035(Ac.) Total runoff = 9.447(CFS) Total area = 2.770(Ac.) Street flow at end of street = 4.530(CFS) Half street flow at end of street = 4.530(CFS) Depth of flow = 0.453(Ft.), Average velocity = 1.537(Ft /s) Flow width (from curb towards crown)= 16.829(Ft.) 0 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 163.000 to Point /Station 164.000 * * ** STREET INLET + AREA + PIPE TRAVEL TIME * * ** Top of street segment elevation = 488.400(Ft.) End of street segment elevation = 487.100(Ft.) Length of street segment = 587.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 34.000(Ft.) Distance from crown to crossfall grade break = 16.000(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [1) side(s) of the street Distance from curb to property line = 12.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.875(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 User - specified maximum inlet flow capacity of 4.962(CFS) Number of street inlets = 1 Note: Single inlet capacity is greater than 1/2 street flow Pipe calculations for under street flow rate of 9.447(CFS) Using a pipe slope = 0.222 W Upstream point /station elevation = 488.400(Ft.) Downstream point /station elevation = 487.100(Ft.) Pipe length = 587.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 9.447(CFS) Given pipe size = 18.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 1.500(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 1.140(Ft.) Minor friction loss = 0.160(Ft.) K- factor = 1.50 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 163.000 to Point /Station 164.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 3 in normal stream number 1 • Stream flow area = 4.501(Ac.) Runoff from this stream = 14.112(CFS) Time of concentration = 19.48 min. Rainfall intensity = 3.072(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 164.000 to Point /Station 165.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 714.000(Ft.) Top (of initial area) elevation = 487.100(Ft.) Bottom (of initial area) elevation = 485.000(Ft.) Difference in elevation = 2.100(Ft.) Slope = 0.00294 s(percent)= 0.29 TC = k(0.300) *[(length "3) /(elevation change)]^0.2 Initial area time of concentration = 13.332 min. Rainfall intensity = 3.828(In /Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.881 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 5.293(CFS) Total initial st ~eam area = 1.570(Ac.) Pervious area fraction = 0.100 • Pipe flow velocity = 2.62(Ft /6) • Travel time through pipe = 3.73 min. Time of concentration (TC) = 19.48 min. Maximum flow rate of street inlet(s) = 4.530(CFS) Maximum pipe flow capacity = 4.629(CFS) Remaining flow in street below inlet = 4.818(CFS) Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.877 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 3.072(In /Hr) for a 100.0 year storm Subarea runoff = 4.664(CFS) for 1.731(Ac.) Total runoff = 14.112(CFS) Total area = 4.501(Ac.) Street flow at end of street = 9.483(CFS) Half street flow at end of street = 9.483(CFS) Depth of flow = 0.587(Ft.), Average velocity = 1.625(Ft /s) warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 4.33(Ft. Flow width (from curb towards crown)= 23.520(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 163.000 to Point /Station 164.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 3 in normal stream number 1 • Stream flow area = 4.501(Ac.) Runoff from this stream = 14.112(CFS) Time of concentration = 19.48 min. Rainfall intensity = 3.072(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 164.000 to Point /Station 165.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 714.000(Ft.) Top (of initial area) elevation = 487.100(Ft.) Bottom (of initial area) elevation = 485.000(Ft.) Difference in elevation = 2.100(Ft.) Slope = 0.00294 s(percent)= 0.29 TC = k(0.300) *[(length "3) /(elevation change)]^0.2 Initial area time of concentration = 13.332 min. Rainfall intensity = 3.828(In /Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.881 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 5.293(CFS) Total initial st ~eam area = 1.570(Ac.) Pervious area fraction = 0.100 • +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 165.000 to Point /Station 164.000 ** * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 481.200(Ft.) Downstream point /station elevation = 477.300(Ft.) Pipe length = 675.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.293(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 5.293(CFS) Normal flow depth in pipe = 10.71(In.) Flow top width inside pipe = 17.67(In.) Critical Depth = 10.65(In.) Pipe flow velocity = 4.83(Ft /s) Travel time through pipe = 2.33 min. Time of concentration (TC) = 15.66 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 165.000 to Point /Station 164.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 3 in normal stream number 2 Stream flow area = 1.570(Ac.) Runoff from this stream = 5.293(CFS) Time of concentration = 15.66 min. Rainfall intensity = 3.487(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 14.112 19.48 3.072 2 5.293 15.66 3.487 Largest stream flow has longer time of concentration Qp = 14.112 + sum of Qb Ia /Ib 5.293 * 0.881 = 4.663 Qp = 18.775 Total of 2 streams to confluence: Flow rates before confluence point: 14.112 5.293 Area of streams before confluence: 4.501 1.570 Results of confluence: Total flow rate = 18.775(CFS) Time of concentration = 19.483 min. Effective stream area after confluence = 6.071(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 164.000 to Point /Station 166.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 477.300(Ft.) Downstream point /station elevation = 475.600(Ft.) Pipe length = 365.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 18.775(CFS) Given pipe size = 24.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 1.645(Ft.) at the headworks or inlet of the pipe(s) • Pipe friction loss = 2.513(Ft.) Minor friction loss = .0.832(Ft.) K- factor = 1.50 • Pipe flow velocity = 5.98(Ft /s) Travel time through pipe = 1.02 min. Time of concentration (TC) = 20.50 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 164.000 to Point /Station 166.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 3 in normal stream number 1 Stream flow area = 6.071(Ac.) Runoff from this stream = 18.775(CFS) Time of concentration = 20.50 min. Rainfall intensity = 2.983(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 167.000 to Point /Station 166.000 * * ** INITIAL AREA EVALUATION * * ** +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 167.000 to Point /Station 166.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Initial area flow distance = 208.000(Ft.) Top (of initial area) elevation = 488.700(Ft.) Bottom (of initial area) elevation = 485.400(Ft.) Difference in elevation = 3.300(Ft.) Slope = 0.01587 s(percent)= 1.59 TC = k(0.300) *((length'3) /(elevation change)]'0.2 Initial area time of concentration = 5.811 min. Rainfall intensity = 6.197(In /Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.887 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 • Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 1.116(CFS) Total initial stream area = 0.203(Ac.) Pervious area fraction = 0.100 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 167.000 to Point /Station 166.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 3 in normal stream number 2 Stream flow area = 0.203(Ac.) Runoff from this stream = 1.116(CFS) Time of concentration = 5.81 min. Rainfall intensity = 6.197(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 18.775 20.50 2.983 2 1.116 5.81 6.197 Largest stream flow has longer time of concentration Qp = 18.775 + sum of Qb Ia /Ib 1.116 * 0.481 = 0.537 Qp = 19.312 Total of 2 streams to confluence: Flow rates before confluence point: 18.775 1.116 • Area of streams before confluence: 6.071 0.203 Results of confluence: Total flow rate = 19.312(CFS) Time of concentration = 20.501 min. Effective stream area after confluence = 6.274(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 166.000 to Point /Station 103.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 475.600(Ft.) Downstream point /station elevation = 464.400(Ft.) Pipe length = 275.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 19.312(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 19.312(CFS) Normal flow depth in pipe = 10.90(In.) Flow top width inside pipe = 23.90(In.) Critical Depth = 18.96(In.) Pipe flow velocity = 13.93(Ft /s) Travel time through pipe = 0.33 min. Time of concentration (TC) = 20.83 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 166.000 to Point /Station 103.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** • The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 6.274(Ac.) Runoff from this stream = 19.312(CFS) Time of concentration = 20.83 min. Rainfall intensity = 2.955(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 63.720 18.45 3.171 2 27.568 19.45 3.076 3 19.312 20.83 2.955 Largest stream flow has longer or shorter time of concentration Qp = 63.720 + sum of Qa Tb /Ta 27.568 * 0.949 = 26.159 Qa Tb /Ta 19.312 * 0.886 = 17.107 Qp = 106.986 Total of 3 main streams to confluence: Flow rates before confluence point: 63.720 27.568 19.312 Area of streams before confluence: 38.803 11.442 6.274 Results of confluence: Total flow rate = 106.986(CFS) <<< conveyed by pipe to Ret. Basin 1 >>> Time of concentration = 18.451 min. Effective stream area after confluence = 56.519(Ac.) End of computations, total study area = 80.06 (Ac.) The following figures may • be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.547 Area averaged RI index number = 48.4 DRAINAGE AREA 1B +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 100.000 to Point /Station 101.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 543.000(Ft.) Top (of initial area) elevation = 486.700(Ft.) Bottom (of initial area) elevation = 481.900(Ft.) Difference in elevation = 4.800(Ft.) Slope = 0.00884 s(percent)= 0.88 TC = k(0.300) *((length"3) /(elevation change))'0.2 Initial area time of concentration = 9.589 min. Rainfall intensity = 4.635(In /Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.883 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 4.573(CFS) Total initial stream area = 1.117(Ac.) Pervious area fraction = 0.100 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 100.000 to Point /Station 101.000 • * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 1.117(Ac.) Runoff from this stream = 4.573(CFS) Time of concentration = 9.59 min. Rainfall intensity = 4.635(In /Hr) Program is now starting with Main Stream No. 2 <<< NOTE: 16.575 cfs enters from flow -by of catch basins at Node 143. >>> +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 101.000 to Point /Station 101.000 * * ** USER DEFINED FLOW INFORMATION AT A POINT * * ** Rainfall intensity = 2.741(In /Hr) for a 100.0 year storm SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.751 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.600; Impervious fraction = 0.400 User specified values are as follows: TC = 23.72 min. Rain intensity = 2.74(In /Hr) Total area = 0.00(Ac.) Total runoff = 16.57(CFS) 0 16 Ll Process from Point /Station 101.000 to Point /Station 101.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.000(Ac.) Runoff from this stream = 16.575(CFS) Time of concentration = 23.72 min. Rainfall intensity = 2.741(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 4.573 9.59 4.635 2 16.575 23.72 2.741 Largest stream flow has longer time of concentration Qp = 16.575 + sum of Qb Ia /Ib 4.573 * 0.591 = 2.705 Qp = 19.280 Total of 2 main streams to confluence: Flow rates before confluence point: 4.573 16.575 Area of streams before confluence: 1.117 0.000 Results of confluence: Total flow rate = 19.280(CFS) Time of concentration = 23.720 min. Effective stream area after confluence = 1.117(Ac. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 101.000 to Point /Station 102.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 481.900(Ft.) End of street segment elevation = 479.100(Ft.) Length of street segment = 451.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 26.000(Ft.) Distance from crown to crossfall grade break = 6.000(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [2) side(s) of the street Distance from curb to property line = 10.500(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.375(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.513(Ft.), Average velocity = 2 Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 21.945(Ft.) Flow velocity = 2.77(Ft /s) Travel time = 2.71 min. TC = 26.43 min. Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.874 Decimal fraction soil group A = 0.000 27.142(CFS) 772(Ft /s) 0.67(Ft.) Decimal fraction soil group B = 1.000 • Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 2.574(In /Hr) for a 100.0 year storm Subarea runoff = 2.049(CFS) for 0.911(Ac.) Total runoff = 21.329(CFS) Total area = 2.028(Ac.) Street flow at end of street = 21.329(CFS) Half street flow at end of street = 10.664(CFS) Depth of flow = 0.472(Ft.), Average velocity = 2.649(Ft/s) Flow width (from curb towards crown)= 19.876(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 101.000 to Point /Station 102.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed. In Main Stream number: 1 Stream flow area = 2.028(Ac.) Runoff from this stream = 21.329(CFS) Time of concentration = 26.43 min. Rainfall intensity = 2.574(In /Hr) Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Top of street segment elevation = 482.200(Ft.) End of street segment elevation = 479.100(Ft.) Length of street segment = 633.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) • Distance from crown to crossfall grade break = 9.000(Ft Slope from gutter to grade break (v /hz) = 0.020 Process from Point /Station 110.000 to Point /Station 111.000 * * ** INITIAL AREA EVALUATION * * ** • Initial area flow distance = 515.000(Ft.) Top (of initial area) elevation = 485.400(Ft.) Bottom (of initial area) elevation = 482.200(Ft.) Difference in elevation = 3.200(Ft.) Slope = 0.00621 s(percent)= 0.62 TC = k(0.420) *[(length 3) /(elevation change))'0.2 Initial area time of concentration = 14.103 min. Rainfall intensity = 3.706(In /Hr) for a 100.0 year storm SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.781 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.600; Impervious fraction = 0.400 Initial subarea runoff = 3.322(CFS) Total initial stream area = 1.148(Ac.) Pervious area fraction = 0.600 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + ++ + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 111.000 to Point /Station 102.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 482.200(Ft.) End of street segment elevation = 479.100(Ft.) Length of street segment = 633.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) • Distance from crown to crossfall grade break = 9.000(Ft Slope from gutter to grade break (v /hz) = 0.020 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 111.000 to Point /Station 102.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** Slope from grade break to crown (v /hz) = 0.020 • Street flow is on (2] side(s) of the street Distance from curb to property line = 10.500(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.375(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 12.321(CFS) Depth of flow = 0.411(Ft.), Average velocity = 2.116(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 16.841(Ft.) Flow velocity = 2.12(Ft /s) Travel time = 4.99 min. TC = 19.09 min. Adding area flow to street SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.764 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.600; Impervious fraction = 0.400 Rainfall intensity = 3.109(In /Hr) for a 100.0 year storm Subarea runoff = 14.769(CFS) for 6.219(Ac.) Total runoff = 18.092(CFS) Total area = 7.367(Ac.) Street flow at end of street = 18.092(CFS) Half street flow at end of street = 9.046(CFS) Depth of flow = 0.465(Ft.), Average velocity = 2.327(Ft/s) Flow width (from curb towards crown)= 19.528(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 111.000 to Point /Station 102.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 7.367(Ac.) Runoff from this stream = 18.092(CFS) Time of concentration = 19.09 min. Rainfall intensity = 3.109(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 21.329 26.43 2.574 2 18.092 19.09 3.109 Largest stream flow has longer time of concentration Qp = 21.329 + sum of Qb Ia /Ib 18.092 * 0.828 = 14.979 Qp = 36.308 Total of 2 main streams to confluence: Flow rates before confluence point: 21.329 18.092 Area of streams before confluence: 2.028 7.367 Results of confluence: Total flow rate = 36.308(CFS) Time of concentration = 26.431 min. - Effective stream area after confluence 9.395(Ac.) <<< NOTE: 100% of flow intercepted by catch basins. >>> Process from Point /Station 102.000 to Point /Station 192.000 0 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** 0- Upstream point /station elevation = 471.500(Ft.) Downstream point /station elevation = 469.800(Ft.) Pipe length = 339.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 36.308(CFS) Given pipe size = 60.00(In.) Calculated individual pipe flow = 36.308(CFS) Normal flow depth in pipe = 18.05(In.) Flow top width inside pipe = 55.03(In.) Critical Depth = 20.11(In.) Pipe flow velocity = 7.30(Ft /s) Travel time through pipe = 0.77 min. Time of concentration (TC) = 27.21 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 102.000 to Point /Station 192.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 9.395(Ac.) Runoff from this stream = 36.308(CFS) Time of concentration = 27.21 min. Rainfall intensity = 2.531(In /Hr) Program is now starting with Main Stream No. 2 Process from Point /Station 190.000 to Point /Station 191.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 625.000(Ft.) Top (of initial area) elevation = 485.500(Ft.) Bottom (of initial area) elevation = 481.300(Ft.) Difference in elevation = 4.200(Ft.) Slope = 0.00672 s(percent)= 0.67 TC = k(0.420) *[(length^3) /(elevation change))'0.2 Initial area time of concentration = 15.001 min. Rainfall intensity = 3.575(In /Hr) for a 100.0 year storm SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.778 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.600; Impervious fraction = 0.400 Initial subarea runoff = 10.184(CFS) Total initial stream area = 3.663(Ac.) Pervious area fraction = 0.600 <<< NOTE: 100% of flow intercepted by catch basin. >>> +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 191.000 to Point /Station 192.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 477.800(Ft.) Downstream point /station elevation = 469.800(Ft.) Pipe length = 301.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 10.184(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 10.184(CFS) Normal flow depth in pipe = 10.00(In.) Flow top width inside pipe = 17.89(In.) Critical Depth = 14.75(In.) Pipe flow velocity = 10.11(Ft /s) Travel time through pipe = 0.50 min. Time of concentration (TC) = 15.50 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 191.000 to Point /Station 192.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 3.663(Ac.) Runoff from this stream = 10.184(CFS) Time of concentration = 15.50 min. Rainfall intensity = 3.508(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 36.308 27.21 2.531 2 10.184 15.50 3.508 Largest stream flow has longer time of concentration Qp = 36.308 + sum of Qb Ia /Ib • 10.184 * 0.722 = 7.348 Qp = 43.656 Total of 2 main streams to confluence: Flow rates before confluence point: 36.308 10.184 Area of streams before confluence: 9.395 3.663 Results of confluence: Total flow rate = 43.656(CFS) Time of concentration = 27.205 min. Effective stream area after confluence = 13.058(Ac.; +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 192.000 to Point /Station 181.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 469.800(Ft.) Downstream point /station elevation = 467.300(Ft.) Pipe length = 514.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 43.656(CFS) Given pipe size = 60.00(In.) Calculated individual pipe flow = 43.656(CFS) Normal flow depth in pipe = 20.03(In.) Flow top width inside pipe = 56.59(In.) Critical Depth = 22.13(In.) Pipe flow velocity = 7.61(Ft /s) Travel time through pipe = 1.13 min. Time of concentration (TC) = 28.33 min. 0 Process from Point /Station 192.000 to Point /Station 181.000 0 * * ** CONFLUENCE OF MAIN STREAMS. * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 13.058(Ac.) Runoff from this stream = 43.656(CFS) Time of concentration = 28.33 min. Rainfall intensity = 2.472(In /Hr) Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 180.000 to Point /Station 181.000 * * ** INITIAL AREA EVALUATION * * ** +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 180.000 to Point /Station 181.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** Initial area flow distance = 972.000(Ft.) Top (of initial area) elevation = 486.300(Ft.) Bottom (of initial area) elevation = 480.300(Ft.) Difference in elevation = 6.000(Ft.) Slope = 0.00617 s(percent)= 0.62 TC = k(0.420) *[(length^3) /(elevation change)) "0.2 Initial area time of concentration = 18.206 min. Rainfall intensity = 3.195(In /Hr) for a 100.0 year storm SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.767 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.600; Impervious fraction = 0.400 Initial subarea runoff = 21.279(CFS) Total initial stream area = 8.686(Ac.) Pervious area fraction = 0.600 <<< NOTE: 100% of subarea flow intercepted by catch basins. >>> +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 180.000 to Point /Station 181.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 8.686(Ac.) Runoff from this stream = 21.279(CFS) Time of concentration = 18.21 min. Rainfall intensity = 3.195(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 43.656 28.33 2.472 2 21.279 18.21 3.195 Largest stream flow has longer time of concentration Qp = 43.656 + sum of Qb Ia /Ib 21.279 * 0.774 = 16.465 Qp = 60.121 Total of 2 main streams to confluence: Flow rates before confluence point: 43.656 21.279 • Area of streams before confluence: 13.058 8.686 Results of confluence: Total flow rate = 60.121(CFS) <<< conveyed by pipe to Ret. Basin 1 >>> Time of concentration = 28.332 min. Effective stream area after confluence = 21.744(Ac.) End of computations, total study area = 21.74 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.553 Area averaged RI index number = 56.0 0 0 DRAINAGE AREA 1C Process from Point /Station 170.000 to Point /Station 171.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 530.000(Ft.) Top (of initial area) elevation = 486..300(Ft.) Bottom (of initial area) elevation = 482.800(Ft.) Difference in elevation = 3.500(Ft.) Slope = 0.00660 s(percent)= 0.66 TC = k(0.420) *[(length "3) /(elevation change))"0.2 Initial area time of concentration = 14.093 min. Rainfall intensity = 3.707(In /Hr) for a 100.0 year storm SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.781 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.600; Impervious fraction = 0.400 Initial subarea runoff = 5.440(CFS) Total initial stream area = 1.879(Ac.) Pervious area fraction = 0.600 End of computations, total study area = 1.88 (Ac.) The following figures may be used for a unit h d h y rograp study of the same area. Area averaged pervious area fraction(Ap) = 0.600 • Area averaged RI index number = 56.0 <<< NOTE: 100% of flow intercepted by catch basins >>> <<< and conveyed by pipe to Retention Basin 1. >>> 0 DRAINAGE AREA 2A Process from Point /Station 200.000 to Point /Station 201.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 882.000(Ft.) Top (of initial area) elevation = 481.700(Ft.) Bottom (of initial area) elevation = 475.400(Ft.) Difference in elevation = 6.300(Ft.) Slope = 0.00714 s(percent)= 0.71 TC = k(0.480) *((length"3) /(elevation change)]^0.2 Initial area time of concentration = -19.438 min. Rainfall intensity = 3.076(In /Hr) for a 100.0 year storm SINGLE FAMILY (1 Acre Lot) Runoff Coefficient = 0.717 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = '1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.800; Impervious fraction = 0.200 Initial subarea runoff = 4.017(CFS) Total initial stream area = 1.821(Ac.) Pervious area fraction = 0.800 <<< NOTE: 100% of flow intercepted by catch basin. >>> +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 201.000 to Point /Station 201.000 * * ** SUBAREA FLOW ADDITION * * ** COMMERCIAL subarea type Runoff Coefficient = 0.877 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 01000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 19.44 min. Rainfall intensity = 3.076(In /Hr) for a 100.0 year storm Subarea runoff = 0.523(CFS) for 0.194(Ac.) Total runoff = 4.541(CFS) Total area = 2.015(Ac.) <<< NOTE: 100% of flow intercepted by catch basin. >>> +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 201.000 to Point /Station 202.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 471.900(Ft.) Downstream point /station elevation = 467.100(Ft.) Pipe length = 341.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.541(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 4.541(CFS) Normal flow depth in pipe = 7.51(In.) Flow top width inside pipe = 17.75(In.) Critical Depth = 9.82(In.) Pipe flow velocity = 6.50(Ft /s) Travel time through pipe = 0.87 min. Time of concentration (TC) = 20.31 min. Process from Point /Station 202.000 to Point /Station 203.000 * * ** STREET INLET + AREA + PIPE TRAVEL TIME * * ** Top of street segment elevation = 477.000(Ft.) End of street segment elevation = 472.700(Ft.) Length of street segment = 885.000(Ft.) Height of curb above gutter flowline = 12.0(In.) Width of half street (curb to crown) = 24.500(Ft.) Distance from crown to crossfall grade break = 14.500(Ft.) Slope from gutter to grade break (v /hz) = 0.250 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 0.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 4.000(Ft.) Gutter hike from flowline = 12.000(In.) Manning's N in gutter 0.0250 Manning's N from gutter to grade break = 0.0250 Manning's N from grade break to crown = 0.0150 No street inlet installed at this point Pipe calculations for under street flow rate of 4.541(CFS) Using a pipe slope = 0.508 % • +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 203.000 to Point /Station 203.000 * * ** SUBAREA FLOW ADDITION * * ** SINGLE FAMILY (1 Acre Lot) Runoff Coefficient = 0.701 Upstream point /station elevation = 477.000(Ft.) Downstream point /station elevation = 472.700(Ft.) Pipe length = 885.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.541(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 4.541(CFS) Normal flow depth in pipe = 10.11(In.) • Flow top width inside pipe = 17.86(In.) Critical Depth = 9.82(In.) Pipe flow velocity = 4.44(Ft /s) Travel time through pipe = 3.32 min. Time of concentration (TC) = 23.64 min. Maximum flow rate of street inlet(s) = 0.000(CFS) Maximum pipe flow capacity = 4.541(CFS) Remaining flow in street below inlet = 0.000(CFS) Adding area flow to street SINGLE FAMILY (1 Acre Lot) Runoff Coefficient = 0.701 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.800; Impervious fraction = 0.200 Rainfall intensity = 2.746(In /Hr) for a 100.0 year storm Subarea runoff = 16.912(CFS) for 8.782(Ac.) Total runoff = 21.453(CFS) Total area = 10.797(Ac.) Street flow at end of street = 16.912(CFS) Half street flow at end of street = 16.912(CFS) Depth of flow = 1.621(Ft.), Average velocity = 3.217(Ft /s) Warning: depth of flow exceeds top of curb Flow width (from curb towards crown)= 6.485(Ft.) <<< NOTE: 100% of street flow intercepted by catch basin. >>> • +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 203.000 to Point /Station 203.000 * * ** SUBAREA FLOW ADDITION * * ** SINGLE FAMILY (1 Acre Lot) Runoff Coefficient = 0.701 Decimal fraction soil group A = 0.000 • Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.800; Impervious fraction = 0.200 Time of concentration = 23.64 min. Rainfall intensity = 2.746(In /Hr) for a 100.0 year storm Subarea runoff = 4.273(CFS) for 2.219(Ac.) Total runoff = 25.726(CFS) Total area = 13.016(Ac.) <<< NOTE: 100% of subarea flow intercepted by catch basin. >>> +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 203.000 to Point /Station 212.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 461.800(Ft.) Downstream point /station elevation = 455.600(Ft.) Pipe length = 445.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 25.726(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 25.726(CFS) Normal flow depth in pipe = 15.55(In.) Flow top width inside pipe = 29.98(In.) Critical Depth = 20.74(In.) Pipe flow velocity = 10.01(Ft /s) Travel time through pipe = 0.74 min. Time of concentration (TC) = 24.38 min. Process from Point /Station 202.000 to Point /Station 212.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 13.016(Ac.) Runoff from this stream = 25.726(CFS) Time of concentration = 24.38 min. Rainfall intensity = 2.698(In /Hr) Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 210.000 to Point /Station 211.000 * * ** INITIAL AREA EVALUATION * * ** �iiiU.ial area =low oistance = 846.000(Ft.) Top (of initial area) elevation = 480.200(Ft.) Bottom (of initial area) elevation = 473.300(Ft.) Difference in elevation = 6.900(Ft.) Slope = 0.00816 s(percent)= 0.82 TC = k(0.420) *((length "3) /(elevation change)] "0.2 Initial area time of concentration = 16.289 min. Rainfall intensity = 3.408(In /Hr) for a 100.0 year storm SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.773 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 �• Decimal fraction soil group D - 0.000 RI index for soil(AMC 2) = 56.00 • Pervious area fraction = 0.600; Impervious fraction = 0.400 Initial subarea runoff = 14.059(CFS) Total initial stream area = 5.336(Ac.) Pervious area fraction = 0.600 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 211.000 to Point /Station 212.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 473.300(Ft.) End of street segment elevation = 467.600(Ft.) Length of street segment = 768.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 9.000(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.500(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.375(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 21.737(CFS) Depth of flow = 0.462(Ft.), Average velocity = 2.847(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 19.347(Ft.) • Flow velocity = 2.85(Ft /s) Travel time = 4.50 min. TC = 20.79 min. Adding area flow to street SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.759 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.600; Impervious fraction = 0.400 Rainfall intensity = 2.959(In /Hr) for a 100.0 year storm Subarea runoff = 13.086(CFS) for 5.828(Ac.) Total runoff = 27.145(CFS) Total area = 11.164(Ac.) Street flow at end of street = 27.145(CFS) Half street flow at end of street = 13.573(CFS) Depth of flow = 0.492(Ft.), Average velocity = 3.070(Ft /s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 211.000 to Point /Station 212.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 11.164(Ac.) Runoff from this stream = 27.145(CFS) Time of concentration = 20.79 min. • Rainfall intensity = 2.959(In /Hr) Program is now starting with Main Stream No. 3 0 Process from Point /Station 220.000 to Point /Station 221.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 683.000(Ft.) Top (of initial area) elevation = 483.800(Ft.) Bottom (of initial area) elevation = 474.800(Ft.) Difference in elevation = 9.000(Ft.) Slope = 0.01318 s(percent)= 1.32 TC = k(0.420) *[(length'3) /(elevation change))'0.2 Initial area time of concentration = 13.585 min. Rainfall intensity = 3.787(In /Hr) for a 100.0 year storm SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.783 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.600; Impervious fraction = 0.400 Initial subarea runoff = 12.456(CPS) Total initial stream area = 4.201(Ac.) Pervious area fraction = 0.600 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 221.000 to Point /Station 212.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 474.800(Ft.) • End of street segment elevation = 467.600(Ft.) Length of street segment = 525.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 9.000(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [2) side(s) of the street Distance from curb to property line = 10.500(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.375(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 18.187(CFS) Depth of flow = 0.395(Ft.), Average velocity = 3.434(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 16.042(Ft.) Flow velocity = 3.43(Ft /s) Travel time = 2.55 min. TC = 16.13 min. Adding area flow to street SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.774 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.600; Impervious fraction = 0.400 • Rainfall intensity = 3.427(In /Hr) for a 100.0 year storm Subarea runoff = 10.251(CFS) for 3.866(Ac.) Total runoff = 22.707(CFS) Total area = 8.067(Ac.) • Street flow at end of street = 22.707(CFS) Half street flow at end of street = 11.353(CFS) - Depth of flow = 0.424(Ft.), Average velocity 3.627(Ft/s) Flow width (from curb towards crown)= 17.481(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 221.000 to Point /Station 212.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 212.000 to Point /Station 213.000 * * ** STREET INLET + AREA + PIPE TRAVEL TIME * * ** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 8.067(Ac.) Runoff from this stream = 22.707(CFS) Time of concentration = 16.13 min. Rainfall intensity = 3.427(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 25.726 24.38 2.698 2 27.145 20.79 2.959 3 22.707 16.13 3.427 Largest stream flow has longer or shorter time of concentration Qp = 27.145 + sum of Qa Tb /Ta 25.726 * 0.853 = 21.936 Qb Ia /Ib 22.707 * 0.863 = 19.603 Qp = 68.684 Total of 3 main streams to confluence: • Flow rates before confluence point: 25.726 27.145' 22.707 Area of streams before confluence: 13.016 11.164 8.067 Results of confluence: Total flow rate = 68.684(CFS) Time of concentration = 20.785 min. Effective stream area after confluence = 32.247(Ac.) <<< NOTE: Total street flow at Node 212 is 42.958 cfs. >>> <<< 6.090 cfs intercepted by catch basin. >>> <<< 36.868 cfs overflows or flows by to low point at Node 213. >>> +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 212.000 to Point /Station 213.000 * * ** STREET INLET + AREA + PIPE TRAVEL TIME * * ** '1•op of street segment elevation = 467.600(Ft.) End of street segment elevation = 465.800(Ft.) Length of street segment = 263.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 9.000(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on (2) side(s) of the street Distance from curb to property line = 10.500(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.375(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 • User- specified maximum inlet flow capacity of 6.090(CFS) Number of street inlets = 1 Pipe calculations for under street flow rate of 31.816(CFS) Using a pipe slope = 0.646 % Upstream point /station elevation = 467.600(Ft.) Downstream point /station elevation = 465.800(Ft.) Pipe length = 263.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 31.816(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 31.816(CFS) Normal flow depth in pipe = 19.97(In.) Flow top width inside pipe = 35.78(In.) Critical Depth = 21.97(In.) Pipe flow velocity = 7.91(Ft /s) Travel time through pipe = 0.55 min. Time of concentration (TC) = 21.34 min. Maximum flow rate of street inlet(s) = 6.090(CFS) Maximum pipe flow capacity = 31.816(CFS) Remaining flow in street below inlet = 36.868(CFS) Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.781 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 • • RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction Rainfall intensity = 2.914(In /Hr) for a 100.0 Subarea runoff = 10.281(CFS) for 4.517(Ac.) Total runoff = 78.965(CFS) Total area = 3 6 Street flow at end of street = 47.149(CFS) Half street flow at end of street = 23.574(CFS) Depth of flow = 0.603(Ft.), Average velocity = 3. Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = Flow width (from curb towards crown)= 20.000(Ft.) End of computations, total study area = 36. The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.655 = 0.500 year storm .764(Ac.) 416(Ft /s) 5.14(Ft.) 76 (Ac.) Area averaged RI index number = 56.0 <<< NOTE: 100% of street flow intercepted by catch basins >>> <<< and conveyed by pipe to Retention Basin 2A. >>> • • DRAINAGE AREA 2B +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 230.000 to Point /Station 231.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 874.000(Ft.) Top (of initial area) elevation = 480.100(Ft.) Bottom (of initial area) elevation = 474.000(Ft.) Difference in elevation = 6.100(Ft.) Slope = 0.00698 s(percent)= 0.70 TC = k(0.390) *[(length'3) /(elevation change))°0.2 Initial area time of concentration = 15.809 min. Rainfall intensity = 3.468(In /Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.796 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 11.119(CFS) Total initial stream area = 4.030(Ac.) Pervious area fraction = 0.500 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 231.000 to Point /Station 232.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 474.000(Ft.) End of street segment elevation = 469.700(Ft.) Length of street segment = 817.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 9.000(Ft Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on (2) side(s) of the street Distance from curb to property line = 10.500(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.375(In.) Manning's.N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.501(Ft.), Average velocity = 2 Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 2.65(Ft /s) Travel time = 5.14 min. TC = 20.95 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.782 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 24.346(CFS) 649(Ft /s) 0.03(Ft.) Decimal fraction soil group D = 0.000 • RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.946(In /Hr) for a 100.0 year storm Subarea runoff = 22.081(CFS) for 9.587(Ac.) Total runoff = 33.201(CFS) Total area = 13.617(Ac.) Street flow at end of street = 33.201(CFS) Half street flow at end of street = 16.600(CFS) Depth of flow = 0.558(Ft.), Average velocity = 2.845(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 2.92(Ft.) Flow width (from curb towards crown)= 20.000(Ft.) <<< NOTE: 6.397 cfs intercepted per catch basin (12.794 cfs total). >>> <<< 20.407 cfs flows by to Node 233. >>> +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 231.000 to Point /Station 232.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 13.617(Ac.) Runoff from this stream = 33.201(CFS) Time of concentration = 20.95 min. Rainfall intensity = 2.946(In /Hr) Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ • Process from Point /Station 240.000 to Point /Station 241.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 420.000(Ft.) Top (of initial area) elevation = 483.000(Ft.) Bottom (of initial area) elevation = 480.200(Ft.) Difference in elevation = 2.800(Ft.) Slope = 0.00667 s(percent)= 0.67 TC = k(0.300) *[(length'3) /(elevation change)]"0.2 Initial area time of concentration = 9.155 min. Rainfall intensity = 4.761(In /Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.884 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 2.920(CFS) Total initial stream area = 0.694(Ac.) Pervious area fraction = 0.100 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 241.000 to Point /Station 242.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** 'fop of street segment elevation = 480.200(Ft.) End of street segment elevation = 477.300(Ft.) is Length of street segment = 933.000(Ft.) Height of curb above gutter flowline = 6.0(In • Width of half street (curb to crown) = 36.000(Ft.) Distance from crown to crossfall grade break = 17.000(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Adding area flow to street Street flow is on (11 side(s) of the street Distance from curb to property line = 12.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.875(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 6.595(CFS) Depth of flow = 0.491(Ft.), Average velocity = 1.817(Ft /s) Streetflow hydraulics at midpoint of street travel: +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 242.000 to Point /Station 232.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 472.900(Ft.) Downstream point /station elevation = 464.900(Ft.) Pipe length = 975.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 7.900(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 7.900(CFS) Normal flow depth in pipe = 12.52(In.) Flow top width inside pipe = 16.57(In.) Critical Depth = 13.06(In.) Pipe flow velocity = 6.02(Ft /s) Travel time through pipe = 2.70 min. Time of concentration (TC) = 20.41 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 242.000 to Point /Station 232.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is l.i.sted: � In Main Stream number: 2 0 Halfstreet flow width = 18.747(Ft.) Flow velocity = 1.82(Ft /s) Travel time = 8.56 min. TC = 17.71 min. Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.878 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 3.247(In /Hr) for a 100.0 year storm Subarea runoff = 4.980(CFS) for 1.747(Ac.) Total runoff = 7.900(CFS) Total area = 2.441(Ac.) Street flow at end of street = 7.900(CFS) • Half street flow at end of street = 7.900(CFS) Depth of flow = 0.523(Ft.), Average velocity = 1.850(Ft /s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 1.16(Ft.) Flow width (from curb towards crown)= 20.346(Ft.) <<< NOTE: 100% of flow intercepted by catch basin. >>> +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 242.000 to Point /Station 232.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 472.900(Ft.) Downstream point /station elevation = 464.900(Ft.) Pipe length = 975.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 7.900(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 7.900(CFS) Normal flow depth in pipe = 12.52(In.) Flow top width inside pipe = 16.57(In.) Critical Depth = 13.06(In.) Pipe flow velocity = 6.02(Ft /s) Travel time through pipe = 2.70 min. Time of concentration (TC) = 20.41 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 242.000 to Point /Station 232.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is l.i.sted: � In Main Stream number: 2 0 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 232.000 to Point /Station 233.000 * * ** STREET INLET + AREA + PIPE TRAVEL TIME * * ** Stream flow area = 2.441(Ac.) • Runoff from this stream = 7.900(CFS) Time of concentration = 20.41 min. Rainfall intensity = 2.990(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 33.201 20.95 2.946 2 7.900 20.41 2.990 Largest stream flow has longer time of concentration Qp = 33.201 + sum of Qb Ia /Ib 7.900 * 0.985 = 7.782 Qp = 40.983 Total of 2 main streams to confluence: Flow rates before confluence point: 33.201 7.900 Area of streams before confluence: 13.617 2.441 Results of confluence: Total flow rate = 40.983(CPS) Time of concentration = 20.950 min. Effective stream area after confluence = 16.058(Ac. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 232.000 to Point /Station 233.000 * * ** STREET INLET + AREA + PIPE TRAVEL TIME * * ** Top of street segment elevation = 469.700(Ft.) End of street segment elevation = 468.200(Ft.) Length of street segment = 283.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 9.000(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on (2) side(s) of the street Distance from curb to property line = 10.500(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.375(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 User - specified maximum inlet flow capacity of 6.397(CFS) Number of street inlets = 2 Pipe calculations for under street flow rate of 20.694(CFS) Using a pipe slope = 0.540 % Upstream point /station elevation = 469.700(Ft.) Downstream point /station elevation = 468.200(Ft.) Pipe length = 283.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 20.694(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 20.694(CFS) Normal flow depth in pipe = 16.32(In.) Flow top width inside pipe = 35.84(In.) Critical Depth = 17.52(In.) Pipe flow velocity = 6.64(Ft /s) Travel time through pipe = 0.71 min. Time of concentration (TC) = 21.66 min. Maximum flow rate of street inlet(s) = 12.794(CFS) Maximum pipe flow capacity = 20.694(CFS) • Remaining flow in street below inlet = 20.289(CFS) Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.780 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.889(In /Hr) for a 100.0 year storm Subarea runoff = 10.800(CFS) for 4.791(Ac.) Total runoff = 51.783(CFS) Total area = 20.849(Ac.) Street flow at end of street = 31.089(CFS) Half street flow at end of street = 15.544(CFS) Depth of-flow = 0.545(Ft.), Average velocity = 2.810(Ft /s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 2.25(Ft.) Flow width (from curb towards crown)= 20.000(Ft.) <<< NOTE: 8.432 cfs intercepted per catch basin (16.864 cfs total). >>> <<< 14.225 cfs flows by to low point at Node 234. >>> +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 233.000 to Point /Station 234.000 * * ** STREET INLET + AREA + PIPE TRAVEL TIME * * ** Top of street segment elevation = 468.200(Ft.) • End of street segment elevation = 466.400(Ft.) Length of street segment = 348.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 9.000(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [2) side(s) of the street Distance from curb to property line = 10.500(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.375(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 User - specified maximum inlet flow capacity of 8.432(CFS) Number of street inlets = 2 Pipe calculations for under street flow rate of 37.558(CFS) Using a pipe slope = 0.517 % Upstream point /station elevation = 468.200(Ft.) Downstream point /station elevation = 466.400(Ft.) Pipe length = 348.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 37.558(CFS) Given pipe size = 42.00(In.) Calculated individual pipe flow = 37.558(CFS) Normal flow depth in pipe = 21.47(In.) Flow top width inside pipe = 41.99(In.) Critical Depth = 22.84(In.) Pipe flow velocity = 7.59(Ft /s) Travel time through pipe = 0.76 min. • Time of concentration (.TC) = 22.42 min. Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.832(In /Hr) for a 100.0 year storm Subarea runoff = 15.638(CFS) for 7.094(Ac.) Total runoff = 67.420(CFS) Total area = 27.943(Ac.) Street flow at end of street = 29.862(CFS) Half street flow at end of street = 14.931(CFS) Depth of flow = 0.540(Ft.), Average velocity = 2.758(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 1.98(Ft.) Flow width (from curb towards crown)= 20.000(Ft.) End of computations, total study area = 27.94 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.465 Area averaged RI index number = 56.0 <<< NOTE: 100% of street flow intercepted by catch basins >>> <<< and conveyed by pipe to Retention Basin 2A. >>> • • Maximum flow rate of street inlet(s) = 16.864(CFS) • Maximum pipe flow capacity = 37.558(CFS) Remaining flow in street below inlet = 14.225(CFS) Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.778 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.832(In /Hr) for a 100.0 year storm Subarea runoff = 15.638(CFS) for 7.094(Ac.) Total runoff = 67.420(CFS) Total area = 27.943(Ac.) Street flow at end of street = 29.862(CFS) Half street flow at end of street = 14.931(CFS) Depth of flow = 0.540(Ft.), Average velocity = 2.758(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 1.98(Ft.) Flow width (from curb towards crown)= 20.000(Ft.) End of computations, total study area = 27.94 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.465 Area averaged RI index number = 56.0 <<< NOTE: 100% of street flow intercepted by catch basins >>> <<< and conveyed by pipe to Retention Basin 2A. >>> • • • DRAINAGE AREA 2C +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 250.000 to Point /Station 251.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 873.000(Ft.) Top (of initial area) elevation = 478.100(Ft.) Bottom (of initial area) elevation = 472.300(Ft.) Difference in elevation = 5.800(Ft.) Slope = 0.00664 s(percent)= 0.66 TC = k(0.420) *H length^3) /(elevation change))"0.2 Initial area time of concentration = 17.186 min. Rainfall intensity = 3.304(In /Hr) for a 100.0 year storm SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.770 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.600; Impervious fraction = 0.400 Initial subarea runoff = 20.460(CFS) Total initial stream area = 8.042(Ac.) Pervious area fraction = 0.600 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 251.000 to Point /Station 252.000 • * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 472.300(Ft.) End of street segment elevation = 469.400(Ft.) Length of street segment = 575.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 9.000(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on (2) side(s) of the street Distance from curb to property line = 10.500(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.375(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 28.867(CFS) Depth of flow = 0.536(Ft.), Average velocity = 2.710(Ft /s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 1.78(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 2.71(Ft /s) Travel time = 3.54 min. TC = 20.72 min. Adding area flow to street SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.759 • Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 • Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.600; Impervious fraction = 0.400 Rainfall intensity = 2.964(In /Hr) for a 100.0 year storm Subarea runoff = 14.869(CFS) for 6.609(Ac.) Total runoff = 35.329(CFS) Total area = 14.651(Ac.) Street flow at end of street = 35.329(CFS) Half street flow at end of street = 17.664(CFS) Depth of flow = 0.575(Ft.), Average velocity, 2.840(Ft /s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 3.74(Ft.) Flow width (from curb towards crown)= 20.000(Ft.) <<< NOTE: 9.902 cfs intercepted per catch basin (19.804 cfs total). >>> <<< 15.525 cfs flows by to low point at Node 253. >>> +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 252.000 to Point /Station 253.000 * * ** STREET INLET + AREA + PIPE TRAVEL TIME * * ** Top of street segment elevation = 469.400(Ft.) End of street segment elevation = 465.900(Ft.) Length of street segment = 656.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 9.000(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [2] side(s) of the street • Distance from curb to property line = 10.500(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.375(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 User - specified maximum inlet flow capacity of 9.902(CFS) Number of street inlets = 2 Pipe calculations for under street flow rate of 19.804(CFS) Using a pipe slope = 0.534 % Upstream point /station elevation = 469.400(Ft.) Downstream point /station elevation = 465.900(Ft.) Pipe length = 656.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 19.804(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 19.804(CFS) Normal flow depth in pipe = 17.81(In.) Flow top width inside pipe = 29.47(In.) Critical Depth = 18.12(In.) Pipe flow velocity = 6.53(Ft /s) Travel time through pipe = 1.68 min. Time of concentration (TC) = 22.40 min. Maximum flow rate of street inlet(s) = 19.804(CFS) Maximum pipe flow capacity = 19.804(CFS) Remaining flow in street below inlet = 15.525(CFS) Adding area flow to street SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.754 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 �• Decimal fraction soil group D = 0.000 y L:,,, • RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.600; Impervious fraction = 0.400 Rainfall intensity = 2.833(In /Hr) for a 100.0 year storm Subarea runoff = 32.089(CFS) for 15.015(Ac.) Total runoff = 67.418(CPS) Total area = 29.666(Ac.) Street flow at end of street = 47.614(CFS) Half street flow at end of street = 23.807(CFS) Depth of flow = 0.632(Ft.), Average velocity = 3.114(Ft /s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 6.58(Ft.) Flow width (from curb towards crown)= 20.000(Ft.) End of computations, total study area = 29.67 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.600 Area averaged RI index number = 56.0 <<< NOTE: 100% of street flow intercepted by catch basins >>> <<< and conveyed by pipe to Retention Basin 2A. >>> • `r11 u • • DRAINAGE AREA 2D +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 260.000 to Point /Station 261.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 615.000(Ft.) Top (of initial area) elevation = 470.400(Ft.) Bottom (of initial area) elevation = 465.900(Ft.) Difference in elevation = 4.500(Ft.) Slope = 0.00732 s(percent)= 0.73 TC = k(0.390) *[(length"3) /(elevation change)]'0.2 Initial area time of concentration = 13.607 min. Rainfall intensity = 3.783(In /Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.802 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 11.494(CFS) Total initial stream area = 3.786(Ac.) Pervious area fraction = 0.500 End of computations, total study area = 3.79 (AC.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.500 Area averaged RI index number = 56.0 <<< NOTE: 100% of flow intercepted by catch basins >>> <<< and conveyed by pipe to Retention Basin 2B. >>> • DRAINAGE AREA 2E +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 270.000 to Point /Station 271.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 532.000(Ft.) Top (of initial area) elevation = 469.400(Ft.) Bottom (of initial area) elevation = 465.600(Ft.) Difference in elevation = 3.800(Ft.) Slope = 0.00714 s(percent)= 0.71 TC = k(0.390) *[(length"3) /(elevation change))'0.2 Initial area time of concentration = 12.902 min. Rainfall intensity = 3.902(In /Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.805 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 12.268(CPS) Total initial stream area = 3.907(Ac.) Pervious area fraction = 0.500 End of computations, total study area = 3.91 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.500 • Area averaged RI index number = 56.0 <<< NOTE: 100% of flow intercepted by catch basins >>> <<< and conveyed by pipe to Retention Basin 2A. >>> • • 0 RATIONAL METHOD ANALYSIS 10 -YEAR Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2001 Version 6.4 Rational Hydrology Study Date: 09/21/05 ------------------------------------------------------------------------ 1721 GRIFFIN RANCH TRACT NO. 32879 10 -YEAR STORM ------------------------------------------------------------------------ ********* Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file ------------------------------------------------------------------------ Mainiero, Smith & Associates, Palm Springs, CA - SIN 931 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 2 Standard intensity- duration curves data (Plate D -4.1) For the [ Cathedral City ) area used. 10 year storm 10 minute intensity = 2.770(In /Hr) 10 year storm 60 minute intensity = 0.980(In /Hr) 100 year storm 10 minute intensity = 4.520(In /Hr) 100 year storm 60 minute intensity = 1.600(In /Hr) • Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.980(In /Hr) Slope of intensity duration curve = 0.5800 DRAINAGE AREA 1A +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 120.000 to Point /Station 121.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 417.000(Ft.) Top (of initial area) elevation = 492.000(Ft.) Bottom (of initial area) elevation = 490.100(Ft.) Difference in elevation = 1.900(Ft.) Slope = 0.00456 s(percent)= 0.46 TC = k(0.300) *[(length'3) /(elevation change)]^0.2 Initial area time of concentration = 9.850 min. Rainfall intensity = 2.795(In /Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.865 Decimal fraction soil group A = 0.533 Decimal fraction soil group B = 0.467 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 43.21 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 4.904(CFS) Total initial stream area = 2.028(Ac.) Pervious area fraction = 0.100 0 Process from Point /Station 121.000 to Point /Station 131.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** 0 Upstream point /station elevation = 487.400(Ft.) Downstream point /station elevation = 480.500(Ft.) Pipe length = 1262.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.904(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 4.904(CFS) Normal flow depth in pipe = 10.38(in.) Flow top width inside pipe = 17.79(In.) Critical Depth = 10.22(In.) Pipe flow velocity = 4.65(Ft /s) Travel time through pipe = 4.52 min. Time of concentration (TC) = 14.37 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 121.000 to Point /Station 131.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 2.028(Ac.) Runoff from this stream = 4.904(CFS) Time of concentration = 14.37 min. Rainfall intensity = 2.245(In /Hr) Program is now starting with Main Stream No. 2 Process from Point /Station 123.000 to Point /Station 122.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 420.000(Ft.) Top (of initial area) elevation = 492.600(Ft.) Bottom (of initial area) elevation = 490.200(Ft.) Difference in elevation = 2.400(Ft.) Slope = 0.00571 s(percent)= 0.57 TC = k(0.300) *[(length'3) /(elevation change))"0.2 Initial area time of concentration = 9.441 min. Rainfall intensity = 2.864(In /Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.855 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 1.796(CFS) Total initial stream area = 0.733(Ac.) Pervious area fraction = 0.100 <<< NOTE: 100% of flow intercepted by catch basin. >>> +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 122.000 to Point /Station 131.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 485.900(Ft.) Downstream point /station elevation = 480.500(Ft.) • Pipe length = 491.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.796(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 1.796(CFS) Normal flow depth in pipe = 4.92(In.) Flow top width inside pipe = 16.04(In.) Critical Depth = 6.05(In.) Pipe flow velocity = 4.59(Ft /s) Travel time through pipe = 1.78 min. Time of concentration (TC) = 11.22 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 122.000 to Point /Station 131.000 *, * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.733(Ac.) Runoff from this stream = 1.796(CFS) Time of concentration = 11.22 min. Rainfall intensity = 2.591(In /Hr) Program is now starting with Main Stream No. 3 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 130.000 to Point /Station 131.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 639.000(Ft.) • Top (of initial area) elevation = 490.500(Ft.) Bottom (of initial area) elevation = 485.100(Ft.) Difference in elevation = 5.400(Ft.) Slope = 0.00845 s(percent)= 0.85 TC = k(0.480) *[(length°3) /(elevation change)] "0.2 Initial area time of concentration = 16.522 min. Rainfall intensity = 2.071(In /Hr) for a 10.0 year storm SINGLE FAMILY (1 Acre Lot) Runoff Coefficient = 0.621 Decimal fraction soil group A = 0.231 Decimal fraction soil group B = 0.769 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 50.46 Pervious area fraction = 0.800; Impervious fraction = 0.200 Initial subarea runoff = 3.055(CFS) Total initial stream area = 2.376(Ac.) Pervious area fraction = 0.800 <<< NOTE: 100% of flow intercepted by catch basin. >>> +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 130.000 to Point /Station 131.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 2.376(Ac.) Runoff from this stream = 3.055(CFS) Time of concentration = 16.52 min. Rainfall intensity = 2.071(In /Hr) • Summary Stream of stream data: Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 4.904 14.37 2.245 Decimal fraction soil group C = 2 1.796 11.22 2.591 0.000 3 3.055 16.52 2.071 Largest stream flow has longer or shorter time of concentration Qp = 4.904 + sum of Qb Ia /Ib 1.796 * 0.866 = 1.556 Qa Tb /Ta 3.055 * 0.870 = 2.658 Qp = 9.118 Total of 3 main streams to confluence: Flow rates before confluence point: 4.904 1.796 3.055 Area of streams before confluence: 2.028 0.733 2.376 Results of confluence: Total flow rate = 9.118(CFS) Time of concentration = 14.374 min. Effective stream area after confluence = 5.137(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 131.000 to Point /Station 132.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 480.500(Ft.) Downstream point /station elevation = 476.500(Ft.) Pipe length = 815.00(Ft.) Manning's N = 0.013 • No. of pipes = 1 Required pipe flow = 9.118(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 9.118(CFS) Normal flow depth in pipe = 13.05(In.) Flow top width inside pipe = 23.91(In.) Critical Depth = 12.94(In.) Pipe flow velocity = 5.22(Ft /s) Travel time through pipe = 2.60 min. Time of concentration (TC) = 16.98 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 132.000 to Point /Station 132.000 * * ** SUBAREA FLOW ADDITION * * ** UUMMERCIAL subarea type Runoff Coefficient = 0.869 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 16.98 min. Rainfall intensity = 2.038(In /Hr) for a 10.0 year storm Subarea runoff = 2.812(CFS) for 1.587(Ac.) Total runoff = 11.931(CFS) Total area = 6.724(Ac.) <<< NOTE: 100% of flow intercepted by catch basin. >>> +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 132.000 to Point /Station 133.000 0 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 476.500(Ft.) Downstream point /station elevation = 467.000(Ft.) Pipe length = 251.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 11.931(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 11.931(CFS) Normal flow depth in pipe = 7.84(In.) Flow top width inside pipe = 26.36(In.) Critical Depth = 13.90(In.) Pipe flow velocity = 11.68(Ft /s) Travel time through pipe = 0.36 min. Time of concentration (TC) = 17.33 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 132.000 to Point /Station 133.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 6.724(Ac.) Runoff from this stream = 11.931(CFS) Time of concentration = 17.33 min. Rainfall intensity = 2.014(In /Hr) Program is now starting with Main Stream No. 2 Process from Point /Station 134.000 to Point /Station 135.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 740.000(Ft.) Top (of initial area) elevation = 488.300(Ft.) Bottom (of initial area) elevation = 482.200(Ft.) Difference in elevation = 6.100(Ft.) Slope = 0.00824 s(percent)= 0.82 TC = k(0.480) *[(length "3) /(elevation change)]^0.2 Initial area time of concentration = 17.608 min. Rainfall intensity = 1.995(In /Hr) for a 10.0 year storm SINGLE FAMILY (1 Acre Lot) Runoff Coefficient = 0.580 Decimal fraction soil group A = 0.438 Decimal fraction soil group B = 0.562 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 45.49 Pervious area fraction = 0.800; Impervious fraction = 0.200 Initial subarea runoff = 2.643(CFS) Total initial stream area = 2.284(Ac.) Pervious area fraction = 0.800 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 135.000 to Point /Station 133.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 482.200(Ft.) End of street segment elevation = 480.000(Ft.) Length of street segment = 638.000(Ft.) • Height of curb above gutter flowline = 12.0(In.) Width of half street (curb to crown) = 24.500(Ft.) Distance from crown to crossfall grade break = 14.500(Ft.) Slope from gutter to grade break (v /hz) = 0.250 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 0.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 4.000(Ft.) Gutter hike from flowline = 12.000(In.) Manning's N in gutter = 0.0250 Manning's N from gutter to grade break = 0.0250 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 4.036(CFS) Depth of flow = 1.029(Ft.), Average velocity = 1.907(Ft /s) Warning: depth of flow exceeds top of curb Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 4.115(Ft.) Flow velocity = 1.91(Ft /s) Travel time = 5.58 min. TC = 23.18 min. Adding area flow to street SINGLE FAMILY (1 Acre Lot) Runoff Coefficient = 0.605 Decimal fraction soil group A = 0.122 Decimal fraction soil group B = 0.878 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 53.07 Pervious area fraction = 0.800; Impervious fraction = 0.200 Rainfall intensity = 1.701(In /Hr) for a 10.0 year storm • Subarea runoff = 2.480(CFS) for 2.409(Ac.) Total runoff = 5.123(CFS) Total area = 4.693(Ac.) Street flow at end of street = 5.123(CFS) Half street flow at end of street = 5.123(CFS) Depth of flow = 1.121(Ft.), Average velocity = 2.040(Ft /s) Warning: depth of flow exceeds top of curb Flow width (from curb towards crown)= 4.482(Ft.) <<< NOTE: 100% of flow intercepted by catch basins. >>> +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 135.000 to Point /Station 133.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 4.693(Ac.) Runoff from this stream = 5.123(CFS) Time of concentration'= 23.18 min. Rainfall intensity = 1.701(In /Hr) Program is now starting with Main Stream No. 3 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 136.000 to Point /Station 137.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 514.000(Ft.) Top (of initial area) elevation = 488.000(Ft.) Bottom (of initial area) elevation = 481.900(Ft.) • Difference in elevation = 6.100(Ft.) • Slope = 0.01187 s(percent)= 1.19 TC = k (0.480) *[(length^3) /(elevation change)]'0.2 Initial area time of concentration = 14.150 min. Rainfall intensity = 2.265(In /Hr) for a 10.0 year storm SINGLE FAMILY (1 Acre Lot) Runoff Coefficient = 0.672 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.800; Impervious fraction = 0.200 Initial subarea runoff = 2.402(CFS) Total initial stream area = 1.577(AC.) Pervious area fraction = 0.800 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 137.000 to Point /Station 133.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 481.900(Ft.) End of street segment elevation = 480.000(Ft.) Length of street segment = 646.000(Ft.) Height of curb above gutter flowline = 12.0(In.) Width of half street (curb to crown) = 24.500(Ft.) Distance from crown to crossfall grade break = 14.500(Ft.) Slope from gutter to grade break (v /hz) = 0.250 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [1] side(s) of the street • Distance from curb to property line = 0.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 4.000(Ft.) Gutter hike from flowline = 12.000(In.) Manning's N in gutter = 0.0250 Manning's N from gutter to grade break = 0.0250 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 4.132(CFS) Depth of flow = 1.067(Ft.), Average velocity = 1.813(Ft /s) Warning: depth of flow exceeds top of curb Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 4.269(Ft.) Flow velocity = 1.81(Ft /s) Travel time = 5.94 min. TC = 20.09 min. Adding area flow to street SINGLE FAMILY (1 Acre Lot) Runoff Coefficient = 0.640 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.800; Impervious fraction = 0.200 Rainfall intensity = 1.849(In /Hr) for a 10.0 year storm Subarea runoff = 2.686(CFS) for 2.272(Ac.) Total runoff = 5.088(CFS) Total area = 3.849(Ac.) Street flow at end of street = 5.088(CFS) Half street flow at end of street = 5.088(CFS) Depth of flow = 1.150(Ft.), Average velocity = 1.923(Ft /s) Warning: depth of flow exceeds top of curb • Flow width (from curb towards crown)= 4.601(Ft.) <<< NOTE: 100% of flow intercepted by catch basins. >>> 0 Process from Point /Station 137.000 to Point /Station 133.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 3.849(Ac.) Runoff from this stream = 5.088(CFS) Time of concentration = 20.09 min. Rainfall intensity = 1.849(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 133.000 to Point /Station 143.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 467.000(Ft.) Downstream point /station elevation = 466.000(Ft.) Pipe length = 206.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 20.152(CFS) Given pipe size = 60.00(In.) Calculated individual pipe flow = 20.152(CFS) Normal flow depth in pipe = 13.50(In.) Flow top width inside pipe = 50.11(In.) Critical depth could not be calculated. Pipe flow velocity = 6.09(Ft /s) Travel time through pipe = 0.56 min. Time of concentration (TC) = 17.90 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 133.000 to Point /Station 143.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** Tile tollowing data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 15.266(Ac.) Runoff from this stream = 20.152(CFS) Time of concentration = 17.90 min. • Rainfall intensity = 1..977(In /Hr) Program is now starting with Main Stream No. 2 1 11.931 17.33 2.014 2 5.123 23.18 1.701 3 5.088 20.09 1.849 Largest stream flow has longer or shorter time of concentration Qp = 11.931 + sum of Qa Tb /Ta 5.123 * 0.748 = 3.830 Qa Tb /Ta 5.088 * 0.863 = 4.391 Qp = 20.152 Total of 3 main streams to confluence: Flow rates before confluence point: 11.931 5.123 5.088 Area of streams before confluence: 6.724 4.693 3.849 Results of confluence: Total flow rate = 20.152(CFS) • Time Effective of concentration = 17.334 min. - stream area after confluence 15.266(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 133.000 to Point /Station 143.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 467.000(Ft.) Downstream point /station elevation = 466.000(Ft.) Pipe length = 206.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 20.152(CFS) Given pipe size = 60.00(In.) Calculated individual pipe flow = 20.152(CFS) Normal flow depth in pipe = 13.50(In.) Flow top width inside pipe = 50.11(In.) Critical depth could not be calculated. Pipe flow velocity = 6.09(Ft /s) Travel time through pipe = 0.56 min. Time of concentration (TC) = 17.90 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 133.000 to Point /Station 143.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** Tile tollowing data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 15.266(Ac.) Runoff from this stream = 20.152(CFS) Time of concentration = 17.90 min. • Rainfall intensity = 1..977(In /Hr) Program is now starting with Main Stream No. 2 0 Process from Point /Station 140.000 to Point /Station 141.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 559.000(Ft.) Top (of initial area) elevation = 494.000(Ft.) Bottom (of initial area) elevation = 490.400(Ft.) Difference in elevation = 3.600(Ft.) Slope = 0.00644 s(percent)= 0.64 TC = k(0.390) *((length�3) /(elevation change)] "0.2 Initial area time of concentration = 13.435 min. Rainfall intensity = 2.334(In /Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.656 Decimal fraction soil group A = 0.981 Decimal fraction soil group B = 0.019 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.46 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 3.642(CFS) Total initial stream area = 2.380(Ac.) Pervious area fraction = 0.500 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 141.000 to Point /Station 142.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 490.400(Ft.) • End of street segment elevation = 485.800(Ft.) Length of street segment = 756.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 9.000(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on (2] side(s) of the street Distance from curb to property line = 10.500(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.375(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 8.341(CFS) Depth of flow = 0.352(Ft.), Average velocity = 2.088(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 13.867(Ft.) Flow velocity = 2.09(Ft /s) Travel time = 6.04 min. TC = 19.47 min. Adding area flow to street SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.596 Decimal fraction soil group A = 0.853 Decimal fraction soil group B = 0.147 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 35.53 Pervious area fraction = 0.600; Impervious fraction = 0.400 • Rainfall intensity = 1.882(In /Hr) for a 10.0 year storm Subarea runoff 6.892(CFS) for 6.140(Ac.) Total runoff = 10.534(CFS) Total area = 8.520(Ac.) • Street flow at end of street = 10.534(CFS) Half street flow at end of street = 5.267(CFS) Depth of flow = 0.378(Ft.), Average velocity = 2.210(Ft /s) Flow width (from curb towards crown)= 15.193(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 142.000 to Point /Station 142.000 * * ** SUBAREA FLOW ADDITION * * ** SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.642 Decimal fraction soil group A = 0.895 Decimal fraction soil group B = 0.105 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 34.52 Pervious area fraction = 0.500; Impervious fraction = 0.500 Time of concentration = 19.47 min. Rainfall intensity = 1.882(In /Hr) for a 10.0 year storm Subarea runoff = 10.929(CFS) for 9.043(Ac.) Total runoff = 21.463(CFS) Total area = 17.563(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 142.000 to Point /Station 143.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 485.800(Ft.) End of street segment elevation = 481.500(Ft.) • Length of street segment = 713.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 9.000(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.500(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.375(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 25.113(CFS) Depth of flow = 0.495(Ft.), Average velocity = 2.796(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 2.80(Ft /s) Travel time = 4.25 min. TC = 23.72 min. Adding area flow to street SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.639 Decimal fraction soil group A = 0.417 Decimal fraction soil group B = 0.583 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 45.99 Pervious area fraction = 0.600; Impervious fraction = 0.400 Rainfall intensity = 1.679(In /Hr) for a 10.0 year storm Subarea runoff = 6.412(CFS) for 5.974(Ac.) Total runoff -- 27.875(CFS) Total area = 23.537(Ac.) • Street flow at end of street = 27.875(CFS) Half street flow at end of street = 13.938(CFS) Depth of flow = 0.513(Ft.), Average velocity = 2.879(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 0.63(Ft.) Flow width (from curb towards crown)= 20.000(Ft.) <<< NOTE: 12.781 cfs intercepted per catch basin (25.562 cfs total). >>> <<< 2.313 cfs flows by to low point at Node 102. >>> +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 143.000 to Point /Station 143.000 * * ** USER DEFINED FLOW INFORMATION AT A POINT * * ** Rainfall intensity = 1.679(In /Hr) for a 10.0 year storm SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.693 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.600; Impervious fraction = 0.400 User specified values are as follows: TC = 23.72 min. Rain intensity = 1.68(In /Hr) Total area = 23.54(Ac.) Total runoff = 25.56(CFS) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ • Process from Point /Station 143.000 to Point /Station 143.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 23.537(Ac.) Runoff from this stream = 25.562(CFS) Time of concentration = 23.72 min. Rainfall intensity = 1.679(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 20.152 17.90 1.977 2 25.562 23.72 1.679 Largest stream flow has longer time of concentration Qp = 25.562 + sum of Qb Ia /Ib 20.152 * 0.849 = 17.114 Qp = 42.676 Total of 2 main streams to confluence: Flow rates before confluence point: 20.152 25.562 Area of streams before confluence: 15.266 . 23.537 Results of confluence: Total flow rate = 42.676(CFS) Time of concentration = 23.720 min. Effective stream area after confluence = 38.803(Ac.) 0 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ • Process from Point /Station 143.000 to Point /Station 103.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 466.000(Ft.) Downstream point /station elevation = 464.400(Ft.) Pipe length = 336.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 42.676(CFS) Given pipe size = 60.00(In.) Calculated individual pipe flow = 42.676(CFS) Normal flow depth in pipe = 19.90(In.) Flow top width inside pipe = 56.50(In.) Critical Depth = 21.89(In.) Pipe flow velocity = 7.50(Ft /s) Travel time through pipe = 0.75 min. Time of concentration (TC) = 24.47 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 143.000 to Point /Station 103.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 38.803(Ac.) Runoff from this stream = 42.676(CFS) Time of concentration = 24.47 min. Rainfall intensity = 1.649(In /Hr) Program is now starting with Main Stream No. 2 Process from Point /Station 150.000 to Point /Station 151.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 881.000(Ft.) Top (of initial area) elevation = 491.500(Ft.) Bottom (of initial area) elevation = 484.500(Ft.) Difference in elevation = 7.000(Ft.) Slope = 0.00795 s(percent)= 0.79 TC = k(0.420) *[(length "3) /(elevation change)] "0.2 Initial area time of concentration = 16.642 min. Rainfall intensity = 2.062(In /Hr) for a 10.0 year storm SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.678 Decimal fraction soil group A = 0.327 Decimal fraction soil group B = 0.673 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 48.15 Pervious area fraction = 0.600; Impervious fraction = 0.400 Initial subarea runoff = 5.671(CFS) Total initial stream area = 4.055(Ac.) Pervious area fraction = 0.600 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 151.000 to Point /Station 152.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 484.500(Ft.) • End of street segment elevation = 482.800(Ft.) • Length of street segment = 357.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 9.000(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [2) side(s) of the street Distance from curb to property line = 10.500(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.375(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 10.837(CFS) Depth of flow = 0.397(Ft.), Average velocity = 2.029(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 16.112(Ft.) Flow velocity = 2.03(Ft /s) Travel time = 2.93 min. TC = 19.57 min. Adding area flow to street SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.707 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.600; Impervious fraction = 0.400 Rainfall intensity = 1.877(In /Hr) for a 10.0 year storm • Subarea runoff = 9.794(CFS) for 7.387(Ac.) Total runoff = 15.466(CFS) Total area = 11.442(Ac.) Street flow at end of street = 15.466(CFS) Half street flow at end of street = 7.733(CFS) Depth of flow = 0.444(Ft.), Average velocity = 2.215(Ft /s) Flow width (from curb towards crown)= 18.485(Ft.) <<< NOTE: 100% of flow intercepted by catch basins. >>> +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 152.000 to Point /Station 103.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 478.300(Ft.) Downstream point /station elevation = 464.400(Ft.) Pipe length = 247.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 15.466(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 15.466(CFS) Normal flow depth in pipe = 10.27(In.) Flow top width inside pipe = 17.82(In.) Critical Depth = 16.97(In.) Pipe flow velocity = 14.86(Ft /s) Travel time through pipe = 0.28 min. Time of concentration (TC) = 19.85 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 152.000 to Point /Station 103.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** 1 The following data inside Main Stream is listed: \. In Main Stream number: 2 • Stream flow area = 11.442(Ac.) Runoff from this stream = 15.466(CFS) Time of concentration = 19.85 min. Rainfall intensity = 1.861(In /Hr) Program is now starting with Main Stream No. 3 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 160.000 to Point /Station 161.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 343.000(Ft.) Top (of initial area) elevation = 492.000(Ft.) Bottom (of initial area) elevation = 491.000(Ft.) Difference in elevation = 1.000(Ft.) Slope = 0.00292 s(percent)= 0.29 TC = k(0.300) *[(length "3) /(elevation change)]^0.2 Initial area time of concentration = 9.961 min. Rainfall intensity = 2.777(In /Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.855 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 1.903(CFS) Total initial stream area = 0.802(Ac.) • Pervious area fraction = 0.100 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 161.000 to Point /Station 162.000 * * ** STREET INLET + AREA + PIPE TRAVEL TIME * * ** -rop or street segment elevation = 491.000(Ft.) End of street segment elevation = 489.700(Ft.) Length of street segment = 511.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 34.000(Ft.) Distance from crown to crossfall grade break = 16.000(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [lj side(s) of the street Distance from curb to property line = 12.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.875(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 User - specified maximum inlet flow capacity of 2.763(CFS) Number of street inlets = 1 Note: Single inlet capacity is greater than 1/2 street flow Pipe calculations for under street flow rate of 1.903(CFS) Using a pipe slope = 0.254 W Upstream point /station elevation = 491.000(Ft.) Downstream point /station elevation = 489.700(Ft.) Pipe length = 511.00(Ft.) Manning's N = 0.013 `( No. of pipes = 1 Required pipe flow = 1.903(CFS) \ Y .. • Given pipe size = 18.00(In.) - Calculated individual pipe flow 1.903(CFS) Normal flow depth in pipe = 7.46(In.) Flow top width inside pipe = 17.73(In.) Critical Depth = 6.23(In.) Pipe flow velocity = 2.75(Ft /s) Travel time through pipe = 3.10 min. Time of concentration (TC) = 13.06 min. Maximum flow rate of street inlet(s) = 1.903(CFS) Maximum pipe flow capacity = 1.903(CFS) Remaining flow in street below inlet = 0.000(CFS) Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.851 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 2.373(In /Hr) for a 10.0 year storm Subarea runoff 1.884(CFS) for 0.933(Ac.) Total runoff = 3.787(CFS) Total area = 1.735(Ac.) +++++++++++++++++++++++++++++++++++++++ + ++ + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 162.000 to Point /Station 163.000 * * ** STREET INLET + AREA + PIPE TRAVEL TIME * * ** Top of street segment elevation = 489.700(Ft.) • End of street segment elevation = 488.400(Ft.) Length of street segment = 511.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 34.000(Ft.) Distance from crown to crossfall grade break = 16.000(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on (1) side(s) of the street Distance from curb to property line = 12.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.875(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 User - specified maximum inlet flow capacity of 2.763(CFS) Number of street inlets = 1 Note: Single inlet capacity is greater than 1/2 street flow Pipe calculations for under street flow rate of 3.787(CFS) Using a pipe slope = 0.254 % Upstream point /station elevation = 489.700(Ft.) Downstream point /station elevation = 488.400(Ft.) Pipe length = 511.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 3.787(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.787(CFS) Normal flow depth in pipe = 11.26(In.) Flow top width inside pipe = 17.42(In.) Critical Depth = 8.93(In.) Pipe flow velocity = 3.26(Ft /s) • Travel time through pipe = 2.62 min. Time of concentration (TC) = 15.67 min. • Maximum flow rate of street inlet(s) = 1.884(CFS) Maximum pipe flow capacity = 3.787(CFS) `• Remaining flow in street below inlet = 0.000(CFS) Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.860 Decimal fraction soil group A = 0.507 Decimal fraction soil group B = 0.493 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 43.83 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 2.135(In /Hr) for a 10.0 year storm Subarea runoff 1.900(CFS) for 1.035(Ac.) Total runoff = 5.688(CFS) Total area = 2.770(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 163.000 to Point /Station 164.000 * * ** STREET INLET + AREA + PIPE TRAVEL TIME * * ** Top of street segment elevation = 488.400(Ft.) End of street segment elevation = 487.100(Ft.) Length of street segment = 587.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 34.000,(Ft.) Distance from crown to crossfall grade break = 16.000(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 12.000(Ft.) • Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.875(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 User - specified maximum inlet flow capacity of 3.421(CFS) Number of street inlets = 1 Note: Single inlet capacity is greater than 1/2 street flow Pipe calculations for under street flow rate of 5.688(CFS) Using a pipe slope = 0.222 W Upstream point /station elevation = 488.400(Ft.) Downstream point /station elevation = 487.100(Ft.) Pipe length = 587.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.688(CFS) Given pipe size = 18.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 1.500(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 1.140(Ft.) Minor friction loss = 0.160(Ft.) K- factor = 1.50 Pipe flow velocity = 2.62(Ft /s) Travel time through pipe = 3.73 min. Time of concentration (TC) = 19.41 min. Maximum flow rate of street inlet(s) = 1.900(CFS) Maximum pipe flow capacity = 4.629(CFS) Remaining flow in street below inlet = 1.058(CFS) Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.868 Decimal fraction soil group A = 0.000 • Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 1.886(In /Hr) for a 10.0 year storm Subarea runoff = 2.833(CFS) for 1.731(Ac.) Total runoff = 8.521(CFS) Total area = 4.501(Ac.) Street flow at end of street = 3.892(CFS) Half street flow at end of street = 3.892(CFS) Depth of flow = 0.442(Ft.), Average velocity = 1.405(Ft /s) Flow width (from curb towards crown)= 16.289(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + ++ + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 163.000 to Point /Station 164.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 3 in normal stream number 1 Stream flow area = 4.501(Ac.) Runoff from this stream = 8.521(CFS) Time of concentration = 19.41 min. Rainfall intensity = 1.886(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + ++ + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 164.000 to Point /Station 165.000 * * ** INITIAL AREA EVALUATION * * ** initial area flow distance = 714.000(Ft.) • Top (of initial area) elevation = 487.100(Ft.) Bottom (of initial area) elevation = 485.000(Ft.) Difference in elevation = 2.100(Ft.) Slope = 0.00294 s(percent)= 0.29 TC = k(0.300) *[(length°3) /(elevation change))°0.2 Initial area time of concentration = 13.332 min. Rainfall intensity = 2.345(In /Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.872 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 3.211(CFS) Total initial stream area = 1.570(Ac.) Pervious area fraction = 0.100 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 165.000 to Point /Station 164.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 481.200(Ft.) Downstream point /station elevation = 477.300(Ft.) Pipe length = 675.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.211(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.211(CFS) • Normal flow depth in pipe = 7.95(in.) • Flow top width inside pipe = 17.88(In.) Critical Depth = 8.19(In.) Pipe flow velocity = 4.27(Ft /s) Travel time through pipe = 2.63 min. Time of concentration (TC) = 15.96 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 165.000 to Point /Station 164.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 164.000 to Point /Station 166.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 477.300(Ft.) Downstream point /station elevation = 475.600(Ft.) Pipe length = 365.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 11.388(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 11.388(CFS) Normal flow depth in pipe = 15.33(In.) Flow top width inside pipe = 23.06(In.) Critical Depth = 14.53(In.) Pipe flow velocity = 5.38(Ft /s) Travel time through pipe = 1.13 min. Time of concentration (TC) = 20.54 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 164.000 to Point /Station 166.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 3 in normal stream number 1 • Stream flow area = 6.071(Ac.) Along Main Stream number: 3 in normal stream number 2 Stream flow area = 1.570(AC.) Runoff from this stream = 3.211(CFS) Time of concentration = 15.96 min. Rainfall intensity = 2.112(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 8.521 19.41 1.886 2 3.211 15.96 2.112 Largest stream flow has longer time of concentration Qp = 8.521 + sum of Qb Ia /Ib 3.211 * 0.893 = 2.867 Qp = 11.388 Total of 2 streams to confluence: Flow rates before confluence point: 8.521 3.211 Area of streams before confluence: • 4.501 co 1.570 of Results of confluence: Total flow rate = 11.388(CFS) Time of concentration = 19.408 min. Effective stream area after confluence = 6.071(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 164.000 to Point /Station 166.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 477.300(Ft.) Downstream point /station elevation = 475.600(Ft.) Pipe length = 365.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 11.388(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 11.388(CFS) Normal flow depth in pipe = 15.33(In.) Flow top width inside pipe = 23.06(In.) Critical Depth = 14.53(In.) Pipe flow velocity = 5.38(Ft /s) Travel time through pipe = 1.13 min. Time of concentration (TC) = 20.54 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 164.000 to Point /Station 166.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 3 in normal stream number 1 • Stream flow area = 6.071(Ac.) • Runoff from this stream = 11.388(CFS) Time of concentration = 20.54 min. Rainfall intensity = 1.825(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 167.000 to Point /Station 166.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 208.000(Ft.) Top (of initial area) elevation = 488.700(Ft.) Bottom (of initial area) elevation = 485.400(Ft.) Difference in elevation = 3.300(Ft.) Slope = 0.01587 s(percent)= 1.59 TC = k(0.300) *[(length'3) /(elevation change)] "0.2 Initial area time of concentration = 5.811 min. Rainfall intensity = 3.796(In /Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.881 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 0.678(CFS) Total initial stream area = 0.203(Ac.) Pervious area fraction = 0.100 1 a Process from Point /Station 167.000 to Point /Station 166.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 3 in normal stream number 2 Stream flow area = 0.203(Ac.) Runoff from this stream = 0.678(CFS) Time of concentration = 5.81 min. Rainfall intensity = 3.796(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 11.388 20.54 1.825 2 0.678 5.81 3.796 Largest stream flow has longer time of concentration Qp = 11.388 + sum of Qb Ia /Ib 0.678 * 0.481 = 0.326 Qp = 11.714 Total of 2 streams to confluence: Flow rates before confluence point: 11.388 0.678 Area of streams before confluence: 6.071 0.203 Results of confluence: Total flow rate = 11.714(CFS) Time of concentration = 20.540 min. Effective stream area after confluence = 6.274(Ac.) 10 Process from Point /Station 166.000 to Point /Station 103.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 475.600(Ft.) Downstream point /station elevation = 464.400(Ft.) Pipe length = 275.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 11.714(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 11.714(CFS) Normal flow depth in pipe = 8.29(In.) Flow top width inside pipe = 22.82(In.) Critical Depth = 14.76(In.) Pipe flow velocity = 12.17(Ft /s) Travel time through pipe = 0.38 min. Time of concentration (TC) = 20.92 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 166.000 to Point /Station 103.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 6.274(Ac.) Runoff from this stream = 11.714(CFS) Time of concentration = 20.92 min. Rainfall intensity = 1.806(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity • No. (CFS) (min) (In /Hr) 1 42.676 24.47 1.649 2 15.466 19.85 1.861 3 11.714 20.92 1.806 Largest stream flow has longer time of concentration Qp = 42.676 + sum of Qb Ia /Ib 15.466 * 0.886 = 13.700 Qb Ia /Ib 11.714 * 0.913 = 10.696 Qp = 67.072 Total of 3 main streams to confluence: Flow rates before confluence point: 42.676 15.466 11.714 Area of streams before confluence: 38.803 11.442 6.274 Results of confluence: Total flow rate = 67.072(CFS) <<< conveyed by pipe to Ret. Basin 1 >>> Time of concentration = 24.467 min. Effective stream area after confluence = 56.519(Ac.) End of computations, total study area = 80.06 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.547 Area averaged RI index number = 48.4 0, • \• DRAINAGE AREA 1B +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 100.000 to Point /Station 101.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 543.000(Ft.) Top (of initial area) elevation = 486.700(Ft.) Bottom (of initial area) elevation = 481.900(Ft.) Difference in elevation = 4.800(Ft.) Slope = 0.00884 s(percent)= 0.88 TC = k(0.300) *H length'3) /(elevation change)]"0.2 Initial area time of concentration = 9.589 min. Rainfall intensity = 2.839(In /Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.876 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 2.777(CFS) Total initial stream area = 1.117(Ac.) Pervious area fraction = 0.100 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 100.000 to Point /Station 101.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 1.117(Ac.) Runoff from this stream = 2.777(CFS) Time of concentration = 9.59 min. Rainfall intensity = 2.839(In /Hr) Program is now starting with Main Stream No. 2 <<< NOTE: 2.313 cfs enters from flow -by of catch basins at Node 143. >>> +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 101.000 to Point /Station 101.000 * * ** USER DEFINED FLOW INFORMATION AT A POINT * * ** Rainfall intensity = 1.679(In /Hr) for a 10.0 year storm SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.693 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.600; Impervious fraction = 0.400 User specified values are as follows: TC = 23.72 min. Rain intensity = 1.68(In /Hr) Total area = 0.00(Ac.) Total runoff = 2.31(CFS) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 101.000 to Point /Station 101.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.000(Ac.) Runoff from this stream = 2.313(CFS) Time of concentration = 23.72 min. Rainfall intensity = 1.679(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 2.777 9.59 2.839 2 2.313 23.72 1.679 Largest stream flow has longer or shorter time of concentration Qp = 2.777 + sum of Qa Tb /Ta 2.313 * 0.404 = 0.935 Qp = 3.712 Total of 2 main streams to confluence: Flow rates before confluence point: 2.777 2.313 Area of streams before confluence: 1.117 0.000 Results of confluence: Total flow rate = 3.712(CFS) Time of concentration = 9.589 min. Effective stream area after confluence = 1.117(Ac.) Process from Point /Station 101.000 to Point /Station 102.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 481.900(Ft.) End of street segment elevation = 479.100(Ft.) Length of street segment = 451.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 26.000(Ft.) Distance from crown to crossfall grade break = 6.000(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.500(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.375(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 5.226(CFS) Depth of flow = 0.304(Ft.), Average velocity = 1.878(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.473(Ft.) Flow velocity = 1.88(Ft /s) Travel time = 4.00 min. TC = 13.59 min. Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.872 • Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 • Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 2.319(In /Hr) for a 10.0 year storm Subarea runoff = 1.842(CFS) for 0.911(Ac.) Total runoff = 5.554(CFS) Total area = 2.028(Ac.) Street flow at end of street = 5.554(CFS) Half street flow at end of street = 2.777(CFS) Depth of flow = 0.310(Ft.), Average velocity = 1.906(Ft /s) Flow width (from curb towards crown)= 11.757(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 101.000 to Point /Station 102.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 2.028(Ac.) Runoff from this stream = 5.554(CFS) Time of concentration = 13.59 min. Rainfall intensity = 2.319(In /Hr) Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 110.000 to Point /Station 111.000 * * ** INITIAL AREA EVALUATION * * ** initial area flow distance = 515.000(Ft.) • Top (of initial area) elevation = 485.400(Ft.) Bottom (of initial area) elevation = 482.200(Ft.) Difference in elevation = 3.200(Ft.) Slope = 0.00621 s(percent)= 0.62 TC = k(0.420) *[(length^3) /(elevation change) ]A0.2 Initial area time of concentration = 14.103 min. Rainfall intensity = 2.270(In /Hr) for a 10.0 year storm SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.729 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.600; Impervious fraction = 0.400 Initial subarea runoff = 1.901(CFS) Total initial stream area = 1.148(Ac.) Pervious area fraction = 0.600 Process from Point /Station 111.000 to Point /Station 102.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 482.200(Ft.) End of street segment elevation = 479.100(Ft.) Length of street segment = 633.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 9.000(Ft Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /'hz) = 0.020 Street flow is on [2) side(s) of the street • Distance from curb to property line = 10.500(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.375(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 7.049(CFS) Depth of flow = 0.345(Ft.), Average velocity = 1.846(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 13.545(Ft.) Flow velocity = 1.85(Ft /s) Travel time = 5.72 min. TC = 19.82 min. Adding area flow to street SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.706 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.600; Impervious fraction = 0.400 Rainfall intensity = 1.863(In /Hr) for a 10.0 year storm Subarea runoff = 8.177(CFS) for 6.219(AC.) Total runoff = 10.077(CFS) Total area = 7.367(Ac.) Street flow at end of street = 10.077(CFS) Half street flow at end of street = 5.039(CFS) Depth of flow = 0.386(Ft.), Average velocity = 2.014(Ft /s) Flow width (from curb towards crown)= 15.578(Ft.) Process from Point /Station 111.000 to Point /Station 102.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 7.367(Ac.) Runoff from this stream = 10.077(CFS) Time of concentration = 19.82 min. Rainfall intensity = 1.863(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 5.554 13.59 2.319 2 10.077 19.82 1.863 Largest stream flow has longer time of concentration Qp = 10.077 + sum of Qb Ia /Ib 5.554 * 0.803 = 4.463 Qp = 14.540 Total of 2 main streams to confluence: Flow rates before confluence point: 5.554 10.077 Area of streams before confluence: 2.028 7.367 Results of confluence: Total flow rate = 14.540(CFS) Time of concentration = 19.818 min. Effective stream area after confluence = 9.395(Ac.) 1• <<< NOTE: 100% of flow intercepted by catch basins. >>> +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 102.000 to Point /Station 192.000 ` * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 471.500(Ft.) Downstream point /station elevation = 469.800(Ft.) Pipe length = 339.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 14.540(CFS) Given pipe size = 60.00(In.) Calculated individual pipe flow = 14.540(CFS) Normal flow depth in pipe = 11.39(In.) Flow top width inside pipe = 47.06(In.) Critical Depth = 12.56(In.) Pipe flow velocity = 5.60(Ft /s) Travel time through pipe = 1.01 min. Time of concentration (TC) = 20.83 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 102.000 to Point /Station 192.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 9.395(Ac.) Runoff from this stream = 14.540(CFS) Time of concentration = 20.83 min. Rainfall intensity = 1.810(In /Hr) Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 190.000 to Point /Station 191.000 * * ** INITIAL AREA EVALUATION * * ** initial area flow distance = 625.000(Ft.) Top (of initial area) elevation = 485.500(Ft.) Bottom (of initial area) elevation = 481.300(Ft.) Difference in elevation = 4.200(Ft.) Slope = 0.00672 s(percent)= 0.67 TC = k(0.420) *((length�3) /(elevation change))"0.2 Initial area time of concentration = 15.001 min. Rainfall intensity = 2.190(In /Hr) for a 10.0 year storm SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.725 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.600; Impervious fraction = 0.400 Initial subarea runoff = 5.817(CFS) Total initial stream area = 3.663(Ac.) Pervious area fraction = 0.600 <<< NOTE: 100% of flow intercepted by catch basin. >>> +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 191.000 to Point /Station 192.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 477.800(Ft.) �. Downstream point /station elevation = 469.800(Ft.) • Pipe length = 301.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.817(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 5.817(CFS) Normal flow depth in pipe = 7.23(In.) Flow top width inside pipe = 17.65(In.) Critical Depth = 11.18(In.) Pipe flow velocity = 8.76(Ft /s) Travel time through pipe = 0.57 min. Time of concentration (TC) = 15:57 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 191.000 to Point /Station 192.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 3.663(Ac.) Runoff from this stream = 5.817(CFS) Time of concentration = 15.57 min. Rainfall intensity = 2.143(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 14.540 20.83 1.810 2 5.817 15.57 2.143 Largest stream flow has longer time of concentration Qp = 14.540 + sum of Qb Ia /Ib 5.817 * 0.845 = 4.915 Qp = 19.455 Total of 2 main streams to confluence: Flow rates before confluence point: 14.540 5.817 Area of streams before confluence: 9.395 3.663 Results of confluence: Total flow rate = 19.455(CFS) Time of concentration = 20.827 min. Effective stream area after confluence = 13.058(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 192.000 to Point /Station 181.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 469.800(Ft.) Downstream point /station elevation = 467.300(Ft.) Pipe length = 514.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 19.455(CFS) Given pipe size = 60.00(In.) Calculated individual pipe flow = 19.455(CFS) Normal flow depth in pipe = 13.27(In.) Flow top width inside pipe = 49.80(In.) Critical Depth = 14.58(In.) Pipe flow velocity = 6.04(Ft /s) Travel time through pipe = 1.42 min. Time of concentration (TC) = 22.25 min. Process from Point /Station 192.000 to Point /Station 181.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 13.058(Ac.) Runoff from this stream = 19.455(CFS) Time of concentration = 22.25 min. Rainfall intensity = 1.742(In /Hr) Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + ++ + + + + ++ + + + + ++ Process from Point /Station 180.000 to Point /Station 181.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 972.000(Ft.) Top (of initial area) elevation = 486.300(Ft.) Bottom (of initial area) elevation = 480.300(Ft.) Difference in elevation = 6.000(Ft.) Slope = 0.00617 s(percent)= 0.62 TC = k(0.420) *((length^3) /(elevation change)] ^0.2 Initial area time of concentration = 18.206 min. Rainfall intensity = 1.957(In /Hr) for a 10.0 year storm SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.712 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 • Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.600; Impervious fraction = 0.400 Initial subarea runoff = 12.099(CFS) Total initial stream area = 8.686(Ac.) Pervious area fraction = 0.600 <<< NOTE: 100% of subarea flow intercepted by catch basins. >>> +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 180.000 to Point /Station 181.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** Tne toiiowing data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 8.686(Ac.) Runoff from this stream = 12.099(CFS) Time of concentration = 18.21 min. Rainfall intensity = 1.957(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 19.455 22.25 1.742 2 12.099 18.21 1.957 Largest stream flow has longer time of concentration Qp = 19.455 + sum of Qb Ia /Ib 12.099 * 0.890 = 10.772 Qp = 30.226 Total of 2 main streams to confluence: • Flow rates before confluence point: 19.455 12.099 • Area of streams before confluence: 13.058 8.686 Results of confluence: Total flow rate = 30.226(CFS) <<< conveyed by pipe to Ret. Basin 1 >>> Time of concentration = 22.246 min. Effective stream area after confluence = 21.744(Ac.) End of computations, total study area = 21.74 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.553 Area averaged RI index number = 56.0 0- 0 DRAINAGE AREA 1C +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 170.000 to Point /Station 171.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 530.000(Ft.) Top (of initial area) elevation = 486.300(Ft.) Bottom (of initial area) elevation = 482.800(Ft.) Difference in elevation = 3.500(Ft.) Slope = 0.00660 s(percent)= 0.66 TC = k(0.420) *[(length"3) /(elevation change)]^0.2 Initial area time of concentration = 14.093 min. Rainfall intensity = 2.271(In /Hr) for a 10.0 year storm SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.730 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.600; Impervious fraction = 0.400 Initial subarea runoff = 3.112(CFS) Total initial stream area = 1.879(Ac.) Pervious area fraction = 0.600 End of computations, total study area = 1.88 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.600 Area averaged RI index number = 56.0 <<< NOTE: 100% of flow intercepted by catch basins >>> <<< and conveyed by pipe to Retention Basin 1. >>> 0 DRAINAGE AREA 2A +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 200.000 to Point /Station 201.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 882.000(Ft.) Top (of initial area) elevation = 481.700(Ft.) Bottom (of initial area) elevation = 475.400(Ft.) Difference in elevation = 6.300(Ft.) Slope = 0.00714 s(percent)= 0.71 TC = k(0.480) *((length"3) /(elevation change))^0.2 Initial area time of concentration = 19.438 min. Rainfall intensity = 1.884(In /Hr) for a 10.0 year storm SINGLE FAMILY (1 Acre Lot) Runoff Coefficient = 0.643 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.800; Impervious fraction = 0.200 Initial subarea runoff = 2.205(CFS) Total initial stream area = 1.821(Ac.) Pervious area fraction = 0.800 <<< NOTE: 100% of flow intercepted by catch basin. >>> • Process from Point /Station 201.000 to Point /Station 201.000 * * ** SUBAREA FLOW ADDITION * * ** COMMERCIAL subarea type Runoff Coefficient = 0.868 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 19.44 min. Rainfall intensity = 1.884(In /Hr) for a 10.0 year storm Subarea runoff = 0.317(CFS) for 0.194(Ac.) Total runoff = 2.523(CFS) Total area = 2.015(Ac.) <<< NOTE: 100% of subarea flow intercepted by catch basin. >>> +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 201.000 to Point /Station 202.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** upstream point /station elevation = 471.900(Ft.) Downstream point /station elevation = 467.100(Ft.) Pipe length = 341.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.523(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 2.523(CFS) Normal flow depth in pipe = 5.49(In.) Flow top width inside pipe = 16.57(In.) Critical Depth = 7.21(In.) • Pipe flow velocity = 5.52(Ft /s) Travel time through pipe = 1.03 min. Time of concentration (TC) = 20.47 min. Process from Point /Station 202.000 to Point /Station 203.000 * * ** STREET INLET + AREA + PIPE TRAVEL TIME * * ** Top of street segment elevation = 477.000(Ft.) End of street segment elevation = 472.700(Ft.) Length of street segment = 885.000(Ft.) Height of curb above gutter flowline = 12.0(In.) Width of half street (curb to crown) = 24.500(Ft.) Distance from crown to crossfall grade break = 14.500(Ft.) Slope from gutter to grade break (v /hz) = 0.250 Slope from grade break to crown (v /hz). = 0.020 Street flow is on (1] side(s) of the street Distance from curb to property line = 0.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 4.000(Ft.) Gutter hike from flowline = 12.000(In.) Manning's N in gutter = 0.0250 Manning's N from gutter to grade break = 0.0250 Manning's N from grade break to crown = 0.0150 .No street inlet installed at this point Pipe calculations for under street flow rate of 2.523(CFS) Using a pipe slope = 0.508 W Upstream point /station'elevation = 477.000(Ft.) Downstream point /station elevation = 472.700(Ft.) Pipe length = 885.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.523(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 2.523(CFS) Normal flow depth in pipe = 7.20(In.) Flow top width inside pipe = 17.64(In.) Critical Depth = 7.21(In.) Pipe flow velocity = 3.82(Ft /s) Travel time through pipe = 3.86 min. Time of concentration (TC) = 24.33 min. Maximum flow rate of street inlet(v) = 0.000(CFS) Maximum pipe flow capacity = 2.523(CFS) Remaining flow in street below inlet = 0.000(CFS) Adding area flow to street SINGLE FAMILY (1 Acre Lot) Runoff Coefficient = 0.621 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.800; Impervious fraction = 0.200 Rainfall intensity = 1.654(In /Hr) for a 10.0 year storm Subarea runoff = 9.020(CFS) for 8.782(Ac.) Total runoff = 11.543(CFS) Total area = 10.797(Ac.) Street flow at end of street = 9.020(CFS) Half street flow at end of street = 9.020(CFS) Depth of flow = 1.291(Ft.), Average velocity = 2.704(Ft /s) Warning: depth of flow exceeds top of curb Flow width (from curb towards crown)= 5.165(Ft.) <<< NOTE: 100% of street flow intercepted by catch basin. >>> +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 203.000 to Point /Station 203.000 * * ** SUBAREA FLOW ADDITION * * ** SINGLE FAMILY (1 Acre Lot) - Runoff Coefficient = 0.621 • Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.800; Impervious fraction = 0.200 Time of concentration = 24.33 min. Rainfall intensity = 1.654(In /Hr) for a 10.0 year storm Subarea runoff = 2.279(CFS) for 2.219(Ac.) Total runoff = 13.822(CFS) Total area = 13.016(Ac.) <<< NOTE: 100% of subarea flow intercepted by catch basin. >>> +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 203.000 to Point /Station 212.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 461.800(Ft.) Downstream point /station elevation = 455.600(Ft.) Pipe length = 445.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 13.822(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 13.822(CFS) Normal flow depth in pipe = 10.97(In.) Flow top width inside pipe = 28.90(In.) Critical Depth = 15.02(In.) Pipe flow velocity = 8.50(Ft /s) Travel time through pipe = 0.87 min. Time of concentration (TC) = 25.20 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 203.000 to Point /Station 212.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 13.016(Ac.) Runoff from this stream = 13.822(CFS) Time of concentration = 25.20 min. Rainfall intensity = 1.621(In /Hr) Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 210.000 to Point /Station 211.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 846.000(Ft.) Top (of initial area) elevation = 480.200(Ft.) Bottom (of initial area) elevation = 473.300(Ft. Difference in elevation = 6.900(Ft.) Slope = 0.00816 s(percent)= 0.82 TC = k(0.420) *[(length^3) /(elevation change)]^0.2 Initial area time of concentration = 16.289 min. Rainfall intensity = 2.088(In /Hr) for a 10 SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.720 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 • Decimal fraction soil group C = 0.000 l Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 0 year storm • Pervious area fraction = 0.600; Impervious fraction = 0.400 Initial subarea runoff = 8.016(CFS) Total initial stream area = 5.336(Ac.) Pervious area fraction = 0.600 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 211.000 to Point /Station 212.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 473.300(Ft.) End of street segment elevation = 467.600(Ft.) Length of street segment = 768.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 9.000(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.500(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.375(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 12.393(CFS) Depth of flow = 0.386(Ft.), Average velocity = 2.479(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 15.572(Ft.) • Flow velocity = 2.48(Ft /s) Travel time = 5.16 min. TC = 21.45 min. Adding area flow to street SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.700 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.600; Impervious fraction = 0.400 Rainfall intensity = 1.780(In /Hr) for a 10.0 year storm Subarea runoff = 7.259(CFS) for 5.828(Ac.) Total runoff = 15.274(CFS) Total area = 11.164(Ac.) Street flow at end of street = 15.274(CFS) Half street flow at end of street = 7.637(CFS) Depth of flow = 0.412(Ft.), Average velocity = 2.610(Ft /s) Flow width (from curb towards crown)= 16.887(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 211.000 to Point /Station 212.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 11.164(Ac.) Runoff from this stream = 15.274(CFS) Time of concentration = 21.45 min. Rainfall intensity = 1.780(In /Hr) Program is now starting with Main Stream No. 3 Process from Point /Station 220.000 to Point /Station 221.000 �• * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 683.000(Ft.) Top (of initial area) elevation = 483.800(Ft.) Bottom (of initial area) elevation = 474.800(Ft.) Difference in elevation = 9.000(Ft.) Slope = 0.01318 s(percent)= 1.32 TC = k(0.420) *[(length°3) /(elevation change)]°0.2 Initial area time of concentration = 13.585 min. Rainfall intensity = 2.319(In /Hr) for a 10.0 year storm SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.732 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.600; Impervious fraction = 0.400 Initial subarea runoff = 7.132(CFS) Total initial stream area = 4.201(Ac.) Pervious area fraction = 0.600 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 221.000 to Point /Station 212.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 474.800(Ft.) End of street segment elevation = 467.600(Ft.) Length of street segment = 525.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 9.000(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz), = 0.020 Street flow is on [2) side(s) of the street Distance from curb to property line = 10.500(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.375(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 10.414(CFS) Depth of flow = 0.332(Ft.), Average velocity = 2.997(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 12.895(Ft.) Flow velocity = 3.00(Ft /s) Travel time = 2.92 min. TC = 16.50 min. Adding area flow to street SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.719 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.600; Impervious fraction = 0.400 • Rainfall intensity = 2.072(In /Hr) for a 10.0 year storm 1 Subarea runoff = 5.756(CFS) for 3.866(Ac.) `. Total runoff = 12.888(CFS) Total area = 8.067(Ac.) • Street flow at end of street = 12.888(CFS) Half street flow at end of street = 6.444(CFS) Depth of flow = 0.355(Ft.), Average velocity = 3.156(Ft /s) Flow width (from curb towards crown)= 14.025(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 221.000 to Point /Station 212.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 8.067(AC.) Runoff from this stream = 12.888(CFS) Time of concentration = 16.50 min. Rainfall intensity = 2.072(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 13.822 25.20 1.621 2 15.274 21.45 1.780 3 12.888 16.50 2.072 Largest stream flow has longer or shorter time of concentration Qp = 15.274 + sum of Qa Tb /Ta 13.822 * 0.851 = 11.767 Qb Ia /Ib 12.888 * 0.859 = 11.070 Qp = 38.112 Total of 3 main streams to confluence: Flow rates before confluence point: 13.822 15.274 12.888 Area of streams before confluence: 13.016 11.164 8.067 Results of confluence: Total flow rate = 38.112(CFS) Time of concentration = 21.452 min. Effective stream area after confluence = 32.247(Ac.) <<< NOTE: Total street flow at Node 212 is 24.290 cfs. >>> <<< 6.090 cfs intercepted by catch basin. >>> <<< 18.200 cfs overflows or flows by to low point at Node 213. >>> +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 212.000 to Point /Station 213.000 * * ** STREET INLET + AREA + PIPE TRAVEL TIME * * ** Top of street segment elevation = 467.600(Ft.) End of street segment elevation = 465.800(Ft.) Length of street segment = 263.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 9.000(Ft Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on (2) side(s) of the street Distance from curb to property line = 10.500(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.375(In.) • Manning's N in gutter = 0.0150 Manning's N from gutter Lo grade break = 0.0150 Manning's N from grade break to crown = 0.0150 User - specified maximum inlet flow capacity of 6.090(CFS) Number of street inlets = 1 0 Pipe calculations for under street flow rate of 19.912(CFS) Using a pipe slope = 0.646 % Upstream point /station elevation = 467.600(Ft.) Downstream point /station elevation = 465.800(Ft.) Pipe length = 263.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 19.912(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 19.912(CFS) Normal flow depth in pipe = 15.19(In.) Flow top width inside pipe = 35.56(In.) Critical Depth = 17.18(In.) Pipe flow velocity = 7.02(Ft /s) Travel time through pipe = 0.62 min. Time of concentration (TC) = 22.08 min. Maximum flow rate of street inlet(s). = 6.090(CFS) Maximum pipe flow capacity = 19.912(CFS) Remaining flow in street below inlet = 18.200(CFS) Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.731 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 1.750(In /Hr) for a 10.0 year storm Subarea runoff = 5.783(CFS) for 4.517(Ac.) Total runoff = 43.894(CFS) Total area = 36.764(Ac.) Street flow at end of street = 23.983(CFS) Half street flow at end of street = 11.991(CFS) Depth of flow = 0.481(Ft.), Average velocity = 2.852(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) End of computations, total study area = 36.76 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.655 Area averaged RI index number = 56.0 <<< NOTE: 100% of street flow intercepted by catch basins >>> <<< and conveyed by pipe to Retention Basin 2A. >>> 0- • DRAINAGE AREA 2B +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 230.000 to Point /Station 231.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 874.000(Ft.) Top (of initial area) elevation = 480.100(Ft.) Bottom (of initial area) elevation = 474.000(Ft.) Difference in elevation = 6.100(Ft.) Slope = 0.00698 s(percent)= 0.70 TC = k(0.390) *[(length^3) /(elevation change)]"0.2 Initial area time of concentration = 15.809 min. Rainfall intensity = 2.124(In /Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.751 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 6.432(CFS) Total initial stream area = 4.030(Ac.) Pervious area fraction = 0.500 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 231.000 to Point /Station 232.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 474.000(Ft.) End of street segment elevation = 469.700(Ft.) Length of street segment = 817.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 9.000(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.500(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.375(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 14.083(CFS) Depth of flow = 0.424(Ft.), Average velocity = 2.247(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 17.489(Ft.) Flow velocity = 2.25(Ft /s) Travel time = 6.06 min. TC = 21.87 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.732 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 • Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 • Rainfall intensity = 1.760(In /Hr) for a 10.0 year storm Subarea runoff = 12.351(CFS) for 9.587(Ac.) Total runoff = 18.783(CFS) Total area = 13.617(Ac.) Street flow at end of street = 18.783(CFS) Half street flow at end of street = 9.391(CFS) Depth of flow = 0.465(Ft.), Average velocity = 2.413(Ft /s) Flow width (from curb towards crown)= 19.539(Ft.) <<< NOTE: 4.919 cfs intercepted per catch basin (9.838 cfs total). >>> <<< 8.945 cfs flows by to Node 233. >>> +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 231.000 to Point /Station 232.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 13.617(Ac.) Runoff from this stream = 18.783(CFS) Time of concentration = 21.87 min. Rainfall intensity = 1.760(In /Hr) Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 240.000 to Point /Station 241.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 420.000(Ft.) Top (of initial area) elevation = 483.000(Ft.) • Bottom (of initial area) elevation = 480.200(Ft.) Difference in elevation = 2.800(Ft.) Slope = 0.00667 s(percent)= 0.67 TC = k(0.300) *[(length"3) /(elevation change) ) "0.2 Initial area time of concentration = 9.155 min. Rainfall intensity = 2.916(In /Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.876 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 1.773(CFS) Total initial stream area = 0.694(Ac.) Pervious area fraction = 0.100 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 241.000 to Point /Station 242.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 480.200(Ft.) End of street segment elevation = 477.300(Ft.) Length of street segment = 933.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 36.000(Ft.) Distance from crown to crossfall grade break = 17.000(Ft Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on (1) side(s) of the street Distance from curb to property line = 12.000(Ft.) • Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.875(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 4.005(CFS) Depth of flow = 0.424(Ft.), Average velocity = 1.609(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 15.406(Ft.) Flow velocity = 1.61(Ft /s) Travel time = 9.67 min. TC = 18.82 min. Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.868 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 1.920(In /Hr) for a 10.0 year storm Subarea runoff = 2.912(CFS) for 1.747(Ac.) Total runoff = 4.685(CFS) Total area = 2.441(Ac.) Street flow at end of street = 4.685(CFS) Half street flow at end of street = 4.685(CFS) Depth of flow = 0.444(Ft.), Average velocity = 1.671(Ft /s) Flow width (from curb towards crown)= 16.393(Ft.) <<< NOTE: 100% of flow intercepted by catch basin. >>> Process from Point /Station 242.000 to Point /Station 232.000 * * ** PIPEFLOW TRAVEL TIME (User specified size)' * * ** Upstream point /station elevation = 472.900(Ft.) Downstream point /station elevation = 464.900(Ft.) Pipe length = 975.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.685(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 4.685(CFS) Normal flow depth in pipe = 8.92(In.) Flow top width inside pipe = 18.00(In.) Critical Depth = 9.97(In.) Pipe flow velocity = 5.36(Ft /s) Travel time through pipe = 3.03 min. Time of concentration (TC) = 21.85 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 242.000 to Point /Station 232.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The tollowing data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 2.441(Ac.) Runoff from this stream = 4.685(CFS) Time of concentration = 21.85 min. Rainfall intensity = 1.761(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) l 1 18.783 21.87 1.760 \. 2 4.685 21.85 1.761 • Largest stream flow has longer time of concentration Qp = 18.783 + sum of \_ Qb Ia /Ib 4.685 * 1.000 = 4.683 Qp = 23.466 Total of 2 main streams to confluence: Flow rates before confluence point: 18.783 4.685 Area of streams before confluence: 13.617 2.441 Results of confluence: Total flow rate = 23.466(CFS) Time of concentration = 21.868 min. Effective stream area after confluence = 16.058(Ac +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 232.000 to Point /Station 233.000 * * ** STREET INLET + AREA + PIPE TRAVEL TIME * * ** Top of street segment elevation = 469.700(Ft.) End of street segment elevation = 468.200(Ft.) Length of street segment = 283.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 9.000(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [2) side(s) of the street Distance from curb to property line = 10.500(Ft.) Slope from curb to property line (v /hz) = 0.020 0 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.375(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 User - specified maximum inlet flow capacity of 4.919(CFS) Number of street inlets = 2 Pipe calculations for under street flow rate of 14.523(CFS) Using a pipe slope = 0.540 % Upstream.point /station elevation = 469.700(Ft.) Downstream point /station elevation = 468.200(Ft.) Pipe length = 283.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 14.523(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 14.523(CFS) Normal flow depth in pipe = 13.43(In.) Flow top width inside pipe = 34.82(In.) Critical Depth = 14.57(In.) Pipe flow velocity = 6.04(Ft /s) Travel time through pipe = 0.78 min. Time of concentration (TC) = 22.65 min. Maximum flow rate of street inlet(s) = 9.838(CFS) Maximum pipe flow capacity = 14.523(CFS) Remaining flow in street below inlet = 8.943(CFS) Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.730 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0 -000 • RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 1.724(In /Hr) for a 10.0 year storm Subarea runoff = 6.030(CFS) for 4.791(Ac.) Total runoff = 29.496(CFS) Total area = 20.849(Ac.) Street flow at end of street = 14.973(CFS) Half street flow at end of street = 7.487(CFS) Depth of flow = 0.432(Ft.), Average velocity = 2.288(Ft/s) Flow width (from curb towards crown)= 17.883(Ft.) <<< NOTE: 6.033 cfs intercepted per catch basin (12.066 cfs total). >>> <<< 8.945 cfs flows by to low point at Node 234. >>> +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 233.000 to Point /Station 234.000 * * ** STREET INLET + AREA + PIPE TRAVEL TIME * * ** Top of street segment elevation = 468.200(Ft.) End of street segment elevation = 466.400(Ft.) Length of street segment = 348.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 9.000(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.500(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.375(In.) Manning's N in gutter = 0.0150 • Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 User - specified maximum inlet flow capacity of 6.033(CFS) Number of street inlets = 2 Pipe calculations for under street flow rate of 26.589(CFS) Using a pipe slope = 0.517 % Upstream point /station elevation = 468.200(Ft.) Downstream point /station elevation = 466.400(Ft.) Pipe length = 348.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 26.589(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 26.589(CFS) Normal flow depth in pipe = 19.15(In.) Flow top width inside pipe = 35.93(In.) Critical Depth = 20.00(In.) Pipe flow velocity = 6.96(Ft /s) Travel time through pipe = 0.83 min. Time of concentration (TC) = 23.48 min. Maximum flow rate of street inlet(s) = 12.066(CFS) Maximum pipe flow capacity = 26.589(CFS) Remaining flow in street below inlet = 2.907(CFS) Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.728 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 • Pervious area fraction = 0.500; Impervious fraction = 0.5.00 Rainfall intensity = 1.689(_in /Hr) for a 10.0 year storm • 0 Subarea runoff = 8.717(CFS) for 7.094(Ac.) Total runoff = 38.213(CFS) Total area = 27.943(Ac.) Street flow at end of street = 11.624(CFS) Half street flow at end of street = 5.812(CFS) Depth of flow = 0.400(Ft.), Average velocity = 2.130(Ft /s) Flow width (from curb towards crown)= 16.292(Ft.) End of computations, total study area = 27.94 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.465 Area averaged RI index number = 56.0 <<< NOTE: 100% of street flow intercepted by catch basins. >>> <<< and conveyed by pipe to Retention Basin 2A. >>> I • DRAINAGE AREA 2C +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 250.000 to Point /Station 251.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 873.000(Ft.) Top (of initial area) elevation = 478.100(Ft.) Bottom (of initial area) elevation = 472.300(Ft.) Difference in elevation = 5.800(Ft.) Slope = 0.00664 s(percent)= 0.66 TC = k(0.420) *[(length"3) /(elevation change)) "0.2 Initial area time of concentration = 17.186 min. Rainfall intensity = 2.024(In /Hr) for a 10.0 year storm SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.716 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.600; Impervious fraction = 0.400 Initial subarea runoff = 11.650(CFS) Total initial stream area = 8.042(Ac.) Pervious area fraction = 0.600 Process from Point /Station 251.000 to Point /Station 252.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 472.300(Ft.) End of street segment elevation = 469.400(Ft.) Length of street segment = 575.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 9.000(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on (2) side(s) of the street Distance from curb to property line = 10.500(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.375(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 16.437(CFS) Depth of flow = 0.449(Ft.), Average velocity = 2.297(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 18.715(Ft.) Flow velocity = 2.30(Ft /s) Travel time = 4.17 min. TC = 21.36 min. Adding area flow to street SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.700 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 • Decimal fraction soil group D = 0.000 RI index for soil (AM C 2} = 56.00 Pervious area fraction = 0.600; Impervious fraction = 0.400 • Rainfall intensity = 1.784(In /Hr) for a 10.0 year storm Subarea runoff = 8.256(CFS) for 6.609(Ac.) Total runoff = 19.906(CFS) Total area = 14.651(Ac.) Street flow at end of street = 19.906(CFS) Half street flow at end of street = 9.953(CFS) Depth of flow = 0.477(Ft.), Average velocity = 2.415(Ft /s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) <<< NOTE: 7.455 cfs intercepted per catch basin (14.910 cfs total). >>> <<< 4.996 cfs flows by to low point at Node 253. >>> +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 252.000 to Point /Station 253.000 * * ** STREET INLET + AREA + PIPE TRAVEL TIME * * ** Top of street segment elevation = 469.400(Ft.) End of street segment elevation = 465.900(Ft.) Length of street segment = 656.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 9.000(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on (2) side(s) of the street Distance from curb to property line = 10.500(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.375(In.) Manning's N in gutter = 0.0150 • Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 User - specified maximum inlet flow capacity of 7.455(CFS) Number of street inlets = 2 Pipe calculations for under street flow rate of 14.910(CFS) Using a pipe slope = 0.534 % Upstream-point/station elevation = 469.400(Ft.) Downstream point /station elevation = 465.900(Ft.) Pipe length = 656.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 14.910(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 14.910(CFS) Normal flow depth in pipe = 14.95(In.) Flow top width inside pipe = 30.00(In.) Critical Depth = 15.63(In.) Pipe flow velocity = 6.10(Ft /s) Travel time through pipe = 1.79 min. Time of concentration (TC) = 23.15 min. Maximum flow rate of street inlet(s) = 14.910(CFS) Maximum pipe flow capacity = 14.910(CFS) Remaining flow in street below inlet = 4.996(CFS) Adding area flow to street SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.694 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.600; Impervious fraction = 0.400 Rainfall intensity = 1.703(In /Hr) for a 10.0 year storm Subarea runoff = 17.749(CFS) for 15.015(Ac.) Total runoff = 37.655(CFS) Total area = 29.666(Ac.) • Street flow at end of street = 22.745(CFS) Half street flow at end of street = 11.373(CFS) Depth of flow = 0.490(Ft.), Average velocity = 2.590(Ft /s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) End of computations, total study area = 29.67 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.600 Area averaged RI index number = 56.0 <<< NOTE: 100% of street flow intercepted by catch basins >>> <<< and conveyed by pipe to Retention Basin 2A. >>> • 1 (0 0 0 DRAINAGE AREA 2D +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 260.000 to Point /Station 261.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 615.000(Ft.) Top (of initial area) elevation = 470.400(Ft.) Bottom (of initial area) elevation = 465.900(Ft.) Difference in elevation = 4.500(Ft.) Slope = 0.00732 s(percent)= 0.73 TC = k(0.390) *((length'3) /(elevation change))'0.2 Initial area time of concentration = 13.607 min. Rainfall intensity = 2.317(In /Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.760 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 6.667(CFS) Total initial stream area = 3.786(Ac.) Pervious area fraction = 0.500 End of computations, total study area = 3.79 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.500 Area averaged RI index number = 56.0 <<< NOTE: 100% of flow intercepted by catch basins >>> <<< and conveyed by pipe to Retention Basin 2B. >>> 0- DRAINAGE AREA 2E +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 270.000 to Point /Station 271.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 532.000(Ft.) Top (of initial area) elevation = 469.400(Ft.) Bottom (of initial area) elevation = 465.600(Ft.) Difference in elevation = 3.800(Ft.) Slope = 0.00714 s(percent)= 0.71 TC = k(0.390) *[(length^3) /(elevation change))^0.2 Initial area time of concentration = 12.902 min. Rainfall intensity = 2.390(In /Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.763 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 7.123(CFS) Total initial stream area = 3.907(Ac.) Pervious area fraction = 0.500 End of computations, total study area = 3.91 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.500 Area averaged RI index number = 56.0 <<< NOTE: 100% of flow intercepted by catch basins >>> <<< and conveyed by pipe to Retention Basin 2A. >>> •) db'W Jl11NIOlA 0 r 0 'STN dVVY AiINIOIA .Al GAIL i210d8IV U) 0 z 0 C9 3nN3AV Z9 3nN3AV 09 3nN3AV St 3nN3AV 0 0 IA 31, C.) Z Trm 9 ;d0 z M 0 0 > 0 C- m z LS; 3nN3AV rr, K > m "I m 0 (A Z M El U) C) Z z z V9 3nN3AV C9 3nN3AV Z9 3nN3AV 09 3nN3AV St 3nN3AV 0 0 IA 31, C.) Z Trm 9 rn 6t 3nN3AV iq or ;d0 z M 0 1 1 1 kVMHOIH C- m z LS; 3nN3AV V) --I K > m "I ;u 0 0 Z M El U) C) Z rn 6t 3nN3AV iq or 1 1 1 kVMHOIH (n 0 C: V) --I K > ;u "I ;u 0 m Z M El U) C) z z • d`dW tlW3d 0 • SITE • APPROXIMATE SCALE 2000 0 2000 FEET NATIONAL FLOOD INSURANCE PROGRAM F'P FLOOD INSURANCE RATE MAP RIVERSIDE COUNTY, CALIFORNIA UNINCORPORATED AREA PANEL 2300 OF 3600 (SEE MAP INDEX FOR PANELS NOT PRINTED) COMMUNITY -PANEL NUMBER 060245 2300B MAP REVISED: MARCH 22, 1983 Federal Emergency Management Agency This is an official copy of a portion of the above referenced flood map. it was extracted using F -MIT On -Une. This map does not reflect changes or amendments which may have been made subsequent to the date on the title block. For the latest product information about National Flood Insurance Program flood maps check the FEMA Flood Map Store at www.msc.fema.Oe r F i W; wa kI w wI �i ZONE C i Oii O CcIl oil t AVENUE 54 SITE • APPROXIMATE SCALE 2000 0 2000 FEET NATIONAL FLOOD INSURANCE PROGRAM F'P FLOOD INSURANCE RATE MAP RIVERSIDE COUNTY, CALIFORNIA UNINCORPORATED AREA PANEL 2300 OF 3600 (SEE MAP INDEX FOR PANELS NOT PRINTED) COMMUNITY -PANEL NUMBER 060245 2300B MAP REVISED: MARCH 22, 1983 Federal Emergency Management Agency This is an official copy of a portion of the above referenced flood map. it was extracted using F -MIT On -Une. This map does not reflect changes or amendments which may have been made subsequent to the date on the title block. For the latest product information about National Flood Insurance Program flood maps check the FEMA Flood Map Store at www.msc.fema.Oe • dvw Aanans Dios 0 SOIL SURVEY OF 0 Riverside County, California s Coachella .Valley Area United States Department of Agriculture Soil Conservation Service in cooperation with University of California Agricultural Experiment Station - -- 5 rl 3n - _ V •y al t qtr, ''+_ _ r � `' + ` .. d �� t tlO°Jr �; , .. kle ✓,. @...t''1 a s.a. r'a:- `g- }' I S r �pn •'�i:' `•Ja • 'd � ;r ( �� 2 a t` .. apJr �'r.�,s� e � •� 7,�c � � a � � J ;'V i71 +i Val GCT° - -� Y _..�•7 1� { � Y �' ^ �1 Ci` V�� y:.,r � 1 . s �g. -J�zti' s ,•-i: � :`! Y � 4 f f6'i� '3 T '''�"..d _ al'-{�. '. • Q � _�. + .�,a smr. 'v �' r`4>i:l i ? i f l �? + -��s , syJ E'. � t... -. 'r � $ � �_t�, ,u� + _Y� M : 1 t : AA VID 7tr` �I s��i cl ♦ �SfJr ! t� r +t -t, r :F'd1 s k•,� tl9 E) •'.a '('a.! . S V' f ��a + [r " �` -ps sx.� �1�^ -7'%+ �•�y - �' y' t � � r'' a° '' - ;f;? p� :s•'r .h - •� wif"`ta L'r+n , .t31� n • ' � y �p'��• ;� - `u � _ fsr t: ads `�'i •� Al { . -�— _ • —t. ='''. i=2 ` ' Alm }vim'.. Ali: i art • {rl t _ .a'.i'-�cr `�' : � '. :wr,a =il • —.�,�j� .. yr — :mss,. _,r.- ._+S'+_ _s___'.tt_ _= i id i��}p a "• 1 �£ w. ._:Z Ma .r f'u'Yl" t f' K,�. K • �i ti }_ , tP`J , 3 nea :f 171WIM�j .s x - 8.�.'"J„L•S?; 7„ �+j �y. ,j-• -'.� v Qd !`t't. f b II y ? : t''` b 4 11 !�R t— • :,�• hY � 'C5 i� r :i � a � , • 2 1 fit- t � v''i .��� W/ 7•a �!'• Ec � b"k�,�E _ 'r ak Igg' .r � f' � �" h s ( II �� I t s cr ea. � x � y.•i' k��� ��'E�r G . -• 1 ( 'aka �`� _ .11 f• .: d e s r � i �` �' -.., ;.. �> E II y 4, I .,fly'f,oY r ww= ] a `kx.:x}D ey}gt I .•III "1 r +•S �.' v: li V41 i, sl ?.'WO°J ;`7:.. -,(..y S i �, r. •J:.9• (p r�$;i. tt n �r ✓r �I a% I ♦I' j .i �( �/j°` r ♦ fit" .f��'Sfaa VQJ p '- .. :� ._ ' : rt L 4t.'� ; >a a �9" g• Jai I ( lv sr b'r� `' a _ _ ' � -" � '�,�."+,� I - %` • 'c`'�I �`I�' ` �' ' �.4i��.r a c �� �Y +s• - 6.�R�.�4�z ?���x�r' a .a �a, � d � : tl `J XW- ii rh ate'. :7,; •'si.�' ,,5 -�l?; ! bC "7. ', .x _} tf� 7.� fit( _» +.s yI .¢ _ 1 gpic •:`'' •d,. 'sN .i ...tlJ.J, t� •'.r w.L 7 / - --- a^'" .{: t k ro� i� 333 OO Ob! j sl b c t n Jl r. T � e�• y �,*i, r zb- - �` I Z � e �s. � � rilG M�� }a�' ;'� t I f a ,'. 4 fet ,t*e� >• a'3i'_ Y ♦-.: tl��l t s 'M1 r 1e._ ,..,yp.- 8 W ! ¢ . - .• � r?'X � + s � -� 3 4�g � .y Hdu � _ .s � e 1DS :: •. r .->: r 3/7N3 � r t 1 & ''� w •vq.F .r J OF- u��� i it*i 9 t•���� :.n, `iZ i;•�li . �' �� .c :� f ;�`r!t� .4• � j. � ' I 2 �fI�Tv Be" i t Jl •? at x.! - - - -c == .M•r dal C J n t't `I;• f. r t ov - ' -t+. Ems' � r ( 'b'. :2••. �rjr :'r � t•> _ yOrj `s`° .�, °' '��, � ` � � ���A ,�. u`•t'' � ' "�i�" f °.t '8e W i ` 4 - `•6��: • �+' i =cy 'r�� =a ��+`+ s� r '�` t{ l •'y ���I•'fe� �' �I lell 2l �� n' �? � r d 191 its + ' �. :: ?�} �j, .. 'e'er -= :a.':0 ` : :�, ° `:_ .. ,: r 1, •�.. '4 "q� :� -�� ;' :�1, ' '}�' aii ~ _r� RIVERSIDE COUNTY, CALIFORNIA 77 TABLE 11—Soil and water features �ence of an entry indicates the feature is not a concern. See text for descriptions of symbols and such terms as "rare," \ "brief," and "perched." The symbol < means less than; > means greater than] Hydro- Flooding High water table Bedrock Soil name and logic map symbol group I Frequency Duration I Months Depth Kind Months Depth Hardness Badland: BA. Borrow pits: B P. Bull Trail: BtE --------------- Ca'on: C e D--------------- I Caton Variant: Cb D --------------- Carriro: CcC --------------- Carsitas CdC, Cd E, C hC, C k CfB ---------------- Carsitas Variant: CmB, CmE--------- Chuckawalla: Co B, Co D, C nC, C n A, pB, CSA____ - -------- - - - - -- Fluvaquents: Fe----------------- Fluvents: Fe----------------- Gil G a a A , b B, Gee Gc, fA____ G avPel pits and dumps: Impenal: IeA ---------------- IfA ---------------- ImCr: Impenal part----- . Gullied land part. Impperial: IOC r: Imppe�rial part ------ Gulled land part. Ind* Ip, s- ------------ Ir- - -------- - - - - -- Lithic Torripsamments: L R r: Lithic WoTrn-psamments par ck outcrop part. B A A A A A C B M D A/D D D D 0 41 Ft None - - - -- - - - - -- ------ - - - - -- >6.0 -------- - - - - -- ------ - - - - -- >60 None - - - - -- -------- - - - - -- ------ - - - - -- >6.0 -------- - - - - -- ------ - - - - -- >60 ---- - - - - -- None------ -------------------- - - - - -- >6.0 -------- - - - - -- ------ - - - - -- >60 ---- - - - - -- Rare------- -------------------- - - - - -- >6.0 -------- - - - - -- ------ - - - - -- >60 ---- - - - - -- None------ ---- ---- -- - - -- ------ - - - - -- >6.0 -------- -- - - -- ------ -- - --- >60 - --- - - -- -- None-------------------------------- 2.0-4.0 Apparent - - - -- Jan - Dec - - -- >60 ---- - - - - -- None------ -------- - - - - -- ------ - - - - -- >6.0 -------- - - - - -- ------ - - - - -- 6-20 Rippable. None - - - - -- -------- - - - - -- ------ - - - - -- >6.0 -------- - - - - -- ------ - - - - -- >60 ---- - - - - -- None--------------------- ------ - - - - -- >6.0 -------------- ------ - - - - -- >60 ---- - - - - -- None------ ----- ---------- ----- - - - - -- 3.0 -5.0 Apparent----- Jan - Dec- - -- >60 ---------- Frequent --- Very long_____ Apr-Sep ---- 0.5 -2.0 Apparent_____ Jan-,Dee---- >60 __________ Occasional__ Very brief - - -- Jan - Dec - - -- >6.0 -------- - - - - -- ------ - - - - -- >60 ---- - - - - -- Rare ------- -------- - -- - -- ------ - - - - -- >6.0 ------- - - - - - -- --- --- - --- -- >60 -- -- - -- - -- None------ I ------ ----- --------- - - - - -- 3.0 -5.0 Apparent--- -- Apr -Oct -- -- >60 ---- - - - - -- None - - - - -- -------------------------- None------ -------------------------- None------ -------- - - - - -- -- ---- -- - - -- None------ I ------------- - I -- ---- - - - - -- None --- ---- --- ---- ---- - - -- -- - - - - -- ---- - - - - -- None______ _ _ _� None-- ---- I -- --- ---- - - - - - I --- - - - - - -- >6. 1.03.0 0 >6.0 1.5-5.01 >60 Jan - Dec_ - _ _ >60 -------- - - - - -- ------ - - - - -- >60 Apparent____- Jan- Dec____I >60I >6.0 -- --- --- - - -- --- - - - --- 1 >60 1 ----------- 3.0-5.0 Apparent_____ Jan- Dec____ >60 __________ >6.0 1----- --------- I------- - -- - -1 1 -10 j Hard. 0, ?8 SOIL SURVEY TABLE 12. —Soil and water features — Continued Soil name and map symbol Hydro- logic group Flooding High water table Bedrock Frequency Duration Months Depth Kind Months Depth Hardness Ff Iw aBMaD----- - - - - -- EP None - - - - -- -------- - - - - -- ------ - - - - -- >6.0 ------- - - - - - -- ------ - - >60 ----------------- None - - - - -- •---- -- -- - - - -- -- ---- - - - - -- 1.5 -5.0 Apparent - -- -- - - -- Jan- Dec - - -- >60 ---- - - - - -- ---- - - - - -- Niland: NaB------ ----- - - - - -- NbB----------- - - C C None - - - - -- None ---- ---- - - - - -- ----- - - - - - -- >6.0 •- ------ -- -- -- Apparent_____ ------ - - -- -- >60 ---- - - - - -- - - -- - - - - -- - - - -- --------- -- --- ------- 1.5 -5.0 Jan- Dec____ >60 --- -- - - - -- Omstott: OmD---------- - - - - -- C None - - - - -- -------- - - - - -- ------ - - - - -- >6.0 -------- - - - - -- ------ - - - - -- 4-20 Rippable. Or': Omstott part - - - - - -. Rock outcrop part. C None - - - - -- -------- - - - - -- ------ - - - - -- >6.0 -------- - - - - -- ----- - - - - -- 4-20 Rippable. Riverwash: RA. Rock outcrop: RO. RT1: Rock outcrop part. Lithic Torripsamments part. D None____ __ ___ ________ _ __ _ __ ___ _ _ __ __ >6.0 _ --------------- _ 1 -10 Hard. Rubble land: RU. �alton: Sa, Sb------- -- - - - --- D None - - -- -- ------- - - - - - -- -- ---- - - - - -- 2.0 -5.0 Apparent - - - -- Jan- Dec -- -- >60 ---- - Soboba: - - - -- Sol), SpE------ - - - - -- A None - - - - -- -------------------------- >6.0 -------------- ------ - - - - -- >60 ---- - - - - -- Torriorthents: TO 1: Torriorthents part. Rock outcrop part. Tuju ngga: TpE, TrC, TO- - - - - -- A None - - - - -- -------- - - - - -- ------ - - - - -- >6.0 rnls mapping unit is made up of two or more dominant kinds of soil. See mapping unit description for the composition and behavior of the whole mapping unit. parent; and the months of the year that the water table commonly is high. Only saturated zones above a depth of 5 or 6 feet are indicated. Information about the seasonal high water table helps in assessing the need for specially designed foundations, the need for specific kinds, of drainage systems, and the need for footing drains to insure dry basements. Such information is also needed to decide whether or not construction of basements is feasible and to determine how septic tank absorption fields and other underground installations will function. Also, a seasonal high water table affects ease of excavation. Depth to bedrock is shown for all soils that are underlain by bedrock at a depth of 5 to 6 feet or less. Oa vor many soils, the limited depth to bedrock is a part f the definition of the soil series. The depths shown re based on measurements made in many soil borings and on other observations during the mapping of the soils. The kind of bedrock and its hardness as related to ease of excavation is also shown. Rippable bedrock can be excavated with a single -tooth ripping attach- ment on a 200 - horsepower tractor, but hard bedrock generally requires blasting. Formation, Morphology, and Classification of the Soils This section contains descriptions of the major fac- tors of soil formation as they occur in the Coachella Valley Area, a summary of significant morphological characteristics of the soils of the Area, an explanation of the current system of classifying soils by categories broader than the series, and a table showing the clas- 0 0- RCFC &WCD HYDROLOGY MANUAL REFERENCE PLATES gl: L J r � NO E 04 J :or. 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ICAN {A MUVR�AHi - ... .. ` .. -•,l�S ti, - J!. -i'SY M016A ar :J l L ACM 1i [In[2 I 1 f E.... 1 ^.:�'�' "�/' �.:.`- ( :,�•a�'. +.�'r I 1:_fORNfa m�! i. l� `s • -{ ��. _ i� AA 97 RTINE- �T' /'� Ts ..Ut- lvCl'ltar'fd• }197 Z Z5 CAHLI:L ' IN DIAII`,f(f YAYIQTI / S- - `�' " -'L�'� - !F) '1 �f`Y,' �. -eoP► u 'll — -};,r •.�,., _...._— __._ —_ •-•s' ] ::..._. -1 --- Yr.:,¢ - -�1'S�•,.J„ �,:� .mod ----\ _. .._. — Y ---i - .µ,al - r/ yi,y _ 1 nld. !- - - rr, .i i - }w:, " ,f'�✓'a : �. :- r [' _ - r�I.AQ V C` _ ` G.`R "\ '(J„(.y, i! TORR!$4Ai3FE t / ;+a ✓•� y Z. - Y Y Z .r9• J..' _ _ _ •Y..LJ 1�.•• ��- I(Y,' p� f y •'1 � ••: .,.,� f. �ri r RIVGR4^ . ^.OI: ' - +�. 'i .�_J ..Y� 1" ,:!:t_• kIVEF ;UI.`!;(, i Ve l:er y, A�- U 6G i:, • } =' :`;;` tires RIVERSIDE COUNTY FLOOD CONTROL !s. a_ v,A• "�" '�!� +s r `.� • WATER CONSERVATION DISTRICT CT i 1 ' , r. , rn IOC -YEAR -HOUR gAl�rleAf. Iris' VATQp L ? �.(i l I /• -. �o ?f i u.•t� ;.:. -', l _ PRECIPITATION �°T� _ - `�'.,,.: ll / k ✓F.IJNUNktInNAi' �,_ - �-!'r'- .. --�-,r -- X4;eC!: - •t - -a K -j.. 4y n �' :9" \' . .,r'. -' � � _ -- ----:af' �i fir....:. � •::•.. -. d::: Y lj _ j : =. ^y �, ^.�,,_ ('�%' `{ '0 ,. :f .. ib r 2P crw6u� i 'vim« tn4' :q� A ' • RAE 3_'''R 3 , . .z': �: }.. ' `D: �- `— _ , .. °° o... oe.W. • INSTRUCTIONS FOR SYNTHETIC UNIT HYUROGRAPH METHOD HYDROLOGY CALCULATIONS A. Synthetic Unit Hydrograph Development 1. On a USGS topographic quandrangle sheet or other map of suit- able scale, outline the proposed drainage system and outline the area or subareas tributary to it. 2. From the map of the drainage system, determine the following basin physical factors and enter them on Sheet 1 of Plate E -2.1. A = Drainage area - square miles L = Length of longest watercourse - miles Lca = Length along the longest watercourse, measured upstream to a point opposite the centroid of the area - miles - H = Difference in elevation between the concentration point and the most remote point'of the basin -feet S = Overall slope of longest watercourse between headwaters and concentration point - feet per mile (S = H /L) 3. Determine lag time using Plate E -3 or the following expression (See Sheet 1 of Plate E -2.1): Lag (hours) = 24n [j�_Lca] (•38) Sli where: n = The visually estimated mean of the n (Mannings formula) values of all collection streams and channels within the watershed. 4. Select a unit time .period. To adequately define the unit hydro - graph the unit time period should be about 25- percent of lag time, and never more than 40- percent of lag time. For ease of calculation, the unit time should match the times for which ,pre- cipitation patterns are available (Plate E -5.9). Also see Sheet 1 of Plate E -2.1. 5. Utilizing the S -graph applicable to the drainage basin (Plates E -4.1 through E -4.4), determine the average percentage of the ultimate discharge for each unit period. In reading-the percentage of discharge from the S- graph, the average ordinate over the time RCFC IS WCD J- JYDROL O GY JMA NUAL 0 • 4. For 3 and 6 -hour iiarati_on rate is a constant defini time period. For 24 -hour function below to compute time period: storms assume the weighted average loss zg the maximum loss rate for each unit storms use the variable loss rate the maximum loss rate for each unit 1.55 FT (inches /hour) where: C = (F - Fm) /54 = C (24-- (T /60) ) + Fm F = Adjusted loss rate - inches/hour (as previously defined) T = Time from beginning of storm - minutes Fm = Minimum value on loss rate curve - inches/hour (typically 50 to 75- percent of F) The time "T" used should be from the start of the storm to the middle of each unit time period, i.e., for a unit time of 30- minutes the maximum loss rate would be computed for T-15-min- utes for period one, T=45- minutes for period two, etc. Enter the maximum loss rates (constant or variable) on Column 22 of Plate E -2.2. 5. Compute the low loss rate.for-each unit time period where the maximum loss rate exceeds the rainfall rate for that period. The low loss rate should normally be 80 to 90- percent times the rainfall rate.. See Column 22 of Plate E -2.2. 6. Compute the effective rainfall rate for each unit time period by subtracting the loss rate from the rainfall rate. See Column 23 of Plate E -2.2. Be sure to use the low loss rate where the maximum kiss rate exceeds unit period intensity. 7. Compute the flood hydrograph using one of the following two methods. Do not use the simplified method until the long form method is thoroughly understood: (a) Long form method (use Plate E -2.3): (1) Multiply the effective rainfall rate for the first unit time period times each synthetic unit hydrograph value to determine the flood hydrograph which would result from that rainfall increment. (2) Repeat the above process for each suceeding effective rainfall value, advancing the resultant flood hydrographs one unit time period for each cycle. RCFC Ik WCD 1- JYDRO! OGY J\/JANUAL 0 • 0 EXAMPLE OF SIMPLIFIED METHOD OF FLOOD HYDROGRAPH COMPUTATION 9 Flood 7 Hydrograph 9 7 �2 3J 2 4] 7 7 Effective Flow 17 Rain cfs 14 In /Hr 17 [2: 1] — 2] Separate Sheet 21 L2 Plate E -2,2 24 del 26 .13 10 31 .21 54 38 .23 145 45 .22 254 50 ,35 343 ' 64 .40 430 Unit Graph Values 85 .48 545 Listed in Reverse 109 .53 680 The position of the unit Order 158 .77 827 graph. values on the sep- 257 1.17 1037 arate sheet in this exam - 479 1.06 1344 ple gives the value of 515 .17 1615 1188 cfs in column [24] 288 1579 . To get all of the values 78 1188 for the flood hydrograph 758 the separate sheet must 513 moved from the top to the 382 bottom of column �23] . 300 Start with 78 adjacent 241 to .13 and finish with 9 202 adjacent to :17. The 172 flood hydrograph ordin- 145 ate for any position of 124 the separate sheet is 107 the sum of the 94 .products of all adjacent unit 80 graph and effective rain 67 values. The computed 58 flow value is entered 48 opposite the bottom unit 36 graph value (78 in this 32 case) for any position 30 of the separate sheet. 27 20 11 2 R C F C W C D SYNTHETIC UNIT HYDROLOGY J\/JANUAL HYDROGRAPH METHOD INSTRUCTIONS 0 \6 INSTRUCTIONS FOR SHORT CUT SYNTHETIC HYDROGRAPH HYDROLOGY CALCULATIONS 1. Determine drainage area and lag time. Use Steps A -1 through A -3 on Plate E -1.1. 2. Determine that the area is suitable for development of a Short Cut hydrograph, i.e., the area is no more than 100 to 200 -acres in size, and lag time is less than 7 to 8- minutes. 3. Select a suitable unit time equal to from 100 to 200 - percent of lag. Normally, 5 to 10- minutes for 3 and 6 -hour storms, and 15- minutes for 24 -hour storms will be adequate. 4. Compute effective rainfall rates using steps B -1 through B -6 on Plate E -1.1. 5. Compute flood hydrograph ordinates for each unit time period by multiplying the effective rainfall rate-(inches per hour) times the drainage area in acres. The resultant values are discharge in cfs. 6. The three hour storm peak discharge should normally compare well with rational peaks. If adjustments are necessary, use a shorter unit time period to raise the peak, and a longer unit time period to lower them. RCFC Ik WCD HYDROLOGY MANUAL PI ATF P -I 7 • • 0 R C F C 8t W C D HYDROLOGY MANUAL SYNTHETIC UNIT HYDROMAPH METHOD Basic Data Calculation Form Project Sheet Ch Checked DOte Dote PHYSICAL DATA 111 CONCENTRATION POINT 121 AREA DESIGNATION C31 AREA -SO INCHES [43 AREA ADJUSTMENT FACTOR, 153 AREA -SO MILES (133 *143) 161 L- INCHES 171 L ADJUSTMENT FACTOR 181 L -MILES (C6 Js C7 J ) 193 LCA- INCHES 1101 LCA -MILES (171 *C91) 1113 ELEVATION OF HEADWATER 1123 ELEVATION OF CONCENTRATION POINT 1133 H -FEET (C11J -1127) 1141 S -FEET /MILE (1131/[8]) 1153 S**.5 1161 L *LCA /S* *.5 (181!1101/[153) 1171 AVERAGE MANNINGS 'N' 1183 LAG TIME -HOURS (24 *1)73*C16J **.38) (PLATE E -3) 1193 LAG TIME - MINUTES (609[18]) 1201 25% OF LAG - MINUTES (.25![19]) 1213 407 OF LAG MINUTES (.40!1191) 1223 UNIT TIME - MINUTES (25 -40% OF LAG) RAINFALL DATA 11 SOURCE 123 FREQUENCY -YEARS 131 DURATION- 3-HOURS 6 -HOURS 24 -HOURS 141 POINT RAIN INCHES 151 AREA. SO IN 163 153 ZCST 171 AVERAGE POINT RAIN INCHES 18] POINT' RAIN• INCHES 191 AREA SO IN 1103 C9J iL9T 1111 AVERAGE POINT RAIN INCHES 1123 POINT RAIN INCHES 1133 AREA SQ IN 1143 1133 Zl3T 1153 AVERAGE POINT RAIN INCHES 1151- 1171- 1191- 1 C I 1 J- 1C 1 31- 11153 11163 AREAL ADJ FACTOR (SEE PLATE E -5.8) 1171 ADJ AVG POINT RAIN (1163* C7J,ETC) 0 I• 0 R C F C & W C D SYNTHETIC HYDROLOGY MANUAL UNIT HYDROGRAPH METHOD Project Unit Hydrograph and Effective Rain By Dote Calcuiation Form Checked Dote e C13 CONCENTRATION POINT 123 AREA DESIGNATION C33 DRAINAGE AREA -SO MILES C43 ULTIMATE DISCHARGE - CFS - HRS /IN c645*C3]) CS] UNIT TIME - MINUTES C63 LAG TIME - MINUTES ET3-UNIT TIME- PERCENT OF LAG (IOO*CS] /C6]) C83 S -CURVE C93 STORM FREQUENCY C DURATION YEAR- HOUR [103 TOTAL ADJUSTED STORM RAIN - INCHES [113 VARIABLE LOSS RATE (AVG)- INCHES /HOUR [123 MINIMUM LOSS RATE (FOR VAR. LOSS) -IN /HR 1 1133 CONSTANT LOSS RATE - INCHES /HOUR 1143 LOW LOSS RATE - PERCENT EFFECTIVE RAIN LORD UNIT HYDROGRAPH HYDROGRAPH [157 UNIT TIME PERIOD M 1163 TIME PERCENT OF LAG [739[157 CIT7 [183 CUMULATIVE DISTRIB AVERAGE GRAPH PERCENT OF PERCENT ULTIMATE C1731-073w4)147*118] DISCHARGE (S- GRAPHI C19] C203 1213 1221 E233 C241 NIT PATTERN STORM LOSS EFFECTIVE FLOW YDROGRAPH PERCENT RAIN RATE PAIN CFS FS- HRS /IN (PL E -5.9 IN /HR IN /HR IN /HR too 6000][20 ) C21] -C22] MAX LOW n� ATC C -7 i I• io HYDROLOGY MAPS ; I --- - ---- - - - - - - - I ; " . ., 93. . ---- I - - -- ­ 1, - . I ". . � . - d - . I -l- I I-- - t I '�' 1, ",:, 1 ' I/ -� \" � 9a? r ...... . " --- - f t ; . - I .� - � . I : 906 : : 881 i I 1, , , .. ! " i i i ' I . ... .. �, 1� � "- . -.�." P . � I % f , �' ' : "' ­ I � I -1 f , : �':' 1. � .' I- � 1 90.2 i I , -, . � 1�1' " .*I"'-- I ", , -�,K - I -1 : ' - ' , 1, I % 1 .. , j , 1 - � I-- .. " � "..' ,'� ". \ - . - ..... . . . 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'. / � I _ , _ . .\ . z ; 11 - t � - I I t'; .bl - t � I : � , : t �' - - / � I I ; ; . - I ' � ; $" 11 � ow 4i 275 : , I .1"ll . I - I L 0 I I 1� I 1 �1� 811.2 � ! � " I • � . �k I �� � -_ ; ! t '/ ' ..' lqo . 'j .1 z' '-- �-- rrl ; -, .r! 11 " �' / , � 1, 108 11 " 274 : , it 85.4 .. 8415 1 ' ' - � .. i -�-� I • I � � � 'i I i I ---- • 857 "f ;' ��"' 1 1 1� � ---- - - ------ 107 1 m ; I . .1 I � I 00 53 : m to "I I 100-YEAR PONDING LIMIT � - A . &; I 0 � .';� " �l , - , - il. I I � 11 : I � 712 : I I .' ! t % ; - 258 1 1 1 r .1"', ,l " I 1� -- 14Z 1 � � ��' I , > - I , ,, T 257 '� " ,,- % I z I m I � , is , '', -.. - --- ­.- ", . 1. . I i sees 0 _­­-"?�- �Ll 71 I W I 0 11 !, k � 0 0 -1 '�� ) '� v l:.. I . � SFR-40k 113 - -i �' � 0 5 "� , ' L � ,L' . *1 I I 26 - 0 �� - / � -.0- , " I .. 259 ' I � 65.3 ' 1'1 I � - .. I - I . L , Ic - w ; � t " 43 00 -� - :1 ; It (��.'� ""L,___. $OIL GROUP B . �. -,\ - I I 1- ki ;: - . I , c' I , I g I 00 w I 11 f : : " _ \ 4 , I � L ; t i� :1 ' 12.735 AC i 4 ) ; 260 0 . 0 �;'-!'-"r "� i+, ; 81.7 ; ' -'-' 4i : , , ---- w I I . - � ' 4 1 * 1 114 82j 1 & (i )l . 81.9 I Ill --------_ 3: 0 / � 1 - � 'L p . I L �' , --� I I' I • • 0 � - " 84.8 . ' �'\��' � - . GR - : . - Ili a co 00 :'� �. � : t .. - �\��" , - L wl I . � 'It ". . --_ �' . 11 �. % 2.4 - .. I - " .1 � 115 - � i '- LL - 00 � I(- � 11 : . ". '. - 1, I .' � � I � ' " '/N--l---�6/'li`\l 11 I I I � L - �\' \N' � '-�'j --� ! I - •-0 -ft.ft__> 46 0 SFR-40k I '� � , I i H � t\ . \:\ . , � : . ----� � ' I I - , \ 273 ....�. I , - o" " ' ,-----/' I I � I I � -1 ' �-"�"' 1� � - - 1\ < 0 SOIL GROU � , I 111. I ---------- --- - 0 1 1 �L � I �' - i -R�l I : 1- I ;;:;; -----_-�- ---------- � , : L �f *'; � ; .' , 1 116 � " f I � � . , � .� 4 1 . I � 11 '�,a?- *81.6 � ; -.- '; ", QZ' : I : I i . -. 81.9 % I 1 118 ; .' � � , '. 256 0 10.761 AC . --l""' � �i. �j "" 1: I : : .0 -. 3icL'e '---"�� 84.8 1 � 1: J-� � I 19L 124 117 1 . I .1 1. ; , . I 0 1 �-' 85.3 "---ftll I -. q I � � �v o"' s ,� 1� \ � I I � "I!-l- I �:� -/ 11 Co / 54 " � ( i : 1; I � -� � 1. '. - : ---- - � I � *1 I I 1 J� � 82i i, 81.7 ' " . , � I x ' � ' a . I I � : ' . � , i ...j;� I ., �� '� --- � \ 15 ' I I t . . I t I � . sees :� . I , i 27 123 . � � 1. : I . ; -� • / 2 I I � 11 11 �' ' si.8 . . -' I . 000000 I L -� . I , , . .1 I I '. : 1� �i! ' -., .. - I 261 ose'- 42 < �' � I'll 0 I I � 1, �: � i I � :�l <L . . . :� i - 11 " NOTE: 1 -ACRE LOTS ON SEATTLE sLEw5 WAY � 11 ' ' . I aj.!i I - . I I . � �' - . I .- t. . " I : 81.8 t; 122 , ` % I ' I �- , AS "t, � ��-'------ ."" '-� 11 t � .. i� I - . ' �" � � 70 1 � � - ';l - . I AND 9= ALEX WAY WILL NOT REQUIRE - " � L I . � ... � ' L " " .- �'. '� " '! , . I-- I ;�c . , .1 . � I ) � ", I - t v - -%" I , , � . I - I , I I VI! I I ,_( " '�� �� -.1-1.--.., / l/' """" . I - 1. ,I 0 11 t ; DRAINAGE AREA I A AREA 2 24 -HR RUNOFF SOIL GROUP A: SFR-40k 1 1.700 0 0.13 SFR-20k 9 9.202 0 0.88 SFR-10k 1 10.425 1 1.18 OFFSITE STREET 3 3.207 0 0.93 1 SOIL GROUP B: SFR-40k 1 10.761 1 1.18 SFR-20k . 3 38.860 5 5.94 SFR-10k 0 0.999 0 0.19 RETENTION 5 5.358 0 0.44 OFFSITE STREET 5 5.668 1 1.71 - . • CLUBHOUSE 6 6.496 1 - - TOTAL 9 92.676 1 - RETENTION BASIN 1 1A RETENTION BASIN CAPACITY (4.9' ETEM 14.07 AC-FT 100 -YR WATER SURFACE ELEVATION = 478.9 • ! l< -- . � I- - %,- 1--l- -1. 11. zoo 272 -j ._ - I.NDIVIDUAL STORM RUNOFF RETENTION FACILMES --- .' "'--' -'-'l..'t - ." - I I I � z . I ", - '-'.__.'_r '--- -... ? --vi \1 .- -,!��...��;�.,-�,�7,-..-;.,�.".��-,".-.-,�-:��t-l�--� I...-"------.- -----.-..-- '-'L., L�� -.1-l'-:-----/ -'-- --" -"-- . , . � "i'l 1-11 11 1111 I I 1 6 � __', _ 1�. .� ----, 0 1 120 . . : .".-.-.,-,-..-", . I I I - - -=� . I 111Q 14 - -t ; ' 255 . 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I I DRAINAGE AREA 2 AREA 24-HR RUNOFF SOIL GROUP B: SFR-40k . 12.735 1.40 SFR-20k 53.426 8.17 SFR-10k 32.471 6.02 RETENTION /GOLF 5.741 0.47 OFFSITE STREET 2.460 0.74 1 TOTAL 106.833 16.80 AC-FT RETENTION BASIN 2A RETENTION BASIN CAPACITY 5 DE P1 15.88 AC-FT 100 -YR WATER SURFACE ELEVATIO = 464.5 RETENTION BASIN 2B RETENTION BASIN CAPACITY (4.6' DEEP 7 0.94 AC -FT 100 -YR WATER SURFACE ELEVATION = 464.5 .BOTH BASINS INTERCONNECTED AND EQUALIZED. TOTAL INTERCONNECTED BASIN CAPACITY 16.82 AC -FT - 68 I: 264 < - - I I . r Z � - / - -� I ll. . " : I I . ' \ ! T I 1 265 -I--, - '\� 1 137 - - 11 '. I 0 1 269 --1 ---_ ----- \ --i-1 �11 �'A 11 �� � 2 - I < � . - 38 30 '. - ; � lk: I 1, T21, 1 - / ----_ \ - - - -) � I - t 262 i 33 <F ----� IMACBETH STREET - I I - �.. ll�, V I I -1-""i"`-i,iiiii - -11 34 32 //-\ X 11 z-;�� t- . : -- .1 � - -, 1 37 31 . !; " - --A Hepo CIP I ,- I of 36 35 I-- .kll � - - -- - - - �iI I .�...['. 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I %, \ it 233 . I I . \ ' ----\ I � -, 1 14". SOIL GROUP B % ' " - SOIL B 1 156 \ \. I /11 - - - ll�- I v �" 6.496 AC � IX 53. 26 AC � 6 154 162 1 1 \� � LAND USE TYPE DELINEATION • I --'� � . I 215 �� \ / ' � 153 1 ET NTION I t -.- 1 214 IN] I N 2-A ", - - . � �' �'-'Z� -.�.�';� SOIL GROUP BOU i--' �-- 1 2' , 213 \ 201 191 \�\ I I \ � I I . ---� ��"' -.=,: =-=- .. - �' ( 0 \ - - I ; - 202 18 - -11 11- ":r��� 212 -- WSloo = 464.5 1 , I! As I 11-1 .11, '11� 234 '�---' I � ) 190 \ 178 \ - il,, - --- -- 1.11 \ \ BOTTOM = 459.5 i - I -- \ \ 1 157 ... /-- - - - - -- I -, -.- - i I-- 1-1 / \ (; . -)'�-t .11 w !�- � - - - - - - - -- \ ) 11 - ----_ ----� \ W I I ---"",) 111; ... , .. �� \ % I I- . - -- .. (; . -'.. I-- - - '. " , Ill -I- \ - ---- I'! i , T- ,o�,r l-" "I -- - -" 1-1 z \ 'l � \ I I I I I � 7 11, I- WATER LOT q? Gv -- -� \ \ � \ \ . , f. I., cl) / STORM CAT COURT F P [' / . 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" :' � � .,--..-., .-,--, - 7 � - I 799 ' '� ----- l ', t 77�-d-`-'4�,%� '477-- ---� ---- ' . " . , -, - -11 , -, -� 4� * "'� -�" , t� - " � .� . , 4r� . - - --- 1 )" ,:-'L-'- -"��. - , � - --, � ' "I -- - '. - ��' - , - ".':7'� � � " - � ,- .. -� �i , , - ...1 , - , - , .,--,..'.-,.,. ", .:�;' I. -- ..---. - --,-,.-.--/ � � -- T� " , - - It I ` � .' . ":::, -- /- . . -- -.-. � -- � '� . " )� I 1; � I " -- - - -- I - � . �. -, .' - '�� ) '15s- ----- I ------ : ; - -- - -- -- IIIIIIIIIIIIIIIII IIIIIIII11=111111 ���� -- -- tkN 41t� �V Prepared By: Endo Engineering September 2004 Endo Engineering Traffic Engineering Air Quality Studies Noise Assessments September 22, 2004 Mr. Rod Grinberg Trans West Housing 9968 Hibert Street - Suite 102 San Diego, CA 92131 SUBJECT: Griffin Ranch Specific Plan and Vesting TTM 32879 Air Quality and Noise Impact Study Dear Mr. Grinberg; . Endo Engineering is pleased to submit this evaluation of the air quality and noise impacts associated with the Griffin Ranch development in the City of La Quinta. The project site is located on 199± acres located east of Madison Street and south of Avenue 54. The proposed Griffin Ranch development includes the development of up to 305 single - family residential dwellings in a gated community with an equestrian center. The proposed project is expected to be completed by the year 2008. The methodology employed to assess the impacts is consistent with the requirements of the City of La Quinta and the South Coast Air Quality Management District. The report details in graphic and narrative form: (1) existing ambient air quality and noise conditions in the project vicinity; (2) future conditions with and without buildout of the proposed project in the year 2008; and (3) specific .mitigation measures designed to substantially reduce any significant impacts identified. We trust that the information provided herein will be of value in your review the impacts and conditions of approval associated with the project. Should questions or comments arise regarding the findings and recommendations herein, please do not hesitate to contact our offices by telephone, facsimile or electronic mail at endoengr@cox.net. We look forward to discussing our findings with you. Sincerely, ENDO ENGINEERING Vicki Lee Endo, P.E. Registered Professional Traffic Engineer TR 1161 28811 Woodcock Drive, Laguna Niguel, CA 92677 -1330 Phone: (949) 362 -0020 FAX: (949) 362 -0015 AIR QUALITY AND NOISE IMPACT STUDY GRIFFIN RANCH SPECIFIC PLAN AND VESTING T.T.M. 32879 EAST OF MADISON STREET SOUTH OF AVENUE 54 CITY OF LA QUINTA September 22, 2004 Prepared For: Trans West Housing 9968 Hibett Street - Suite 102 San Diego, CA 92131 (858) 653 -3003 Prepared By: ENDO ENGINEERING 28811 Woodcock Drive Laguna Niguel,,CA 92677 Phone: (949) 362 -0020 FAX: (949) 362 -0015 E -Mail: endoengr @cox.net Table of Contents Section Title Page 1.0 EXECUTIVE SUMMARY .............. ............................... 1 -1 - Air Quality - Noise 2.0 PROJECT LOCATION AND DESCRIPTION ..................... 2 -1 - Project Location - Project Description 3 .0 AIR QUALITY ANALYSIS ............ ............................... 3 -1 3.1 Existing Air Quality ................. ............................... 3 -1 - Air Pollution Fundamentals - Regional Air Quality - Local Air Quality - Existing Sensitive Receptors - Local Sources of Air Contaminants - Regulatory Setting 3.2 Air Quality Impact Analysis ...................................... 3 -21 - Impact Significance Threshold Criteria - Short-Term Construction- Related Impacts - Long -Term Operational Impacts - Relevant Planning Programs - Cumulative Impacts 3 ..3 Air Quality Mitigation Measures ............................... 3 -31 4.0 NOISE ANALYSIS ..................... ............................... 4 -1 4.1 Existing Noise Environment ................. ............... 4-1. - Fundamentals of Noise - Harmful Effects of Noise - Community Responses To Sound - Land Use Compatibility With Noise - Current Noise Exposure - Noise Sensitive Receptors 4.2 Noise Impact Analysis ............................................ 4 -12 - Significance Threshold Criteria - Short-Term Construction- Related Impacts . - Long -Term Operational Impacts 4.3 Noise Mitigation Measures ....... ............................... 4 -20 - General Methods to Reduce Noise Impacts - Specific Recommendations APPENDICES A. Air Quality Appendix B. Noise Appendix 7 List of Figures Number Title Following Page 2 -1 Regional Location ...................... ............................... 2 -1 2 -2 Vicinity Map ............................... ............................... 2 -1 2 -3 Site Development Plan .................... ............................... 2 -1 3 -1 Ambient Air Monitoring Stations Operating During 2000 -2002 (Salton Sea Air Basin) ..................:......... 3 -4 3 -2 Annual Surface Wind Rose Summary (Thermal) ................ ............................... .... ......... 3 -10 -3 -3 Coachella Valley Ozone Data ............................... .......... 3 -11 3 -4 Coachella Valley PM10 Data ........... ............................... 3 -12 3 -5 Coachella Valley Blowsand Region ..................................... 3 -14 4 -1 Typical Noise Levels of Familiar Sources .......:.................... 4 -3 4 -2 Speech Communication As A Function of Background Noise Level ................................................ 4 -4 4 -3 Community Noise and Land Use Compatibility Matrix ............. 4 -7 4 -4 Construction Noise ...:................... ...........................:... 4 -12 ii List of Tables Number Title Page 3 -1 Health Effects of Air Pollutants ......... ............................... 3 -7 3 -2 Emissions Significance Threshold Criteria ............................ 3 -21 3 -3 Peak Day Unmitigated Construction.Emissions Estimates ....... ............................... 3 -23 3 -4 Unmitigated Quarterly Construction Emissions Estimates ...... ............................... 3 -24 3 -5 Project Buildout .Operational Air Pollutant Emissions .................. ............................... 3 -25 376 Projected Future Carbon Monoxide Concentrations Near the Intersection of Madison Street and Avenue 54 ............ 3 -27 4 -1 Human Response to Noise Level Changes ........................... 4 -2 4 -2 Harmful Effects of Noise ..................... ....... .............. 4 -5 4 -3 Existing Exterior Noise Levels Adjacent to Nearby Roadways .......................................... 4 -10 4 -4 Year 2008 +Project Exterior Noise Levels Adjacent to Area Roadways .. ......... ... .. ........................... 4 -15 4 -5 Project - Related Increase' In Year 2008 Motor Vehicle Noise ....... ............................... 4 -16 4 -6 Design Noise Levels. Adjacent to Master Planned Roadways Abutting the Site 4 .......................... -19 iii 1.0 EXECUTIVE SUMMARY 1.1 AIR QUALITY 1.1.1 AIR QUALITY SETTING 1 . The project site is located within the Salton Sea Air Basin, which has been recently designated (year 2003) by the California Air Resources Board as nonattainment for ozone and PMio. The violations of the air quality 'standards for ozone are primarily due to pollutant transport from the South Coast Air Basin. 2. The Salton Sea Air Basin has been designated by the U.S. EPA as nonattainment for ozone (1 -hour standard) and as serious nonattainment for ozone (8 -hour standard) and for PM) o. 3. Ozone levels exceeded the state one -hour standard (0.09 ppm) on 14 percent of the days monitored in Palm Springs and 6 percent of the days monitored in Indio. The maximum one -hour ozone concentration measured was 0.141 parts per million (ppm) in Palm.Springs and 0.123 ppm in Indio. This exceeded the federal standard by 17 percent in Palm Springs, and exceeded the state standard by 57 percent. The federal one -hour ozone standard ( >.12 ppm) was not exceeded in Indio. No ozone episodes were declared at either air monitoring station between 2001 and 2003. 4. PMio concentrations exceeded the California 24 -hour standard 4 percent of the time in Palm. Springs and 45 percent of the time in Indio. The maximum 24 -hour PM o concentration monitored in Palm Springs was 108 micrograms per cubic meter (more than twice the state standard). In Indio, the maximum 24 -hour PMio concentration monitored was 309 micrograms per cubic meter (more than six times the state standard) . 5. Although the project site is located outside the Active Blowsand Zone established by the Coachella Valley Association of Governments (CVAG) in the "Blowsand Control and Protection Plan ", the La Quinta Comprehensive General Plan Environmental Hazards Element identifies the project site as an area that is subject to wind hazards. The northwest corner of the project site has been classified as being subject to very severe wind erosion hazards, based upon mapped soils highly erodable by wind or evidence of wind accumulation. The remainder of the project site has been identified as an area subject to severe wind erosion hazard, based on mapped soils that are moderately to highly erodable. 1.1.2 AIR QUALITY IMPACTS The City of La Quinta has recognized that there are certain. substantial adverse impacts associated with implementation of the General Plan that cannot be avoided. Among these impacts are the exceedances of the SCAQMD significance threshold criteria for air pollutants. Attachment B of the "California Environmental Quality Act Statement of Overriding Considerations for the La Quinta Comprehensive General Plan Update" concludes: "For the identified significant impacts which cannot be avoided or mitigated to a level of insignificance, the City of La Quinta finds that the feasible mitigation measures identified in the Final EIR are appropriate and have been incorporated into the project. The City of La Quinta finds the project benefits outweigh the significant project impacts. 1 -1 The proposed project includes conforming uses and all feasible mitigation measures identified in the "final EIR for the La Quinta General Plan Update" have been incorporated into the project as required. Since the exceedance of the SCAQMD threshold criteria was identified in the "Final EIR for the La Quinta Comprehensive General Plan Update" as an unavoidable impact, the air quality impacts associated with the proposed project should be considered less than significant. 1. The proposed project appears to include conforming uses on the project site; therefore, it appears to be consistent with the population and employment growth projections that form the basis of the AQMP and the Regional Growth Management Plan. 2. Construction activities undertaken to implement the proposed project will cause temporary increases in localized emissions and concentrations of criteria pollutants in the project vicinity. 3. Provided that no more than thirteen acres per day are disturbed on -site during grading activities, the proposed project is not projected to exceed the SCAQMD construction emissions thresholds of significance for PMjo. Since PMio concentrations are of concern in the Coachella Valley and residential development exists in the project vicinity that will be exposed to higher PMio concentrations during the construction activities on -site, all feasible mitigation measures should be incorporated to reduce construction- related PM to emissions to the maximum extent feasible. 4. The proposed project is expected to exceed the SCAQMD daily and quarterly construction emission thresholds of significance for ROG and NOx during construction activities on site, triggering the need for mitigation. The proposed project will implement all feasible mitigation measures to reduce ROG and NOx emissions. Since the exceedance of the SCAQMD threshold criteria was identified in the "Final EIR for the La Quinta Comprehensive General Plan Update" as an unavoidable impact, with all feasible air quality mitigation measures implemented, the air quality impacts associated with the proposed project are reduced to a level of less than significant. 5. Project - related motor vehicle and area source emissions are not projected to exceed any of the SCAQMD long -term operational emission significance threshold criteria. 6. Based upon a carbon monoxide "hot spot" analysis, year 2008 carbon monoxide levels are not projected to exceed state or federal CO standards at the "worst case" intersection modeled with or without project- related traffic. Therefore, the proposed project will not interfere with the attainment of the state 1 -hour or 8 -hour carbon monoxide standards by either exceeding them or contributing to an existing or projected violation at sensitive receptor locations. 7. The proposed project is consistent with the City's air quality goals and policies set forth in the La' Quinta Comprehensive General Plan. 1.13 AIR QUALITY MITIGATION MEASURES The City of La Quinta will use its discretionary permit authority to place conditions of approval on the proposed project that require compliance with all applicable policies, rules, regulations and ordinances. The inclusion of feasible mitigation measures in the project will minimize, to the greatest extent feasible, the potential air quality impacts attributable to 1 -2 the proposed project. The following measures reflect policies, rules or regulations that apply to the proposed development in the City of La Quinta. v The proposed project will comply with the provisions of the La Quinta Municipal Code which establish minimum requirements for construction activities to reduce fugitive dust and PMjo emissions. A Fugitive Dust Control Plan describing fugitive dust sources at the site and the control measures to be implemented for each fugitive dust source during any dust - generating activity on -site from the Coachella Valley Fugitive Dust Control Handbook (SCAQMD; May, 2003) shall be prepared and submitted to the City of La Quinta for approval prior to the issuance of any grading permits or building permits associated with the project and prior to the initiation of any earth - moving operations. 2. The project proponent shall comply with all applicable SCAQMD Rules and Regulations including but not limited to the following: • Rule 403 (Fugitive Dust) specifies control measures for use in developing site specific fugitive dust control plans to minimize blowing dust from construction sites and insure the clean up of construction- related dirt on approach routes to the site including: watering measures, chemical stabilizers, wind fencing, covering haul vehicles, bed liners in haul vehicles, wheel washers, and high wind measures; • Rule 1108 and 1108.1 prohibits the use of rapid and medium cure cutback asphalts . as well as organic compounds in emulsified asphalts used during the construction process; and Rule 1113 (Architectural Coatings) restricts the VOC content of any architectural coating materials used on site to a maximum of 2.08 pounds of VOC per gallon. 3. Building construction on -site shall comply with the energy use guidelines in Title 24 of the California Administrative Code. 4. As a condition of approval, the project proponent will comply with City requirements regarding the master planned Class II bikeways and Class II golf cart paths adjacent to the site along Avenue 54 and Madison Street. In addition to compliance with applicable rules, regulations and ordinances, the following measures are recommended for incorporation in the project to reduce the potential for adverse air quality impacts during construction. 5. If feasible, earth - moving activities should be limited to a maximum 13 acres disturbed per day to ensure that PMiO emissions during grading do not exceed the SCAQMD daily threshold criteria. 6. Earth - moving activities should be suspended during first and second stage ozone episodes or when winds exceed 25 MPH, per the Coachella Valley PMio State Implementation Plan and SCAQMD Rule 403.1. 7. Adequate watering techniques shall be employed to partially mitigate the impact of construction - generated dust particulates. Portions of the project site that are under- going earth moving operations shall be watered such that a crust will be formed on the ground surface and. then watered again at the end of the day, as part of the construction specifications. 1 -3 8. Any construction access roads should be watered, paved. as soon as possible, and cleaned after each work day. The maximum vehicle speed limit on unpaved road surfaces shall be 15 mph. 9. As part of the construction specifications, any vegetative ground cover to be utilized on -site . shall be planted as soon as possible to reduce the disturbed area subject to wind erosion. Irrigation systems needed to water these plants shall be installed as soon as possible to maintain the ground cover and minimize wind erosion of the soil. 10. Construction operations affecting off -site roadways shall be scheduled for off -peak traffic hours and shall minimize the obstruction of through_ traffic lanes: 11. Architectural coatings should not be applied at the same time that other construction activities which generate high VOC emissions (e.g. asphalt paving) are under way on -site. 12. Consideration should be given to the implementation of other feasible mitigation strategies to minimize ROC emissions during architectural coating activities including: • the use of precoated building materials, • the use naturally colored building materials (brick, stone tile, etc.); • the use of water -based or low -VOC coatings; • using coating transfer or spray equipment with a high transfer efficiency • employing skilled operators who are well- versed in Rule 1113 requirements (improved transfer efficiency and fewer paint and solvent spills). 1.2 NOISE 1.2.1 NOISE SETTING 1. The primary sources of noise in the study area are transportation facilities and ambient noise levels emanating from roadways in the project vicinity are relatively low. 2. Ambient noise levels emanating from area roadways currently range from a low of 46.3 CNEL (at 100 feet from the centerline of Avenue 54, west of Jefferson Street) to a high of 69.4 CNEL (at 100 feet from the centerline of State Highway 111, east of Jefferson Street). 3. The 70 CNEL, 65 CNEL, and 60 CNTEL contours presently fall within the right -of- way along two of the twenty -one roadway segments modeled. 4. Current traffic volumes generate noise. levels that fall between 60 CNEL and 65 CNEL at 100 feet from the centerline of eleven roadway segments in the study area. 5. Current traffic volumes generate noise levels that fall between 65 CNEL and 70 CNEL at 100 feet from the centerline of four of the roadway segments modeled in the study area. 6. Ambient noise levels on the project site emanating from the adjacent roadways currently range from 58.9 CNEL (at 100 feet from the centerline of Avenue 54) to 62.4 CNEL (at a distance of 100 feet from the centerline of Madison Street). The 65 dBA CNEL contour is currently located 68 feet from the centerline of Madison Street and within the right -of -way of Avenue 54, adjacent to the project site. 1 -4 1.2.2 NOISE IMPACTS The following impacts which will result from implementation of the proposed project were. evaluated and determined to be less than significant, provided the proposed mitigation is implemented. 1 . Construction activities on -site will cause temporary localized increases in noise levels at noise sensitive land uses in the project vicinity and could provoke community annoyance and complaints but not long -term or severe adverse effects. 2. On -site operations of the proposed project will generate intermittent noise increases . during landscape maintenance, building maintenance, trash pick -up, ventilation and air conditioning unit operation, deliveries and other routine activities in residential neighborhoods (dogs barking, engine noise, car doors slamming etc.). 3. Long -term operation of the proposed project will contribute to future incremental increases in traffic noise adjacent to the roadways in the vicinity that provide access to the site. 4. Imperceptible noise increases of 1.1 dBA or less are projected to occur with the proposed project in the year. 2008 along the roadway segments modeled in the project vicinity. 5. Without mitigation, the potential exists for exterior noise levels to exceed 65 CNEL (the exterior noise standard for residential uses in the La Quinta Comprehensive General Plan) at the residential lots proposed on -site abutting Madison Street and Avenue 54. 1.2.3 .NOISE MITIGATION The following recommendations shall be incorporated in the construction contract specifications and apply to all project- related construction activities to minimize the potential for adverse levels of discernible noise on adjacent noise sensitive receptors. 1 . Construction activities on -site shall take place only during the days and hours specified in the La Quinta California Municipal Code (Chapter 6.08.050) to reduce noise impacts during more sensitive time periods. 2. All construction equipment, fixed or mobile, shall be equipped with properly operating and maintained mufflers and the engines shall be equipped with shrouds. 3.. All construction equipment shall be in proper working order and maintained in a proper state of tune to reduce backfires. 4. Stockpiling and vehicle staging areas shall be located as far as practical from noise- 4- sensitive receptors. 5. Parking, refueling and servicing operations for all heavy equipment and on -site construction vehicles shall be located as far as practical from existing homes. 6. Every effort shall be made during construction activities to create the greatest distance between noise sources and noise - sensitive. receptors located in the vicinity of the project site. 1 -5 7 . Stationary equipment should be placed such that emitted noise is directed away from noise - sensitive receptors. The following specific measures are recommended for incorporation in the project conditions of approval to mitigate potential on -site noise impacts and insure compliance with applicable City of La Quinta development standards related to noise. 8. Future on -site development shall comply with all relevant noise policies set forth in the La Quinta Comprehensive General Plan and Municipal Code. 9. The proposed development shall incorporate a noise barrier (or berm and barrier combination) adjacent to Madison Street and Avenue 54 to assure that the living areas in abutting residential lots located within the unattenuated ultimate 65. CNEL contours comply with the City of La Quinta exterior noise standard of 65 . dBA CNEL. Preliminary barrier attenuation modeling indicates that an acoustically opaque noise barrier or berm and barrier combination adjacent to Madison Street (at the residential property line) extending 7 feet above grade should be adequate and a noise barrier extending '6 feet above grade should be adequate adjacent to Avenue 54 to meet the City noise standard of 65 CNEL in outdoor living areas.1 10. Prior to the issuance of building permits, the final lot layout, pad elevations, building design, and'acoustic berm or berm and barrier combinations shall be evaluated by a qualified acoustical consultant to verify that proper noise mitigation has been provided to ensure consistency with the La Quinta noise standards and policies. Prior to the issuance of building permits, the project applicant shall demonstrate to the City's satisfaction that the project design will provide sufficient noise reduction to attain the City of La Quinta noise standard of 65 CNEL in outside living areas. 1. The barrier analysis was based upon preliminary plans (a progress print of the Tentative Tract Map dated August 13, 2004) for the project without final grade details and did not include verification of site specific characteristics with on -site noise measurements or vehicular classification counts. Furthermore, the effectiveness of the noise barrier may be impaired by the openings required for site access along Avenue 54 and Madison Street. 1 -6 2.0 PROJECT LOCATION AND DESCRIPTION 2.1 PROJECT LOCATION The project'site is comprised of approximately 199 gross acres, generally located in the southeastern portion of the City of La Quinta. The land is currently vacant and used for agriculture. Figure 2 -1 depicts the project site in its regional context: Figure 2 -2, the Vicinity Map, depicts the study area and the intersections evaluated in the Griffin Ranch Specific Plan and Vesting T.T.M. 32879 Traffic Impact Study (Endo Engineering; September 7, 2004). As shown in Figure 2 -2, the project site is more . precisely located on the southeast comer of the intersection of Madison Street and 54th Avenue, opposite the PGA West golf resort and residential development. 2.2 PROJECT DESCRIPTION The proposed Griffin Ranch project includes a Specific Plan to address the requested downgrading of Madison Street. from a six -lane major roadway to a four -lane primary roadway and a Tentative Tract Map (TTM 32879) addressing -a gated residential development with up to 305 private residential lots and, equestrian facilities on 192.7 net acres. .Figure 2 -3 illustrates the Site Development Plan. The proposed project would include the development of single- family residential dwellings in a gated community. A 39.8 7acre parcel located in the middle of the project (adjacent to Avenue 54) is not part of the proposed project and would remain a horse ranch. The main site access will be gated and is proposed on Madison Street, opposite the existing PGA West gated access. The project also proposes two unsignalized access points on Avenue 54; one on either side of the 39.8 -acre parcel that is not part of the proposed project. Internal circulation on -site will accomplished via 6.3 acres of dedicated private streets. A roundabout is planned to facilitate access to the equestrian center by vehicles towing horse trailers. Similarly, a roundabout is planned where Street "A" intersects Street "C" (which will permit the most direct access to the equestrian center from Madison Street). Existing and Proposed General Plan and Zoning Designations The proposed Griffin Ranch project is consistent with the existing General.Plan Land Use and zoning designations on -site. The project site is currently designated LDR (Low Density Residential) and VLDR (Very Low Density Residential) in the La Quinta General. Plan, with a permitted residential density of up to 4 units per acre and up to 2 units per acre, respectively. The current zoning on -site is RL (Residential Low) and RVL (Residential Very Low) with an Equestrian Overlay. 23 PROJECT PHASING PLAN The project would be phased and built over a three -year period. For the purposes of the impact analysis, it was assumed that the project would begin construction in late spring of 2005 and be completed and occupied by the year 2008. 2 -1 Figure 2 -1 Regional Location 215 10 -- — - San Bernardino County - i -- — — -- -- — — —• -- -•— — Riverside County - - - --, . —. 62 Riverside* - - - • Desert 60 Banning Cabazon Hot Springs 91 Moreno Valley 111 �� Q • Cathedral Palm City �`- 15 Springs • Palm Desert • 74 Rancho • Indio i' Sun Hemet Mirage • -1 City • Indian LaQuinta • 10 •�• Wells 215 Project 111 Lake 74 Site Elsinore • Murrieta Hot / 371 Salton Temecula Springs p Sea :: ::•.. • I —• -- 79 San Diego County Im 215 I �0 1 Vlendo Scale: 1" 13.3 Miles Engineering = Figure 2 -2 Indian Springs Country Club Vicinity a y p Home .Depot . Commercial Highway 111 Gas (City of Indio) Station Mobile Homes Avenue 48 Power Vacant (City of Indio) Substation Legend O �_;': "Project Site a, • Key Intersection Site Access Vacant Commercial Avenue 50 Residential La Quinta Hotel Golf Resort Vacant Vacant Avenue 52 Vacant Golf Course Hideaway (Under Golf Course Construction) (Under Construction) IRV i Avenue 54 PGA m PGA West o .� West Q Development a Site " :::<.:� U) Golf Course/ Residential Airport Blvd. PGA Jack Nicklaus Resort Course W Golf Course/ tv Residential 05 0 0 cz (New Construction) Ivndo Vacant Vacant Avenue 58 Engineering Scale: 1 " = 3770' Figure 2 -3 Site Development Plan e.n • wR Mi 1IMT � '� 111 �� 1.1 • I II • . �~ MM ._. 1 �wwv , I y 'r jj .`1u" i_�f •"w �_ —_ _\ r •_ ... / .� 1 � 1 ••r 1 � 1. _ .-. 1�. - InT Mir IMT T •I j --• / /�'� - i�1,e,�, "'�= :��� �. � �1 =' - � =- � -.� .;'� I --`III LiE VLIT '2.r %Wr T.T Pr • r . • _ .p, _ ,u, N, p �•• r _ Source: MSA Inc. Scale: 1 " = 500' There would be one grading phase lasting for a period of two months. The infrastructure would-be constructed in three phases. There would be a total of eight building construction phases. The initial development phase would include 56 dwelling units. 2.4 CUMULATIVE DEVELOPMENT Cumulative development is currently occurring at a variety of locations throughout the City of La Quinta and the Coachella Valley'at a rapid pace. From January 2002 to January 2003, the Cities of Coachella, La Quinta, and Indio were the fastest growing cities in the Coachella Valley. The City of Coachella grew by 10.1 percent, the population of La Quinta grew by 5.9 percent, and the population of Indio grew by 4.4 percent during that 12 -month interval. During the same period, Riverside County as a whole experienced a population growth of 3.7 percent. Cumulative development was addressed in the traffic study by reflecting the anticipated traffic growth on the circulation network in the study area, based on historical 24 -hour traffic count data from two locations. Published 24 -hour CVAG traffic count data for Madison Street, south of Avenue 54, indicates a 9 percent annual traffic growth rate from the year 1998 to the year 2003. This annual traffic growth rate was assumed for the key intersections on Monroe Street, Madis6n.Street, and Avenue 54 at the site access points. Twenty -four hour traffic counts from 1998 to 2003 were also available for Jefferson Street, south of Highway 111. Based upon this traffic count data, the intersection of Jefferson Street and Highway 111 has experienced an annual traffic growth rate of 2.7 percent. Based upon coordination with the City of La Quinta, the the north /south through movements at the intersection of Jefferson .Street and Avenue '54 were assumed to experience an annual traffic growth rate of 2.7 percent. All other turning movements at this intersection were assumed to be increasing at a rate of 9 percent per year. The 2.7 percent growth rate reflects the lower anticipated traffic growth from the nearly completed PGA West development. 2 -2 3.0 AIR QUALITY ANALYSIS 3.1 . EXISTING AIR QUALITY Various air quality fundamentals are discussed below including: criteria pollutants, ambient air quality standards, episode criteria, and demonstrated effects of air pollutants on sensi- tive receptors.. This basic information is followed by a discussion of: (1) regional air qual- ity; (2) local ambient air quality; (3) existing sensitive receptor locations in the project vicinity; (4) local sources of air contaminants; and (5) the regulatory setting. Appendix A includes a glossary of technical terms used throughout the air quality analysis. 3.1.1 AIR POLLUTION FUNDAMENTALS Air pollution is comprised of many substances generated from a variety of sources, both man -made and natural. Since the rapid industrialization of the twentieth century, almost every human endeavor, especially those relying on the burning of fossil fuels, creates air pollution. Most contaminants are actually wasted energy in the form of unburned fuels or by- products of the combustion process. As more people worldwide enjoy modern energy intensive lifestyles; satellites are observing the continuous movement of polluted air masses in the form of dusty plumes that cross oceans above the marine layer and impact countries other than those that are the source of the polluted air mass. The transport of air pollutants from Asia_(and China in particular) may cause or contribute to violations of health -based ambient air quality standards for particulate matter in California in the future. Recent studies indicate that the Asian plume (which is 50% carbonatious, 25% dust and 25% sulfate) is already a significant component of the background particulate matter over California.] Motor vehicles are by far the most significant source of air pollutants in urban areas, emit- ting photochemically reactive hydrocarbons (unburned fuel), carbon monoxide (CO), and oxides of nitrogen (NOx). These primary pollutants chemically react in the atmosphere with sunlight and the passage of time to form secondary pollutants such as ozone. Significant air quality improvements have been made in California over the past twenty years, as a result of a progression of standards that require increasingly cleaner air and improved technology and emission control programs. Despite continued growth in the economy, the population, and vehicle.miles traveled, steady improvements in ambient air quality have occurred in the South Coast Air Basin since the late 1990s. However, Southern California still experiences severe air pollution problems and the air quality improvements may be coming to an end or even reversing over the next decade, as evidenced by the first Stage One ozone episode since 1998 occurring in Los Angeles in July of 2003.2 Oxidants and suspended particulate matter with a mean aerodynamic diameter of less than 10 micrometers (PM]o) represent the major air quality problems in the desert regions of Southern California. 1 . Presentation of January 22; 2004 by Dr. Vancuren before the California Air Resources Board and Journal of Geophysical Research, October, 2003. 2. Unusually hot weather for the last two years may have contributed to the recent increases in ozone levels. 3 -1 The air quality of the Coachella Valley is determined by the primary pollutant emissions added daily, and by the primary and secondary pollutants already present in the air mass. Primary pollutants are those emitted directly from a source and include: carbon monoxide, nitric oxide (NO), sulfur dioxide (SO2), particulate matter (PM), and various hydrocarbons and other volatile organic compounds (VOC). Secondary pollutants are created with the passage of time in the air mass and include: photochemical oxidants (90% of which are ozone), photochemical aerosols, peroxyacetylnitrate (PAN), and nitrogen dioxide (NO2). Criteria Air .Pollutants Criteria air pollutants are those air contaminants for which air quality standards currently exist. Currently, state and federal air quality standards exist for ozone, nitrogen dioxide, sulfur dioxide, carbon monoxide, suspended particulate matter, and lead. California has also set standards for visibility. and sulfates, hydrogen sulfide and vinyl chloride. Emissions of criteria air contaminants or their precursors typically also include reactive organic gases (ROG), oxides of nitrogen, sulfur oxides (SOx), and particulate matter. Carbon Monoxide Carbon monoxide is a colorless, odorless, toxic gas formed by incomplete combustion of fossil fuels. Carbon monoxide concentrations are generally higher in the winter, when meteorological conditions favor the build -up of directly emitted contaminants. Carbon monoxide health warnings and emergency episodes occur almost entirely during the winter. The most significant source of carbon monoxide is gasoline powered automobiles, as a result of inefficient fuel usage in internal combustion engines. Various industrial processes also emit carbon monoxide. Oxides of Nitrogen Oxides of nitrogen are the primary receptors of ultraviolet light initiating the photochemical reactions that produce smog. Nitric oxide 'combines with oxygen in the presence of reactive hydrocarbons and sunlight to form nitrogen dioxide and ozone. Oxides of nitrogen are contributors to other air pollution problems including: high levels of fine particulate matter, poor visibility and acid deposition. Seven oxides of nitrogen and two hydrated oxides can theoretically exist in the atmosphere, but only four are present in noticeable amounts. Two of these are classified as pollutants. These are nitric oxide, a colorless, odorless gas and nitrogen dioxide, a reddish -brown gas formed by the combination of nitric oxide with.oxygen. Nitric oxide is far less toxic than nitrogen dioxide in humans. The primary sources of nitrogen oxides in the basin are incomplete combustion in motor vehicle engines, power plants, refineries and other industrial operations. Ships, railroads and aircraft are other significant emission sources. Sulfur Dioxide and Sulfate Sulfur dioxide results from the combustion of high sulfur content fuels. Fuel combustion is the major source of SO2, while chemical plants, sulfur recovery plants, and metal. processing are minor contributors. Sulfates result from a reaction of sulfur dioxide and oxygen in the presence of sunlight. When sunlight is plentiful, sulfate is formed more readily. Therefore, sulfur dioxide levels are generally lower in the summer and higher in the winter. 3 -2 Recent reductions in sulfur dioxide levels reflect the use of natural gas in power plants and boilers (since-natural gas is very low in sulfur). Low sulfur fuel oil is also utilized within this air basin. Suspended Particulate Matter Suspended particulate matter is a mixture of solid particles and liquid droplets found in the air. Particulate matter consists of particles in the atmosphere as a by- product of fuel combustion, through abrasion such as tire wear, and through soil erosion by the wind. Particulates can also be formed through photochemical reactions in the atmosphere. PMio refers to finely divided solids or liquids such as soot, dust, and aerosols which are 10 microns or less in diameter and can enter the lungs. About 90% of total particulates are less than 5 microns in diameter, while the aerosols formed in the atmosphere (primarily sulfate and nitrate) are usually smaller than 1 micron. Particulate concentrations are generally higher in the winter near major sources, when more fuel is burned and meteorological conditions favor the build -up of directly - emitted contami- nants. ,, ,1 Lead is found in old paints and coatings, plumbing and a variety of other materials. Once in the blood stream, lead can cause damage to the brain, nervous system, and other body systems. Children are highly susceptible to the effects of lead. Photochemical Oxidant Photochemical oxidant (03) can include several different pollutants, but consists primarily of ozone (90 %) and a group of chemicals called organic peroxynitrates. Ozone is a pungent, colorless toxic gas which is produced by the photochemical process. Photo- chemical oxidant is created by complex atmospheric reactions involving oxides of nitrogen and volatile organic compounds, in the presence of ultraviolet energy from sunlight. Motor vehicles are the major source of ozone precursors (oxides of nitrogen and volatile organic compounds) in the air basin. Ozone is formed through chemical reactions of VOCs, oxides of nitrogen, and oxygen in the presence of sunlight. Peak ozone concentra- fions tend to occur in the South Coast Air Basin near the middle of the day in summer and early fall, when the solar radiation exposure of the air mass is the greatest, because the reactions that form ozone begin at sunrise and require sunlight to proceed. The prevailing marine air currents throughout the South Coast Air Basin typically carry polluted air inland as ozone - forming photochemical reactions proceed. That is why peak ozone concentrations in the SCAB are found in the inland valleys and adjacent mountains (between the San Fernando Valley and the Riverside -San Bernardino area), miles downwind of the largest concentrations of precursor emissions sources. Just as oxidant precursors from the coastal Los Angeles area aggravate oxidant problems inland in Riverside, precursor emissions from the central and eastern areas of the SCAB - (including Anaheim) contribute to locally produced oxidant in the Coachella Valley.3 A 3. Drivas, PJ. and F.H. Shair; "A Tracer Study of Pollutant Transport in the Los Angeles Area "; Atmos. Environ. 8: 1155 -1163; 1974 3 -3 comprehensive study confirmed the transport pathways to the Coachella Valley in 1983.4 Although the extent to which the intrusion of ozone contributes to Coachella Valley ozone exceedances has not been quantified: "...it is ARB's judgment that oxidant problems in the Southeast Desert would be minimal if oxidants and oxidant precursors were effectively controlled in the South Coast Air Basin. 115 In the Coachella Valley, air flow is from the northwest much of the time. Peak oxidant levels occur in the late afternoon and evening; as pollutants are blown through the San Gorgonio Pass. Oxidant concentrations in the Coachella Valley are highest closest to the South Coast Air Basin and decrease steadily as the air mass moves easterly. The role of local emissions in the formation of oxidants in the Coachella Valley is difficult to quantify. Locally produced oxidant undoubtedly accounts for some standard ex- ceedances. However, tracer studies and other recent studies of ozone levels by location, hour of day, day of week, etc. indicate that an oxidant cloud caused directly by transport from the SCAB causes exceedances in Palm Springs as late as 8 p.m., when local photo- chemical activity has slowed. In addition, transported NOx and VOC left over from the previous day have been identified as major contributors to ozone concentrations at down- wind desert locations.6 Volatile Organic Compounds Hydrocarbon and other volatile organic compounds are formed from the combustion of fuels and the evaporation of organic solvents. Many hydrocarbon compounds are major air pollutants, and those classified as aromatics are highly photochemically reactive with NOx, forming photochemical smog. Hydrocarbon concentrations are .generally higher in winter, when sunlight is limited and photochemical reactions occur more slowly. During the winter, meteorological conditions are more favorable to the accumulation of VOCs in the atmosphere before photochemical oxidants are produced. Motor vehicles are the major source of organic gases in this basin. Ambient Air Quality Standards Ambient air quality is determined from data collected at air quality monitoring stations located throughout the Salton Sea Air Basin, as shown in Figure 3 -1. The ambient air quality data is given in terms of state and federal standards. These standards represent air pollutant concentrations which are considered safe (with a reasonable margin of safety) to protect the public health and .welfare. As such, they represent objectives for acceptable concentrations of specified pollutants in outdoor air.. Ambient air quality standards are designed to protect public health and that segment of the population that is most sensitive and susceptible to respiratory distress or infection such as: asthmatics, the very you the elderly, people weak with illness or disease, or persons engaged in heavy work or exercise (i.e. sensitive receptors). Healthy adults can tolerate periodic exposures to air pollutant levels well above these standards before adverse health. effects are observed. Two types of national standards have been established by the U.S.EPA, as required by the Federal Clean Air Act. Primary standards were designed to safeguard the health of people 4. Smith, T.B. et al.; The Impact of Transport from the South Coast Air Basin on Ozone Levels in the . Southeast Desert Air Basin; CARB Research Library Report No. ARB -R -83 -183. 5. SCAQMD and SCAG; AQMP - Southeast Desert Air Basin, Riverside County; October 1979. 6. SCAQMD and SCAG; AQMP - Southeast Desert Air Basin, Riverside County; October 1979. 3 -4 Figure 3 -1 Ambient Air Monitoring Stations Operating During 2000 -2002 Salton Sea Air Basin Legend • Gaseous monitoring and particulate sampling e Particulate sampling only �Vndo Engineering Scale: 1" = 19.25 Miles • Palm Springs `— Fire Station • Indio - Jackson Street Riverside r-J County - - - - - - - - - - -� :-r3- - - - - -- --- - - - ---- � Salton Sea r° 8 Nilan.d- English Road o j Q J � 2 Westmorland -West 1 st Street 1 G Brawley -Main Street L, i Imperial County i G El Centro -9th Street (3) Grant St. /Ethel St. /East jell @XICO Legend • Gaseous monitoring and particulate sampling e Particulate sampling only �Vndo Engineering Scale: 1" = 19.25 Miles considered to be sensitive receptors while outdoors. Secondary standards were designed to safeguard public welfare by minimizing damage to plants and animals, buildings, the oxidation of rubber and paint, and protecting against decreased visibility. The Federal Clean Air Act permits states to adopt more protective air quality standards if needed. California has set standards which are more protective of public health than the respective national ambient air quality standards (NAAQS) and .set standards for some pollutants not addressed by the'federal standards. The state and national ambient air quality standards are detailed in Appendix A. Unlike federal standards, there are no attainment deadlines for state standards. State law requires that they be attained as expeditiously as possible. California has also adopted health advisory levels called episode criteria for ozone, carbon monoxide, sulfur dioxide, and ozone in combination with sulfates. Episode, criteria repre- sent short-term exposures at concentrations which actually threaten public health (refer, to Appendix A for additional details and specific episode criteria). Under -the Federal Clean Air Act, the United States Environmental Protection Agency (EPA) is required to set clean. air standards and update them based upon scientific studies without consideration of the economic impact. In. September of 1997, the EPA proposed tougher ozone and particulate standards intended to reduce the number of deaths,. illnesses and lost work days linked to air pollution. The new national PM2.5 standards address particles roughly one twenty -eighth the diameter of a human hair that can become lodged far into the lungs. PM2.5 is a component or subset of PMio. An annual arithmetic average of 15 micrograms per cubic meter of air (ug /m3) and a 24 -hour average of 65 ug /m3 have been set as the new national primary standards for PM2.5. To allow for occasional atmospheric anomalies, communities would be allowed to exceed the 24 -hour standard several times before being designated nonattainment. New and more strict state standards for particulate matter were proposed and adopted by the California Air Resources Board (CARB) that include an annual average of 20 ug /m3 for PMio and a.new annual average of 12 ug /m3 for PM2.5. The new PM2.5 standard was adopted in June of 2002 and became effective in July of 2003. The CARB is currently in the process of reviewing the state ozone and NO2 standards. The new national primary ozone standard is 0.08 ppm over an 8 -hour period. Communities would be allowed to disregard the three highest concentrations during each year in determining compliance. This would focus attention on long -term ozone exposures which pose a greater health risk than short-term abnormally high concentrations. Each of southern California's eight counties, where a total of 17 million people currently live, exceed the new ozone and /or the new particulate standards. The new standards force cities and states nationwide to mount aggressive and costly efforts to clean up the air over a 15 -year period or face harsh federal sanctions (such as a freeze on federal highway funds). Episode Criteria The South Coast Air Quality Management District monitors contaminant levels and meteo- rological factors on a daily basis in order to forecast high pollutant levels in stable atmo- spheric conditions. Such conditions are known as "episodes" and represent intermediate levels between the national ambient air quality standard and the level of significant harm for air pollutants at which some pollution abatement or health notification action must be taken. 3 -5 Applicable episode criteria by pollutant and averaging period have been established by the U.S.EPA and the California Air Pollution Emergency Plan Criteria (as shown in Appendix A). Episodes are divided into three stages, depending upon the concentration .of the pollutant that is predicted or reached. SCAQMD Rule 701 identifies air pollution contingency actions required to be taken by the SCAQMD, including outdoor activity curtailment actions to be taken when the air quality exceeds the Health Advisory Episode level for ozone ( 0.15 ppm.) or the Stage 1 Episode level for other pollutants for which episode criteria are defined. Salton Sea Air Basin Attainment Status The California Clean Air Act requires the.CARB to establish and periodically review designation criteria that provide the basis for designating areas each year with respect to the state ambient air quality standards and recent air quality data as: attainment, nonattainment, nonattainment- transitional or unclassified. The CARB recently established the 2003 area designations, based upon air quality data from 2000 through 2002. The Salton Sea Air Basin attainment status was designated as follows for the ten criteria pollutants: • Attainment Carbon Monoxide, Nitrogen Dioxide, Sulfur Dioxide, Sulfates and Lead (particulate); • Nonattainment - Ozone and PMio; • Unclassified -'PM2.5, Hydrogen Sulfide, and Visibility Reducing Particles. The U.S.EPA periodically reviews recent ambient air quality data that forms the basis for, designating areas with respect to the national ambient air quality standards as: unclassified/ attainment or nonattainment. The most recent area designations by the U.S.EPA were based on national standards prior to promulgation of the new 8 -hour ozone standard and the new PM2.5 standards in July of 1997. The unclassified /attainment designation applies to areas found to be better than the national standards and areas that cannot be classified for some reason (such as the requisite data is not available). The nonattainment designation applies to areas that do not meet the primary standards. The Salton Sea Air Basin has been designated by the U.S.EPA for criteria pollutants as follows: • Unclassified /Attainment - PMz.5 (unclassified), Carbon Monoxide (attainment), Lead (attainment), Nitrogen Dioxide (attainment), and Sulfur Dioxide (attainment); • Nonattainment - Ozone (1 -hour standard), Ozone (8 -hour standard) serious nonattainment, and PMio serious nonattainment. Since the U.S.EPA designated 8 -hour ozone nonattainment areas in April of 2004, State Implementation Plans will be due in the year 2007. With more than 50 exceedances annually in the SCAB, more areas in the South Coast Air Basin will be nonattainment for the 8 -hour ozone standard than the 1 -hour ozone standard. The U.S.EPA expects to issue final designations for the national PM2.5 standards by December of 2004, based on air quality data from 2001 through 2003. This will require a State Implementation Plan to be submitted by 2007 with attainment deadlines ranging from 2009 through 2014, depending upon the severity of the problem. Based on air quality data from 2000 through 2002, there are expected to be four nonattainment areas in California,. 3 -6 including the South Coast Air Basin, where PM2.5 concentrations exceed the national annual and 24 -hour standard by a substantial margin. Effects of Pollutants on Sensitive Receptors The California Air Resources Board (CARB) has identified the following groups of indi- viduals as the most likely to be affected by air pollution: the elderly over 65; children under 14; athletes; and people with cardiovascular and chronic respiratory diseases such as asthma, emphysema, and bronchitis. These sensitive groups represent over 50% of the total California population.? Demonstrated effects of specific air contaminants on.health and vegetation are discussed in Appendix A and summarized in Table 3 -1. The elderly are most sensitive, since the loss of lung tissue is a natural process of aging. Inhalation of air pollution accelerates this loss by reducing lung volume, and functional lung tissue. Damaged and irritated lung tissue becomes susceptible to bacterial infection. This increases the likelihood of chronic respiratory disease by reducing the ability of the . immune system to fight infection and resist disease. PM i o can accumulate in the respiratory system and enter the blood stream through the lungs, creating or aggravating cardiovascular and respiratory problems including asthma. EPA's scientific review concluded that fine particles (PM2.5), which penetrate deeply into the lungs, are more likely than PMio particles to contribute to adverse health effects. Elevated ozone concentrations result in reduced lung function, particularly during vigorous physical activity. Carbon monoxide can cause dizziness, fatigue, and impairments to central nervous system functions. Lead can cause damage to the brain, nervous system, and other body systems. 3.1.2 REGIONAL CLIMATE AND AIR QUALITY The average wind speed in Los Angeles is the lowest of the nation's ten largest urban areas. The maximum mixing height during the summer months in Southern California averages the lowest in the nation, reducing the vertical dispersion of pollutants in the air mass. This region experiences more days of sunshine than any other major urban area in the nation except Phoenix. The abundant sunshine in Southern California drives photo- chemical reactions which form secondary pollutants including ozone. Although emissions in Southern California change somewhat by season, the observed variations in pollutant concentrations are largely the result of seasonal differences in weather conditions. Ozone concentrations peak during. the summer months (May through September).. CO and PM2.5 concentrations peak during the late fall and winter months. Peak PMio concentrations in the South Coast Air Basin reflect no clear seasonal variation. Southern California, with the lowest summer time mean mixing height, the lowest average wind speed and emissions from the second largest urban area in the U.S., has one of the worst air pollution problems in the nation. Although past programs have been effective at improving the air quality of the SCAB, it still exceeds health-based standards frequently. 7. California Air Resources Board; Facts About How Air Pollution Damages Health; 1983. 3 -7 Table 3 -1 Health Effects of Air Pollutantsa Pollutant Most Relevant Effects Short-Term Exposures: Decline in pulmonary function in healthy individuals including breathing pattern changes; reduction of breathing capacity, increased susceptibility to infections, inflammation of the lung tissue and immunological changes. Increased frequency of asthma attacks, cough, chest discomfort and Ozone headache. Long -Term Exposures: Risk to public health implied by altered connective tissue metabolism and host defense in animals: A correlation has been reported between elevated ambient ozone levels and increases in daily hospital admission rates and mortality. A consistent association between increased ambient CO levels and excess admissions for heart diseases (such as congestive heart failure) has been observed. Carbon Can cause decreased exercise capacity in patients with angina pectoris. Monoxide Adversely affects conditions with an increased demand for oxygen supply (fetal development, chronic hypoxemia, anemia; and diseases involving the heart and blood vessels). Can cause impairment of time interval estimation and visual function. Sensory responses may be elicited or altered. Nitrogen May cause some impairment of pulmonary function and increased incidence of acute Dioxide respiratory disease including infections and respiratory symptoms in children. Can cause difficulty in breathing in healthy as well as bronchitis groups. Increase in blood lead levels which may impair or decrease hemoglobin synthesis. Lead Adversely affects the development and function of the central nervous system, leading to learning disorders, distractibility, lower I.Q. and increased blood pressure. Lead poisoning can cause anemia, lethargy, seizures and death. May cause higher frequencies of acute respiratory symptoms (including airway Sulfur constriction in some asthmatics and reduction in breathing capacity leading to severe Dioxide difficulties) and diminished ventilatory function in children. Very high levels of exposure can cause lung edema (fluid accumulation), lung tissue damage, and sloughing off of cells lining the respiratory tract. May cause higher frequencies of acute respiratory symptoms and diminished ventilatory function in children. A consistent correlation between elevated ambient PM10 levels and an increase in Particulates mortality rates, respiratory infections, number and severity of asthma attacks and the - number of hospital admissions has been observed. Some recent studies have reported an association between long -term exposure to air pollution dominated by fine particles and increased mortality, reduction in life -span, and the possibility of an increased incidence of cancer. a. SUAQMll, "Draft 1997 Air Quality Management Plan ". 3 -8 Ozone Trends in the SCAB Most of the urban areas in California exceed the state ozone standard and the SCAB is no exception. The number of days exceeding the state ozone standard and the peak ozone levels have declined in the SCAB. However, despite a 50 percent reduction in peak ozone levels since 1990, the SCAB is one of three remaining nonattainment areas in California with respect to the federal 1 -hour ozone standard of 0.12 ppm. The number of days per year that the federal ozone standard is exceeded has declined to fewer than 50.and the coastal areas are close to attainment. However, Santa Clara and the eastern portions in the SCAB still experience relatively high peak ozone levels. All of the emission control programs implemented for the 1 -hour ozone standard have contributed to progress on meeting the new 8 -hour standard, which is more stringent. The 8 -hour ozone standard is more health protective and will require more emission reductions and time to achieve than the 1 -hour standard. More areas in the SCAB are expected to be designated nonattainment for the new 8 -hour ozone standard than for the 1 -hour standard. An unusually strong high pressure system during the summer of 2003 created conditions that produced some of the worst air quality in terms of high ozone concentrations in the SCAB in many years. More days with the potential to create high ozone levels occurred in 2003 than in any of the previous 24 years. The result was more days above the federal 1- hour ozone standard than in any of the previous five years and the first Stage One ozone episode on July 11, 2003 (i.e., 0.20 ppm or greater concentration) since 1998. In 1998. five more Stage One ozone episodes were called under milder weather conditions. By early August in 2003, air quality in the SCAB had exceeded federal health-based standards on 44 days, nearly twice the number in August of 2002. Thus, 1 -hour ozone standard exceedances are generated in the SCAB when adverse weather conditions occur, despite the progress made toward attainment.. Suspended Particulate Matter Trends in the SCAB In the SCAB, PMio is a complex problem because contributions come from a wide variety of emission sources. Virtually all areas in California exceed the state PMio standards. Nevertheless,, progress has been made toward attaining the federal PMio standard in several areas, especially those with fugitive dust problems. PMio concentrations in the SCAB are declining and the Basin is on track toward its federal PMio attainment deadline of 2006. There has been a 70 percent decrease in the number of days per year above the standard in the SCAB. The SCAB effectively attains the federal 24 -hour PMio standard, with a few remaining exceedances in recent years due to natural windblown dust events. In 2003, the SCAB updated their State Implementation Plan (SIP) with additional control measures for PMio. Annual average PMio concentrations in the SCAB have shown a decrease of 25 percent since 1990. Weather patterns can influence the year -to -year variability in annual average PMio concentrations. Similarly, emission control programs have reduced directly emitted PM2.5 concentrations (and the combustion - related precursor emissions that form secondary particulates) by 20 to 30 percent since 1988. Other Regional Pollutant Trends The state carbon monoxide standard has been attained statewide, with two exceptions. One localized area within the SCAB is an exception and the other exception is Calexico. State NU standards for other criteria pollutants including NO2, S02 and lead have been attained statewide. 3.1.3 LOCAL CLIMATE AND AIR QUALITY Local Climate and Meteorology The study area is located in the Coachella Valley, an and desert region with a climate characterized by low annual rainfall, low humidity, hot days and very cool nights. The climatological stations at the Indio Fire Station and in Thermal are closest to the project site. The annual precipitation monitored during 2001 in Indio was 1.04 inches, which was 2.77 inches below the average annual rainfall total of 3.81 inches. Although the annual precipitation data for the year 2001 did not include data for the month of April, historically an average of 0.07 inches of precipitation occurs in Indio in April. In 2001, the average temperature was 72.2 degrees Fahrenheit in Thermal, 0.2 degrees below normal. Temperature extremes in Thermal ranged from 25 degrees Fahrenheit in December to 118 degrees Fahrenheit on the 2nd of July.8 . Wind direction and speed (which in turn affect atmospheric stability) are the most important climatological elements affecting ambient air quality within the planning area. The prevailing wind direction in Thermal is predominantly from the northwest. The annual mean wind speed is 8.1 miles per hour. Calm conditions occur 2.0 percent of the time in Thermal, as shown in Figure 3 -2. Desert regions are generally windy because minimal friction is generated between the moving air and the low, sparse vegetation. This allows the wind to maintain its speed crossing the desert plains. In addition, the rapid daytime heating of the air. closest to the desert surface leads to convective activity and the exchange of surface air for upper air, which accelerates surface winds during the warm part of the day. Rapid cooling at night in the surface layers during the winter months results in a high frequency of calm winds.9 Since the dominant daytime onshore wind pattern follows the peak travel period (6:00 a.m. through 9:00. a.m.) in the Los Angeles /Orange County area, during periods of low inversions and low wind speeds, the photochemical smog formed in these areas is Valley. transported downwind into Riverside County, San Bernardino -County and the Coachella Y• Peak oxidant levels occur in the late afternoon and evening (between 4 p.m. and 8 p.m.), as pollutants are blown through the San Gorgonio Pass. Oxidant concentrations in the 50- mile long and 20 -mile wide Coachella Valley are highest, closest to the South Coast Air Basin, and decrease steadily as the air mass moves east from Banning to Palm Springs and then Indio. Surface -based inversions in the Coachella Valley are prevalent at night throughout the year and usually persist into the day during the winter months. Inversion conditions are associ- ated with degraded air quality because the surface air is prevented from rising and dissipat- ing the air pollutants that accumulate throughout the day. 8. NOAA; Climatological Data Annual Summary-, California, 2001. 9. California Air Resources Board; Climate of the Southeast Desert Air Basin, January, 1990.. 3 -10 Figure 3 -2 Annual Surface Wind Rose Summary (Thermal) 11.2% 5.5% Note: Bar thickness represents percent of predominant wind direction. Bar length indicates wind speed. Calm = 2.0% of time. Mean Speed = 8.1 mph. 'VV Endo Eni ineerinQ Radiation inversions are prevalent at night throughout the year. They limit the mixing in the lower atmosphere to a height of 200 to 2,000 feet. They persist through much of the day in winter but are destroyed early in the day in summer. Local Ambient Air Quality The South Coast Air Quality Management District maintains ambient air quality monitoring stations at numerous locations. The project site is located within the Coachella Valley which is Source Receptor Area (SRA) 30. The SRA 30 monitoring stations are located in the City of Palm Springs and. the City of Indio. The 2001 through 2003 ambient air quality data (which is included in Appendix A) indicates that only ozone and PMio have exceeded the relevant state and federal standards in the Riverside County portion of the Salton Sea Air Basin. Ozone Ozone air quality trends since 1976 for the Coachella -San Jacinto area indicate a downward trend in the number of days exceeding the federal 1 -hour ozone standard. This has occurred despite the fact that population growth in the Coachella Valley over this period has been dramatic. Figure 3 -3 depicts the number of days from 2001 through 2003 exceeding the one -hour state ozone standard as well as the maximum hourly ozone concentrations at Coachella Valley ambient air monitoring stations in Indio and Palm Springs. Ozone levels exceeded the state one -hour standard (0.09 ppm) on 14 percent of the days monitored in Palm Springs and 6 percent of the days in Indio. The maximum one -hour ozone concentration measured was 0.141 parts per million (ppm) in Palm Springs and 0.123 ppm in Indio. This exceeded the federal standard by 17 percent in Palm Springs, and exceeded the state standard by 57 percent. - Although the federal one -hour ozone standard ( >.12 ppm) was not exceeded in Indio, it was exceeded on 12 days in Palm Springs. No ozone episodes were declared at either air monitoring station during these three years. The 8 -hour average ozone concentrations monitored in Indio exceeded the federal standard (0.08 ppm) on 51 days (five percent of the days monitored) during the three -year interval from 2001 through 2003. The highest 8 -hour average CO level found in Indio exceeded the federal standard by 38 percent. By comparison, the 8 -hour average ozone concentrations monitored in Palm Springs exceeded the federal standard (0.08 ppm) on 128 days (12 percent of the days monitored). The highest 8 -hour average CO concentration monitored in Palm Springs exceeded the federal standard by 55 percent. Inhalable Particulate Matter (PMio) PMio in the Coachella Valley comes mostly from locally generated fugitive dust produced by both human activities (on -road and off -road vehicles, construction activities and farming) and natural occurrences (sand and dust storms when winds exceed 25 mph). The highest PMio concentrations are typically found in the summer, when hot dry weather produces more dust. The SCAQMD identified the open sources of fugitive dust (PMio) emissions throughout Riverside County in 1987 and projected them for the year 2010. Although natural unspecified sources comprised over 65 percent of the open area source PMio emissions in 1987 (followed by paved roads at 14 percent, and construction at 10 percent), by the year 3 -11 Figure 3 -3 Coachella Valley Ozone Data Maximum Hourly Ozone Concentrations 0.20 Palm Springs 0.18 Indio a. 'S O.16— e is 0.14 ci 0.12 U 0:10 ; ^" ,� Federal Standard j 12 PPm) 0.08, X j j State Standard j (.09 ppm) ' 0.06 r, z 0.04 C O 0.02'- .02 ' / 0.00 2001 2002 2003 Year Days Exceeding State Ozone Standard 80 Palm Springs 6 70— Indio. 0 N O -0.60— . . . CD bi C X N _ CZ 40 r i l�d >, 30 `a c0 -� ns r a� E M 10 0 i 2001 2002 Year 2003 Endo Engineering Source: CARB Air Quality Data 2010, this situation was projected to change dramatically and the primary open area source category was projected to be construction (at more than 59 percent).10 The Coachella Valley is classified by the Environmental Protection Agency (EPA) as a "serious' nonattainment area for Mo, which means that the valley has violated federal health -based standards for particulate matter. The AQMD and CVAG adopted a comprehensive dust control plan (the Coachella Valley PMio SIP) in 1990 that has been updated several times since that time. Under that plan, local governments adopted dust control ordinances and implemented extensive dust control programs. In 1996, the SCAQMD asked the EPA to re- designate the Coachella Valley as a PMio attainment area, when the 3--year average PMio concentration dropped below the annual average standard of 50 micrograms per cubic meter of air. A PMio maintenance plan for the Coachella Valley was developed as a separate plan from the 1997 AQMP. The number of land development projects in the Coachella Valley has increased, dramatically over the last few years, as the local economy has improved and population growth has accelerated. Not surprisingly, the number of public. complaints regarding fugitive dust emissions at building and development sites and farms also increased. In response, the SCAQMD assigned a full-time air quality inspector to the Coachella Valley in 2001 to enforce fugitive dust regulations and educate businesses and local governments on SCAQMD requirements regarding Mo. PMio monitoring in the Coachella Valley indicated that Palm Springs had briefly attained the federal PMio standard. However, Indio typically had higher PMio concentrations because of its location downwind of many of the dust sources in the Coachella Valley. In addition,.rapid development in Indio, including the disturbance and grading of vacant undeveloped land, has caused the localized dispersal of fugitive dust and sand particles into the atmosphere and increased the potential for wind erosion. . Figure 3 -4 depicts the percentage of PMio samples exceeding the state 24 -hour standard from 2001 through 2003 as well as the maximum 24 -hour PMio concentrations in the Coachella Valley. As shown therein, PMio concentrations exceeded the California 24 -hour standard on 47 days (4 percent of the time) in Palm Springs and on 495 days (45 percent of the time) in Indio. The maximum 24 -hour PMio concentration monitored in Palm Springs was 108 micrograms per cubic meter (more than twice the state standard of 50 micrograms per cubic meter). In Indio, the maximum 24 -hour PMio concentration monitored was 309 micrograms per cubic meter (more.than six times the state standard). The annual geometric mean PMjo concentration did not exceed the state standard in Palm Springs. In Indio, the state standard of 30 micrograms' per cubic meter was exceeded during all three years and by as much as 48 to 88 percent. The PMio annual geometric mean concentration ranged between 44.3 and 56.4 micrograms per cubic meter in Indio. The federal 24 -hour PMio standard of 150 ug /m3 was exceeded 18 times (on 6 percent of the days) between 2001 and 2003 in Indio. The PMio concentration increased each year in Indio (as construction activities increased) from 149 ug /m3 in 2001 to 276 ug /m3 in 2002 and 309 ug /m3 in 2003. The annual arithmetic mean ranged between 50.2 and 56.7 micrograms per cubic meter and exceeded the federal standard of 50 ug /m3 in a1T three years. Given the most recent data,.the SCAQMD will request an extension from the EPA 10. SCAQMD; AQMP Draft Technical Report 111 -F Inventory of PMio Emission, December 1990 . 3 -12 Figure 3 -4 Coachella Valley PM-lo Data Maximum 24 -Hour Concentrations 350 Palm Springs ` 300 Indio m j 0 250 IN c c 200 o U =3 150 Federal Standard _° j (150 ug /m3) E 100 Oz. E Cz 50 / / State Standard (50 ug/m ) 0 i 2001 2002 2003 Year Percentage of PM10 Samples Exceeding State Standard 100 lj*� Palm Springs 90- Indio ° 80 CL - 70 CU (D i c) 60 U) x >, W D c`na 50 o �: i a, -0 40-- / ��. 30 .02 L VJ a 20 / 10 0 2001 2002 2003 !NfEndo Year Engineering Source: CARB Air Monitoring Data to 2006 (or sooner if possible, based on the 2002 Coachella Valley PMio SIP) for the Coachella Valley to demonstrate PMio attainment. Fine Particulate Matter (PM2s) The PM2.5 standards were not exceeded at the Indio or Palm Springs monitoring stations between 2001 and 2003. The highest concentration measured at either station was 44.7 ug /m3 in 2001 at the Palm Springs monitoring station. This daily concentration represents 69 percent of the federal standard. The highest annual arithmetic mean (12.2 ug /m3) occurred in Indio in 2001. It represented 81 percent of the federal standard. Nitrogen. Dioxide The federal annual average nitrogen dioxide standard was not exceeded at the Palm Springs monitoring station between 2001 and 2003. Similarly, the state 1 -hour nitrogen dioxide standard was not exceeded. The maximum 1 -hour NO2 concentration monitored was 0.067 ppm, which represents 27 percent of the standard (0.25 ppm). Carbon Monoxide The state and federal carbon monoxide standards were not exceeded at the Palm Springs station between 2001 and 2003. The highest maximum CO concentration measured during the last three years.was 2.0 ppm (1 -hour average) and 1.50 ppm (8 -hour average). Other Criteria Pollutants Sulfur dioxide and lead are not monitored in. the Coachella Valley. Lead concentrations dropped dramatically following the phasing out of leaded gasoline. Federal sulfur dioxide standards were last exceeded in the 1960's and the state standards were last exceeded in 1990 in Los Angeles County. These pollutants are not of concern to the SCAQMD or the California Air Resources Board (CARB) in the Coachella Valley. 3.1.4 EXISTING SENSITIVE RECEPTORS Land uses considered by the SCAQMD to be sensitive receptors include the following: • residences, • long -term healthcare facilities, •. schools, • rehabilitation centers, • playgrounds, • convalescent centers, • child care centers, • retirement homes, and • athletic facilities. Existing land uses, including sensitive residential land uses, exist in the project vicinity, as shown in Figure 2 -2 (the Vicinity Map). Most of the single- family residential land uses are set back from the master planned streets. Single- family residential dwellings exist southwest of the intersection of Madison Street and Avenue 54, in the PGA West community. In addition, single - family residential dwellings are currently under construction in conjunction with the Hideaway Development, northwest of the intersection of Madison Street and Avenue 54. These sensitive receptors are closest to the project site and therefore likely to be affected most by project - related increases in traffic volumes. If sensitive receptors are located adjacent to a major intersection, carbon monoxide (CO) "hot spots" may occur during times of peak use. High levels of carbon monoxide are also associated with traffic congestion, and with idling or slow - moving vehicles, depending on 3 -13 the background CO concentration. Therefore, projects that could negatively impact levels of service at major intersections with nearby sensitive receptors must quantify and, if necessary, mitigate potential impacts. Since ambient carbon monoxide. concentrations in the Coachella Valley are quite low, it is unlikely that a CO "hot spot" exists locally. 3.1.5 LOCAL SOURCES OF AIR CONTAMINANTS The Coachella Valley is sparsely populated, with the largest urban area represented by Palm' Springs. Industrial sources in the Coachella Valley are generally limited and localized. Blowsand is the most severe form of wind erosion, occurring when barren sand or sandy loam soils are exposed to high winds, in the absence of moisture. Blowsand can cause significant property damage and expensive clean -up procedures. It contributes to high suspended particulate levels and associated respiratory problems for sensitive. receptors. Controlling the blowsand problem is intended: (1) to protect the health, safety and general welfare of any current or future residents of the blowsand hazard zone; (2) to provide for the protection of adjacent property owners who are subject to soil erosion and /or soil accumulation resulting from development activities within the blowsand hazard zone; and (3) to minimize the public cost of removing accumulated sand on public roads. As shown in Figure 3 -5, the project site appears to be located outside the area designated by the Coachella Valley Association of Governments (CVAG) as a "Blowsand Hazard Zone".] > This zone is defined as ".. all land, by nature of its location or soil characteristics subject to real or potential sand accumulation and /or abrasion, or land which may cause sand damage to adjacent property." Within the blowsand hazard zone is an "Active Blowsand Zone". The project site is located outside of the "Active Blowsand Zone ". Blowsand reduction measures are required for projects located within the "Active Blowsand Zone ". Vegetative planting has been the most effective method of direct blowsand control and protection. Other possible methods include: walls; screens, fences; ground covers, soil stabilizers, and watering techniques. , 3.1.6 REGULATORY SETTING Federal Clean Air Act Requirements Section 110 of the federal Clean Air Act (CAA) requires that each State adopt a plan which provides for implementation, maintenance and enforcement . of the primary and secondary national air quality standards in that state. That requirement is met by the State Implementation Plan (SIP). The federal CAA prohibits federal departments and agencies or other agencies from acting on behalf of the federal government, and the Metropolitan Planning Organization (MPO) from engaging in, supporting in any. way, providing financial assistance for; licensing, permitting, or approving any activity that does not conform to the SIP. The Coachella Valley Association of Governments (CVAG) is the MPO for the Coachella Valley. Federal law requires that a proposed project conform with the SIP. The November 1990 amendments to the federal Clean Air Act (CAA) were intended to intensify air pollution control efforts across the nation. The CAA identified specific emission reduction goals, required both a demonstration of reasonable further progress (an ZD 11. CVAG;Final SIP for PM10 in the Coachella Valley; November 1990. 3 -14 } _ Figure 3 -5 Coachella Valley Blowsand Region Deseri Hot Springs Legend - - - - - -- - Blowsand Hazard Zone - — Active Blowsand Zone _ \ 9 Sky Valley \ \ ------ ---- - - - -•• 10 \ \ \ Palm \ \ Springs '--- - - - - -- \ Cathedral \ \ City Thousand \ \ • Palms \ Rancho - - -• _ - - -� � _: - Palm Indio Mirage Desert Indian La Wells Quinta i Coachella – ---- - - - - -- = Project Site �vIi.do Scale: 1 " = 19,400' Engbieer"irig Note: Derived from C.V.A.G. Blowsand Control and Protection Plan, June 1977 incremental reduction in emissions of relevant air pollutants needed to ensure attainment of the national ambient air quality standards or NAAQS by the applicable date) and an attain- ment demonstration, and incorporates more stringent sanctions for failure to attain or to meet interim milestones. The California Clean Air Act The California Clean Air Act (CCAA), which is generally more stringent than the federal CAA, was signed into law in 1988 and amended in 1992. The CCAA divides nonattainment areas into categories with progressively more stringent requirements, based on pollutant levels monitored therein. The CCAA establishes a legal mandate to achieve health -based state air quality standards at the earliest practicable date that is .generally more stringent than the federal CAA. Serious and above nonattainment areas are required to revise their AQMP to include specified emission reduction strategies.and to meet milestones in implementing emission controls and achieving better air quality. The study area is located in the Coachella Valley, which is an.extreme nonattainment area for ozone (based upon the state 1 -hour ozone standard). The ozone standard exceedance is attributed to pollutant transport from the South Coast Air Basin (SCAB). Since the SCAB is a nonattainment area for carbon monoxide, ozone, and PMio, the Coachella Valley may only be able to attain the ozone standard after the SCAB reduces emissions of ozone precursors (VOCs and NOx). Air Quality Management Plan (AQMP) It is the responsibility of the South Coast Air Quality Management District (SCAQM.D) to lead the regional effort to attain the state and national AAQS. The SCAQMD is charged with developing and implementing the Air Quality Management Plan and reducing emissions from industries, some mobile sources; and consumer products. The purpose of the'AQMP is to set forth a comprehensive program to lead the basin into compliance with all national and state air quality standards. Since local government provides the primary focus of land use and growth management decisions, no. air quality management plan can succeed without the active participation of local government. Most of the control measures relating to local government are in the areas of trip reduction; energy conservation, and dust control. Consistent with the need to reduce emissions from mobile sources, many control measures identified focus on alternatives to current transportation strategies. Ride sharing, carpooling, flexible work schedules, parking management and the acquisition of clean - fueled fleet vehicles are a few of the transportation control measures to be considered for adoption by the cities and counties in the Basin. Also included are measures which call upon local jurisdictions to develop more efficient management programs for solid waste including: (1) recycling programs; (2) energy conservation programs; and (3) programs to reduce .fugitive dust emissions. Nearly all of the measures call for the adoption of ordinances to implement control programs. Control strategies from the AQMP that should be considered for adoption by local govern- ments include: (1) emission reductions from paved roads, unpaved 'roads, unpaved parking lots and staging areas ( SCAQMD Rule 403); (2) promotion of lighter color roofing, and road materials and tree planting .programs; (3) advanced transportation technology 3 -15 incentive programs such as telecommunications, advanced shuttle transit, zero - emission vehicles, alternative fuel vehicles and Intelligent Vehicle Highway Systems. It should be noted that local governments (cities and counties) are also responsible for participating in voluntary supportive. programs (e.g. implementing transportation improve- ments called for in the AQMP, coordinating with CVAG regarding regional transportation projects, programs and plans that conform to the State Implementation Program, develop- ing and adopting ordinances to comply with the CMP). Most AQMP Transportation Control Measures included in the RTIP are designed to relieve congestion, reduce emissions from idling vehicles, and help maintain the CMP level of service standards. Local governments and CVAG should coordinate on trip reduction strategies to meet CMP trip reduction requirements. Compliance with the provisions of the federal CAA and CCAA is the primary focus of the latest Air Quality Management Plan developed by SCAQMD and SCAG. The 1997 AQMP included short-term, intermediate, and long -term control measures, and market -based incentive strategies to meet targets for emission "reduction. The short -term measures identified specific control measures that involve existing technology. The control measures consisted mainly of: (1) stationary source controls that will be the subject of the SCAQMD rule making, (2) CARB adopted motor vehicle emissions standards and fuel specifications, and (3) federally adopted programs to reduce emissions from sources under federal jurisdiction. Intermediate term measures were composed primarily of the extension or more stringent application' of short-term control measures. Long -term measures depended on substantial technological advancements and breakthroughs that were expected to occur over the next 20 years. Control measures focused on adoption of new regulations or the enhancement of existing regulations for stationary sources, as well as implementation/facilitation of advanced transportation technologies (i.e., telecommunication, zero emission and alternative fuel vehicles and infrastructure and both capital and non - capital based transportation improvements). Capital -based improvements consisted of high occupancy vehicle (HOV) lanes, transit improvements, traffic flow improvements, park and ride and inter -modal facilities, and urban freeway, bicycle and pedestrian facilities. Non - capital based improvements consisted of rideshare matching and CMP -based Transportation Demand Management activities. The AQMP control measures will reduce emissions by: • Maximizing reductions in the use of pollutant - emitting materials; • Maximizing the substitution of non - polluting or less - polluting materials; • Maximizing the use of the most efficient pollution control devices; • Maximizing the compliance and maintenance programs for fugitive dust emissions; • Maximizing the efficiency of the transportation infrastructure to provide less polluting forms of transportation; • Maximizing the effectiveness of existing measures through improved administrative practices; and • Maximizing strong public and private commitments for the required implementation actions. One type of transportation measure eliminated from the 1997 AQMP was indirect source controls, which would regulate local land use decisions, particularly medium to large -scale developments. These measures were found to be too expensive to implement without producing cost - effective emissions reductions. Rule 2202, the replacement for Regulation 3 -16 XV - Ride sharing, remains in effect to ensure that emissions reduction levels originally projected with implementation of Regulation XV and other. indirect source control strategies are achieved. This removal reflects a growing understanding that command and control measures tied to local land use decisions do not effectively alter travel behavior. The 2003 AQMP The 2003 AQMP is the current SCAQMD plan to achieve clean air standards in Southern California by the end of the decade. It outlines the control measures needed to meet the federal health -based standard for ozone by 2010 and Mo by 2006. The 2003 AQMP demonstrates how the SCAB will continue to meet the federal CO standard that was met for the first time in 2002. It also addresses the measures that will be necessary to.meet the new and more stringent health-based standards for ozone and PM2.5. Twenty -four air'pollution control measures are identified for adoption by the SCAQMD, to reduce emissions from businesses; industry and paints. In addition, twenty -nine measures are specified in the 2003 AQMP for adoption by the CARB and the EPA to further reduce emissions from cars, trucks, construction equipment, aircraft, ships and consumer products. To achieve the federal standards, additional control measures that may require future development and commercialization of clean air technologies may be needed to reduce 226 tons per day of VOCs and 161 tons per day of NOx. VOCs (from paints, consumer products and vehicle fuel combustion) and NOx (primarily from vehicle fuel combustion) are the two major precursors of ozone and fine particulates. State Implementation Plan for PMIo in the Coachella Valley The SCAQMD Final 2002 Coachella Valley PMIO State Implementation Plan ( CVSIP) addresses the EPA's serious PMio nonattainment designation for the Coachella Valley and the control measures required to meet state and federal Mo standards. Large -scale blowsand events, which can produce high levels of PMio through natural processes, are not targeted for control. The EPA excludes these conditions if.man -made dust sources are controlled and a system for notifying the public of high wind forecasts is in place. The Coachella Valley SIP focuses on man -made dust producing activities and the reduction of blowsand intrusion into populated areas. The implementation and monitoring program of the SIP is dependent on the SCAQMD, CVAG and local governments. Local governments were asked in the 1990 CVSIP to develop ordinances, monitor progress, and create a County Service Area (CSA) or similar funding mechanism to implement the SIP. These measures and the resulting dust control programs significantly reduced Mo levels in the early 1990s, and permitted the Coachella Valley to attain the 24 -hour PMio standard since 1993: After years of demonstrating attainment, however, a building boom and other factors have led to PMio levels in 1999 through 2001 that do not ,demonstrate attainment of the national annual average PMT o standard. Under the federal Clean Air Act, an area can request an extension of up to five years to attain the PMio NAAQS, if certain requirements are met (including a SIP that demonstrates expeditious attainment of the standards). The 2002 CVSIP addresses the recent rise in PMio levels above the standard by establishing additional controls needed to demonstrate expeditious attainment of the standards such as: • additional stabilizing or paving of unpaved surfaces, including parking lots; • a prohibition on building new unpaved roads; 3 -17 requiring more detailed dust control plans from builders in the valley that specify the use of more aggressive and frequent watering, soil stabilization, wind screens, and phased development as opposed to mass grading to minimize dust; designating a worker to monitor dust control at construction sites: and testing requirements for soil and road surfaces. . The attainment program builds upon a historically proactive and successful dust control program carried out by local jurisdictions in the Coachella Valley and the SCAQMD. Additional control measures have been included in the CVSIP. An update to the 1996 Natural Events Action Plan has been included in the CVSIP with a request for extension of the PMio attainment deadline. The Final 2002 Coachella Valley PMio SIP will prevent the federal government from imposing its own plan on the Coachella Valley. SCAQMD Rules and Regulations The SCAQMD is responsible for controlling stationary air pollution sources. Therefore, its Rules and Regulations address a wide variety of industrial and commercial operations and require operational controls on many processes. The SCAQMD establishes Permit to Construct and Permit to Operate requirements, inspects emissions sources, and enforces rules and regulations through educational programs and fines. Rule 403 (Fugitive Dust) specifies control measures for use in developing site specific fugitive dust control plans to minimize blowing dust from construction sites and insure the clean up of construction - related dirt on approach routes to the site including: -watering measures, chemical stabilizers, wind fencing, covering haul vehicles, bed liners in haul vehicles, wheel washers, and high wind measures. Rule 403 also prohibits the release of fugitive dust emissions from any active operation, open storage pile, or disturbed surface area beyond the property line of the emission source and prohibits particulate matter deposits on public roadways. Rule 1108 specifies the content of cutback asphalt. Rule 1113 details permitted VOC emissions from architectural coatings. City of La Quinta Comprehensive General Plan The City of La Quinta General Plan Natural Resources Element identifies the City's goals, policies, and programs pertaining to the maintenance of acceptable air quality. It requires buffer zones to be located between sensitive receptors and highways. It also indicates that the City of La Quinta shall strive to maintain land use and development patterns which contribute to the improvement of air quality including a balance between the housing supply and employment opportunities to reduce the length of commuter trips. Growth is encouraged around activity centers and arterial streets to provide more efficient travel patterns and transit service. The La Quinta General Plan addresses coordinating local mass transit improvements with Sunline Transit Agency and CVAG. Sunline Transit Agency reviews site plans for new development to assure adequate and properly located bus turnouts, bus lanes and other transit facilities are incorporated where necessary. Alternative modes of transportation including walking and the use of golf carts and bicycles are. encouraged through the development of community-wide trails and dedicated lanes. . Air quality policies in the General Plan specify that new development be designed and constructed in a manner which minimizes the emission of project- related air - pollutants. To implement this policy, applicants are required to submit detailed air quality analyses for all proposed projects which meet or exceed any of the SCAQMD emission threshold criteria. Projects determined to have a potentially significant impact on ambient air quality are required 'to propose and implement mitigation measures which reduce impacts to insignificant levels in accordance with the Fugitive Dust Control Ordinance. Developers are encouraged to minimize the amount of mass clearing, excavation, and cut and fill operations required for development. The City promotes the development- and use of alternative clean energy sources for transportation, heating, cooling and ventilation. New development is encouraged to incorporate energy efficient design measures to reduce the need for heating and cooling (trees for shade, windbreaks, careful orientation of buildings etc.). The City of La Quinta supports and participates in' CVAG, SCAG and SCAQMD efforts to monitor and minimize air pollutant emissions, particularly pollutants of regional concern. The City of La Quinta also supports .and. implements the provisions of the SIP for PM i o in the Coachella Valley. The Environmental Hazards Element of the La Quinta Comprehensive General Plan includes a discussion and map of areas within the City of La Quinta that are subject to wind erosion hazards. As shown therein, City of La Quinta Municipal Code The City of La Quinta Fugitive Dust Control Ordinance (No. 391) establishes minimum requirements for construction and demolition activities to reduce man -made fugitive dust and PMio emissions. This ordinance identifies performance standards and available control measures for dust - generating activities, per the Coachella Valley Fugitive Dust Control Handbook developed by the SCAQMD in May of 2003. It requires an approved Fugitive Dust Control Plan, prior to the initiation of earth - moving operations, that describes fugitive dust sources at the construction site and the corresponding control measures that will be employed to minimize emissions. 'Ordinance No. 391 limits vehicle speeds on unpaved roads, requires the installation of on -site wheel washers at construction sites and identifies wind fencing requirements. Ordinance 391 specifies that during non -work hours of the grading phase, at least one of the following short-term stabilization methods shall be implemented: • soils shall be maintained in a damp condition, as determined by sight or touch; • a stabilized surface shall be established through watering; or • a chemical dust suppressant shall be applied to maintain a stabilized surface. Visible fugitive dust emissions shall not be allowed that exceed 20 percent opacity or extend more than 100 feet horizontally or vertically from their origin, or cross any property line. Within 10 days of ceasing activity, at least one of the following long -term stabilization techniques shall be implemented for any disturbed surface where construction activities. are not scheduled to occur for at least 30 days: • revegetation with 75 percent ground coverage with an active watering system in place at all times; • establish a stabilized surface through watering with physical access restriction surrounding the area; or 3 -19 establish a stabilized surface with chemical stabilizers with physical access restriction surrounding the area. All bulk material track -out from any site access point onto any paved road open to through traffic shall be removed at the conclusion of each workday and within one hour, if such material extends more than 25 feet from any site access point. At the intersection of each site entrance and any paved road open to through traffic, all vehicles exiting the site shall be routed over at least one of the following: • a pad of at least one-inch washed gravel maintained in a clean condition to a depth of at least six inches extending at least 30 feet wide and 50 feet long; or • a paved surface extending at least 20 feet wide and 100 feet long; or • a wheel washing system, or • a wheel shaker /wheel spreading device consisting of raised dividers (rails, pipe, or grates) at least three inches tall , six inches apart, and 20 feet long. During any work involving a disturbed surface area of 50 or more acres, an AQMD certified Environmental Observer shall be on the site or available on -site within 30 minutes of initial contact who has dust control as the sole or primary responsibility. This individual shall be identified in the Fugitive Dust Control Plan and have the authority to immediately employ sufficient dust suppression measures 24 hours per day and seven days per week to ensure compliance with Ordinance 391, the Fugitive ' Dust Control Plan, and AQMD regulations. 3 -20 3.2 AIR QUALITY IMPACT ANALYSIS The South Coast Air Quality Management District is responsible for adopting, implement- ing and enforcing air quality regulations within the Salton Sea Air Basin. The SCAQMD reviews and comments on environmental documents for projects that may generate signifi- ct adverse air quality impacts. The SCAQMD advises the lead agency in addressing and mi antigating the potential adverse air quality impacts caused by projects both during and after construction. The final decision on the significance of.the air quality impacts lies with the judgment of the lead agency. The City of La Quinta is the lead agency with respect to land use decisions and discretionary permits. These decisions must be based upon several considerations including the following. 1) What is the intensity and type of project? 2) What is the location of the project (i.e. upwind of sensitive receptors or in areas with high pollutant concentrations)? 3) Will the project cause an exceedance of any air quality standard? 4) Will the project make a substantial contribution to an existing exceedance of an air quality standard? 5) Is the project inconsistent with the AQMP or State Implementation Plan? 6) Will the project emit toxic air contaminants (TACs)? 7) Will the mitigation measures that are attached to the project mitigate the air quality impacts to the maximum extent feasible? Local governments control the impact of air pollutants on sensitive receptors through land use decisions. Two types, of air pollutant sources must be considered with respect to the proposed project: stationary sources and mobile sources. Stationary source considerations include emissions from construction activities and natural gas combustion, emissions at the power plant associated with the electrical requirements of the proposed development. Mobile source considerations include exhaust emissions resulting from short -term construction activities and long -term vehicular travel associated with the proposed project. 3.2.1 IMPACT SIGNIFICANCE THRESHOLD CRITERIA The SCAQMD has established short-term construction- related and long -term operational thresholds which are recommended for use by lead agencies in considering both primary and secondary impacts on air quality, as shown in Table 3 -2. Emissions thresholds are indicators of potential air quality impacts. If the lead agency finds that a project has the potential to exceed the thresholds, the project should be considered significant. However, the final determination of whether or not a project is significant is within the purview of the lead agency, pursuant to Section 15064 (b) of the CEQA Guidelines.) For construction - related emissions, the SCAQMD has established significance thresholds on both a daily and a quarterly basis, as shown in Table 3 -2. Since a project's quarterly emissions are determined by averaging over a 3 -month period (including only actual 1. SCAQMD, CEQA Air Quality Handbook, April 1993, page 6 -2. 3 -21 working days), it is possible to not exceed the quarterly thresholds while exceeding the daily thresholds shown in Table 3 -2. Table -3 -2 Emissions Significance Threshold Criteriaa (Pounds /Day) Pollutant CO ROC NOx Sox PM 10 Operational Emissionsb - Pounds/Day 550 75 100 150 1.50 Construction Emissions - Pounds/Day 550 75 100 150 150 - Tons /Quarter 24.75 2.5 2.5 6.75 6.75 a. SCAQMD, CEQA Air Quality Handbook; November, 1993. b. Projects in the Coachella Valley with peak (highest daily) operation - related emissions that exceed any of these emissions thresholds should be considered significant. Air quality impacts resulting from the operation of the proposed project over the long term could be considered significant if the project's daily emissions exceed the operational threshold criteria shown in Table 3 -2. If the project is inconsistent with the 2002 Coachella Valley PMio State Implementation Plan or the AQMP, its long -term operational impacts on, air quality could be considered significant. Significant localized project impacts occur when carbon monoxide standard exceedances are projected at sensitive receptor locations adjacent to roadways serving project - related traffic, or, in cases where the background concentration already exceeds the state carbon monoxide standards, when there will be a measurable increase in carbon monoxide levels at the receptor site. A measurable increase is defined by the SCAQMD as 1.0 ppm for 1 -hour carbon monoxide levels and 0.45 ppm for 8 -hour carbon monoxide levels. A project has a significant adverse impact on air quality if it is inconsistent with the assumptions and objectives of regional air quality plans (AQMP and PMio SIP), because it could interfere with the region's ability to comply with federal and state ambient air quality standards. A project that requires a General Plan Amendment or revision which would provide directly or indirectly for increased population growth above that projected.in the adopted AQMP will have a significant cumulative adverse air quality impact. Only new or amended General Plan Elements, Specific Plans, and significant projects need to undergo a consistency review. Projects that are consistent with local General Plans are considered consistent with the air quality related regional plans including: the current AQMP, the 2002 Coachella Valley PM-io State Implementation Plan and other applicable regional plans.2 The City of La Quinta has recognized that there are certain substantial adverse impacts associated with implementation of the General Plan that cannot be avoided. Among these impacts are the exceedances of the SCAQMD significance thresholds for criteria air pollutant emissions. Attachment B of the "California Environmental Quality Act Statement 2: SCAQMD, CEQA Air Quality Handbook; November 1993; pg. 12 -2. 3 -22 of Overriding Considerations for the La Quinta General Plan Update" concludes: "For the identified significant impacts which cannot be avoided or mitigated to a level of insignificance, the City of La Quinta finds that the feasible mitigation measures identified in the Final EIR are appropriate and have been incorporated into the project. The City of La Quinta finds the project benefits outweigh. the significant project impacts." Since the proposed project includes conforming uses, and the exceedance of the SCAQMD threshold criteria was identified in the La Quinta General Plan Update as an unavoidable impact, the air quality impacts associated with the proposed project should be considered less than significant. 3.2.2 SHORT -.TERM CONSTRUCTION- RELATED IMPACTS Short-term impacts on air quality will occur during the construction activities required to implement the proposed project. These adverse impacts will include: 1) diesel exhaust emissions from the construction equipment used as well as the vehicles used to transport the off - highway construction equipment required; 2) emissions from the commute vehicles of construction workers; 3) particulate emissions (fugitive dust) during excavation, grading and clearing activities; 4) ' exhaust emissions from the heavy vehicles used to transport building materials to the site; and 5) off - gasing emissions from architectural coatings used for buildings and paving materials used for roadway improvements. Construction Assumptions For a "worst case "' short-term impact assessment, it was assumed that construction could begin in May of the year 2005 and extend over a period of three years. Construction. equipment on -site will typically operate eight hours per day and six days per week, .as specified by the La Quinta Municipal Code. On average, it is estimated that 60. construction workers will be required on -site to construct the proposed development. Buildout and full occupancy of the site is expected to occur in the year. 2008. The entire 199-acre. project site was assumed to require grading over a period of two months. Cut and fill quantities are expected to be balanced on -site; without requiring the importation or exportation of material. During the grading activities, the maximum acreage disturbed per day is estimated to be 13 acres. Paving was assumed to occur on approximately 29 acres of the site in three infrastructure improvement phases, each requiring approximately 2 weeks to complete. The residential buildings will be constructed in eight phases with each incremental group of approximately 35. dwellings requiring approximately 6 months to construct. More than one development phase may be under construction on -site simultaneously, but at different stages of the building process. Architectural coatings will be applied over the course of 20 days for each development phase, with three days assumed per phase for drying of the interior and exterior coatings. 3 -23 Computer Modeling URBEMIS2002 is a computer model developed as a tool to estimate emissions for land use development projects for many California air quality management and air pollution control districts and the California Air Resources Board.3 Short-term construction emissions can be estimated with the URBEMIS2002 computer model (Version 7.4) for three construction phases (demolition, site grading, and building construction) during summer days, winter days and on an annual basis. These emissions estimates include: fugitive dust (from demolition and site grading), on -road diesel exhaust (from demolition, site grading and asphalt paving), off -road diesel emissions (associated with demolition, site grading, building construction, and asphalt paving), worker commute trips (during each phase of construction), and off - gasing (during architectural coating and asphalt laying activities). Table 3 -3 provides the project- related unmitigated construction emissions projections. Unmitigated emissions shown therein reflect the fact that the City of La Quinta will use its discretionary permit authority to place conditions of approval on the proposed project that require compliance with all applicable policies, rules, regulations and ordinances. The emissions projections included in Table 3 -3 incorporate site specific construction details, where available, and assume default values. for input parameters where site specific information is not currently known. The assumptions and URBEMIS2002 worksheets are provided in Appendix A. As shown in Table 3-3, construction activities undertaken to implement the proposed project will cause temporary increases in localized ROG, NOx, CO, and PM10 emissions and concentrations in the project vicinity. The primary sources of construction- related emissions on -site will be: (1) off -road diesel - powered heavy -duty mobile construction equipment exhaust NOx; (2) ROG off - gasing associated with the application of architectural coatings; and (3) PMio generated by grading operations involving disturbing soil and exposed earth surfaces. Exhaust emissions during the construction activities envisioned on site would vary daily as construction activity levels change. The resulting air pollutant concentration increases will depend on several factors including the soil composition and moisture content, the amount of grading required and underway at any one time; wind speeds, the number and type of machinery used at any given point in time, and the construction schedule (including the scheduling of concurrent construction processes and phases).' On a peak day during the grading phase, the off -road diesel emissions generated at the project site are projected to include approximately: 20 pounds of ROG, 149 pounds of NOx, 151 pounds of CO and 7 pounds of PM1o. In addition, the active soil disturbance associated with earthwork on 13 acres would generate an estimated 50 pounds of fugitive dust, assuming twice daily watering of exposed surfaces and any unpaved areas used as roads on and maximum speeds of 15 mph on unpaved surfaces. Emissions at this rate would exceed the SCAQMD daily significance threshold for NOx by 49 percent. On a peak construction day after grading is completed, the maximum air pollutant emissions associated with building construction activities are projected to total approximately 164 pounds of ROG, 150 pounds of NOx, 161 pounds of CO, and 137 pounds of PMjo. Emissions at this rate would exceed the SCAQMD significance threshold for ROG (by 118 percent) and the significance threshold for NOx (by 50 percent) to the extent that they could most likely not be mitigated to a level of insignificance. 3. Jones & Stokes Associates; URBEMIS2002 For Windows With Enhanced Construction Module; (Version 7.4.2) May, 2003 and EMFAC 2002 Version 2.2. 3 -24 Table 3 -3 Peak Day Unmitigated Construction Emissions EstimateSa (Pounds/Day) Emissions Source ROG NOx CO PM10 SITE GRADING PHASE - Fugitive Dust - - - 49.94 - Off -Road Diesel 19.93 149.16 150.79 6.80 - Worker Trips 0.20 ' 0.24 5.06 0.02 Subtotal 20.13 149.40 155.85 56.76 BUILDING CONSTRUCTION Construction Process - Off -Road Diesel 14.04 111.82 100.41 5.09 - Worker Trips 1.45 0.74 17.99 0.24 Subtotal 15.49 112.56 118.40 5.33 Architectural Coatings - Off- Gasing 146.64 - _ - - Worker Trips 1.45 0.74 16.21 0.24 Subtotal 148.09 0.74 16.21 0.24 Asphalt Paving - Off - Gasing 0.77 - - Off -Road Diesel 5.04 33.76 41.09 1.46 - On -Road Diesel 0.18 3.52 0.68 0.08 - Worker Trips 0.03 0.02 0.41 0.01 Subtotal 6.02 37.30 4218 1.55 MAXIMUM ALL PHASESb 163.57 149.86 160.59 56.76 .Daily Threshold 75 100 550 150 Threshold Exceeded Yes . Yes No No a. xerer to Appendix A for the URBEMIS2002 printouts. The PMio emissions include exhaust and fugitive dust emissions, assuming 13 acres per day are disturbed during grading. Twice daily watering of exposed surfaces was assumed as well as reduced speeds (<15 mph) on unpaved surfaces on -site. b. Building construction activities will occur in eight phases. The maximum emission projections for any phase are included here. Not all building activities will occur simultaneously on -site. Table.34 provides the unmitigated quarterly construction emissions estimates associated with the proposed project. The quarterly emissions were determined from the average annual emissions estimates and include only actual working days (22 days per month). It is possible to not exceed the quarterly thresholds while exceeding the daily thresholds. Without mitigation, the SCAQMD quarterly threshold for NOx is projected to be exceeded during site grading activities and during building construction activities. In addition, the SCAQMD quarterly ROG threshold is projected to be exceeded during architectural coating activities associated with the buildings to be constructed on -site. 3 -25 Table 3 -4 Unmitigated Quarterly Construction Emissions Estimatesa (Tons /Quarter) Emissions Source ROG NOx CO PM10 Maximum All Phases 3.52 3.59 4.30 1.99 SCAQMD Threshold 2.50 2.50 24.75 6.75 Threshold Exceeded Yes Yes No No a. Refer to Appendix A for the URBEMIS2002 printouts. The quarterly emissions include only actual working days and were determined from the URBENES2002 annual construction emission estimates. Significance of Short -Term Impacts The proposed project is expected to exceed the SCAQMD daily and quarterly construction emission thresholds of significance for ROG and NOx during construction activities on site. The magnitude of the exceedances indicate that mitigation of both of these criteria pollutant emissions levels to a level of insignificance is not likely to be feasible. 3.2-3 LONG -TERM OPERATIONAL IMPACTS Criteria Air Pollutant Emission Projections During the life of the proposed development, a variety of emissions will be produced by its day -to -day operations. Emission projections were made for the project buildout year (2008) with the URBEMIS2002 model which utilizes EMFAC 2002 emission factors. The input assumptions utilized and model output,sheets are provided in Appendix A. The results are summarized in Table 3 -5 for a summer day and a winter day, because motor vehicle emissions of criteria pollutants (other than particulates) vary with the ambient temperature. Operational emissions associated with the proposed project will include motor vehicle emissions and area source emissions. The motor vehicle emissions projections include: running exhaust, tine wear particulates, brake wear particulates,. variable starts, hot soaks, diurnal emissions, resting losses and evaporative running losses. They assume PMio emissions associated with cars traveling over only paved streets. Only a small fraction of the project - related operational emissions would be area source emissions, which include fuel combustion for space and water heating, fuel combustion for landscape maintenance, and consumer product emissions from air fresheners, automotive products, household cleaners and personal care products. Upon full occupancy in the year 2008, the project is expected to generate up. to 337 pounds of carbon monoxide, 44 pounds of reactive organic gases, 41 pounds of NOx, 29 pounds of PMio and less than one pound of SOx, daily. Project - related motor vehicle and area source emissions are not projected to exceed any of the SCAQMD operational emission significance thresholds. 3 -26 Table 3 -5 Project Buildout Operational Air Pollutant Emissionsa (Year 2008 Pounds/Day) Emissions Source . ROG NOx CO. S02 PM 10 SUMNMR DAY Motor Vehicles 28.49 26.77 332.19 0.21 29.45 Area Sources - Natural Gas 0.30 3.82 1.63 -- 0.005 - Landscaping 0.43 0.05 3.72 0.11 0.005 - Consumer Products 14.92 -- -- - __ Subtotal 15.65 3.87 5.35 0.11 0.01 Total 44.14 30.64 337.54 0.32 29.46 WINrMR DAY Motor Vehicles 23.13 36.75 263.59 0.16 29.45 Area. Sources - Natural Gas 0.30 3.82 1.63 - 0.01 - Landscaping - Consumer Products 14.92 Subtotal 15.22 3.82 1.63 - -- 0.01 Total 38.35 40.57 265.22 0.16 29.46 Daily Threshold 75 100 550 150 150 Threshold Exceeded No No No No No a. See Appendix A for URBEM1S2002 (Version 7.4.2) output which utilizes EMFAC 2002 Version 2.2. Assumes 305 single - family dwellings generating 2,900 ADT. Carbon. Monoxide "Hot Spot" Analysis Future carbon monoxide levels in the project vicinity during peak hour traffic were. assessed with the CALINE4 computer model at the most heavily used intersection. The intersection of Madison Street and Avenue 54 was modeled for year 2008 conditions with and without the proposed project, as shown in Table 3 -6. Other intersections carrying project- related traffic will experience smaller increases in carbon monoxide levels than shown in Table 3 -6. Peak hour traffic in the year 2008 (prior to the addition of project- related traffic) will contribute up to 0.1 ppm (over a 1- hour.period) and up to 0.1 ppm (over an 8 -hour period) to the carbon monoxide concentrations at the closest residential receptor locations near the intersection of Madison Street and Avenue 54. The highest carbon monoxide concentration expected at the nearest sensitive receptor sites at the intersection of Madison Street and Avenue 54 under year 2008 ambient conditions is projected to be 3.0 ppm over a 1 -hour averaging period and 1.8 ppm over an 8 -hour averaging period. Project- related. traffic volumes would increase carbon monoxide levels at receptors near this intersection to 3.1 ppm (over a 1 -hour period) and 1.9 ppm (over an 8 -hour period). Changes. in CO concentrations of this magnitude are not significant. 3 -27 Table 3 -6 Projected Future Carbon Monoxide Concentrations Near the Intersection of Madison Street and Avenue 54 a. Receptors were located on the northwest, southwest and southeast corners of the intersection (at the intersection of the rights -of -way of Madison Street and Avenue 54 adjacent to the PGA West development and the Hideaway Resort, as well as at the closest residential lot on- site). b. Refer to Appendix A for the assumptions and CALINE 4 output sheets. c. A persistence factor of 0.6 was used to determine the 8 -hour CO concentrations from the 1 -hour values. d. The background CO concentrations were taken from the SCAQMD web site "CEQA Handbook" Update Revised August, 2003. The background concentration, when added to the CO concentration near each intersection, yields the total CO concentration projected to occur in the project vicinity. A project has a significant impact if it interferes with the attainment of the state 1 -hour or 8- hour carbon monoxide standards by either exceeding them or contributing to an existing or projected violation. Based upon the CO "hot spot'' analysis, the proposed project will not interfere with the attainment of the state 1 -hour or 8 -hour carbon monoxide standards by either exceeding them or contributing to an existing or projected violation at sensitive receptor locations. Future carbon monoxide concentrations adjacent to the "worst case" intersection modeled will be sixteen percent of the 20 ppm state standard and nine percent of the 35 ppm federal standard (1 -hour average) with the proposed project. The 8 -hour carbon monoxide concentrations in the year 2008 with the proposed development will represent 21 percent of the state and federal 8 -hour carbon monoxide standard. Significance of Long -Term Impacts Since the proposed project includes conforming uses on the project site, it appears to be consistent with the population and employment growth projections that form the basis of the AQMP and the Regional Growth Management Plan. Project - related operational emissions projections are not expected to exceed the SCAQMD operational emissions significance thresholds. The proposed project will not interfere with the attainment of the 3 -28 1 -Hour Averageb (ppm) 8 -Hour Averages (ppm) Receptor Cornera (Feet) NW SW SE NW SW SE Year 2008 No- Project Year 2008 CO Backgroundd 2.3 2.3 2.3 1.4 1.4 1.4 Ambient Traffic Contribution 0.7 0.6 0.6 0.4 0.4 0.4 Year 2008 Background + Ambient 3.0 2.9 2.9 1.8 1.8 1.8 Year 2008 + Project Year 2008 CO Backgroundd 2.3 2.3 2.3 1.4 1.4 1.4 Project Buildout Traffic Contribution 0.8 0.7 0.7 0.5 0.4 0.4 Year 2008 Background + Buildout 3.1 3.0 3.0 1.9 1.8 1.8 State Standard ' 20.0 20.0 20.0 9.0 9.0 9.0 Federal Standard 35.0 35.0 35.0 9.0 9.0 9.0 a. Receptors were located on the northwest, southwest and southeast corners of the intersection (at the intersection of the rights -of -way of Madison Street and Avenue 54 adjacent to the PGA West development and the Hideaway Resort, as well as at the closest residential lot on- site). b. Refer to Appendix A for the assumptions and CALINE 4 output sheets. c. A persistence factor of 0.6 was used to determine the 8 -hour CO concentrations from the 1 -hour values. d. The background CO concentrations were taken from the SCAQMD web site "CEQA Handbook" Update Revised August, 2003. The background concentration, when added to the CO concentration near each intersection, yields the total CO concentration projected to occur in the project vicinity. A project has a significant impact if it interferes with the attainment of the state 1 -hour or 8- hour carbon monoxide standards by either exceeding them or contributing to an existing or projected violation. Based upon the CO "hot spot'' analysis, the proposed project will not interfere with the attainment of the state 1 -hour or 8 -hour carbon monoxide standards by either exceeding them or contributing to an existing or projected violation at sensitive receptor locations. Future carbon monoxide concentrations adjacent to the "worst case" intersection modeled will be sixteen percent of the 20 ppm state standard and nine percent of the 35 ppm federal standard (1 -hour average) with the proposed project. The 8 -hour carbon monoxide concentrations in the year 2008 with the proposed development will represent 21 percent of the state and federal 8 -hour carbon monoxide standard. Significance of Long -Term Impacts Since the proposed project includes conforming uses on the project site, it appears to be consistent with the population and employment growth projections that form the basis of the AQMP and the Regional Growth Management Plan. Project - related operational emissions projections are not expected to exceed the SCAQMD operational emissions significance thresholds. The proposed project will not interfere with the attainment of the 3 -28 state 1 -hour or 8 -hour carbon monoxide standards by either exceeding them or contributing to an existing or projected violation at sensitive receptor locations. 3.2.4 RELEVANT PLANNING PROGRAMS Air Quality Management Plan The purpose of a consistency finding is to determine whether or not a project is consistent with the assumptions and objectives of regional air quality plans: Based on this determina- tion, conclusions can be drawn regarding. whether or not a specific project will interfere with the region's ability to comply with federal and state air quality standards. The consistency determination fulfills the CEQA goal of fully informing local agency decision makers of the environmental costs of projects under consideration early enough to ensure that air quality concerns are fully addressed. This allows decision makers to contribute to the clean air goals in the AQMP and the PMio SIP. When a project is inconsistent, local governments can consider project modifications or mitigation measures to eliminate the inconsistency. Since the La Quinta Comprehensive General Plan is the basis for the AQMP emissions inventories, it appears that the proposed project, which is consistent with the General Plan land use designations on -site, is consistent with the key underlying assumptions associated with the AQMP. State Implementation Plan for PMio in the Coachella Valley The proposed project will adhere to the provisions of the La Quinta Fugitive Dust Control Ordinance to minimize fugitive dust emissions during construction activities. This is a control measure outlined in the PMio SIP. Through the construction specifications, the project proponent will implement feasible PMio guidelines such as discontinuing grading when winds exceed 25 miles per hour. A PMio fugitive dust mitigation plan will be developed by the project proponent and submitted to the City of La Quinta for approval, prior to the issuance of grading permits. It appears, therefore, that the proposed project is consistent with the PMio SIP. SCAQMD Rules and Regulations The project proponent will comply with all applicable SCAQMD "Rules and Regulations ". City of La Quinta Comprehensive General Plan The proposed project is consistent with the City's air quality goals, policies, and programs set forth in the Natural Resources Element of the La Quinta Comprehensive General Plan. Buffer zones shall be located between the sensitive residential development proposed on- site and the abutting roadways (Madison Street and Avenue 54). The proposed project shall make provisions for alternative transportation modes including walking, golf carts and bicycles; as specified in the General Plan. A detailed air quality analysis has been prepared identifying mitigation measures which will reduce construction- related PMio impacts to insignificant levels in accordance with City of La Quinta Comprehensive General Plan policies and Municipal Code requirements. Cut and fill quantities will be balanced on -site to eliminate emissions associated with hauling material to or from the site. The land uses proposed on -site are consistent with the General Plan Land Use and zoning designations and therefore the underlying assumptions in the AQMP. The project - related long -term operational emissions of criteria air pollutants will not exceed any of the SCAQMD significance threshold criteria. 3 -29 City of La Quinta Municipal Code The project proponent will comply with all provisions of the La Quints Municipal Code including the Fugitive Dust Control Ordinance (No. 391) which establishes minimum requirements for construction activities to reduce fugitive dust and PMio emissions. A Fugitive Dust Control Plan describing .fugitive dust sources at the site and the control measures to be implemented for each fugitive dust source during any dust - generating activity on -site from the Coachella Valley Fugitive Dust Control Handbook (SCAQMD) shall be submitted to the City of La Quinta for approval in conjunction with the application for a grading permit or a building permit and prior to the initiation of any earth- moving operations. The most important control measures will be phased grading of the site (to minimize the number of acres disturbed each day), frequent watering of exposed surfaces, and the limitation of vehicle speeds to 15 mph on unpaved surfaces during construction activities. This will ensure that fugitive dust emissions are minimized during construction and no debris is washed, blown by wind, or otherwise deposited on abutting streets or adjacent property. 3.2.5 CUMULATIVE IMPACTS A project that requires a General Plan Amendment or revision which would provide directly' or indirectly for increased population growth above that projected in the adopted AQMP will have a significant cumulative adverse air quality impact. The proposed project would not provide directly or indirectly for increased population growth above that projected in the adopted AQMP and, therefore, will not have a significant cumulative adverse air quality impact. Cumulative impacts on air quality were addressed in the carbon monoxide "hot spot" analysis. The ambient year 2008 traffic volumes modeled with the California Line Source Dispersion Model included the growth in background traffic volumes expected to occur in the project vicinity as a result of cumulative development in the area. As shown therein, the projected cumulative impact on air pollutant concentrations at the intersections carrying the most project - related traffic are not expected to be significant. Adherence to the SCAQMD "Rules and Regulations" and compliance with locally adopted AQMP and PMio SIP control measures will help reduce the pollutant burden of each cumulative development. Appropriate mitigation measures for cumulative impacts such as: fugitive dust control plans, grading permits, and TDM plans are required by the City of La Quinta and implemented through enforcement of the La Quinta Municipal Code. 3 -30 3.3 AIR QUALITY MITIGATION MEASURES The inclusion of mitigation measures in the project is required to minimize to the greatest extent feasible the potential air quality impacts attributable to the proposed project. The City of La Quinta must take affirmative steps to determine that approved mitigation measures are implemented subsequent to project approval. A mitigation monitoring and reporting plan must be prepared, pursuant to Public Resources Code 21081.6, for any mitigation measures incorporated in the project or imposed as a condition of approval. The City of La Quinta will use its discretionary permit authority to place conditions of approval on the proposed project that require compliance with all applicable policies, rules, regulations and ordinances. The following measures reflect policies, rules or regulations that apply to the proposed development. The proposed project will comply with the provisions of the La Quinta Municipal Code which establish minimum requirements for construction activities to reduce fugitive dust and PMio emissions. A Fugitive Dust Control Plan describing fugitive dust sources at the site and the control measures to be implemented for each fugitive dust source during any dust - generating activity on -site from the Coachella Valley Fugitive-Dust Control Handbook (SCAQMD; May, 2003) shall be prepared and submitted to the City of La Quinta for approval prior. to the issuance of any grading permits or building permits associated with the project and prior to the initiation of any earth- moving operations. 2. The project proponent shall comply with all applicable SCAQMD Rules. and Regulations including but not limited to the following: • Rule 403 (Fugitive Dust) specifies control measures for use in developing site specific fugitive dust control plans to minimize blowing dust.from construction sites and insure the clean up- of construction- related dirt on approach. routes to the site including: watering measures, chemical stabilizers, wind fencing, covering haul vehicles, bed liners in haul vehicles, wheel washers, and high wind measures; • Rule 1108 and 1108.1 prohibits the use of rapid and medium cure cutback asphalts as well as organic compounds in emulsified asphalts used during the construction process; and Rule 1.113 (Architectural Coatings) restricts the VOC content of any architectural coating materials used on -site to a maximum of 2.08 pounds of VOC per gallon. 3. Building construction on -site shall comply with the energy use guidelines in Title 24 of the California Administrative Code. 4. As a condition of approval, the project proponent will comply with City requirements regarding the master planned Class II bikeways and Class II golf cart paths adjacent to the site along Avenue 54 and Madison Street. In addition to compliance with applicable rules, regulations and ordinances; the following measures are recommended for incorporation in the project to. reduce the potential for adverse air quality impacts during construction. 3 -31 5, If feasible, earth- moving activities should be limited to a maximum 13 acres disturbed per day to ensure that PM l0 emissions during grading do not exceed the SCAQMD daily threshold criteria. 6. Earth - moving activities should be suspended during first and second stage ozone episodes or when winds exceed 25 MPH, per the Coachella Valley,PMio State Implementation Plan and SCAQMD Rule 403.1. 7. Adequate watering techniques shall be employed to partially mitigate the impact of construction - generated dust particulates. Portions of the project site that are under- going earth moving operations shall be watered such that a crust will be formed on the ground surface and then watered again at the end of the day, as part of the construction specifications. Any construction access roads should be watered, paved as. soon as possible, and cleaned after each work day.. The maximum vehicle speed limit on unpaved road surfaces shall be 15 mph. 9. As part of the construction specifications, any vegetative ground cover to be utilized on -site shall be planted as soon as possible to reduce the disturbed area subject to wind erosion. Irrigation systems needed to water these plants shall be installed as soon as possible to maintain the ground cover and minimize wind erosion of the soil. 10. Construction operations affecting off -site roadways shall be scheduled for off -peak traffic hours and shall minimize the obstruction of through- traffic lanes. 11. Architectural coatings should not be applied at the same.time that other construction activities which generate high VOC emissions (e.g. asphalt paving) are under way on -site. 12. Consideration should be given to the implementation of other feasible mitigation strategies to minimize ROC emissions during architectural coating activities including: • the use of precoated building materials, • the use naturally colored building materials (brick, stone,tile, etc.); • the use of water -based or low -VOC coatings; • using, coating transfer or spray equipment with a high transfer efficiency • employing skilled operators who are well- versed in Rule 1113 requirements (improved transfer efficiency and fewer paint and solvent spills). 3 -32 4.0 NOISE ANALYSIS 4.1 EXISTING NOISE ENVIRONMENT Noise fundamentals are introduced below such as: noise rating schemes, typical noise levels of familiar noise sources, sound.propagation, and various factors which affect motor vehicle noise levels. This information is followed by a discussion of: (1) the harmful effects of noise, (2) community responses to sound, (3) guidelines for achieving land use compatibility with noise, and (4) the current noise environment in the project. vicinity. A glossary of technical terms related to noise is provided in Appendix B. In 4.1.1 FUNDAMENTALS OF NOISE Noise levels are measured on a logarithmic scale in decibels which are then weighted and added over a 24 -hour period to reflect not only the magnitude.of the. sound, but also its duration, frequency, and time of occurrence. In this manner, various acoustical scales and units of measurement have been developed such as: equivalent sound levels (Leq), day - night average sound levels (Ldn) and community noise equivalent levels (CNELs). A- weighted decibels. (dBA) approximate the subjective response of the human ear to a broad frequency noise source by discriminating against the very low and very high frequencies of the audible spectrum. They are adjusted to reflect only those frequencies which are audible to the human ear. The decibel scale has a value of 1.0 dBA at the threshold of hearing and 140 dBA at the threshold of pain. Each interval of 10 decibels indicates a sound energy ten times greater than before, which is perceived by the human ear as being roughly twice as loud. v Under controlled conditions in a laboratory, the trained healthy human ear is. able to discern changes in sound levels of 1 dBA, when exposed to steady single frequency signals in the mid - frequency range. Outside of these controlled conditions, the trained ear can detect changes of 2 dBA in normal environmental noise.. A 3.0 decibel increase in noise level reflects a doubling of the acoustic energy. It is widely accepted that the average healthy ear, however, can barely perceive noise level changes of 3 dBA. The human perception of loudness is nonlinear in terms of decibels and. acoustical energy. For instance, if one source produces a noise level of 70 dBA, two of the same sources produce 73 dBA, three will produce about 75 dBA, and ten will produce 80 dBA. Human perception is complicated in that two identical noise sources do not sound twice as loud as one noise source. Acoustic experts have tested thousands of subjects to establish the relationship between changes in acoustical energy and the corresponding human reaction. Table 4 -1 summarizes their findings. The average human perceives a 10 dBA decrease in noise levels as one -half of the original level, even though it exposes the average human to one -tenth of the acoustic energy associated with the reference sound. An increase of 3 dBA in noise level is perceived as a barely perceptible increase, but it actually exposes the. listener to twice the acoustic energy of the noise level before the increase. 1. Mr. Rudy Hendriks, Caltrans Environmental Engineering - Noise, Air Quality and Hazardous waste Management Office, Technical Noise Supplement, October 1998, pg. 41. 4 -1 Table 4 -1 Human Response to Noise Level Changes Noise Level Relative Energy Perceived Change Descriptive Change Change (dBA) Change In Percentage In Human Perception +40 dBA 10,000 x Sixteen Times as Loud +30 dBA 1,000 x Eight Times as Loud +20 dBA 100 x +300% Four Times as Loud +15 dBA 31.6 x +183% +10 dBA lox +100% .Twice as Loud +9 dBA 7.9 x +87% +8 dBA 6.3 x +74% +7 dBA 5.0 x +62% +6 dBA 4.0 x +52% +5 dBA 3.16 x .+41% Readily Perceptible Increase +4 dBA 2.5 x ±32% +3 dBA 2.0 x +23% Barely Perceptible Increase +0' dBA 1 0% Reference (No Change) -3 dBA 0.5 x -19% Barely Perceptible Reduction -4 dBA 0.4 x -24% -5 dBA 0.316 x -29% Readily Perceptible Reduction -6 dBA 0.25 x -34% -7 dBA 0.20 x -38% -8 dBA 0.16 x -43% -9. dBA 0.13 x -46% -10 dBA 0.10 x -50% One -Half as Loud -15 dBA 0.0316 x -65% -20 dBA 0.01 x -75% One- Quarter As Loud. -30 dBA 0.001 x One- Eighth as Loud -40 dBA 0.0001 x One- Sixteenth as Loud a. Mr. Rudy Hendnks, C:altrans, Technical Noise Supplement, October, 1998. b. Change in relative energy.with respect-to a zero change in dBA (no change). c. Average human perceived change in noise level. A positive change represents an increase. A negative change represents a decrease. 4 -2 Examples of the decibel level of various noise sources are shown in Figure 4 -1. They include: the quiet rustle of leaves (10 dBA), a motion picture studio (20 dBA), a library (35 dBA), ambient noise outdoors (50 dBA), normal conversation at 5 feet (55 dBA), or a busy street at 50 feet (75 dBA). Noise Rating Schemes Equivalent sound levels are not measured directly but rather calculated from sound pressure levels typically measured in A- weighted decibels (dBA). The equivalent sound level (Leq) is the constant level that, over a given time period, transmits the same amount of acoustic energy as the actual time - varying sound. Equivalent sound levels are the basis for both the Ldn and CNEL scales. Day -night average sound levels (Ldn) are a measure of the cumulative noise exposure of the community. The Ldn value results from a summation of hourly Leq's over a 24 -hour time period with an increased weighting factor applied to the nighttime period between 10:00 PM and 7:00 AM. This noise rating scheme takes into account those subjectively more annoying noise events which occur during the normal sleeping hours. Community noise equivalent levels (CNEL) also carry a weighting penalty for noises that occur during the nighttime hours. In addition, CNEL levels include a penalty for noise events that occur during the evening hours between 7:00 PM and 10:00 PM. Because of the weighting factors applied, CNTEL values at a given location will always be.larger than Ldn values, which in turn will exceed Leq values. However, CNEL values are typically within one decibel of the Ldn value. As used in General Plan applications, the CNEL metric means the annualized daily sound level (the sum of 365 days of individual CNEL values divided by 365). The annualized CNEL reflects the fundamental theory that real community impacts are related to long -term noise exposure levels. That is why airport, railroad, and highway noise impact criteria are all based on annualized CNEL values. Sound .Propagation For a "Line source" of noise such as a heavily traveled roadway, the noise level drops off by a nominal value of 3.0 decibels for each doubling of distance between the noise source and the noise receiver. Environmental factors such as wind conditions, temperature gradients, characteristics of the ground (hard or soft) and the air (relative humidity), and the presence of vegetation combine to increase .the attenuation achieved outside laboratory conditions to 4.5 decibels per doubling of distance in many cases. The increase in noise attenuation in exterior environments is particularly true: (1) for freeways where an elevated or depressed profile, higher truck mix, or the presence of intervening buildings or topography come into play; (2) where the view of a roadway, is interrupted by isolated buildings, clumps of bushes, scattered trees; (3) when the intervening ground is soft or covered with vegetation; or (4) where the source or receiver is located more than three meters above the ground. The nominal value of 3.0 dBA with doubling applies to sound propagation from a "line source ": (1) over the top of a barrier greater than 3 meters in height; or (2) where there is a clear unobstructed view of the highway, the ground is hard, no intervening structures exist and the line -of -sight between the noise source and receiver averages more than 3 meters above the ground? 2. State of California, Department of Transportation, Noise Manual, 1980 :;I Figure 4 -1 Typical Noise Levels of Familiar Sources dBA 145 Physically Painful 140 Sonic Boom Extremely Loud 135 130 125 Jet Takeoff at 200' Discomforting 120 Oxygen Torch 115 Discotheque 110 Construction Noise at 10' 105 Power Mower at 3' Very Loud 100 Newspaper Press, Subway Train 95 Freight Train at 50' 90 Food Blender 85 Electric Mixer, Alarm Clock 80 Heavy Truck at 50', Average Factory 75 Busy Street Traffic at 50' 70 Average Traffic at 100', Vacuum Cleaner at 10' 65 9 Electric Typewriter at 10' 60 Dishwasher at 10', Air Conditioning Unit at 15' `i 55 g. p.,A Normal Conversation at 5 —41--' - 40 Typical Daytime Suburban Background, Quiet Office r 45 -E Refrigerator at 10' 40 : Bird Calls 35 :A Library Very Quiet 30 Soft Whisper at 16' 25 20 Motion Picture Studio 15 Barely Audible 10 Leaves Rustling 5 Threshold of Hearing 0 !Undo Engineering Source: Ti ler. Paul A. "Physics", New York: (North Publishers 1976 In an area which is relatively flat and free of barriers, the sound level resulting from a single "point source" of noise drops by 6 decibels for each doubling of distance or 20, decibels for each factor of ten in distance. This applies to fixed noise sources and mobile noise sources which are.temporarily stationary such as an idling truck or other heavy duty equipment operating within a confined area (such as industrial processes or construction). Factors Affecting Motor Vehicle Noise The noise levels adjacent to "line sources" such as roadways increase by.3.0 dBA with each doubling in the traffic volume (provided that the speed and truck mix do not change). From the mathematical expression relating increases in the number of noise sources (motor vehicles) to the increase in the adjacent sound level, it can be shown that.a 26 percent increase in the traffic volume will cause a 1.0 dBA increase in adjacent noise levels. Doubling the number of vehicles on a given route increases the adjacent noise levels by 3.0 dBA, but changing the vehicle speed has an even more dramatic effect. Increasing the vehicle speed from 35 to 45 mph raises the adjacent noise levels by approximately 2.7 dBA. Raising the speed from 45 to 50 mph increases adjacent noise levels by 1.0 dBA: A speed increase from 50 to 55 mph increases adjacent noise levels by 0.9 dBA. Consequently, lower motor vehicle speeds can have a significant positive impact in terms of reducing adjacent noise levels.3 The truck mix on a given roadway also has a significant effect on adjacent noise levels. As the number of trucks increases and becomes a larger percentage of the vehicle volume, adjacent noise levels increase. This effect is more pronounced if the number of heavy duty (3+ axle) trucks is large when compared to the number of medium duty (2 -axle) trucks. 4.1.2 HARMFUL EFFECTS OF NOISE Noise can cause temporary physical and'psychological responses in humans. Temporary physical reactions to passing noises range from a startle reflex to constriction in peripheral. blood .vessels, the secretion of saliva and gastric juices, and changes in heart rate, breathing patterns, the chemical composition of the blood and urine, dilation of pupils in the eye, visual- acuity and equilibrium. The chronic recurrence of these physical reactions has been shown to cause fatigue, digestive disorders, heart disease, circulatory and equilibrium disorders. Moreover, noise is a causal factor in stress - related ailments such as ulcers, high blood pressure and anxiety. Three harmful effects of noise which are commonly of concern include speech interference; the prevention or interruption of sleep, and hearing loss. Figure 4 -2 illustrates how excessive background noises can reduce the amount and quality of verbal exchange and thereby impact education, family life - styles, occupational efficiency, and the quality of recreation and leisure time. Speech interference begins to occur at about 40 to 45 decibels and becomes severe at about 60 decibels. Background noise levels affect performance and learning processes through distraction, reduced accuracy, increased fatigue, annoyance and irritability, and the inability to concentrate (particularly when complex tasks are involved or in schools where younger children exhibit short concentration spans). 3. Endo Engineering conclusions based upon computer runs of RD -77 -108 with all variables held constant except vehicle speed. Several factors determine. whether or.not a particular noise event will interfere with or prevent sleep. These factors include the noise level and characteristics, the stage of sleep, the individual's age and motivation to waken. Ill or elderly people are particularly susceptible to noise - induced sleep interference, which can occur when intruding noise levels exceed the typical 35 -45 decibel background noise level in bedrooms. Sleep prevention can occur when intruding noise levels exceed 50 dBA. Hearing loss is one of the most harmful effects of noise on people. As shown in Table 4- 2, hearing loss may begin to occur at 75 dBA. Approximately 20 million people in the United States currently have some degree of hearing loss. In many of these cases, exposures to very loud, impulsive, or.sustained noises caused damage to the inner ear which was substantial even before a hearing loss was actually noticed. To prevent the spread of hearing loss, a desirable goal would be to minimize the number of noise sources which expose people to sound levels above 70 decibels. Table 4 -2 Harmful Effects Of Noisea Harmful Effect Noise Levels at Which Harmful Effects Occur Prevention or Interruption of Sleep 35 - 45 dB (A) Speech Interference 50 - 60 dB (A) Extra Auditory Physiological Effects 65 - 75 dB (A) Hearing Loss 75 - 85 dB (A) a. California Department of Public Health; Report to 1971 Legislature. 4.13 COMMUNITY RESPONSES TO SOUND People react to sound in different ways. A high level noise is more objectionable than a low level noise. Intermittent truck peak noise levels are more objectionable than continuous level fan noise. Humans are more sensitive to high frequency noise than low frequency noise.. People tend to compare an intruding noise with the existing background noise and usually find it objectionable if the new noise is: (1) readily identifiable, or (2) considerably louder than the ambient noise. The nature of the work. or activity that is underway when the noise exposure occurs affects the way listeners react to the new noise. For example, workers in a factory or office may not be disturbed by highway traffic noise, but people sleeping at home or studying in a library and exposed to the same noise tend to be annoyed and find the noise objectionable. By the same token, an automobile horn at 2:00 a.m. is more disturbing than the same noise in traffic at 5:00 p.m. 4 -5 Approximately 10 percent of the population has a very low tolerance for noise and will object to any noise. not of their own making. Consequently, even in the quietest environment, some complaints will occur. Another 25 percent of the population will not complain even .in very severe noise environments .4 A variety of reactions can be expected from people exposed to any given noise environment. Despite this variability in behavior on an individual level, the population as a whole can be expected to exhibit the following responses to changes in noise levels. An increase or decrease of 1.0 dBA cannot be perceived except in carefully controlled laboratory experiments. A 3.0 dBA increase is considered just noticeable outside of the laboratory. An increase of 5.0 dBA is often necessary before any noticeable change in community response (i.e. complaints) would be expected.5 Community responses to noise may range from registering a complaint.by telephone or letter, to initiating court action; depending upon each individual's susceptibility to noise and personal attitudes about noise. Several factors are related to the level of community annoyance including: • fear associated with noise producing activities; • socio- economic status and educational level of the receptor; • noise receptor's perception that they are being unfairly treated; • attitudes regarding the usefulness of the noise producing activity; and • receptor's belief that the noise source can be controlled.6 Studies have shown that changes in long -term noise levels measured in units of Ldn or CNEL, are noticeable and are responded to by people. About 10 percent of the people exposed to traffic noise of 60 Ldn will report being highly annoyed with the noise, and each increase of one Ldn is associated with approximately 2 percent more people being highly annoyed. When traffic noise exceeds 60 Ldn or aircraft noise exceeds 55 Ldn, people begin complaining.? Group or legal actions to stop the noise should be expected to begin at traffic noise levels near. 70 Ldn and aircraft noise levels near 65 Ldn. 4.1.4 LAND USE COMPATIBILITY WITH NOISE Some land uses are more tolerant of noise than others. For example, schools, hospitals; churches and residences are more sensitive to noise intrusion than commercial or industrial activities. As ambient noise levels affect the perceived amenity or livability of a development, so too can the mismanagement of noise impacts impair the economic health and growth potential of a community by reducing the area's desirability as a place to live, shop and work. For this reason, land use compatibility with the noise environment is an important consideration in the planning and design process. Bolt Beranek & Newman, Literature Survey for the FHA Contract on Urban Noise, Report No. 1460, January 1967. State of California, Department of Transportation, Noise Manual, 1980 and Highway Research Board, National Cooperative Highway Research Program Report 117,197 1. United States Environmental Protection Agency, Public Health and'Welfare Criteria For Noise, July 1973. State of California, Department of Health Services, Dr. Jerome Lukas, Memo dated July 11; 1984. we, La Ouinta General Plan Standards and Policies The City of La Quinta has established goals and policies regarding land use compatibility with noise in the La Quinta Comprehensive General Plan Noise Element (March 20, 2002). The goal of the noise section in the.Environmental Hazards Element is a healthy noise environment which complements the City's residential and resort character, and the . mix of land uses provided in the City. The first policy in implementing this goal is to maintain the noise standards shown in Figure 4 -3. For sensitive land uses, such as residences and schools, a maximum exterior noise level of 65 dBA CNEL is considered acceptable. Figure 4-:3 is a land use compatibility matrix for community noise in the City of La Quinta. It was taken from the noise section of the Environmental Hazards Element. It allows noise concerns to be incorporated in land use planning to present future noise and land use incompatibilities. It identifies land use types as "normally acceptable ", "conditionally acceptable" or "normally unacceptable" for development, by exterior noise exposure level. It also identifies noise exposure levels where new construction or development should not be undertaken. A "normally acceptable" designation indicates that conventional construction can occur with no special noise reduction requirements. A "conditionally acceptable" designation implies that new construction or development should be undertaken only after a detailed analysis of the noise reduction requirements for each land use proposed is made and needed noise insulation features are incorporated in the design. Exterior noise level standards apply to outdoor noise exposure areas which have regular human use and in which a lowered noise level would be beneficial. They need not be applied to areas having limited human use or where lowered noise levels would produce little benefit. Outdoor environments are generally limited to the rear yard of single- family homes, multi - family patios and balconies (with a depth of 6 feet or more) and common recreational areas. The following City noise policies and programs that could be relevant to the proposed project are set forth in the noise section of the Environmental Hazards Element of the La Quinta Comprehensive General Plan. City policy is to maintain noise standards in conformance with Figure 4 -3, the Community Noise and Land Use Compatibility matrix. The Building Department maintains Uniform Building Code standards which ensure that interior noise levels meet or exceed City standards (which specify a maximum interior noise exposure of 45 dBA CNEL for residential structures). New or redevelopment projects proposing sensitive receptors located along arterial roadways whose CNEL levels are expected to exceed the City noise standards at buildout and who do not propose mitigation are required to prepare a noise impact analysis to mitigate noise levels to meet or exceed City standards. The City may require remedial noise control plans for areas experiencing noise in excess of adopted City standards. Municipal Code Requirements To control community noise impacts from non - transportation noise sources, the City of La Quinta has adopted maximum permissible sound levels by receiving land use including exterior sound levels for sensitive and non - residential land uses, which are found in the Noise Control Ordinance of the La Quinta Municipal Code (Chapter 9.100.210). Residential property, schools, hospitals, and churches are considered noise sensitive land uses. 4 -7 Land Use Category Community Noise Exposure CNEL (dBA), 50 55 60 65 70 75 Residential Land Uses: Single and Multi - Family Dwellings, Group Quarters, Mobile Homes ' �_�/li - - Transient Lodging Motels, Hotels School Classrooms, Libraries, Churches, Hospitals, Nursing Homes and Convalescent Hospitals . — - Recreation Land Uses: Golf Courses, Open Space (with walking, bicycling or horseback . riding trails, etc.) . y - - Office Building, Personal Business, and Professional Services f Commercial Land Uses: Retail Trade, Movie Theaters, Restaurants, Bars, Entertainment Actvities, Services Heavy Commercial /Industrial: Wholesale, Manufacturing, Utilities, Transportation, Communications Auditoriums, Concert Halls, Amphi- theaters, Music Shells (may be sensitive receptors or generators) Sports Arenas, Outdoor Spectator Sports �V ndo Engineering Figure 4 -3 Community Noise and Land Use Compatibility Matrix Interpretation . Normally Acceptable With no special noise reduction requirements assuming standard construction. Conditionally Acceptable New construction or development should be undertaken only after detailed analysis of the noise reduction requirement is made and needed noise insulation features included in the design. Generally Unacceptable New construction is discouraged. If new construction does proceed, a detailed analysis of noise reduction requirements must be made and needed noise insulation features included in the design. ® Land Use Discouraged New construction or development should generally not be undertaken. Source: "La Quinta General Plan" Adopted March 20, 2002 The noise control standards for nonresidential land use districts set forth in the Noise Control Ordinance were established to prevent excessive sound levels which are detrimental to the public health, welfare and safety or which are contrary to the public interest. The La Quinta Noise Ordinance sets exterior noise level limits based upon the receiving land use. The standard for noise sensitive land uses is 60 dBA (between 7:00 a.m. and 10:00 p.m.) and 50 dBA (between 10:00 p.m. and 7:00 a.m.).8 The standard for non - residential land uses is 75 dBA (between 7:00 a.m. and 10:00 p.m.) and 65 dBA (between 10:00 p.m. and 7:00 a.m.). Noise levels which exceed these limits are only allowed for limited time intervals. The noise limits shown above may not be exceeded for more than 30 cumulative minutes at the property line in one hour. Sound levels at the noise limits plus 5 dBA are allowed for up to 15 minutes per hour. Sound levels at the noise limits plus 10 dBA are allowed for up to 5 minutes per hour. Sound levels at the noise limits plus 15 dBA are allowed for up to 1 minute per hour. Sound levels that exceed the noise limits plus 20 dBA are not allowed. Section 6.08.050 of the La Quinta Municipal Code addresses disturbances caused by noise associated with construction activities. It specifies that construction activities are not allowed on Sundays or holidays. From October 1st through April 30th, construction equipment activities are limited to the period between 7:00 a.m. and 5:30 p.m. on Monday through Friday, and the period between 8:00 a.m. and 5:00 p.m. on Saturdays. From May 1st through September 30th, construction equipment activities are limited to the period between 6:00 a.m. and 7:00 p.m. on Monday. through Friday, and the period between 8:00 a.m. and 5:00 p.m. on Saturdays. An exception can be made with a written early construction work permit issued by the city manager or his designee upon a showing of sufficient need due to hot or inclement weather, or the use of an unusually long process material, or other circumstances of unusual and compelling nature. (Ord. 393 §1,2003: Ord. 18§1, 1982) To facilitate noise screening for residents and preserve visual openness, Section 9.50.020 of the La Quinta Municipal Code specifies that residential buildings within 150 feet of the right -of -way of agrarian image corridors be limited to one story in height (not to exceed 22 feet in height). It also specifies rear yard setbacks of a minimum of 25 feet for residential units abutting image corridors. 4.1.5 CURRENT NOISE EXPOSURE The CNEL noise metric allows the total noise exposure of an area resulting from many individual noise events over a long period of time to be summed and expressed as a single value that can be mapped as a series of contour lines around the noise source. CNEL values represent the accumulation of noise energy in a manner somewhat similar to the way a rain gauge accumulates precipitation from passing storm fronts. Whether the noise event is brief and intense or occurs over an extended period at lower levels, the total noise energy at a location is summed to determine the exposure over a specified period. The primary sources of noise in the study area are transportation facilities. Master planned roadways located near the project site accommodate passenger cars, trucks, buses and motorcycles that increase ambient noise levels throughout the study area. 8. The La Quinia Comprehensive General Plan indicates that the residential noise limits in the Noise Ordinance will be changed in the future to 65 dBA between 7:00 a.m. and 10:00 p.m. and 55 dBA from 10:00 p.m. to 7:00 a.m. In' the case of highway noise, CNEL values typically reflect tile noise exposure over an average 24 -hour period. CNEL values can reflect the noise exposure over the peak activity period or over a year, as is often the case with airport contours. In either case, CNEL values reflect the weighted summation of all of the sound events at a designated location, whether the events are far away with minimal effect or nearby, creating the dominant noise exposure at that location. With the CNEL metric, sound events that occur during the evening hours are given a 5 dB penalty while those that occur at night are given a 10 dB penalty, to reflect the sensitivity of noise - sensitive receptors to sound events during these periods. This assumes that one evening noise event is equal in impact to three similar daytime events. It also assumes that one nighttime sound event is equal in impact to ten equivalent daytime sound events. Motor Vehicle Noise Noise from motor vehicles is generated by engine vibrations, the interaction between the tires and the road, and the exhaust system. Reducing the speed of motor vehicles reduces the noise exposure of listeners both inside the vehicle and adjacent to the roadway. The Federal Highway Traffic Noise Prediction Model (RD -77 -108) developed by the Federal Highway Administration was used to evaluate existing roadway noise conditions near the project site. This model accepts various parameters including the traffic volume, vehicle mix and speed, and roadway geometry, in computing equivalent noise levels during typical daytime, evening and nighttime hours. The resultant noise levels are then weighted, summed over 24 hours, and output as the CNEL value. Various CNEL contours are subsequently located through a series of computerized iterations designed to isolate the 60, 65, and 70 CNEL contour locations. As noted previously, the CNEL values include adjustments during the evening and night to compensate for the heightened sensitivity of the average listener during these hours. Table 4 -3 provides the current noise levels adjacent to roadways within the study area. The distance to various noise contours used for land use compatibility purposes has been determined by assuming a sound propagation with distance drop -off rate of 4.5 dBA with each doubling.9 This is a soft site assumption which accounts for the sound propagation loss over natural surfaces such as soil and ground vegetation. The traffic volume data assumed for the noise modeling was .derived from the Griffin. Ranch Specific Plan and Vesting T.T.M. 32879 Traffic Impact Study (Endo Engineering; September 7, 2004). The vehicle mix assumed for the noise modeling was taken from the truck mix and temporal distribution shown in Table 5 of the "City of La Quinta Noise Element Update Technical Report" prepared by RKJK (dated September 22, 2000). As shown therein, trucks were assumed to represent 2.28 percent. of the total daily traffic volume for all roadways in the City of La Quinta. The hourly traffic flow distribution by vehicle type is included in Appendix B. As shown in Table 4 -3, noise levels emanating from roadways in the project vicinity are relatively low. They currently range from a low of 46.3 CNEL (at a distance of 100 feet from the centerline of Avenue 54, west of Jefferson Street) to a high of 69.4 CNEL (at a distance of 100 feet from the centerline of State Highway 111, east of Jefferson Street). 9. This drop -off rate was assumed by RKJK & Associates Inc. to calculate all noise contours in "City of La Quinta Noise Element Update Technical Report," (September 22, 2000). A more conservative noise attenuation with distance drop -off rate of 3.0 dBA was assumed herein to evaluate on -site noise levels behind the noise barriers to assure that the City, exterior noise standard of 65 CNEL will be met. Table 4 -3 Existing Exterior Noise Levels Adjacent to Nearby Roadways Roadway Segment A.D.T.a (Veh./Day) CNELb @ 100 Feet Distance to Contours (Ft.)c 70 dBA 65 dBA 60 dBA Jefferson Street - N/O Highway 1 1 1 13,540 63.4. R/W 82 159 - S/O Highway l 11 21,030 68.8 86 169 355 - N/O Avenue 54 13,960 67.0 71 131 270 - S/O Avenue 54 5,200 57.8 R/W R/W 77 Madison Street - S/O Avenue 54 6,900 62.4 R/W 68 143 - N/O Site Access 6,350 62.0 R/W 65 135 - S/O Site Access 61260 62.1 R/W 67 136 - N/O Avenue 58 3,920 60.0 RAV R/W 100 - S/O Avenue 58 2,550 58.2 R/W R/W 77 Monroe Street - N/O Avenue 54 6,300 63.0 R/W 74 158 - S/O Avenue 54 4,520 61.5 R/W 59 126 Highway 111 - W/O Jefferson Street 29,990 69.3 92 181 382 - E/O Jefferson Street 29;400 69.4 93 . 179 374 Avenue 54 - W/O Jefferson. Street 310 46.3 R/W R/W R/W - E/O Jefferson Street ]0,060 64.1 R/W 88 184 - W/O Madison Street 91410 63.8. R/W 84 176 - E/O Madison Street 3,170 58.9 R/W R/W 85 - W/O Monroe Street 3,350 60.2 R/W R/W 103 - E/O Monroe Street 4,890 61.9 R/W 62 134 Avenue 58 - W/O Madison Street 900 52.3 R/W R/W R/W - E/O Madison Street 1,660 56.1 R/W R/W 55 a. A.D.I. =average daily two -way traffic volume (current 2004 peak season). b. CNEL values are given at 100 feet from al] roadway centerlines (see Appendix B: for noise model input parameter assumptions). c. All distances are measured.from the centerline. R/W means the contour falls within the right -of -way. The 70 CNEL, 65 CNEL, and 60 CNEL contours presently fall within the right -of -way along two of the roadway segments modeled. The 70 CNEL and 65 CNEL contours. presently fall within the right -of -way along eight of the twenty -one roadway segments modeled. At a distance of 100 feet from the centerline of six roadway segments evaluated in the study area, current traffic volumes generate noise levels that are below 60 CNEL. At 100 feet from the centerline of eleven roadway segments in the study area that were modeled, current traffic volumes generate noise levels that fall between 60 CNEL and 65 CNEL. Current traffic volumes generate noise levels that fall between 65 CNEL and 70 CNEL at. 100 feet from the centerline of four of the roadway segments modeled in the study area. 4 -10 Ambient noise levels on the project site emanating from the adjacent roadways are currently relatively low. They range from 62.4 CNEL (at a distance of 100 feet from the centerline of Madison Street) to 58.9 CNEL (at 100 feet from the centerline of Avenue 54). Adjacent to the project site, the 65 dBA CNEL contour is currently located 68 feet from the centerline of Madison Street and within the. right -of -way of Avenue 54. 4.1.6 NOISE SENSITIVE RECEPTORS A noise - sensitive area is an area of regular and intensive human usage where the usage is impaired or restricted when subjected to excessive levels of noise. Noise - sensitive land uses are those associated with indoor and/or outdoor human activities that may be subject to stress and /or significant interference from noise. The, surrounding land uses in the project vicinity are illustrated in Figure 2 -2. Noise - sensitive single - family residential land uses in the project vicinity are located directly south of the project site. Noise - sensitive . residential land uses are also located west of the project site (across Madison Street) and northwest of the project site, across Avenue 54. The PGA West resort residential development is located south and west of the project site. Northwest of the project site is the Hideaway resort residential development. The proposed project is a residential development that is consistent with the surrounding community. The.project site is currently designated LDR (Low Density Residential) and VLDR (Very Low Density Residential) in the La Quinta General Plan, with a permitted residential density of up to 4 units per acre and up to 2 units per acre, respectively. The proposed residential development is not expected to generate significant. direct noise impacts on the adjacent community. However, unless appropriate noise attenuation features are incorporated in the project design, future residents of the proposed project could experience future noise exposures which exceed City standards as a result of future traffic volumes expected to use Madison Street and Avenue 54. 4 -11 4.2 NOISE IMPACT ANALYSIS 4.2.1 SIGNIFICANCE THRESHOLD CRITERIA Since noise increases or decreases of 1.0 dBA cannot be perceived (except in carefully controlled laboratory experiments) project - related noise impacts-of this magnitude are not considered to be significant., If a project- related change in noise levels exceeds 3.0 dBA, it is considered to be audible and "potentially significant ", provided noise - sensitive receptors are-present. If a project- related noise increase exceeds 3.0 dBA and a receiving land use is expected to exceed the noise standards detailed in the La Quinta Comprehensive General Plan as a result, the noise impact is considered "clearly significant" and warrants the development of appropriate mitigation strategies. 4.2.2 SHORT -TERM CONSTRUCTION- RELATED IMPACTS Short-term acoustic impacts are those associated with construction activities necessary to implement the proposed land uses on -site. These noise levels will be higher than the ambient noise levels in the project area today, but will subside once construction is completed. Noise impacts due to construction will be regulated through the City of La Quinta Municipal Code and Noise Control Ordinance as well as through environmental specifications in the construction contract and the Noise Control Act of 1972 (which sets noise emission standards for construction machinery). The transport of workers and equipment to the construction site will incrementally increase noise levels along the roadways leading to and from the site: The increase, although temporary in nature, could be audible to noise sensitive receptors abutting the roadways utilized for this purpose. Even though there could be a relatively high single event noise exposure potential with passing trucks causing annoyance, the effect on long -term ambient noise levels would be less than 3 dBA when truck noise (87 dBA at 50 feet) is added to existing noise levels and averaged over a 24 -hour period. Therefore, short -term construction worker and equipment travel noise increases would represent less than significant impacts on noise sensitive receptors along the site access routes. The noise generated by the actual on -site construction activities is extremely difficult, if not impossible, to estimate at the noise sensitive residential receptor locations in the project vicinity due to variations in the location, number, and type of construction equipment used from day to day on the project site. However, based upon typical construction activities that occur during grading and building construction and their associated noise levels, construction noise level ranges can be estimated. Construction activities are carried out in discrete steps, each of which has its own mix of equipment, and its own noise characteristics. These various sequential phases will change the character of the noise levels surrounding the construction site as work progresses. Despite the variety in the type and size of construction equipment, similarities in the dominant noise sources and patterns of operation allow noise ranges to be categorized by work phase. Figure 4 -4 shows typical construction equipment noise ranges at 50 feet. The earth - moving equipment category includes excavating machinery (backhoes, bulldozers, shovels, trenchers, front loaders, etc.) and roadway building equipment (compactors, scrapers, graders; pavers; etc.). Typical operating cycles may involve one or two minutes of full power operation, followed by three to four minutes at lower power settings. Noise levels at 50 feet from earth - moving equipment range from 73 to 96 dBA. 4 -12 Figure 4 -4 Construction Noise Noise Level (dBA) at 50 feet 60 70 ' 80 90 100 110 Source: EPA, 1971; "Noise from Construction Equipment and Operations, Building Equipment, and Home Appliances ". NTID300.1 �Wndo Engineering Front Loa der t � f` I, • : fry :i4.: } {}�,n \'{ ?; }'•: {::v:: }:(:r }Y':: k $.v iY:iri•: Jii:4'fM1.' } ?.,v;l;i:}::ly� }: }:•.1,. �� /,iyff�;l tirf\;:n:•} : {tir:i:. } } <: }:; C•:INA{G:G:!i.':ry }::{ f.:G:ti: }:::•iyf.-. MEN ' i.�:ir ij•4 }r.: is •: {:. `•:tiifr'i:fii� }:ti;} iii: ? {ti %: \ • � !vGi:i ?; ?� �'• Yri {:; tii;ti { {ii:l f:i I Scraper/Grader 1A v :�v:'• }r x Concrete Mixers a{}.'lf,hY��{1r:; y }•.rGF6 }:'.` } +i.::{ /:mil•.';} \ ", Concrete Pumps v}C': Motor Crane. i9JiiF }}fC�'W$:' } MEN I I Generators •i }{� \fty. tiff yf:G:i Compressors ¢� TSGG Source: EPA, 1971; "Noise from Construction Equipment and Operations, Building Equipment, and Home Appliances ". NTID300.1 �Wndo Engineering The Environmental Protection Agency has found that the noisiest equipment types operating at construction sites typically range from 88 to 91 dBA at 50 feet. Although noise ranges were found to be similar for all construction phases, the erection phase (laying sub -base and paving) tended to be less noisy. Noise levels varied from 79 dBA to 89 dBA at 50 feet during the erection phase of construction. The foundation phase of construction tended to create the highest noise levels, ranging from 88 to 96 dBA at 50 feet. To reduce the potential for short -term noise impacts, construction activities shall be regulated and the construction equipment hours of operation on -site shall be limited (per La Quinta Municipal Code Section 6.08.050). Construction activities shall take place only during the days and hours specified therein and shall not be allowed on. Sundays or holidays. From October 1 st through April 30th, construction equipment activities shall be limited to the period between 7:00. a.m: and 5:30 p.m. on Monday through Friday, and the period between 8:00 a.m. and 5:00 p.m. on Saturdays. From. May 1st through September 30th, construction equipment activities shall be limited to the period between 6:00 a.m. and 7:00 p.m. on Monday through Friday, and the period between 8:00 a.m. and 5:00 p.m. on Saturdays, when construction noise is deemed less disruptive in areas with noise sensitive land uses in the project vicinity. Effects on Sensitive Receptors Clearing, grading, trenching for utilities, roadway paving, concrete mixers and pumps used to pour foundations, framing and roofing of the buildings proposed on -site will create short-term noise increases that will be noticeable to residents located adjacent to the project site to the south and west. Adjacent residents may perceive short-term noise increases when: • vehicles enter and leave the site (with workers, building materials, or construction equipment); • activities occur in construction. staging areas; • any temporary on -site generators are operated; • rough and finish grading activities are underway; and building construction occurs. The intensity of the noise impact will depend upon the proximity of existing homes and other noise sensitive receptors to the area under construction, the number and type of construction equipment operating each day, and the length of time each piece of equipment is in use. Noise generated by a single point source of noise (like a stationary piece of construction equipment) attenuates at a rate of 6 dB with each doubling of distance between the noise source and receptor. Consequently, surrounding residential lots located 100 feet from the construction noise source would benefit from a 6 dBA noise attenuation with distance. Those residents living 200 feet away would benefit from a 12 dB reduction in exterior noise levels during construction activities. When the construction activities occur 400 feet away from residences, an 18 dB reduction in exterior noise levels would occur between the noise source and the noise receiver. To attenuate 91 dB by 26 decibels to 65 dB would require a distance of 1,000 feet between the construction noise source and the noise receptor with line -of -sight exposure to the noise source. 4 -13 The level of construction noise expected at noise sensitive land uses in the project vicinity could cause significant annoyance but not long -term or severe effects. Hearing loss is not likely to occur, since construction operating cycles are limited to the less sensitive hours of the day and generate noise levels that are intermittent so the day -night noise level (Ldn) is not likely to exceed 75 dB. Temporary construction. noise is an area of concern because construction noise frequently provokes community annoyance and complaints. Therefore, it will be important to incorporate sufficient noise reducing measures into the construction specifications to ensure that the potential for adverse impacts on the adjacent community is reduced to the maximum extent feasible. 4.23 LONG -TERM OPERATIONAL IMPACTS Long -term acoustic impacts could occur both off -site and on -site if the project is approved and implemented. Off -site noise impacts could result from project- related traffic increases on site access roads and from the intrusion of noise generated by future activities on -site into the neighboring noise - sensitive residential development. On -site acoustic impacts could result from motor vehicle noise generated by future traffic volumes on the master planned roadways adjacent to the site. The 60 dBA CNEL contour represents the zone in which any proposed noise - sensitive land use should be evaluated on a project specific basis to determine if it requires. mitigation to meet City or State (Title 24) standards. The 65 CNEL contour represents the level at which any new noise - sensitive uses will require mitigation in order to comply with local noise standards. All of the residential lots proposed on -site are considered noise - sensitive. Off -Site Vehicular Noise Impacts The projected year 2008 +project noise levels adjacent to roadways carrying appreciable volumes of project - related traffic are shown in Table 4 -4. As shown therein, noise levels at 100 feet from the centerline of the various roadway segments evaluated will range from a low of 47.9 CNEL (along Avenue 54,.west of Jefferson Street) to a high of 69.9 CNEL (along State Highway 111, east of Jefferson Street). The 70 CNEL and 65 CNEL contours will remain within the rights -of -way along four of the twenty -five roadway segments analyzed. Adjacent to the site, the noise levels generated by motor vehicles on Madison Street upon project completion in the year 2008 are projected to be 64.3 dBA at 100 feet from the centerline. The noise levels generated by motor, vehicles on Avenue 54 adjacent to the site are projected to be 61.6 dBA at 100 feet. from the centerline upon project completion. Table 4 -5 details the projected increase in motor vehicle noise associated with project - related traffic in year 2008 along each roadway segment in the study area. As shown therein, the.proposed project will not generate a perceptible noise increase (greater than 3.0 dBA) along any of the roadways in the project vicinity. The largest project - related increase in noise levels projected along any of the roadway segments modeled (an increase of 1.1 dBA) is expected to occur along Avenue 54, east of Madison Street. Since noise increases of less than 3.0 dBA are imperceptible, the project - related incremental motor vehicle noise increases are considered adverse but not significant. Table 4 -4 Year 2008 +Project Exterior Noise Levels . Adjacent to Area Roadways Roadway Segment A.D.T." (Veh/Day) CNEL @ 100 Feetb Distance to Contours (FQC 70 dBA 65 dBA 60 dBA Jefferson Street - N/O Highway 111 19,180 64.9 R/W 99 198 - S/O Highway l 11 24,260 69.4 93 184 388 - N/O Avenue 54 21,600 68.9 87 171 360 - S/O Avenue 54 7,340 59.3 R/W R/W 92 Madison Street - S/O Avenue 54 10,470 64.3 R/W 90 189 - N/O Site Access 9,690 64.0 R/W 87 181 - S/O Site Access 9,130 63.7 R/W 83 173 - N/O Avenue 58 51680 61.6 R/W 62 126 - S/O Avenue 58 3,750 59.8 R/W 50 97 Monroe Street - N/O Avenue 54 9 470 64.7 R/W 96 205 - S/O Avenue 54 6,380 63.0 R/W 74 158 Highway 111 - W/O Jefferson Street 33,740 69.8 97 195 413 - E/O Jefferson Street 32,770 69.9 99 192 404 Avenue 54 - W/O Jefferson Street 440 47.9 R/W R/W R/W - E/O Jefferson Street 16,090 66.2 59 119 253 - W/O Madison Street 15,170 65.9 57 114 241 - E/O Madison Street 5,840 61.6 R/W 60 127 - W/O West Site Access 61100 61.8 R/W .62 131 - E/O West Site Access 5,810 61.6 R/W 60 127 - W/O East Site Access 5,810 61.6 R/W 60 127 - E/O East Site Access 5,450 61:3 R/W 58 122 - W/O Monroe Street 5,450 62.3 R/W 66 142 - E/O Monroe Street 7,040 63.5 R/W 80 171 Avenue 58 - W/O Madison Street 1,270 53.8 R/W R/W R/W - E/O Madison Street 2,340 57.6 R/W R/W 69 a. A.D.T. means average daily two -way traffic volume for 2008 +project conditions. b. CNEL values are given at 100 feet from all roadway centerlines (see Appendix B for assumptions). c. All distances are measured from the centerline. R/W means the contour falls within the right -of -way. Off -Site Operational Noise Impacts The project includes residential land uses that will generate operational noise levels consistent with the neighboring residential community. No significant adverse operational noise impacts are expected to occur on adjacent noise sensitive land uses as a result of the residential land uses proposed on the project site: The equestrian center proposed on -site will not generate noise levels that exceed the noise standards set forth in the La Quinta Municipal Code Noise Control Ordinance. 4 -15 Table 4 -5 Project- Related Increase in Year 2008 Motor Vehicle Noise Roadway Link 2008 Ambienta CNEL at 100 Feet 2008 +Project CNEL at 100 Feet Increase (dBA) Jefferson Street - N/O Highway l 11 64.8 64.9 0.1 - S /O Highway 111 69.3 69.4 0.1 - N/O Avenue 54 68.5 68.9 0.4 - S/O Avenue 54 59.3 59.3 0.0 Madison Street - S/O Avenue 54 64.0 64.3 0.3 - N/O Site Access 63.6 64.0 0.4 S/O Site Access 63.6 63.7 0.1 - N/O Avenue 58 . 61.5 61.6 0.1 .- S/O Avenue 58 59.7 59.8 0.1 Monroe Street -.N /O Avenue 54 64.5 64.7 0.2 - S/O Avenue 54 63.0 63.0 0.0 Highway 111 - W/O Jefferson Street 69.7 69.8 0.1 - E/O Jefferson Street 69.9 69.9 0.0 Avenue 54 - W /O.Jefferson Street 47.9 47.9 0.0 - E/O Jefferson Street 65.6 66.2 0.6 - W/O Madison Street 65.3 65.9 0.6 - E/O Madison Street 60.5 61.6 1.1 - W/O West Site Access 60.7. 61.8 1.1 - E/O West Site Access 60.7 61.6 0.9 - W/O East Site Access 60.7 61.6 0.9 - E/O East Site Access 60.7 61.3 0.6 - W/O Monroe Street 61.7 62.3 0.6 - E/O Monroe Street 63.4 63.5 0.1 a. CNEL values are given at 100 feet from all roadway centerlines (see Appendix B for assumptions). Year 2008 ambient roadway noise levels and traffic volumes are provided in Appendix B. On -Site Vehicular Noise Impacts Madison Street The current traffic volume on Madison Street adjacent to the project site (6,900 vehicles per day) generates 'a 65 CNEL contour that extends 68 feet from the roadway centerline. When the proposed project is completed; the 10,470 vehicles per day projected to be using Madison Street, south of Avenue 54 are.expected to generate a 65 CNTEL contour 90 feet from the centerline of this roadway. 4 -16 Upon General Plan buildout, the traffic volume expected to be using Madison Street adjacent to the project site will be much larger than the year 2008 plus project traffic volume. Consequently, the 65 CNEL noise contour adjacent to Madison Street will also be substantially larger and extend onto the project site several hundred feet. The west side of .Madison Street is fully improved as a primary arterial with a 34 -foot roadbed, adjacent to the PGA West development. Tentative Tract Map 32879 (dated August 13, 2004) shows Madison Street adjacent to the western site boundary as a four - lane divided primary arterial with an 18 -foot raised median and a 110 -foot right -of -way. This is not consistent with the recent re- classification of Madison Street (between Avenue 54 and Avenue 58) in the General Plan Circulation Element as a major arterial with a 120 - foot right -of -way. Tentative Tract Map 32879 includes a 24 -foot to 30 -foot setback between the proposed residential lots and the Madison Street right -of -way. The closest proposed residential lots have property lines located 79 feet from the Madison Street centerline. In order to limit the intrusion of highway noise into the proposed residential development to the level specified for new residential construction by the City of La Quinta (65 dBA CNEL) the ultimate or design year noise levels generated by vehicles on Madison Street are needed. Once the design year noise levels are determined, the minimum sound wall height and length required to attain the noise reduction needed to assure acceptable outdoor noise levels in the abutting outdoor living areas can be determined. Following City review and approval, the developer will construct solid acoustically opaque roadside noise barriers along Madison Street and Avenue 54 of sufficient height and length to shield the noise - sensitive residential development proposed. The City of La Quinta typically limits perimeter wall heights to six feet to create a more aesthetically appealing viewshed for motorists on City roadways. Consequently, an earthen mound topped by a sound wall to achieve the desired noise barrier height may be constructed on -site adjacent to Madison Street that is both functional and visually acceptable. Earth mounds are often used as noise barriers because they can be graded to achieve a natural form and landscaped to blend into the surrounding environment and soften the visual impact of the sound wall. All sound walls should be designed to achieve a minimum attenuation of 5 decibels. It is relatively simple to reduce the sound level behind a barrier by 5 dBA. In general, any barrier which breaks the line of sight between the noise source and the receiver will provide an attenuation of 5 dBA. To break line of sight exposure, noise barriers should have a minimum height of six feet (measured from the top of the barrier to the top of the foundation or the adjoining ground). Madison Street is designated as an agrarian image corridor adjacent to the project site. Agrarian image corridors restrict development within 150 feet of the right -of -way to one - story units a maximum of 22 feet in height. Although a noise barrier would not be effective in shielding the second stories or balconies, the 150 -foot setback with the intervening rooftops should be sufficient to minimize the potential for noise impacts on second story balconies. Avenue 54 The current traffic volume on Avenue 54 adjacent to the project site (east of Madison Street) is 3,170 vehicles per day, which generates a 65 CNEL contour that is within the roadway right -of -way. When the proposed project is completed, the 6,100 vehicles per 4 -17 day projected to be using Avenue 54, west of the West Site Access, are expected to generate a 65 CNEL contour 62 feet.from the centerline of Avenue 54. Avenue 54 is currently classified as a secondary arterial in the La Quinta Comprehensive General Plan with an 88 -foot right -of -way and a maximum daily capacity of 28,000 vehicles per day. The design capacity is 90 percent of the maximum capacity or 25,200 vehicles per day. It is unlikely that Avenue 54 will ever accommodate traffic demands approaching the capacity of a secondary roadway. Upon General Plan buildout, the traffic volume expected to be using Avenue 54 adjacent to the project site (east of Madison Street) will be greater than 6,100 vehicles per day. Consequently, the 65 CNEL noise contour adjacent to Avenue 54 may ultimately extend onto the residential lots proposed on the project site. Unfortunately, the General Plan buildout traffic projection for this roadway section is 3,100 vehicles per day, a volume much lower than expected upon project completion in the year 2008. Tentative Tract Map 32879 appears to show Avenue 54 adjacent to the site as a primary arterial with a raised 12 -foot median and a 100 -foot right -of -way. The Griffin Ranch Specific Plan includes a 24 -foot setback along Avenue 54, which results in a distance of 74 feet between the nearest residential lot lines and the Avenue 54 centerline. The project proposes a six -f6ot perimeter wall constructed on the residential lot lines abutting Avenue 54. This wall would reduce the year 2008 +project noise exposures ten feet behind the noise barrier to 58.9 CNEL. With the traffic volumes expected on Avenue 54 adjacent to the site, the exterior noise. levels at residential lots on -site may not exceed the City of La Quinta 65 CNEL exterior noise standard in the future even without a noise barrier. However, the ultimate future traffic volume on Avenue 54 is uncertain. Noise barriers should have a minimum height of six feet (measured from the top of the barrier to the top of the. foundation). With a 6 -foot perimeter sound wall adjacent to Avenue 54, the highest projected noise level in the outdoor living areas at the nearest residential lot would be 58.9 CNEL. Consequently, the future traffic volumes on Avenue 54 could increase substantially without highway noise intruding on the site and exceeding the City noise standard for new residential construction. Even if the General Plan buildout traffic volumes increase up to 24,850 vehicles per day, the noise exposure of the residential lots adjacent to Avenue 54 would still meet the City of La Quinta exterior noise standard of 65 CNEL. Since the General Plan buildout traffic volumes on Avenue 54 are expected to be much lower than 24, 850 vehicles per day, the proposed six -foot perimeter wall will be sufficient to meet the City of La Quinta exterior noise standard of 65 CNEL Design Noise Levels The potential exists for residential development planned on -site with lots abutting Madison Street to have an exterior noise exposure in excess of 65 CNEL. The design noise levels adjacent to Madison Street were identified by assuming this roadway would ultimately be operating at the design capacity of a primary highway (90 percent of the maximum daily capacity of 38,000 vehicles per day) with a vehicle speed of 50 mph. A conservative (hard site) noise propagation factor was assumed to predict the ultimate or design noise levels, as shown in Table 4 -6. 1 Table 4 -6 identifies the location of the 65 CNEL contours on -site without noise barriers. This allows those residential lots on -site with the potential to exceed the City noise standard of 65 dBA CNEL (without a sound wall) to be identified. As shown, residential lots on- site located within 477 feet of the centerline of Madison Street will require a noise reduction of up to 7.4 dBA to meet the City exterior noise standard of 65 dBA CNEL. Therefore, a combination noise.berm/barrier located at the lot line nearest Madison Street (located 79 feet from the Madison Street centerline) would need to be approximately 7 feet high to attenuate the highway noise from Madison Street sufficiently to attain the City of La Quinta General Plan 65 CNEL exterior noise standard. A 6 -foot sound wall atop a 1 -foot earthen berm would be effective, given the City policy limiting the noise barrier height to a maximum of six feet. Table 4 -6 Design Noise Levels Adjacent To Master Planned Roadways Abutting the Site Roadway/Mitigation Designa CNEL @ Receiverb Distance To 65 CNEL Volume (dBA) Contour (Feet) wrrHOUT BARRIER Madison Street - S/O Avenue 54 34,200 VPD 72.4. CNEL 477 Feet Avenue 54 - E/O Madison Street 6,100 VPD 65.2 CNEL 87 Feet WITH 7 -FOOT BARRIER Madison Street - S/O Avenue 54 34,200 VPD 64.8 CNEL 79 Feet (at Barrier) WITH 6 -FOOT BARRIER Avenue 54 - E/O Madison Street 6,100 VPD 58.9 CNEL 74 Feet (at Barrier) a. VPD = Vehicles Per Day.. The value shown for Madison Street reflects the design capacity of a primary highway (90% of the maximum daily capacity of 38,000 VPD). The value assumed for Avenue 54 is the year 2008 +project daily traffic volume projection. b. The Specific Plan includes a residential setback of 24 feet from the right -of -way; and the analysis assumes that the receptor is located 10 feet from the property line, for a total distance of 89 feet from the centerline to the receptor on Madison Street and 84 feet from the centerline to the receptor on Avenue 54. These calculations assume a hard site (3.0 dBA drop in noise with each doubling of distance between the noise source and the receiver) as appropriate for noise barrier evaluation. c. Distances are measured from the centerline of the roadway. Interior Noise Levels Residential buildings with exterior noise exposures up to 70 dBA can achieve 45 dBA interior noise levels with standard construction techniques. With exterior noise levels of 65 dBA or less behind the noise barriers constructed on -site, standard residential construction practices will be adequate to ensure that interior noise levels in the residential dwelling units built on -site shall not exceed 45 dBA. 4 -19 4.3 NOISE MITIGATION MEASURES Noise standards are implemented at various points in the planning and design of a devel- opment. At the preliminary planning levels, the land use type and density near noisy transportation facilities can be controlled. Later, at more detailed planning levels, proper structure arrangement and orientation can be evaluated, with approval conditioned upon setbacks, landscaped buffers, etc., that can resolve noise difficulties. Detailed noise abatement requirements such as architectural'design, acoustic construction techniques and the erection of noise barriers are established at the final stages of the planning process, when deemed necessary. Long -term acoustic impacts can be mitigated more effectively through proper site design than through the use of noise reducing construction techniques. Consequently, the mitiga- tion strategies identified in the pages which follow take the form of suggested design guidelines for use in future detailed planning efforts. 4.3.1 GENERAL METHODS TO REDUCE NOISE - IMPACTS There are several basic techniques available to minimize the adverse effects of noise on sensitive noise receivers. Classical engineering principles suggest controlling the noise source when feasible and protecting . the noise receptors when noise source control measures are inadequate. Many of the noise source control mechanisms are being applied by state and Federal governments. Acoustic site planning, architectural design, acoustic construction techniques and the erection of noise barriers are all effective methods for reducing noise impacts when source control mechanisms are insufficient to achieve desired results. Acoustic Site Planning Acoustic site planning involves the careful arrangement of land uses, lots and buildings to minimize intrusive noise levels. The placement of noise compatible land uses between the roadway and more sensitive uses is an effective planning technique. The use of buildings as noise barriers and their orientation away from the source of noise, can shield sensitive activities, entrances and common open space areas. Clustered and planned unit develop- ments can maximize the amount of open space available for landscaped buffers in place of continuous noise barriers next to heavily traveled roadways. Acoustic architectural design involves the incorporation of noise reducing strategies in the design and lay -out of individual structures. Building heights, room arrangements, window size and placement, balcony and courtyard design, and the provision of air conditioning all play an important role in shielding noise- sensitive activities from intrusive noise levels. Roof designs which reflect the noise back towards the roadway also reduce noise intrusion into adjacent tracts. Acoustic Construction Acoustic construction is the treatment of various parts of a building to reduce interior noise levels. Acoustic wall design, doors, ceilings and floors, as well.as dense building materials, the use of acoustic windows (double glazed, double paned, thick, non - openable, or small with air -tight seals) and the inclusion of maximum air spaces in attics and walls are all available options. 4 -20 Normal construction techniques generally provide a 20 dBA reduction from outside to inside noise levels with windows closed. New energy insulation requirements for buildings can produce up to 25 dBA exterior to interior noise reductions with windows closed and 10 dBA reductions with open windows. Consequently, buildings with exterior noise exposures up to 70 dBA can achieve 45 dBA interior noise levels with standard construction techniques. Noise Barriers Any solid barrier that hides the passing vehicles from view on abutting properties will reduce traffic noise. To be an adequate noise shield, the mass and stiffness of the barrier must be sufficient to prevent bending or buckling and it must not vibrate easily or leak air. Up to 15 dBA reductions can be achieved using noise barriers such as berms and walls made of stucco, reinforced concrete, concrete blocks, or precast concrete panels. Various roadway designs are also effective in reducing traffic noise. Both depressed and elevated roadway designs can by themselves, or in combination with noise barriers, prevent adjacent areas from being exposed to excessive noise levels. Noise barriers can be quite effective in reducing noise for receptors within approximately 200 feet of a highway. It is relatively simple to reduce the sound level behind a barrier by 5 dBA. Any barrier which breaks the line of sight between the noise source and receiver will generally provide 5 dBA attenuation. This reduces the acoustic energy by 68 percent and would be subjectively assessed by noise receivers as a 30 percent reduction in loudness. However, small differences in attenuation do not evoke significantly different subjective reactions. A barrier attenuation of 10 dBA eliminates 90% of the acoustic energy and reduces the loudness by half. It is attainable using walls or berms of reasonable height and length. An. attenuation of 15 dBA (97% reduction in acoustic energy and 65% reduction in loudness) is more difficult to attain and usually involves fairly high and long barriers with minimal leaks and openings and the use of materials with high transmission loss characteristics. A reduction in sound level of 20 dBA (99% reduction in acoustic energy and 75% reduction in loudness) is essentially impossible to attain with any noise barrier.] Where the terrain permits, the most desirable location for a noise barrier is at the roadway right -of -way or alternately, 30 feet or more from the traveled way. Throughout Riverside. County, noise receptors are assumed to be located 5 feet.above the ground and 10 feet behind the noise barrier of the living unit nearest the roadway (provided this is representative of potential outdoor activity areas). Noise barriers should have a minimum height of six feet (measured from the top of the barrier to the top of the foundation) and a maximum height of 14 to 16 feet. Noise barriers should not be designed to shield the second story of two -story residences. One noise barrier design consideration is access through the noise barrier for residents, maintenance crews, or firefighters. In some. cases, access can be accomplished with overlapping barrier sections, provided the offset barriers concealing the opening are overlapped a minimum of 2.5 to 3 times the offset distance. Sight distance and continuity are also important considerations in sound wall design. Noise barrier performance can be jeopardized by gaps. To assure that the noise barrier provides adequate attenuation for the end dwellings, careful consideration must be given to the length of the barrier in the area where it wraps around the end units and extends perpendicular to the roadway. Site access connections to Madison Street and Avenue 54 will also require careful consideration to 1. U.S. Federal Highway Administration, Noise Barrier Design Handbook, FHWA- RD- 76 -58, Feb. 1976. 4 -21 ensure that the barrier performance is not reduced.' Sound walls more than 6 feet high should not be designed with abrupt beginnings or ends, but rather be tapered or stepped down. y Interior Noise Impacts Residential buildings with exterior noise exposures up to 70 dBA can achieve 45 dBA interior noise levels with standard construction techniques. With exterior noise levels of 65 dBA or less behind the noise barriers constructed on -site, standard residential construction practices will be adequate to ensure that interior noise levels in the residential dwelling units built on -site shall not exceed 45 dBA. 43.2 SPECIFIC RECOMMENDATIONS The following specific mitigation measures are recommended for incorporation in the project to minimize the potential for noise impacts and insure compliance with applicable noise standards. 1 . Construction activities on -site shall take place only during the days and hours specified in the La Quinta California Municipal Code (Chapter 6.08.050) to reduce noise impacts during more sensitive time periods. 2. All construction equipment, fixed or mobile, shall be equipped with properly operating and maintained mufflers and the engines shall be equipped with shrouds. 3.. All construction equipment shall be in proper working order and maintained in a proper state of tune to reduce backfires. 4. Stockpiling and vehicle staging areas shall be located as far as practical from noise - sensitive receptors. 5. Parking, refueling and servicing operations for all heavy equipment and on -site construction vehicles shall be located as far as practical from existing homes. 6. Every effort shall be made during construction activities to create the greatest distance between noise sources and noise - sensitive receptors located in the vicinity of the project site. 7. Stationary equipment should be placed such that emitted noise is directed away from noise - sensitive receptors. 8.. Future on -site development shall comply with all relevant noise policies set forth in the La Quinta Comprehensive General Plan and Municipal Code. 9. The proposed development shall incorporate a noise barrier (or berm and barrier combination) adjacent to Madison Street and Avenue 54 to assure that the living areas in abutting residential lots located within the unattenuated ultimate 65 CNEL contours comply with the City of La Quinta exterior noise standard of 65 dBA CNEL. Preliminary barrier attenuation modeling indicates that an acoustically opaque noise barrier or berm and barrier combination adjacent to Madison Street (at the residential property line) extending 7 feet above grade should be adequate and a noise barrier 4 -22 extending 6 feet above grade should be adequate adjacent to Avenue 54 to meet the City noise standard of 65 CNEL in outdoor living areas.2 10. Prior to the issuance of building permits, the final lot layout, pad elevations, building design, and acoustic berm or berm and barrier combinations shall be evaluated by a qualified acoustical consultant to verify that proper noise mitigation has been provided to ensure consistency with the La Quinta noise standards and policies. Prior to the issuance of building permits, the project applicant shall demonstrate to the City's satisfaction that the project design will provide sufficient noise reduction to attain the City of La Quinta noise standard of 65 CNEL in outside living areas. 2. The barrier analysis was based upon preliminary plans (a progress print of the Tentative Tract Map dated August 13, 2004) for the project without final grade details and did not include verification of site specific characteristics with on -site noise measurements or vehicular classification counts. Furthermore, the effectiveness of the noise barrier may be impaired by the openings required for site access along Avenue 54 and Madison Street. 4 -23 Appendices A. Air. Quality Appendix B. Noise Appendix Appendix A AIR QUALITY GLOSSARY AIR QUALITY STANDARDS EFFECTS OF AIR POLLUTANTS ON RECEPTORS AIR QUALITY DATA URBEMIS2002 WORKSHEETS CALINE4 ASSUMPTIONS AND OUTPUT Appendix A Air Quality Glossary Air Basin -- An area with common and distinctive geographical features. Air Monitoring -- .Sampling and measuring pollutants present in the atmosphere. Ambient Air -- Outside air. AQMP -- The Air Quality Management Plan. ARB -- The California Air Resources Board. Attainment -- Legal recognition that an area meets standards for a particulate pollutant. AVR -- Average Vehicle Ridership AVR Requirement -- Achieving an average vehicle ridership during peak commute hours of 1.5 persons /vehicle by 1999. BACT -- Best Available Control Technology. CAA -- The Federal Clean Air Act. CARB -- The California Aix Resources Board. CCAA -- The California Clean Air Act. CEQA -- The California Environmental Quality Act. CMP -- The Congestion Management Program CO -- Carbon monoxide is a colorless, odorless, toxic gas formed by incomplete combus- tion of fossil fuels. Coachella Valley Blowsand Zone -- means the corridor of land extending two miles to either side of the centerline of the I -10 Freeway beginning at the SR- 111/1 -10 junction and continuing southeast to the I -10 /Jefferson Street interchange in Indio. Construction /Demolition Activities -- are any on -site mechanical activities preparatory to or related to the building, alteration, rehabilitation, demolition or improvement of property, including, but not limited to the following activities; grading, excavation, loading, crushing, cutting, planing, shaping or ground breaking. , Contingency Measures -- Actions which will be implemented in the event of a failure to attain or to meet interim milestones. Criteria Air Contaminants -- Criteria air contaminants are pollutants for which air quality standards currently exist (i.e. ozone, nitrogen dioxide (NO2), sulfur dioxide (S02), carbon monoxide (CO), fine suspended particulates (PMio), lead and sulfate). CVAG -- The Coachella Valley Association of Governments. Disturbed Surface Area -- means a portion of the earth's surface which has been physically moved, uncovered; destabilized, or otherwise modified from its undisturbed natural soil condition, thereby increasing the potential for emission of fugitive dust. This definition excludes those areas restored to a natural state, such that vegetative ground cover and soil characteristics are similar to adjacent or near -by natural conditions. Dust Suppressants -- are water, hygroscopic materials, or non -toxic chemical stabilizers used as a treatment material to reduce fugitive emissions. Non -toxic chemical stabilizers must not be used if prohibited by the Regional Water Quality Control Boards, the California Air Resources Board, the Environmental Protection Agency, or any other applicable law, rule or regulation; and should meet any specifications, criteria, or tests required by any federal, state, or local water agency. Earth - Moving Activities -- shall include, but not be limited to, such operations as grading, loading or unloading of dirt or bulk materials, adding to or removing from open storage piles of bulk materials, landfill operations, soil mulching, or agricultural tilling. EIR -- Environmental Impact Report. Emission Inventory -- Listing by source of pollutants emitted into a community's atmosphere (typically given in amounts per day or per year). EPA -- The Environmental Protection Agency. Federal agency with responsibility for ambient air quality. Episode Criteria -- California has adopted health advisory levels called episode criteria for ozone, carbon monoxide, sulfur dioxide, and ozone in combination with sulfates. Episode criteria represent short-term exposures at, concentrations which actually threaten public health. Facility -- means any permit unit or grouping of permit units or other air *contaminant - emitting activities which are located on one or more contiguous properties within the District, in actual physical contact or separated solely by a public roadway or other public right -of -way, and are owned or operated by the same person'(or by persons under common control) . FIP -- The Federal Implementation Plan. Fugitive Dust -- means any solid particulate matter that becomes airborne, other than that emitted from an exhaust stack, directly or indirectly.as a result of the. activities of man. GP -- General Plan. Health Advisory -- Issued when ozone levels are projected to reach 15 parts per hundred million to warn athletes to avoid strenuous outdoor activities. HOV -- High Occupancy Vehicle. Hydrocarbons -- Any compound containing carbon and hydrogen in various combinations found in solvents and fuels. Inversion -- A layer of warm air in the atmosphere that lies over a layer of cooler air, trapping pollutants in the mixing layer beneath it. Maximum Individual Cancer Risk (MICR) -- is the estimated probability of a potential maximally exposed individual contracting cancer as a result of exposure to toxic air contaminants over a period of 70 years for residential and 46 years for worker receptor locations. ug /m3 -- Microgram (1 /1,000,000 of a gram) per cubic meter of air. NAAQS -- National Ambient Air Quality Standards. NO -- Nitric oxide is a colorless, odorless gas. NO2'-- Nitrogen dioxide is a reddish -brown gas formed by the combination of nitric oxide with oxygen. Nonattainment Area -- An area that does not meet state or national standards for a given pollutant. NOx -- Oxides of nitrogen. Gases formed primarily from atmospheric 'nitrogen and oxygen when combustion takes place (particularly under conditions of high temperature). Oxides of nitrogen are primary receptors of ultraviolet light initiating the photochemical reactions that produce smog. 03 -- Ozone is a pungent, colorless toxic gas which is produced by the photochemical process. Ozone is formed through chemical reactions of VOCs, oxides of nitrogen and oxygen in the presence of sunlight. Offset -- An emission reduction that compensates for an emission increase. Ozone Precursors -- Chemicals such as hydrocarbons VOCs and oxides,of nitrogen, which contribute to the formation of ozone. ' Particulate Matter -- Particulate matter consists of particles in the atmosphere as a by- product of fuel combustion, through abrasion such'as tine wear, and through soil erosion by the wind.. Particulates can also be formed through photochemical reactions in the atmosphere. Permit Unit -- means any article, machine, equipment, or other contrivance, or combination thereof, which may cause or control the issuance of air contaminants, and which requires a written permit pursuant to Rules 201 and /or 203. Photochemical -- Requiring the presence of sunlight for a chemical reaction. Photochemical Oxidant -- Photochemical oxidant (03) can include several different pollutants, but consists primarily of ozone (90 %) and a group of chemicals called organic peroxynitrates. Photochemical oxidant is created by complex atmospheric reactions involving oxides of nitrogen and volatile organic compounds, in the presence of ultraviolet energy from sunlight. PM -- Total suspended particulate matter. PM2s -- Suspended particulate matter with a mean aerodynamic diameter of less than 2.5 micrometers. PM10 -- Suspended particulate matter with a mean aerodynamic diameter of less than 10 micrometers. PMio SIP -- The PMio State Implementation Plan. PPM -- Parts per million parts of air. Primary Pollutants -- Primary pollutants are those emitted directly from a source and include: carbon monoxide (CO), nitric oxide (NO), sulfur dioxide (S02), particulates, and various hydrocarbons and other volatile organic compounds (VOC). RACM -- Reasonably Available Control Measures. RACT -- Reasonably Available Control Technology. Rate -of- Progress - Reducing pollutants contributing to nonattainment by five percent per year or all feasible control measures and an expeditious adoption schedule. Receptor Location -- means any location outside the boundaries of the facility at which a person could experience acute or chronic exposure. The SCAQMD shall consider the potential for exposure in determining whether the location will be considered a receptor location. Reasonable Further Progress -- An incremental reduction in emissions of relevant air pollutants that is needed to ensure attainment of the national ambient air quality standards or NAAQS by the applicable date. Risk Assessment -- Evaluation of expected health impacts on a specific population. ROC -- Reactive Organic Compounds. Compounds composed of hydrocarbons that contribute to the formation of photochemical oxidant. ROG -- Reactive Organic Gases. Gases composed of hydrocarbons that contribute to the formation of photochemical oxidant. SCAB -- The South Coast Air Basin. SCAG -- The Southern.California Association of Governments. SCAQMD -- The South Coast Air Quality Management District. Secondary Pollutants -- Secondary pollutants are, created with the passage of time in the air mass and include: photochemical oxidants (90% of which are ozone), photochemical aerosols, peroxyacetylnitrate (PAN), and nitrogen dioxide (NO2). Sensitive Land Use -- Sensitive land uses are land uses associated with indoor and/or outdoor human activities that may be subject to stress and /or significant impact as a result of air pollutant exposure. They include residential (single- family and multi- family dwellings, mobile home parks, dormitories and similar uses); transient lodging (including hotels, motels. and similar uses); hospitals, nursing homes, convalescent hospitals and other facilities for long -term medical care; and public or private educational facilities. SIP -- State Implementation Plan. A document that shows the steps planned to meet federal air quality standards (outlined in the Clean Air Act). Each nonattainment area prepares an air quality improvement plan. These plans are combined to make the statewide SIP. S02 -- Sulfur dioxide results from the combustion of high sulfur content fuels. SOV -- Single Occupant Vehicle. A vehicle with one occupant (the driver). SOx -- Sulfates result from a reaction. of sulfur dioxide and oxygen in the presence of sunlight. SRA -- Source Receptor Area. The Coachella Valley is in Source Receptor Area 30. SSAB -- The Salton Sea Air Basin. Stage I Alert -- Called when ozone concentrations are projected to reach 20 parts per hundred million. A Stage I Alert indicates that the general public should avoid: strenuous outdoor activities because of unhealthful air quality. Stage II Alert -- Called when ozone concentrations are projected to reach 35 parts per hundred million. A Stage II Alert indicates everyone should remain indoors because of very unhealthful air quality. T -BACT -- Best Available Control Technology For Toxics means the most stringent emissions limitation or control technique which has been achieved in practice for. such permit unit category or class of source or any other emissions limitation or control technique found by the SCAQMD to be technologically feasible for a specific source. TCM -- Transportation Control Measures: TDM -- Transportation Demand Management. Toxic Air Contaminant -- is an air pollutant which may cause or contribute to an increase in mortality or serious illness, or which may pose a present or potential hazard to human health. VMT -- Vehicle Milesfiraveled (usually daily). VOC -- Hydrocarbon and other Volatile Organic Compounds are formed from combustion of fuels and the evaporation of organic solvents. Many hydrocarbon compounds are major air pollutants, and those classified as aromatics are highly photochemically reactive with NOx, forming photochemical smog. V VT -= Vehicle Trips. Ambient Air Quality Standards Source:. California Air Resources Board (CARB), 2002. Notes: ppm = parts per million mg/m' = milligrams per cubic meter gg/m3 = micrograms per cubic meter *In sufficient amount to produce an extinction coefficient of 0.23 per kilometer due to particles when the .relative humidity is less than 70 percent. Measurement in accordance with ARB Method V. STATE FEDERAL Pollutant Averaging Time Concentration Primary Secondary Ozone (03) 1 Hour 8 Hour 0.09 ppm (180 gg/m') - 0.12 ppm (235 µg /m') 0.08 ppm Same as Primary Std. Nitrogen Dioxide (NO2) Annual Average - 0.053 ppm Same as (100 µg /m') Primary Std. 1 Hour 0.25 ppm - (470 µg /m') Carbon Monoxide (CO) 8 Hour 9 ppm (10 mg/m') 9 ppm (10 mg/m3) - 1 Hour 20 ppm (23 mg /m3) 35 ppm (40 mg/m') - Suspended Particulate Matter (PM,,) Annual Geometric Mean 30 µg /m3 24 Hour 50 µg /m3 150 µg/m' Same as Primary Std. Annual - 50 µg /m3 - Arithmetic Mean - Suspended Particulate Matter (PMz s) . 24 Hour - 65 gg /m' - Annual - 15 µg /m' Arithmetic Mean Sulfur Dioxide (SO,) Annual Average - 80 µg /m3 _ (0.03 ppm) 24 Hour 0.04 ppm (1'05 gg /m') 365 µg /m' (0.14 ppm) - 3 Hour - - 1;300 pg /m' (0.5 ppm) 1 Hour 0.25 ppm (655 gg /m') Lead 30 Day Average 1.5 gg /m3 Calendar Quarter - 1.5 pg /m' Same as Primary Std. Sulfates 24 Hour 25 µg /m3 Hydrogen Sulfide I Hour 0.03 ppm - (42 gg /m3) Vinyl Chloride 24 Hour 0.010 ppm (chloroethene) (26 µg /m3) Visibility Reducing Particles 8 Hour (10 am -6 m PST Source:. California Air Resources Board (CARB), 2002. Notes: ppm = parts per million mg/m' = milligrams per cubic meter gg/m3 = micrograms per cubic meter *In sufficient amount to produce an extinction coefficient of 0.23 per kilometer due to particles when the .relative humidity is less than 70 percent. Measurement in accordance with ARB Method V. Episode Criteria Air Pollutant SCAQMD and California Federal Stage 1 Stage 2 Stage 3 Stage 1 Stage 2 Stage 3 Ozone 0.20 ppm, 1 -hr. avg. 0.35 ppm, 1 -hr. avg. 0.50 ppm, 1 -hr. avg. - 0.50 ppm, 1 -hr. avg. Carbon Monoxide. 40 ppm, 1 -hr. avg. 20 ppm, 12 -hr. avg. 75 ppm, 1 -hr. avg. 35 ppm, 12 -hr. avg. 100 ppm, 1 -hr. avg. 50 ppm, 12 -hr. avg. 15 ppm, 8 -hr. avg. 30 ppm, 8 -hr. avg. 40 ppm, 8 -hr. avg.^ Nitrogen Dioxide _ _ 0.60 ppm, 1 -hr. avg. 1.20 ppm, 1 -hr. avg. '24 1.60 ppm, 1- hr..avg. 0.15 ppm, 24 -hr. avg. 0.30 ppm, -hr. avg. 0.40 ppm, 24 -hr. avg. Sulfur Dioxide 0.50 ppm, 1 -hr. avg. 1.00 ppm, 1 -hr. avg. 2.00 ppm, 1 -hr. avg. 0.20 ppm, 24 -hr. avg. 0.70 ppm, 24 -hr. avg. 0.90 ppm, 24 -hr. avg. Sulfur Dioxide/ Particulate - 65,000', 24 -hr. avg. 261,000', 24 -hr. avg. 393,000', 24 -hr. avg. Matter Combined Particulate 3 375 ug /m , 24 -hr. avg. 3 625 ug /m , 24 -hr. avg. 3 875 ug /m , 24 -hr. avg. Matter Sulfates— 3 25 ug /m , 24 -hr. avg. combined with ozone > 0.20 ppm, 1 -hr. avg. - - Actions to be taken Health advisory to Intermediate Stage. Mandatory abatement Open burning pro- Incinerator use Vehicle use prohib- a) Persons with Abatement actions measures. Extensive hibited. Reduction prohibited. Reduction ited. Industry shut respiratory and taken to reduce actions taken to in vehicle operation in vehicle operation down or curtailment. coronary disease. concentration of prevent exposure at requested. Industrial required. Further Public activities b) School officials in pollutant at issue. indicated levels. curtailment. industrial curtailment. ceased. order to curtail State can take action students' participa- if local efforts tion in strenuous failed. activities. First steps.in abatement plans. . 3 Product of sulfur dioxide (ppm), particulate matter (ug /m ) and a factor (2620). Episodes based upon these criteria are not classified according to stages. MEW IV Endo Engineering Source: SCAQMD, 1983 Appendix A Effects of Air Pollutants on Sensitive Receptors Oxidants (primarily ozone) at high enough concentrations can cause eye irritation; aggravate respiratory disease; suppress the body's capacity to fight infection; impair athletic performance and cause growth retardation in sensitive trees. Oxidants also cause cracking of untreated rubber. Short-term and long -term ozone exposures have been found to have adverse health effects on humans and animals. Ozone and fine particulates are responsible for a wide range of health effects including slowed lung growth in children, worsening of asthma symptoms, increased susceptibility to respiratory infections, increased hospital admissions, and increased death rates. Suspended particulates such as soot, dust, aerosols, fumes, and mists produce haze and reduce visibility. Health concerns focus on smaller particles that penetrate deeply into and then damage the human respiratory tract. Deaths from short-term exposures have been documented and symptoms are exacerbated in sensitive patients with respiratory disease. Excess seasonal declines in pulmonary, function have been found (especially in children). Typically, industrial and agricultural operations, combustion, and photochemical reactions produce suspended particulates. Volatile organic compounds in the presence of other primary pollutants (particularly oxides of nitrogen) lead to the formation of oxidants. VOCs also damage plants by inhibiting growth and causing flowers and leaves to fall. Carbon monoxide is essentially colorless, odorless and toxic to humans. It enters the blood stream and interferes with the transfer of fresh oxygen, thereby depriving sensitive tissues in the heart and brain of oxygen. At high enough concentrations it can impair visual function, psychomotor performance and time discrimination. Carbon monoxide exposure aggravates angina pectoris and other aspects of coronary heart disease. It may also impose increase risks to fetuses. Nitrogen dioxide at high enough exposures can cause fibrotic lung changes, broncho- striction, and acute bronchitis among infants and school children. Over several months, it can cause collapsed lesions near the leaf margin and moderate injury in sensitive plants. Nitrogen dioxide aggravates chronic respiratory disease and respiratory symptoms in sensitive groups. Lead at high enough concentrations impairs hemoglobin synthesis and nerve conduction by increasing lead levels in the blood. Sulfur dioxide and suspended particulate exposures can each cause higher frequencies of acute respiratory symptoms and diminished ventilatory function in childrem. In addition, these two pollutants at lower concentrations can act in conjunction to cause greater harm by injuring lung tissue. Sulfur oxides, in combinations with moisture and oxygen, can yellow the leaves of plants, dissolve marble, and erode iron and steel. Sulfates decrease ventilatory function, aggravate asthmatic symptoms, aggravate cardio - pulmonary disease and cause damage to vegetation (while degrading visibility). CARB Air Quality Data for Indio Pollutant 2001 2002 2003 Max Value %Exceeded Carbon Monoxide Maximum 8 -Hour Conc. (ppm) NM NM NM NM - Days 8 -Hour Conc. a9.5 ppm (Federal) NM NM NM - NM Days 8 -Hour Conc. >9.0 ppm (State) NM NTM NM - NM Maximum l -Hour Conc. (ppm) NM NM NM NM - Days I -Hour Conc. >20 ppm (State) NM NTM NM - NM Percent of Year Monitored NM NM NM - - Ozone Maximum l -Hour Conc. (ppm) 0.114 0.114 0.123 0.123 - Days 1 -Hour Conc. >0.12 ppm (Federal) 0 0 0 - 0 Days l -Hour Conc. >0.09 ppm (State) 21 24 24 - 6 Maximum 8 -Hour Conc. (ppm) 0.099 0.110 0.105 0.110 - Days 8 -Hour Conc. >0.08 ppm (Federal) 17 15 19 - 5 Percent of Year Monitored 100 100 100 - - Nitrogen Dioxide AAM Conc. (ppm) (Federal) NM NM NM NM - % >0.0534 ppm (Federal) NM NM NM - NM Maximum 1 -Hour Conc. (ppm) NM NM NIM NM - Days I -Hour Conc. >0.25 ppm (State) NM NTM NM - NM Maximum 24 -Hour Conc. (ppm) NM NM NM NM - Percent of Year Monitored NM NM NM Sulfur Dioxide Maximum I -Hour Conc. (ppm) NM NM NM NM - Days 1 -Hour Conc. >0.14 ppm (Federal) NM NM NM - NM Days l -Hour Conc. >0.25 ppm (State) NM NM NM - NM Maximum 24 -Hour Conc. (ppm) NM NM NTM NTM - Days 24 -Hour Conc. >0.05 ppm (State) NM NM NM - NW. Percent of Year Monitored NM NM NM - - Suspended Particulate Matter (PM10) Maximum 24 -Hour Conc. (ug /m3) '149 276 309 309 - 24 -Hour Samples >150 ug /m3 (Federal) :`0 2 3 - - 24 -Hour Calc >150 ug /m3.(Federal) 0 9 9 - 6 24 -Hour Samples >50 ug /m3 (State) S0 54 52 - - 24 -Hour Calc >50 ug /m3 (State) 150 184 161 - 45 A.AM Conc. (ug /m3) (Federal) 50'2 55.0 56.7 56.7 - Conc. >50 ug /m3 (Federal) 'Yes Yes Yes - - AGM Conc. (ug /m3) (State) ; "44,:3` 48.0 56.4 56.4 - Conc. >30 ug /m3 (State) €.: Yes Yes - - Percent of Year Monitored 92 100 100 - - Suspended Particulate Matter (PM25) Maximum 24 -Hour Conc. (ug /m3) '` `` ;::3.3::5 26.8 ",`; ,W 26.:8 33.5 24 -Hour Samples >65 u-/m3 (Federal) ' 0 0 0 % 24 -Hour Samples >65 ug /m3 Federal ' P ( ) 0 Oa 0 - - A.AM Conc. (ug /m3) l - :;1`2:2 12.0 ; ;11 `4' 12.2 - Conc. >15 ug /m3 (Federal) No Not Percent of Year Monitored `:9:3 100' motes: iNm =iNot monitored. Lead, Sultate, TSI', UU, NU2, and S02 not monitored. NA =Not Available. Shaded area represents less than 12 months of data. May not be representative. Data for the samples on high - wind days (190 ug /m3, 201 ug /m3, and 183 ug /m3) was excluded per EPA's Natural Events Policy. UA B Air (duality llata for Palm Springs Pollutant 200] 2002 2003 Max Value %Exceeded Carbon Monoxide Maximum 8-Hour-Conc. (ppm) 1.5 1.14 1.29 1.50 - Days 8 -Hour Cone. L-9.5 ppm (Federal) 0 0 .0 - 0 Days 8 -Hour Cone. >9.0 ppm (State) 0 .0 01 0 Maximum 1 -Hour Conc. (ppm) 2 NM NM 2 - Days I -Hour Cone.. >20 ppm (State) 0 NM NM - 0 Percent of Year Monitored 98 95 89 - - Ozone Maximum I -Hour Conc. (ppm) 0.137 0.136 0.141 0.141 - Days l =Hour Conc. >0.12 ppm (Federal) 6 2 4 - 1 Days, l =Hour Conc. >0.09.ppm (State) 53 49 54 - 14 Maximum 8 -Hour Conc. (ppm) 0.113 0.124 0.110 0.124 - Days 8 -Hour Conc. >0.08 ppm (Federal) 39 46 43 . = 12 Percent of Year Monitored 100 99 99 - - Nitrogen Dioxide AAM Conc. (ppm) (Federal) 0.0175 0.016 0.016 0.018 - >0.0534 ppm (Federal) 0 0 0 • - 0 Maximum l -Hour Conc. (ppm) 0.08 0.068 0.067 0.080 Days I -Hour Conc. >0.25 ppm (State) 0 0 .0 - 0 Maximum 24 -Hour Conc. (ppm) 0.043 NM NM 0:043 - Percent of Year Monitored 95 95 97 - - Sulfur Dioxide Maximum.] -Hour Conc. (ppm) NM NM NM NM - Days 1 -Hour Cone. A..1.4 ppm (Federal) NTM NM NM - NM Days 1 -Hour Conc. >0.25 ppm (State) NM NM NM - NM Maximum 24 -Hour Conc. (ppm) NM NM. NM NM - Days 24 -Hour Conc. >0.05 ppm (State) NM NM NTM NM Percent of Year Monitored NM NM NM - - Suspended Particulate Matter. (PM10) i Maximum 24 -Hour Conc. (ug /m3) .53 v75 108 108 - 24 -Hour Samples >150vg /m3 (Federal)10�0 0 - - 24 -Hour Cale >150 ug /m3 (Federal)0r;0 0 - 0 24 -Hour Samples >50 ug)m3 (State) 'j1�3; 4 - _ - 24 =Hour Cale >50 ug /m3 (State) b x dr��€ z �1$ 23 - 4 AAM Conc. (ug /m3) (Federal)26 x6� 7;2,72 27.1 -27.2 - Cone. >50 ug /m3 (Federal) No - - AGM Conc. u /m3 State (g ) (State) � "��23z9 r� ���24a0; f* 27.1 27.1 - Conc. >30 u /m3 State _ Percent of Year Monitored py81 `NA 100 - - Suspended Particulate Matter (PM25) Maximum 24 -Hour Conc. (ug /m3) X44 7� "42 3.£ 2l 2 44.7 - 24 -Hour Samples >65 u /m3 Federal f v� % 24 -Hour Samples >65 ug /m3 (Federal) ©�30p - O AAM Conc. ug /m �, ( 3)0 8• j � LIO 0 °,F 9, 0$ 0.8 ] - " Conc. >15 ug /m3 (Federal)AANo'NoNo �".� .S�'G( C`y,Ft�.,,�F +I ,,,g, - - Percent of Year Monitored Notes: NM =Not Monitored. S02 not monitored. TSP not monitored. Sulfate not monitored. NA =Not Available Shaded area represents less than ] 2 months of data. May not be representative. Data for the samples on high - wind days (432 ug /m3 on 7/3/01) was excluded.per EPA's Natural Events Policy. Page: 1 URBEMIS 2002.-For Windows 7.4 .2 File Name: C: \Documents and Settings \SChnugga Cootie \Desktop \Work \Other Files \Griffin Ranch.urb Project Name: Griffin Ranch Project Location: South Coast Air Basin (Los Angeles area) On -Road Motor Vehicle Emissions Based on EMFAC2002 version 2.2 SUMMARY REPORT (Pounds /Day - Summer) CONSTRUCTION EMISSION ESTIMATES PM10 PM10 PM10 * ** 2005 * ** ROG NOx CO SO2 TOTAL EXHAUST DUST TOTALS (lbs /day,unmitigated) 163.57 149.86 160.59 0.05 136.82 6.61 130.01 TOTALS (lbs /day, mitigated) 163.57 149.86 160.59 0.05 56.76 6.81 49.95 PM10. PM10 PM10 * ** 2006 * ** ROG NOx CO SO2 TOTAL EXHAUST DUST TOTALS (lbs /day,unmitigated) 163.41 108.65 137.64 0.00 5.26 4.80 0.46 TOTALS (lbs /day, mitigated) 163.41 108.65 137:64 0.00 5.26 4.80 0.46 PM10 PM10 PM10 * ** 2007 * ** ROG NOx CO SO2 TOTAL EXHAUST DUST TOTALS (lbs /day,unmitigated) 15.30 103.27. 121.19 0.00 4.6.0 4.37 0.23 TOTALS (lbs /day, mitigated) 15.30 103.27 121.19 0.00 4.60 4.37 0.23 PM10 PM10 PMlG * ** 2008 * ** ROG NOx CO SO2 TOTAL EXHAUST DUST TOTALS (lbs /day,unmitigated) 15.20 98.77 124.75 0.00 4.21 3.98 0.23 TOTALS (lbs /day, mitigated) 15.20 98.77 124.75 0.00 4.21 3.98 0.23 ! r AREA SOURCE EMISSION ESTIMATES ROG NOx CO SO2 PM10 TOTALS (lbs /day,uhmitigated) 15.65 3.87 5.35 0.11 0.01 OPERATIONAL (VEHICLE) EMISSION ESTIMATES ROG NOx CO SO2 PM10 TOTALS (lbs /day,unmitigated) 28.49 26.77 332.19 0.21 29.45 SUM OF AREA AND OPERATIONAL EMISSION ESTIMATES ROG NOx CO SO2 PM10 TOTALS (lbs /day,unmitigated) 44.14 30.64 337.53 0.32 29.46 . Page: 2 URBEMIS 2002 For Windows 7.4.2 File Name: C: \Documents and Settings \Schnuaga Cootie \Desktop \Work \Other Files \Griffin Ranch.urb Project Name: Griffin Ranch Project Location: South Coast Air Basin (Los Angeles area) On -Road Motor Vehicle Emissions Based on EMFAC2002 version 2.2 SUMMARY REPORT (Pounds /bay - Winter). CONSTRUCTION EMISSION ESTIMATES • PM10 PM10 PM10 * ** 2005 * ** ROG NOx CO S02 TOTAL EXHAUST DUST TOTALS (lbs /day,unmitigated) 163.57 149.86 160.59 0.05 136..82 6.81 130.01 TOTALS (lbs /day, mitigated) 163.57 149.86 160.59 0.05 56.76 6.81. 49.95 PM10 PM10 PM10 * ** 2006 * ** ROG NOx CO S02 TOTAL EXHAUST DUST TOTALS (lbs /day,unmitigated) 163.41. 108.65 137.64 0.00 5.26 4.80 0.46 TOTALS (lbs /day, mitigated) 163.41 108.65 137.64 0.00 5.26 4.80 0.46 PM10 PM10 PM10 * ** 2007 * ** ROG NOx CO S02 TOTAL EXHAUST DUST TOTALS (lbs /day,unmitigated) 15.30 103.27 121.19 0.00 4.60 4.37 0.23 TOTALS (lbs /day, mitigated) 15,30 103.27 121.19 0.00 4.60 4.37 0.23 PM10 PM10 PM10 * ** 2008 * ** ROG NOx CO S02 TOTAL EXHAUST DUST TOTALS (lbs /day,unmitigated) 15.20 98.77 124.75 0.00 4.21 3.96 0.23 TOTALS (lbs /day, mitigated) 15.20 98.77 124.75 0.00 4.21 3.98 0.23 AREA SOURCE EMISSION ESTIMATES ROG NOx CO. S02 PM10 TOTALS (lbs /day,unmitigated) 15.22 3.82 1.63 0.00 0.01 OPERATIONAL (VEHICLE) EMISSION ESTIMATES ROG NOx CO S02 PM10 TOTALS (lbs /day,unmitigated) 23.13 36.75 263.59 0.16 29.45 SUM' OF AREA AND OPERATIONAL EMISSION ESTIMATES ROG NOx CO S02 PM10 TOTALS (lbs /day,unmitigated) 38.34 40.57. 265.22 0.16 29.45 Page: URBEMIS 2002 For Windows 7.4.2 File Name: C: \Documents and Settings \Schnugga Cootie \Desktop \Work \Other Files \Griffir_ Ranch.urb Project Name: Griffin Ranch Project Location: South Coast Air Basin (Los'Angeles area) On -Road Motor Vehicle Emissions Based on EMFAC2002 version 2.2 SUMMARY REPORT (Tons /Year) CONSTRUCTION EMISSION ESTIMATES PM10 PM10 PM10 * ** 2005 * ** ROG NOx CO S02 TOTAL EXHAUST DUST TOTALS (tpy, unmitigated) 3.37 12.55 13 .42 0.00 15.01 0.59 2.86 TOTALS (tpy, mitigated) 3.37 12.55 13.42 0.00 7.97 0.59 1.10 PM10 PM10 PM10 * ** 2006 * ** ROG NOx CO S02 TOTAL EXHAUST DUST TOTALS (tpy, unmitigated) 14.08 14.35 17.20 0.00 4.80 0.60 0.00 TOTALS (tpy, mitigated) 14.08 14.35 17.20 0.00 4.80 0.60 0.00 PM10 PM10 PM10 * ** 2007 * ** ROG NOx CO SC2 TOTAL EXHAUST DUST TOTALS'(tDy, unmitigated) 1.92 13.66 15.96 0.00 4.80 0.60 0.00 TOTALS (tpy, mitigated) 1.92 13.68 15.96 0.00 4.80 0.60 0.00 PM10 PM10 PM10 * ** 2006 * ** ROG NOx CO S02 TOTAL EXHAUST DUST TOTALS (tpy, unmitigated) 0.64 4.36 5.45 0.00 1.28 0.16 0.00 TOTALS (tpy, mitigated) 0.64 4.36 5.45 0.00 1.28 0.16 0.00 AREA SOURCE EMISSION ESTIMATES ROG. NOx CO S02 PM10 TOTALS (tpy, unmitigated) 2.62 0.70 0.63 0.01 0.00 OPERATIONAL (VEHICLE) EMISSION ESTIMATES ROG NOx CO S02 PM10 TOTALS (tpy, unmitigated) 4.87 _ 5.49 56.45 0.04 5.37 SUM OF AREA AND OPERATIONAL EMISSION ESTIMATES ROG NOx CO S02 PM10 TOTALS (tpy, unmitigated) 7.69 6.19 57.08 0.05 5.38 Page: 4 URBEMIS 2002 For Windows 7.4.2 File Name: C: \Documents and Settings \Schnugga Cootie \Desktop \Work \Other Files \Griffin Ranch.urb Project Name: Griffin Ranch Project Location: South Coast 'Air Basin (Los Angeles area) On -Road Motor Vehicle Emissions Based on EMFAC2002 version 2.2 DETAIL REPORT (Pounds /Day - Winter) Construction Start Month and Year: May, 2005 Construction Duration: 36 Total Land Use Area to be Developed: 199 acres Maximum Acreage Disturbed Per Day: 13-acres Single Family Units: 305 Multi- Family Units: 0 Retail/ Office /Institutional /Industrial Square Footage: 0 CONSTRUCTION EMISSION ESTIMATES UNMITIGATED (lbs /day) PM10 PM10 PM10 Source ROG NOx CO S02 TOTAL EXHAUST DUST * ** 2005 * ** Phase 1 - Demolition Emissions Fugitive Dust - - - - 0.00 - 0.00 Off -Road Diesel 0.00 0.00 0.00 - 0.00 0.00 0.00 On -Road Diesel 0.00. 0.00 0.00 0.00 0.00 0.00 0.00 Worker Trips 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Maximum lbs /day 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Phase 2 - Site Grading Emissions Fugitive Dust - - - - 130.00 - 130.00 Off -Road Diesel 19.93 149.16 150.79 - 6.80 6.80 0.00 On -Road Diesel 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Worker Trips 0.20 0.24 5.06 0.00 0.02 0.01 0.01 Maximum lbs /day 20.13 149.40 155.85 0.00 136,82 6.81 130.01 Phase 3 - Building Construction Bldg Const Off -Road Diesel 14.04 111.82 100.41 - 5.09 5.09 0.00 Bldg Const Worker Trips 1.45 0.74 17.99 0.00 0.24 0.01 0.23 Arch Coatings Off -Gas 146.64 - - Arch Coatings Worker Trips 1.45 0.74 16.21 0.00 0.24 0.01 0.23 Asphalt Off -Gas 0.77 - - _ _ _ - Asphalt Off -Road Diesel 5.04 33.76 41.09 - 1.46 1.46 0.00 Asphalt On -Road Diesel 0.18 3.52 0.66. 0.05 0.08 0.08 0.00 Asphalt Worker Trips 0.03 0.02 0.41 0.00 0.01 0.00 0.01 Maximum lbs /day 163.57 149.86 160.59 0.05 7.11 6.65 0.46 Max lbs /day all phases 163.57 149.86 160.59 0.05 136.62 6.81 130.01 * ** 2006 * ** Phase 1 - Demolition Emissions Fugitive Dust - - - - 0.00 - 0.00 Off -Road Diesel 0.00 0.00 0:00 - 0.00 0.00 0.00 On -Road Diesel 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Worker Trips 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Maximum lbs /day 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Phase 2 - Site Grading Emissions Fugitive Dust - - - - 0.00 - 0.00 Off -Road Diesel 0.00 0.00 0.00 - 0.00 0.00 0.00 On -Road Diesel 0.00 0.00 0.00 0.00 0.00 0.00' 0.00 Worker Trips 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Maximum lbs /day 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Phase 3 - Building Construction Bldg Const Off -Road Diesel 14.04. 107.23 103.50 - 4.78 4.78 0.00 Bldg Const Worker Trips 1.36 0.71 17.07, 0.00 0.24 0.01 0.23 Arch Coatings Off -Gas 146.64 - - - - - _ Arch Coatings Worker Trips 1.36 0.71 17.07 0.00 0.24 0.01 0.23 Asphalt Off -Gas 0.00 -a - - - - _ Asphalt Off -Road Diesel 0.00 0.00 0.00 - 0.00 0.00 0.0d Asphalt On -Road Diesel 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Asphalt Worker Trips 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Maximum lbs /day 163.41 108.6.5 137.64 0.00 5.26 4.80 0.46 Max lbs /day all phases 163.41 108.65 137.64 0.00 5.26 4.80 0.46 * ** 2007 * ** Page: 5 Phase 1 - Demolition Emissions - Fugitive Dust - - - - 0.00 - 0.00 Off -Road Diesel 0.00 •0.00 0.00 - 0.00 0.00 0.00 On -Road Diesel 0.00 0.00 '0.00 0.00 0.00 0.00 0.00 . Worker Trips . 0.00 0.00 0.00 0.00 0:00 0.00 0.00 Maximum lbs /day 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Phase 2 - Site Grading Emissions Fugitive Dust - - - - 0.00 - 0.00 Off -Road Diesel 0.00 0.00 0.00 - 0.00 0.00 0.00. On -Road Diesel 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Worker Trips 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Maximum lbs /day 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Phase 3 - Building Construction Bldg Const Off -Road Diesel 14.04 102.61 106.71 - 4.36 4.36 0.00 Bldg Const worker Trips 1.27 0.67 14.48 0.00 '0.24 0.01 0.23 Arch Coatings Off -Gas 0.00 - - _ _ _ - Arch Coatings Worker Trips 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Asphalt Off -Gas 0.00 - - _ _ _ _ Asphalt Off -Road Diesel 0.00 0.00 0.00 - 0.00 0.00 0.00 Asphalt On -Road Diesel 0.00 0:00 0.00 0.00 0.00 0.00 0.00 Asphalt Worker Trips 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Maximum lbs /day 15.30 103.27 .121.19 0.00 4.60 4.37 0.23 Max lbs /day all phases 15.30 103.27 121.19 0.00 4.40 4.37 0.23 * ** 2008 * ** Phase 1 - Demolition Emissions Fugitive Dust - - - - 0.00 0.00 Off -Road Diesel 0.00 0.00 0.00 - 0.00 0.00 0.00 On -Road Diesel 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Worker Trips 0.00. 0.00 0.00 0.00 0.00 0.00 0.00 Maximum lbs %day 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Phase 2 - Site Grading Emissions Fugitive Dust - - - - 0.00 - 0.00 Off -Road Diesel 0.00, 0.00 0.00 - 0.00 0.00 0.00 On -Road Diesel 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Worker Trips 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Maximum lbs /day 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Phase 3 - Building Construction Bldg Const Off -Road Diesel 14.04 98.15 109.80 - 3.96 3.96 0.00 Bldg Const Worker Trips 1.16 0.62 14.94 0.00 0.24 0.01 0.23 Arch Coatings Off -Gas. 0.00 - - _ Arch Coatings worker Trips 0.00 0.00" 0.00 0.00 0.00 0.00 0.00 Asphalt Off -Gas 0.00 - Asphalt Off -Road Diesel 0.00 0.00 0.00 - 0.00 0.00 0.00 Asphalt On -Road Diesel 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Asphalt Worker Trips 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Maximum lbs /day 15.20 98.77 124.75 0.00 4.21 _ 3.98 0.23 Max lbs /day all phases 15.20 98.77 124.75 0.00 4.21 3,98 0.23 Phase 1 - Demolition Assumptions: Phase Turned OFF Phase 2 - Site Grading Assumptions Start Month /Year for Phase 2: May 105 Phase 2 Duration: 2 months On -Road Truck Travel (VMT): 0 Off -Road Equipment No. Type Horsepower Load Factor Hours /Day 1 Graders 174 0.575 8.0 1 Other Equipment 190 0.620 8.0 1 Rollers 114 0.430 8.0 1 Rubber Tired Dozers 352 0.590 8.0 3 Scrapers 313 0.660 8.0 1 Tractor /Loaders /Backhoes 79 0.465 8.0 Phase 3 - Building Construction Assumptions Start Month /Year for Phase 3: Jul 105 Phase 3 Duration:. 34 months Start Month /Year for SubPhase Building: Jul 105 SubPhase Building Duration: 34 months Page: 6 Off -Road Equipment ROG NOx No. Type Horsepower Load Factor 1 Concrete /Industrial saws 84 0.730 5 Other Equipment 190 0.620 2 Rough Terrain Forklifts 94 0.475 1 Trenchers 62 0.695 Start Month /Year for SubPhase Architectural Coatings: Dec 105 SubPhase Architectural Coatings Duration: 8.5 months 0.00 Start Month /Year for SubPhase Asphalt: Jul 'OS 0.00 SubPhase Asphalt Duration: 4.5 months - Bldg Const Worker Trips Acres to be Paved: 29 Arch Coatings Off -Gas 146.64 Off -Road Equipment 1.36 Bldg Const Off -Road Diesel No. Type Horsepower Load Factor 1 Graders 174 0.575 1 Pavers 132 0.590 1 Paving Equipment 111 0.530 1 Rollers 114 0.430 CONSTRUCTION EMISSION.ESTIMATES MITIGATED (1bs /day) Source ROG NOx + ++ 2005 * ** 0.00 150.79 Phase 1 - Demolition.Emissions - 0.00 0.00 Fugitive Dust -, - Off =Road Diesel 0.00 0.00 On -Road Diesel 0.00 0.00 Worker Trips 0.00 0.00 Maximum lbs /day 0.00 0.00 Phase 2 - Site Grading Emissions 0.00 0.00 0.00 Fugitive Dust - Bldg Const Worker Trips CO S02 Hours /Day 8.0 8.0 8.0 8.0 Hours /Day 8.0 8.0 8.0 8.0 PM10 PM10 PM10 TOTAL EXHAUST DUST - - 0.00 Phase 1.-.Demolition Emissions - 0.00 150.79 0.00 - 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.20 0.00 0.24 0.00 0.00 0.00 0.00 . 0.00 0.00 0.00 0.00 0.00 0.00 Bldg Const Off -Road Diesel 0.00 Bldg Const Worker Trips Off -Road Diesel 19.93 Phase 1.-.Demolition Emissions 149.16 Fugitive Dust 150.79 Off -Road Diesel On -Road Diesel 0.00 0.00 0.00 0.00 0.00 0.00 Worker Trips 0.20 Fugitive Dust 0.24 Off -Road Diesel 5.06 On -Road Diesel Maximum lbs /day 20.13 0.00 149.40 0.00 155.85 Bldg Const Off -Road Diesel Phase 3 - Building Construction Bldg Const Worker Trips 1.36 Arch Coatings Off -Gas 146.64 Arch Coatings Worker Trips 1.36 Bldg Const Off -Road Diesel 14.04 Asphalt Off -Road Diesel 111.82 Asphalt On -Road Diesel 100.41 Asphalt Worker Trips Bldg Const Worker Trips 1.45 163.41 0.74 0.08 17.99 0.08 Arch Coatings Off -Gas 146.64 0.01 0.00 - 0.01 - Arch Coatings Worker Trips 1.45 6.65 0.74 0.05 16.21 - Asphalt Off -Gas 0.77 0.00 0.71 - 0.00 - Asphalt Off -Road Diesel 5.04 0.71 33.76. 0.00 41.09 0.01 Asphalt On -Road Diesel 0.18 0.00 3.52 0.00 0.68 0.00 Asphalt Worker Trips 0.03 0.00 0.02 0.00 0.41 0.00 Maximum lbs /day 163.57 0.00 149.86 0.00 160.59 137.64 Max lbs /day all phases 163.57 4.80 149.86 108.65 160.59 0.00 * ** 2006 * ** 49.94 Phase 1.-.Demolition Emissions - Fugitive Dust - Off -Road Diesel 0.00 On -Road Diesel 0.00 Worker Trips 0.00 Maximum lbs /day 0.00 Phase .2 - Site Grading Emissions 0.00 Fugitive Dust - Off -Road Diesel 0.00 On -Road Diesel 0.00 Worker Trips 0.00 Maximum lbs /day 0.00 Phase 3 - Building Construction Bldg Const Off -Road Diesel 14.04 Bldg Const Worker Trips 1.36 Arch Coatings Off -Gas 146.64 Arch Coatings Worker Trips 1.36 Asphalt Off -Gas 0.00 Asphalt Off -Road Diesel 0.00 Asphalt On -Road Diesel 0.00 Asphalt Worker Trips 0.00 Maximum lbs /day 163.41 Max lbs /day all phases 163.41 - 49.94 - - 49.94 - 6.80 0.00 ,6.80 '0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.02. 0.00 0.01 0.01 0.00 56.76 0.00 6.81 49.95 - .5.09 0.00 5.09 0.00 0.00 0.24 - 0.01 0.23 0.00 0.24 0.00 0.01 0.23 - 1.46 0.00 1.46 0.00 0.05 0.08 0.00 0.08 0.00 0.00 0.01 0.00 0.00 0.01 0.05 7.11 0.00 6.65 0.46 0.05 56.76 - 6.81 49.95 - - - 0.00 - 0.00 0.00 0.00 - 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - - 0.00 - 0.00 0.00 0.00 - 0.00 0.100 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 107.23 103.50 - 4.78 4.78 0.00 0.71 17.07 0.00 0.24 0.01 0'.23 0.71 17.07 0.00 0.24 0.01 0.23 0.00 0.00 - 0.00 0.00 0.00 0.00 0.0d 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 108.65 137.64 0.00 5.26 4.80 0.46 108.65 137.64 0.00 5.26 4.80 0.46 Page: 7 * ** 2007 * ** - Phase 1 - Demolition Emissions 0.00 - Fugitive Dust 0.00 - Off -Road Diesel 0.00 0.00 On -Road Diesel 0.00 0.00 Worker Trips 0.00 Marimum,lbs /day 0.00 0.00 Phase 2 - Site Grading Emissions 0.00 Fugitive Dust Fugitive Dust - Off -Road Diesel 0.00 0.00 On -Road Diesel .0.00 0.00 Worker Trips 0.00 0.00 ' Maximum lbs /day 0..00 Phase 3 - Building Construction 0.00 - Bldg Const Off -Road Diesel 14.04 0.00 Bldg Const Worker Trips 1.27 0.00 Arch Coatings Off -Gas 0.00 0.00 Arch Coatings Worker Trips 0.00 0.00 Asphalt Off -Gas 0.00 0.00 Asphalt Off -Road Diesel 0.00 0.00 Asphalt On -Road Diesel 0:00 0.00 Asphalt worker Trips 0.00 0.00 Maximum lbs /day 15.30 0.00 Max lbs /day all phases . 15.30 U - - - 0.00 - 0.00 0.00 0.00 - 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Fugitive Dust 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - - 0.00 - 0.00 0.00 0.00 - 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 102.61 106.71 Maximum lbs /day 0.00. - 4.36, 4.36 0.00 0.67 14.48 0.00 0.24 0.01 0.23 0.00 0.00 0.00 0.'00 0.•00 0.00 0.00 0.00 - 0.00 0.00 0.00 0.00. 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Off -Road Diesel 0.00 0.00 0.00 0.00 103.27 121.19 0.00 0.00. 4.60 4.37. 0.23 103.27 121.19 0.00 0.00 4.60. 4.37 0.23." * ** 2008 * ** Phase 1 - Demolition Emissions Fugitive Dust -. - - - 0.00 - 0..00 Off -Road Diesel 0.00 0.00 0.00 - 0.00 0.00 0.00 On -Road Diesel 0.00 0.00 0.00 0.00 0.00 .0.00 0.00 Worker Trips 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Maximum lbs /day 0.00. 0.00 0.00 0.00 0.00 0.00 0.00 Phase 2 - Site Grading Emissions Fugitive.Dust - - - - 0.00 - 0..00 Off -Road Diesel 0.00 0.00 0.00 - 0.00. 0.00 0.00 On -Road Diesel 0.00 0.00 0.00 0,.00 0.00 0.00 0.00 Worker Trips 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Maximum lbs /day 0.00 0.00 0.00 0.00 .0.00 0.00 0.00 Phase 3 - Building Construction Bldg Const Off -Road Diesel 14.04 98.15 109.80 - 3.96 3.96 0.00 Bldg Const Worker Trips 1.16 0.62 14.94 0.00 0.24 0.01 0.23 Arch Coatings Off -Gas 0.00 - - - - _ _ Arch Coatings worker Trips 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Asphalt Off -Gas 0.00 Asphalt Off -Road Diesel 0.00 0.00 0.00 - 0.00 0.00 0.00 Asphalt On -Road Diesel 0.00 0.00 0.00 0.00 0.00 0:00 0.00 Asphalt Worker Trips 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Maximum lbs /day 15..20 98.77 124.75 0.00 4.21 3.98 0.23 Max lbs /day all phases 15.20 98.77 124.75 0.00 4.21 3.98 0.23 Construction - Related Mitigation Measures Phase 2: Soil Disturbance: Water_ exposed surfaces - 2x daily Percent Reduction(ROG 0.0% NOx 0.0% CO 0.0% S02 0.0% PM10 34.0 %) Phase 2: Unpaved Roads: Water all haul roads 2x daily Percent Reduction(ROG 0.0% NOx.0.0% CO 0.0% S02 0.0% PM10 3.0 %) Phase 2: Unpaved Roads: Reduce speed on unpaved roads to < 15 mph Percent Reduction(ROG 0.0% NOx 0.0% CO 0.0% S02 0.0% PM10 4,0.0 %) Phase 1 - Demolition Assumptions: Phase Turned OFF Phase 2 - Site Grading Assumptions Start Month /Year for 'Phase 2: May 105 Phase 2 Duration: 2 months On -Road Truck Travel (VMT): 0 Off -Road Equipment No. Type Horsepower Load,Factor Hours /Day 1 Graders 174 0.575 8.0 Page: 8 1 Other Equipment 190 0.620 8.0 1 Rollers 114 0.430 8.0 1 Rubber Tired Dozers 352 0.590 8.0 3 Scrapers' 313 0.660 8.0 1 Tractor /Loaders /Backhoes 79 0.465 8.0 Phase 3 - Building Construction Assumptions Start Month /Year for Phase 3: Jul 105 Phase 3 Duration: 34 months Start Month /Year for SubPhase Building: Jul '05 SubPhase Building Duration: 3'4•months Off -Road Equipment No. Type Horsepower Load Factor 1 Concrete /Industrial saws 84 0.730 5 Other Equipment 190 0.620 2 Rough Terrain Forklifts 94 0.475 1- Trenchers 82 0.695 Start Month /Year for SubPhase Architectural Coatings: Dec 105 SubPhase Architectural Coatings Duration: 8.5 months Start Month /Year for SubPhase Asphalt: Jul 105 SubPhase Asphalt Duration: 4.5 months Acres to be Paved: 29 Off -Road Equipment No. Type Horsepower Load Factor 1 Graders 174 0.575 1 Pavers 132 0.590 1 Paving Equipment 111 0.530 1 Rollers 114 0.430 Hours /Day 8.0 8.0 8.0 8.0 Hours /Day 8.0 8.0 8.0 8.0 Page: 9 AREA SOURCE EMISSION ESTIMATES (Winter Pounds per Day, Unmitigated) Source ROG NOx CO S02 PM10 Natural Gas 0.30 3.82 1.63 - 0.01 Wood Stoves 0.00 0.00 0.00 0.00 0.00 Fireplaces 0.00 0.00 0.00 0.00 0.00 Landscaping - No winter emissions Consumer Prdcts 19.92 - - - _ TOTALS(1bs /day,unmitigated) 15.22 3.82 1.63 0.00 0.01 1 I Page: 10 . UNMITIGATED OPERATIONAL EMISSIONS ROG NOx CO S02 PM10 Single family housing 23.13 36:75 263.59 0.16 29.45 TOTAL EMISSIONS (lbs /day) I� • 23.13 36.75 263.59 0.16 29.45 Does not .include correction for passby trips.. Does not include double counting adjustment for internal trips. OPERATIONAL (Vehicle) EMISSION ESTIMATES Analysis Year: 2008 Temperature (F): 60 Season: Winter. EMFAC Version: EMFAC2002 (9/2002) Summary of Land Uses: Unit Type Trip Rate Size Total Trips Single family housing 9.51 trips / dwelling units 305.00 2,899.94 Vehicle Assumptions: Fleet Mix: . Vehicle Type Percent Type Non - Catalyst Catalyst Diesel ' Light Auto 55.00 1.60 98.00 0.40 Light Truck c 3,750 lbs 15.00. 2.70 95.30 2.00 Light Truck 3,751- 5,750. 16.20 1.20 97.50 1.30 Med Truck 5,751- 8,500 7.20 1.40 95.80 2.80 Lite - Heavy 8,501- 10,000 1.10 0.00 81:80 18.20' Lite -Heavy 10,001- 14,000 .0.40 0.00 50.00. 50.00 Med -Heavy 14,001- 33,000 1,.00 0.00 20.00 80.00 Heavy -Heavy 33,001 - 60,000 0.90 0.00 11.10 68.90 Line Haul > 60,000 lbs 01.00 0.00 0.00 100.00 Urban Bus 0.20 0.00 50.'00 50.00 Motorcycle 1.70 76.50 23.50 0.00 School Bus 0.10 0.00 0.00 100.00. Motor Home 1.20 8.30 83.30 8.40 Travel Conditions Residential Commercial Home- Home- Home - Work Shop Other Commute .Non -Work Customer Urban Trip Length (miles) 11.5 4.9 6.0 10.3 5.5 5.5 Rural Trip Length (miles) 11.5 4.9' 6.0 10.3 5.5 5.5 Trip Speeds (mph) 35.0 40.0 40.0 40.0 40.0 40.0 % of Trips - Residential 20.0 37.0 43.0 Page: 11 Changes made to the default values for Land Use Trip Percentages Changes made to the default values for Construction The user has overridden the Default Phase Lengths Phase 2 mitigation measure Soil Disturbance: Water exposed surfaces - 2x daily has been changed from off to on. Phase 2 mitigation measure Unpaved Roads: Water all haul roads 2x daily has been changed from off to on. .Phase 2.mitigation measure Unpaved Roads: Reduce speed on unpaved roads to c 15 mph has been changed from off to on. Changes made to the default values for Area The wood stove option switch changed from on to off. The fireplcase option switch changed from on to off. Changes made to'the default values for Operations The operational emission year changed from 2004 to 2008. The operational winter temperature changed from 50 to 60. The operational summer temperature changed from g0 to g5. Page: 12 URBEMIS 2002 For Windows 7.4.2 File Name: C: \Documents and Settings \Schnugga Coot ie \Desktop \Work \Other Files \Griffin Ranch.urb Project Name: Griffin Ranch Project Location: South Coast'Air Basin (Los Angeles area) On -Road Motor Vehicle Emissions Based on EMFAC2002 version 2.2 DETAIL REPORT (Pounds /Day - Summer) Construction Start Month and Year: May, 2005 Construction Duration: 36 Total ' Use Area to be Developed: 199 acres Maximu Acreage Disturbed Per Day: 13 acres Single Family Units: 305 Multi- Family Units: 0 Retail/ Office /Institutional /Industrial Square Footage: 0 CONSTRUCTION EMISSION ESTIMATES UNMITIGATED (lbs /day) PM10 PM10 PM10 Source ROG NOx CO S02 TOTAL EXHAUST DUST * ** 2005 * ** Phase 1 - Demolition Emissions Fugitive Dust - - - - 0.00 - 0.00 Off -Road Diesel 0.00 0.00 0.00 - 0.00 0.00 0.00 On -Road Diesel 0.00. 0.00 0.00 0.00 0.00 .0.00 0.00 Worker Trips 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Maximum lbs /day 0.00 0.00 0.00 0.00 0..00 0.00 0.00 Phase 2 - Site Grading Emissions Fugitive Dust - - - - 130.00 - 130.00 Off -Road Diesel 19.93 1'49.16 150.79 - 6.80 6.80 0.00 On -Road Diesel 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Worker Trips 0.20 0.24. 5.06 0.00 0.02 0.01 0.01 Maximum lbs /day. 20.13 149.40 155.85 0.00 136.82 6.81 130.01 Phase 3 - Building Construction Bldg Const Off -Road Diesel 14.04 111.82 100.41 - 5.09 5.09 0.00 Bldg Const Worker Trips 1.45 0.74 17.99 •0.00 0.24 0.01 0.23 Arch Coatings Off -Gas 146.64 Arch Coatings Worker Trips 1.45 0.74 16.21 0.00 0.24 0.01 0.23 Asphalt Off -Gas 0.77 - - _ - Asphalt Off -Road Diesel 5.04 33.76 41.09 - 1.46 1.46 0.00 Asphalt On -Road Diesel 0.18 3.52 0.68 0.05 0.08 0.08 0.00 Asphalt worker Trips 0.03 0.02 0.41 0.00 0.01 0.00 0.01 Maximum lbs /day 163.57 149.86 160.59 0.05 7.11 6.65 0.46 Max lbs /day all phases 163.57 149.86 160.59 0.05 136.82 6.81 130.01 * ** 2006 * ** Phase 1 - Demolition Emissions Fugitive Dust. - - - - 0.00 - 0.00 Off -Road Diesel 0.00 0.00 0.00 - 0.00 0.00 0.00 ' On -Road Diesel 0.00 0.00 0.00 0.00' 0.00 0.00 0.00 Worker Trips 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Maximum lbs /day 0.,00 0.00 0.00 0.00 0.00 0.00 0.00 Phase 2 - Site Grading Emissions Fugitive Dust - - - - 0.00 - 0.00 Off -Road Diesel 0.00 0.00 0.00 - 0.00 .0.00 0.00 On -Road Diesel 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Worker Trips 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Maximum lbs /day 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Phase 3 - Building Construction Bldg Const Off -Road Diesel 14.04 107.23 103.50 - 4.78 4.78 0.00 Bldg Const Worker Trips 1.36 0.71 17.07. 0.00 0.24 0.01 0.23 Arch Coatings Off -Gas 146..64 - - - _ _ - Arch Coatings Worker Trips 1.36 0.71 17.07 0.00 0.24 0.01 0.23 Asphalt Off -Gas 0.00. - - - - - - Asphalt Off -Road Diesel 0.00 0.00 0.00 - 0.00 0.00 0.00 Asphalt On -Road Diesel 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Asphalt Worker Trips 0:00 0.00 0.00 .0.00 0.00 0.00 0.00 Maximum lbs /day 163.41 108.65 137.64 0.00 5.26 4.80 0.46 Max lbs /day all phases 163.41 108.65 137.64 0.00 5.26 4.80 0.46 * ** 2007 * ** Page: 13 Phase 1 - Demolition Emissions - - Fugitive Dust 0.00 - Off -Road Diesel 0.00 0.00 On -Road Diesel 0.00 0.00 Worker Trips 0.00 0.00 Maximum lbs /day 0.00 0.00 Phase 2 - Site_Grading Emissions 0.00 0.00 Fugitive Dust 0.00 - Off -Road Diesel 0.00 0.00 On -Road Diesel 0.00 0.00 Worker Trips 0.00 0.00 Maximum lbs /day 0.00 j 1 Tractor /Loaders /Backhoes Phase 3 - Building Construction - - Bldg Const Off -Road Diesel 14.04 0.00 Bldg Const Worker Trips 1.27 0.00 Arch Coatings Off -Gas 0.00 0.00 Arch Coatings Worker Trips 0.00 0.00 Asphalt Off -Gas 0.00 0.00 Asphalt Off -Road Diesel 0.00 0.00 Asphalt On -Road Diesel 0.00 0.00 Asphalt Worker Trips 0.00 0.00 Maximum lbs /day 15.30 0.00 Max lbs /day all phases 15.30 0.00 * "* 2008 * ** 102.61 0.00 Phase 1 - Demolition Emissions - 4.36 Fugitive Dust 0.00 - Off -Road Diesel 0.00 0.00' On -Road Diesel 0.00 0.23 Worker Trips 0.00. 0.00, Maximum lbs /day 0.00 0.00 Phase 2 - Site Grading Emissions 0.00 0.00 Fugitive Dust - - Off -Road Diesel 0.00 0.00 On -Road Diesel 0.00 0.00 Worker Trips 0.00 0.00 Maximum lbs /day 0.00 0.00 Phase 3 -.Building Construction 0.00 0.00, Bldg Const Off -Road Diesel 14.04 Bldg Const Worker Trips 1.16 4.60 Arch Coatings Off -Gas. 0.00 103.27 Arch Coatings Worker Trips 0.00 0.00 Asphalt Off -Gas 0.00 0.23 Asphalt Off -Road Diesel 0.00 98.77 Asphalt On -Road Diesel 0.00 Asphalt worker Trips 0.00 3.98 Maximum lbs /day 15.20 Max lbs /day all phases 15.20 0.00 Phase_1 - Demolition Assumptions: Phase Turned OFF - - - 0.00 - 0.00 0.00 0.00 0.00 - 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00' 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 j 1 Tractor /Loaders /Backhoes - - - 0.00 - 0.00 0.00 - 0.00 - 0.00 0.00 0.00 0.00 0.00 0.00 0:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 102.61 0.00 106.71 - 4.36 4.36 0.00 0.67 0.00 14.48 0.00' 0.24 0.01 0.23 0.00 3.96 0.00, 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00, 0.00 103.27 121.19 0.00 4.60 4.37 0.23 103.27 0.00 121.19 0.00 4.60 4.37 0.23 Phase_1 - Demolition Assumptions: Phase Turned OFF - Phase 2 - Site Grading Assumptions - - 0.00.. -. 0.00 0.00 0.00 On -Road Truck Travel (VMT): 0 - 0.00 0.00 0.00 0.00 No. Type 0.00 Load Factor 0.00 0.00 0.00 0.00 o.o0 0.620 0.00 114 0.00 0.00 0.00 0.00 0.00, 313 0.00 j 1 Tractor /Loaders /Backhoes 0.00 0.00 0.00 0.00 - - - 0.00 - 0.00 0.00 0.00 - 0.00 .0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 98.15 109.8,0 - 3.96 3.96 0.00 0.62 14.94 0.00 0.24 0.01 0.23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 98.77 124.75 0.00 4.21 3.98 0.23 98.77 124.75 0.00 4.21 3.98 0.23 Phase_1 - Demolition Assumptions: Phase Turned OFF Phase 2 - Site Grading Assumptions Start Month /Year for Phase 2: May 105 Phase 2 Duration: 2 months On -Road Truck Travel (VMT): 0 Off -Road Equipment No. Type Horsepower Load Factor 1 Graders 174 0.575 1 Other Equipment 190 0.620 1 Rollers 114 0.430 1 Rubber Tired Dozers 352 0.590 3 Scrapers 313 0.660 j 1 Tractor /Loaders /Backhoes 79 0.465 Phase 3 - Building Construction Assumptions j Start Month /Year for Phase 3: Jul 105 Phase 3 Duration: 34 months Start Month /Year for SubPhase Building: Jul 105 SubPhase Building Duration: 34.months Hours /Day 8.0 8.0 8.0 8.0 8.0 8.0' Page: 14 Off -Road Equipment No. Type Horsepower Load Factor Hours /Day 1 Concrete /Industrial saws 84 0.730 8.0 5 Other Equipment 190 0 :620 8.0 2 Rough Terrain Forklifts 94 0.475 8.0 1 Trenchers 82 0.695 8.0 Start Month /Year for SubPhase •Architectural Coatings: Dec 105 SubPhase Architectural Coatings Duration: 8.5 months Start Month /Year for SubPhase Asphalt: Jul '05 SubPhase Asphalt Duration: 4.5 months Phase 1 - Demolition Emissions Acres to be Paved: 29 Off -Road Equipment No.. Type Horsepower. Load Factor Hours /Day 1 ' Graders 174 0.575 8.0 1 Pavers 132 0.590 8.0 1 Paving Equipment 111 0.530 8.0 1 Rollers 114 0.430 .8.0 CONSTRUCTION EMISSION ESTIMATES MITIGATED (1bs /day) PM10 PM10 PM10 Source ROG NOx CO S02 TOTAL EXHAUST DUST * ** 2005 * ** Phase 1 - Demolition Emissions Fugitive Dust - - - - 0.00 - 0.00 Off -Road Diesel 0.00 0.00 0.00 - 0.00 0.00 0.00 On -Road Diesel 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Worker Trips 0.00 0.00 0.00 0.00 0.00 0.00,. 0.00 Maximum lbs /day 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Phase 2 - Site Grading Emissions Fugitive Dust - - - - 49.94 - 49.94 Off -Road Diesel 19.93 149.16 150.79 - 6.80 6.80 0.00 On -Road Diesel 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Worker Trips 0.20 0.24 5.06 0.00 0.02 0.01 0.01 Maximum lbs /day 20.13 149.40 155.85 0.00 56.76 6.81 49.95 Phase 3 - Building Construction Bldg Const Off -Road Diesel 14.04 111.82 100.41 - 5.09 5.09 0.00 Bldg Const Worker Trips 1.45 0.74 17.99 0.00 0.24 0.01 0.23 Arch Coatings Off -Gas 146.64 - - - _ _ - Arch Coatings Worker Trips 1.45 0.74. 0.00 0.24 0.01 0..23 Asphalt Off -Gas 0.77 - - - - Asphalt Off -Road Diesel 5.04 33.76 41.09 - 1.46 1.46 0.00 Asphalt On -Road Diesel 0.18 3.52 0.68 0.05 0.08 0.08 0.00 Asphalt Worker Trips 0.03 0.02 0.41 0.00 0101 0.00 0.0i Maximum lbs /day 163.57 149.86 160.59 0.05 7.11 6.65 0.46 Max lbs /day all phases 163•.57 149.86 160.59 0.05 56.76 6.81 49.95 * ** 2006 * ** Phase 1 - Demolition Emissions Fugitive Dust - - - - 0.00 - 0.00 Off -Road Diesel 0.00 0.00 0.00 - 0.00 0.00 0.00 On -Road Diesel 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Worker Trips 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Maximum 1bs /day 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Phase 2 - Site Grading Emissions Fugitive'Dust - - - - 0.00 - 0.00 Off -Road Diesel 0.00 0.00 0.00 - 0_00 0:00 0.00 On -Road Diesel 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Worker Trips 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Maximum lbs /day 0.00 0.00 0.00 0.00• 0.00 0.00 0.00 Phase 3 - Building Construction Bldg Const Off -Road Diesel 14.04 107.23 103.50 - 4.78 4.78 0.00 Bldg Const Worker Trips 1.36 0.71 17.07 0.00 0.24 0.01 0.23 . Arch Coatings Off -Gas 146.69 - - _ - _ _ Arch Coatings Worker Trips' 1.36 0.71 17 -.07 0.00 0.24 0.01 0.23 Asphalt Off -Gas 0.00 - - - - - - Asphalt Off -Road Diesel 0.00 0.00 0.00 - 0.00 0.00 0.00 Asphalt On -Road Diesel 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Asphalt Worker Trips 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Maximum lbs /day 163.41 108.65 137.64 0.00 5.26 4.80 0.46 Max lbs /day all phases 163.41 108.65 137.64 0.00 5.26 4.80 0.46 Page: 15 * ** 2007 * ** 0.00 Phase 1 - Demolition Emissions - Fugitive Dust - Off -Road Diesel 0.00 On -Road Diesel 0.00 Worker Trips 0.00 Maximum lbs /day 0.00 Phase 2 - Site Grading Emissions Fugitive Dust - Off -Road Diesel 0.00 On -Road Diesel 0.00 Worker Trips 0.00 Maximum lbs /day 0.00 Phase 3 - Building Construction 0.00 Bldg Const Off -Road Diesel 14.04 Bldg Const Worker Trips 1.27 Arch Coatings Off -Gas 0.00 Arch Coatings Worker Trips 0.00 Asphalt Off -Gas 0.00 Asphalt Off -Road Diesel 0.00 Asphalt On -Road Diesel 0.00 Asphalt Worker Trips 0.00 Maximum lbs /day 15.30 Max lbs /day all phases 15.30 * +* 2008 * ** 0.00 Phase 1 - Demolition Emissions 0.00 Fugitive Dust -. Off -Road Diesel 0.00 On -Road Diesel 0.00 Worker Trips 0.00 Maximum lbs /day 0.00 Phase 2 - Site Grading Emissions 121.19 Fugitive Dust - Off -Road Diesel 0.00 On -Road Diesel 0.00 Worker Trips 0.00 Maximum 1bs /day 0.00 Phase 3 - Building Construction Bldg Const Off -Road Diesel 14.04 Bldg Const Worker Trips 1.16 Arch Coatings Off -Gas 0.00 Arch Coatings Worker Trips 0.00 Asphalt Off -Gas 0.00 Asphalt Off -Road Diesel '0.00 Asphalt On -Road Diesel 0.00 Asphalt Worker Trips 0.00 Maximum lbs /day 15.20 Max lbs /day all phases 15.20 0.00 0.00 0.00 - 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 102.61 106.71 - 0.67 0.00 14.48 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0.00 0.00 0.00 0.00 3.98 0.00 0.00 103.27 121.19 0.00 103.27 3.98 121.19 0.00 0.00 0.00 - - 0.00 0.00 0.00 .0.00 0.00 0.00 0.24 0.00 0.00 '0.00 0.00 0.00 0.00 0.00 0.00 98.15 0.62 0.00 0.00 0.00 0.00 98.77 98.77 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,.00 0.00 0.00 0.00 0.00 0.00 0.00 4.36 0.24 0.00 0.00 0.00 0.00 4.60 4.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4.36 0.01 0.00 0.00 0.00 0.00 4.37 4.37 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.23 0.00 0.00 0.00 0.00 0.23 0.23 0.00 0:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 109.80 - 3.96 3.96 0.00 14.94 0.00 0.24 0.01 0.23 0.00 0.00 '0.00 0.00 .0.00 0.00 - 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 124.75 0.00 4.21 3.98 0.23 124.75 0.00 4.21 3.98 0.23 Construction- Related Mitigation Measures Phase 2: Soil Disturbance: Water exposed surfaces - 2x daily Percent Reduction(ROG 0.0% NOx 0.0% CO 0.0% S02 0.0% PM10 34.0 %) Phase 2: Unpaved Roads: Water all haul roads 2x daily Percent Reduction(ROG 0.0% NOx 0.0% CO 0.0% S02 0..0% PM10 3.0 %) Phase 2: Unpaved Roads: Reduce speed on unpaved roads to < 15 mph Percent Reduction(ROG 0.0% NOx 0.0% CO 0.0% S02 0.0% PM10 40.0 %) Phase 1 - Demolition Assumptions: Phase Turned OFF Phase 2 - Site Grading Assumptions Start Month /Year for Phase 2: May 105 Phase 2 Duration: 2 months On -Road Truck Travel (VMT): 0 Off' -Road Equipment No. Type Horsepower Load Factor 1 Graders 174 0.575 Hours /Day 8.0 Page: 16 1 Other Equipment 190 0.620 8.0 1 Rollers 114 0.430 8.0 1 Rubber Tired Dozers 352 0.590 8.0 3 Scrapers - 313 0.660 8.0 1 Tractor /Loaders /Backhoes' 79 0.465 6.0 Phase 3 - Building Construction Assumptions Start Month /Year for Phase 3: Jul '05 Phase 3 Duration: 34 months Start Month /Year for SubPhase Building: Jul 'OS SubPhase-Building Duration: 34 months Off -Road Equipment No... Type Horsepower. Load Factor Hours /Day 1 Concrete /Industrial saws 84 0.730 8.0 5, Other Equipment 190 0.620 8.0 2 Rough Terrain Forklifts 94 0.475 8.0 1 Trenchers 62 0.695 8.0 Start Month /Year for SubPhase Architectural Coatings: Dec '05 SubPhase Architectural Coatings Duration: 8.5 months Start Month /Year for SubPhase Asphalt.: Jul. 'OS SubPhase Asphalt Duration: 4.5 months Acres to be Paved: 29 Off -Road Equipment No. Type Horsepower Load Factor Hours /Day 1 . Graders .174 0.575 8.0 1 Pavers. 132 0.590 8.0 1. Paving Equipment 111 0.530 8.0 1 Rollers 114 0.430 8.0 Page: 17 AREA SOURCE EMISSION ESTIMATES (Summer Pounds per Day, Unmitigated) Source', ROG NOx CO SO2 PM10 Natural Gas 0.30 3.82 1.63 - 0.01 Wood Stoves - No summer emissions Fireplaces - No summer emissions Landscaping 0.43 0.05 3.72 0.11. 0.01 Consumer Prdcts 14.92 - _ .TOTALS(lbs /day,unmitigated). 15.65 3.87 5.35 0.11 0.01 0 Page: 18 UNMITIGATED OPERATIONAL EMISSIONS ROG NOx CO S02 PM10' Single family housing 28.49 26.77 332.19 0.21 29.45 TOTAL EMISSIONS (lbs /day) 28.49 '26.77 332.19 0.21 29.45 Does not include correction for passby trips. Does not include double counting adjustment for internal trips. OPERATIONAL (Vehicle) EMISSION ESTIMATES Analysis Year: 2008 Temperature (F): 95 Season: Summer EMFAC Version: EMFAC2002 (9/2002) Summary of Land Uses: Unit Type Trip Rate Size Total Trips Single family housing 9.51 trips / dwelling units 305.00 2,899.94 Vehicle Assumptions: Fleet Mix: Vehicle Type Percent Type Non - Catalyst Catalyst Diesel Light Auto 55.00 1.60 98.00 0.40 Light Truck < 3,750 lbs 15.00 2:70 95.30 2.00 Light.Truck 3,751- 5,750 16.20 1.20 97.50 1.30 Med Truck 5,751- 8,500 7.20 1.40 95.80 2.80 Lite -Heavy 8,501- 10,000 1.10 0.00 81.80 18.20. Lite -Heavy 10,001- 14,000 0.40 0.00 .50.00 50.00 Med -Heavy 14,001- 33,000 1.00 0:00 20.00 80.00 Heavy -Heavy 33,001- 60,000 0.90 0.00 11.10 88.90 Line Haul > 60,000 lbs 0.00 0.00 0.00 100.00 Urban Bus 0.20 0.00 50.00 50.00 Motorcycle 1.70 76.50 23.50 0:00. School Bus 0.10 0.00 0.00 100.00 Motor Home 1.20 8.30 83.30 8.40 Travel Conditions Residential Commercial Home- Home- Home- Work Shop Other Commute Non -Work Customer Urban Trip Length (miles) 11.5 4.9 6.0 10.3 5.5 5.5 Rural Trip Length (miles) 11.5 4.9 6.0 10.3 5.5 5.5 Trip Speeds (mph) 35.0 40.0 40.0 40.0 40.0 40.0 % of Trips - Residential 20.0 37.0 43.0 Page: 19 Changes made to the default values for Land Use Trip Percentages Changes made to the default values for Construction The user has overridden the Default Phase Lengths Phase 2 mitigation measure Soil Disturbance: Water exposed surfaces - 2x daily has been changed from off to on. Phase 2 mitigation measure, Unpaved Roads: water all haul roads 2x daily has been changed from off to on. Phase 2 mitigation measure Unpaved Roads: Reduce speed on unpaved roads to '< 15 mph has been changed from off to on. Changes made to the default values for Area The wood stove option switch changed from on to off. The fireplcase option switch changed from on to off. Changes made to the default values for Operations The operational emission year changed from 2004 to 2008. The operational winter temperature changed from 50 to 60. The operational summer temperature changed from 90 to 95. Page: 20 URBEMIS 2002 For Windows 7.4.2 File Name: C: \Documents and Settings \Schnugga Cootie \Desktop \Work \Other Files \Griffin Ranch.urb Project Name: Griffin Ranch Project Location: South Coast Air Basin (Los Angeles area) On -Road Motor Vehicle Emissions Based on EMFAC2002 version 2.2 DETAIL REPORT (Tons /Year) Construction Start Month and Year: May, 2005 Construction Duration: 36 Total Land Use Area to be Developed: 199 acres Maximum Acreage Disturbed Per Day: 13 acres Single Family Units: 305 Multi- Family Units: 0 Retail/ Office /Institutional /Industrial Square Footage: 0 CONSTRUCTION EMISSION ESTIMATES UNMITIGATED (tons /year) PM10 PM10 PM10 Source ROG NOx CO S02 TOTAL EXHAUST DUST + ** 2005 * ** Phase 1 - Demolition Emissions Fugitive Dust - - - 0.00 - 0.00 Off -Road Diesel 0.00 0.00 0.00 - 0.00 0.00 0.00 On -Road Diesel 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Worker Trips 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Total tons /year 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Phase 2 - Site Grading Emissions Fugitive Dust, - - - - 2.86 - 2.86 Off -Road Diesel 0.44 3.28 3.32 - 0.14 0.14 0.00 On -Road Diesel 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Worker Trips 0.00 0.00 0.11 0.00 0.00 0.00 0.00 Total tons /year 0.44, 3.28 3.43 0.00 11.86 0.14 2.86 Phase 3 - .Building Construction Bldg Const Off -Road Diesel 0.90 7.38 6.60 - 0.36 0.36 0.00 Bldg Const Worker Trips 0.09 0.06 1.14 0.00 0.00 0.00 0.00 Arch Coatings Off -Gas 1.61 - - - - - - Arch Coatings Worker Trips 0.02 0.01 0.18 0.00 0.00 0.00 0.00 Asphalt Off -Gas 0.04 - - - - - - Asphalt Off -Road Diesel 0.27 1.67 2.03 - 0.09 0.09 0.00 Asphalt On -Road Diesel 0.00 0.15 0.04 0.00 0.00 0'.00 0.00 Asphalt Worker Trips '0.00 0.00 0.00 0.00 0.00 0.00 0.00 Total tons /year 2.93 9.27 9.99 0.00 3.15 0.45 0.00 Total all phases tons /yr 3.37 12.55 13.42 0.00 15.01 0.59 2.86 : ** 2006 * ** Phase 1 - Demolition Emissions Fugitive Dust - - - - 0.00 - 0.00 Off -Road Diesel 0.00 0.00 0.00 - 0.00 0.00 0.00 On -Road Diesel 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Worker Trips 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Total tons /year 0.00 0.00 0:00 0.00 0.00 0.00 0.00 Phase 2 - Site Grading Emissions Fugitive Dust - - - - 0.00 - 0.00 Off -Road Diesel 0.00 0.00 0.00 - 0.00 0.00 0.00 On -Road Diesel 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Worker Trips 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Total tons /year 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Phase 3 - Building Construction Bldg Const Off -Road Diesel 1.80 14.16 13.68 - 0.60. 0.60 0.00 ' Bldg Const Worker Trips 0.12 0.12 2.16 0.00 0.00 0.00 0.00 Arch Coatings Off -Gas 12.08 - - - - - - Arch Coatings Worker Trips 0.08 0.07 1.36 0.00 0.00 0.00 0.00 Asphalt Off -Gas 0.00 - - - - - - Asphalt Off -Road Diesel 0.00 0.00 0.00 - 0.00 0.00 0.00 Asphalt On -Road Diesel 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Asphalt Worker Trips 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Total tons /year 14.08 14.35 17.20 0.00 4.80 0.60 0.00 Total all phases tons /yr 14.08 14.35 17.20 0.00 4.80 0.60 0.00 * ** 2007 * ** Page: 21 Phase 1 - Demolition Emissions Fugitive Dust Off -Road Diesel 0.00 On -Road Diesel 0.00 Worker Trips 0.00 Total tons /year 0.00 Phase 2 - Site Grading'Emissions 0.00 Fugitive Dust - Off -Road Diesel 0.00 On -Road Diesel 0.00 Worker,Trips 0.00 Total tons /year 0.00 Phase 3 - Building Construction 0.00 Bldg Const Off -Road Diesel 1.80 Bldg Const Worker Trips 0.12 Arch Coatings Off -Gas 0.00 Arch Coatings Worker Trips 0..00 Asphalt Off -Gas 0.00 Asphalt Off -Road Diesel 0.00 Asphalt On- Road.Diesel 0.00 Asphalt Worker Trips 0.00 Total tons /year 1.92 Total all phases tons /yr 1.92 * ** 2008 * ** - Phase 1 - Demolition Emissions 0.00 Fugitive Dust - Off -Road Diesel 0.00 On -Road Diesel 0.00 Worker Trips 0.00 Total tons /year 0.00 Phase 2 - Site Grading Emissions 0.00 Fugitive Dust - Off -Road Diesel 0.00 On -Road Diesel 0.00 Worker Trips 0.00 Total tons /year 0.00 Phase.3 - Building Construction 0.00 Bldg Const Off -Road Diesel 0.60 Bldg Const Worker Trips 0.04 Arch Coatings Off -Gas 0.00 Arch Coatings Worker Trips 0.00. Asphalt,Off -Gas 0.00 Asphalt Off -Road Diesel 0.00 Asphalt'On -Road Diesel 0.00 Asphalt Worker Trips 0.00 Total tons /year 0.64 Total all phases tons /yr 0.64 - - - 0.00 - 0.00 0.00 0.00 - 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - - 0.00 - 0.00 0.00 0.00 - '0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00, 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 13.56 14.04 - 0.60 0.60 0.00 0.12 1.92 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0.00 0.00 0.00' 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 13.68 15.96 0.00 4.80 0.60 0.00 13.68 15.96 0.00 4.80 0.60 0.00 - - - 0.00 - 0.00 0.00 0.00 - 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - - 0.00 - 0.00 0.00 0.00 - 0..00 0.00 .0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4.32 4.84 - 0.16 0.16 0.00 0.04 0.61 0.00 0.00 0.00 0.00 .0.00 0.00 0.00 0.00 0..00 0.00 0.00 0.00 - 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4.36 5.45 0.00 1.28 0.16 0.00 4.36 5.45 0.00 1.28 0.16 0.00 Phase 1 - Demolition Assumptions: Phase Turned OFF Phase 2 - Site Grading Assumptions Start Month /Year for Phase 2: May 105 Phase 2 Duration: 2 months On -Road Truck Travel (VMT): 0 Off -Road Equipment No. Type Horsepower 1 Graders 174 1 Other Equipment 190 1 Rollers 114 1 Rubber Tired Dozers 352 3 Scrapers 313 1 Tractor /Loaders /Backhoes 79 Phase 3 - Building Construction Assumptions Start Month /Year for Phase 3: Jul 105 Phase 3 Duration: 34 months Start Month /Year for SubPhase Building: Jul 105 SubPhase Building Duration: 34 months Load Factor . 0.575 0.620 0.430 0.590 0.660 0.465 Hours /Day 8.0 8.0 8.0 8.0 8.0 8_0 Page: 22 Off -Road Equipment No. Type Horsepower Load Factor Hours /Day 1 Concrete /Industrial saws 84 0.730 8.0 5 Other Equipment i90 0.620 6.0 2 Rough Terrain Forklifts 94 0.475 8.0 1 Trenchers 82 0.695 8.0 Start Month /Year for SubPhase Architectural Coatings: Dec 105 SubPhase Architectural Coatings Duration: 8.5 months Fugitive Dust Start Month /Year'for SubPhase Asphalt: Jul 105 SubPhase Asphalt Duration: 4.5 months Acres to be Paved: 29 0.00 - 0.00 0.00 Off -Road Equipment - 0.00' - No. Type Horsepower Load Factor Hours /Day 1 Graders 174 .0.575 g,p 1 Pavers 132 0.590 8.0 1 Paving Equipment ill ,0.530 8.0 1 Rollers- 114 0.430 8.0 CONSTRUCTION EMISSION ESTIMATES MITIGATED (tons /year) Source ROG NOx CO S02 PM10 TOTAL PM10 EXHAUST PM10 DUST * +* 2005 + ++ Phase 1 - Demolition Emissions Fugitive Dust - Off -Road Diesel 0.00 - 0.00 0.00 - 0.00' - 0.00 On -Road Diesel 0.00 0.00 0.00 0.00 - 0.00 0.00 0.00 0.00 0.00 Worker Trips 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Total tons /year 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Phase 2 - Site Grading Emissions Fugitive Dust - .Off -Road Diesel 0.44 - 3.28 - 3.32 - 1.10 - 1.10. On -Road Diesel 0.00 ,0.00 0.00 0.00 - 0.14 0.00 0.14 0.00 0.00 0.00 Worker Trips 0.00 0.00 0.11 0.00 0.00 0.00 0.00 Total tons /year 0.44 3.28 3.43 0.00 4.82 0.14 1.10 Phase 3 = Building Construction Bldg Const Off -Road Diesel 0.90 7.38 6.60 - 0.36 0.36 0.00 Bldg Const Worker Trips 0.09 0.06 1.14 0.00 0.00 0.00 0.00 Arch Coatings Off -Gas 1.61 - - _ Arch Coatings Worker Trips 0.02 0.01 0.18 0.00 0.00 0.00 0.00 Asphalt Off -Gas 0.04 - - - Asphalt Off -Road Diesel 0.27 1.67 2:03 - 0.09 0.09 0.00 Asphalt On-Road-Diesel 0.00 0.15 0.04 '0.00 0.00 0.00 0.00 Asphalt Worker Trips 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Total tons /year 2.93 9.27. 9.99 0.00 3.15 0.45 0.00 Total all phases tons /yr 3.37 12.55 13.42 0.00 7.97 0.59 1.10 + ++ 2006 + ++ Phase 1 - Demolition Emissions Fugitive Dust - Off -Road Diesel 0.00 - 0.00 - 0.00 - - 0.00 0.00 - 0.00 0.00 On -Road Diesel 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Worker Trips 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Total tons /year 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Phase 2 - Site Grading Emissions Fugitive Dust - Off -Road Diesel 0.00 - 0.00 - 0.00 - - 0.00 0.00 - 0.00 0.00 0.00 On -Road Diesel 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Worker Trips 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Total tons /year 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Phase 3 - Building Construction Bldg Const Off -Road Diesel 1.80 14.16 13.68 - 0.60 0.60 0.00 Bldg Const Worker Trips 0.12 0.12 2.16 0.00 0.00 0.00 0.00. Arch Coatings Off -Gas , . 12.08 - - - _ Arch Coatings.Worker Trips 0.08 0.07 1.36 0.00 0.00 0.00 0.00 Asphalt Off -Gas 0.00 - - - _ Asphalt Off -Road Diesel 0.00 0.00 0.00 - 0.00 0.00 0.00 Asphalt On -Road Diesel 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Asphalt Worker Trips 0.00 0.00 0.00 0.00 0.00 '0.00 0.00 Total tons /year 14.08 14.35 17.20 0.00 4.80 0.60 .0.00 Total all phases tons /yr 14.08 14.35 17.20 0.00 4.80 0.60 0.00' Page: 23 * ** 2007 * ** Phase I­ Demolition Emissions Fugitive Dust - - - - 0.00 - 0.00 Off -Road Diesel 0.00 0.00 0.00 - 0.00 0.00 0.00 On -Road Diesel 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Worker Trips 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Total tons /year 0.00 0.00 0.00 0:00 0.00 0.00 0.00 Phase 2 - Site Grading Emissions Fugitive Dust - - - - 0.00 - 0.00 Off -Road Diesel 0.00 0.00 0.00 - 0.00 0.00 0.00 On -Road Diesel 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Worker Trips 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Total tons /year 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Phase 3 - Building Construction Bldg Const Off -Road Diesel 1.80 13.56 14.04 - 0.60 0.60 0.00 Bldg Const Worker Trips 0.12 0.12 1.92 0.00 0.00 0.00 0.00 Arch Coatings Off -Gas 0.00 - - - - Arch Coatings Worker Trips 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Asphalt Off -Gas 0.00 - - - - - _ Asphalt Off -Road Diesel 0.00 0.00 0.00 - 0.00 0.00 0.00 Asphalt On -Road Diesel 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Asphalt worker Trips 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Total tons /year 1.92 13.68 15.96 0.00 4.80 0.60 0.00 Total all phases tons /yr 1.92 13.6.8 15.96 0.00 4.80. 0.60 0.00 * ** 2008 * ** Phase 1 - Demolition Emissions Fugitive Dust -, - - 0.00 - 0.00 Off -Road Diesel 0.00 0.00 0.00 - 0.00 0.00 0.00 On -Road Diesei 0.00 0.0.0 0.00 0.00 0.00 0.00 0.00 Worker Trips 0.00 0.00 0.00' 0.00 0.00 0.00 0.00 Total tons /year 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Phase 2 - Site Grading Emissions Fugitive Dust - - - - 0.00 - 0.00 Off -Road Diesel 0.00 0.00 0.00 - 0.00 0.00 0.00 On -Road Diesel 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Worker Trips 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Total tons /year 0.00 0.00 0.00 0•.00 0.00 0.00 0.00 Phase 3 - Building Construction Bldg Cohst Off -Road Diesel 0.60 4'.32 4.84 - 0.16 0.16 0.00 Bldg Const Worker Trips 0.04 0.04 0.61 0.00 0.00 0.00 0.00 Arch Coatings Off -Gas 0.00 - - - _ _ _ Arch Coatings Worker Trips 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Asphalt Off -Gas 0.00 - - - - - _ Asphalt Off -Road Diesel 0.00 0.00 0.00 - 0.00 0.00 0.0.0 Asphalt On -Road Diesel 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Asphalt Worker Trips 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Total tons /year 0.64 4.36 5.45 0.00 1.28 0.16 0.00 Total all phases tons /yr 0.64 4.36 5.45 0.00 1.28 0.16 0.00 Construction - Related Mitigation Measures Phase 2: Soil Disturbance: Water exposed surfaces - 2x daily Percent Reduction(ROG 0.0% NOx 0.0% CO 0.0% S02 0.0% PM10 34.0 %) Phase 2: Unpaved Roads: water all haul roads 2x daily Percent RedUCtion(ROG 0.0% NOx 0.0% CO 0.0% S02 0.0% PM10 3.0 %) Phase 2: Unpaved Roads: Reduce speed on unpaved roads to c 15 mph Percent Reduction(ROG 0.0% NOx 0.0% CO 0.0% S02 0.0% PM10 40.0 %) Phase 1 - Demolition Assumptions: Phase Turned OFF Phase 2 - Site Grading Assumptions Start Month /Year for Phase 2: May 105 Phase 2 Duration: 2 months On -Road Truck Travel (VMT): 0 Off -Road Equipment No. Type Horsepower Load Factor Hours /Day 1 Graders 174 0.575 8.0 Page: 24 1 Other Equipment 190 0.620 6.0 1 Rollers 114 0.430 6.0 1' Rubber Tired Dozers 352 0.590 8.0 3 Scrapers 313 0.660 8.0 1 Tractor /Loaders /Backhoes 79 0.465 8.0 Phase 3 - Building Construction Assumptions Start Month /Year for Phase 3: Jul 105 Phase 3 Duration: 34 months Start Month /Year for SubPhase Building: Jul 105 SubPhase Building Duration: 34 months Off -Road Equipment No. Type Horsepower Load Factor 1 Concrete /Industrial saws 84 0.730 5 Other Equipment 190 0.620 2 Rough Terrain Forklifts 94 0.475 1 Trenchers 82 0.695 Start Month /Year for SubPhase Architectural Coatings: Dec 105 SubPhase Architectural Coatings Duration: 8.5 months Start Month /Year for SubPhase Asphalt: Jul 105 SubPhase Asphalt Duration: 4.5 months Acres to be Paved: 29 Off -Road Equipment No. Type Horsepower Load Factor 1 Graders 174 0.575 1 Pavers 132 0.590 1 Paving Equipment 111 0.530 1 Rollers 114 0.430 Hours /Day 8.0 8.0 8.0 8.0 Hours /Day 6.0 8.0 8.0 6.0 Page: 25 AREA SOURCE.EMISSION ESTIMATES Source ROG NOx CO SO2 PMi0 Natural Gas 0.05 0.70 0.30 - 0.00 Wood Stoves 0.00 0.00 0.00 0.00 0.00 Fireplaces 0.00 0.00 0.00 0.00 0.00 Landscaping 0.04 0.00 0.33 0.01 0.00 Consumer Prdcts 2.72 - - - _ TOTALS (tpy, unmitigated) 2.62 0.70 0.63 0.01 0.00 Page: 26 UNMITIGATED OPERATIONAL EMISSIONS ROG NOx CO SO2 PM10 Single family housing 4.87 5:49 56.45 0.04 5.37 TOTAL EMISSIONS (tons /yr) 4.87 5.49 56.45 0.04 5.37 Does not include correction for passby trips. Does not include double counting adjustment for internal trips. OPERATIONAL (Vehicle) EMISSION ESTIMATES Analysis Year: 2008 Temperature (F): 95 Season: Annual EMFAC Version: EMFAC2002 (9/2002) Summary of Land Uses: Unit Type Trip Rate Size Total Trips Single'family housing 9.51 trips / dwelling units 305.00. 2,899.94 Vehicle Assumptions: Fleet Mix: Vehicle Type Percent Type Non - Catalyst. Catalyst Diesel Light Auto 55.00 1.60 98.00 0.40 Light Truck < 3,750 lbs 15.00 2.70 95.30 2.00 Light Truck 3,751- 5,750 16.20 1.20 97.50 1.30 Med Truck 5,751- 8,500 7.20 1.40 95.80 2.80 Lite - Heavy 8,501- 10,000. 1.10 0.00 81.80 18.20 Lit &-Heavy 10,001- 14,000 0.40 0.00 50.00. 50.00 Med -Heavy 14,001- 33,000 1. 00 0.00 20.00 80.00 Heavy -Heavy 33,001- 60,000 0.90 0.00 .11.10 88.90 Line Haul > 60,000 lbs 0.00 0.00 0.00 100.00 Urban Bus 0.20 0.00 50.00 50.00 Motorcycle 1.70 76.50 23.50 0.00 School Bus 0.10 0.00 0.00 .100.00 Motor Home 1.20 8.30 83.30 8.4b Travel Conditions Residential Commercial Home - Home- Home - Work Shop Other Commute Non -work Customer Urban Trip Length (miles) 11.5 4.9 6.0 10.3 5.5 5.5 Rural Trip Length (miles) 11_.5 4.9 6.0 10.3 5.5 5.5 Trip Speeds (mph) 35.0 40.0 40.0 40.0 40.0 40.0 % of Trips - Residential 20..0 37.0 43.0 Page: 27 Changes made to. the default values for Land Use Trip Percentages Changes made to the default values for Construction The user has overridden the Default Phase Lengths. Phase 2 mitigation measure Soil Disturbance: Water exposed surfaces - 2x-daily has been changed from off to on. Phase 2 mitigation measure Unpaved Roads: Water all haul roads 2x daily has been changed from off to on. Phase 2 mitigation measure Unpaved Roads: Reduce speed on unpaved roads to < 15 mph has been changed from off to on. Changes made to the default values for Area The wood stove option switch changed from on to off. The fireplcase option switch changed from on to off. Chanaes made to the default values for Operations The operational.emission year changed from 2004 to 2008. The operational winter temperature changed from 50 to 60. The operational-summer temperature changed from 90 to 95. Appendix A. CALINE 4 Assumptions Traffic Data -- was taken from the "Griffin Ranch Specific Plan and Vesting TTM 32879 Traffic Impact Study" prepared by Endo Engineering (dated September 7, 2004). Traffic volumes were.provided which represented year 2008 conditions with and without the proposed project. Roadway Speeds -- Average speeds for the approach and departure segments were developed from Table B.13 and Table B.14 from the "Transportation Project -Level Carbon Monoxide Protocol ", revised December, 1997. A cruise speed of 40 mph was assumed for Madison Street and Avenue 5.4. The percent red time and traffic volume were taken from the traffic study. Meteorological Conditions -- included 0.5 mph winds, stability class G for one -hour values, a persistence factor of 0.60 for eight -hour values and wind directions determined by iterative runs of the computer model to insure that carbon monoxide concentrations are maximized (greatest concentration for the nearest receptor). Highway Widths -- were derived for existing roadway cross - sections. Future cross - sections were. based upon the master planned classifications. The widths included 3 meters per side as specified for the CALINE 4 model input. Receptor Placement and Heights -- were located at the intersection of the rights -of- way of Madison Street and Avenue 54 adjacent to the PGA West development and the Hideaway Resort, as well as at the closest residential lot on -site. The heights were 1.8 meters as specified by the EPA and Caltrans receptor height guidance presented in the "Transportation Project -Level Carbon Monoxide Protocol ", revised December, 1997 and User's Guide. Emission Factors -- were developed from EMFAC 2002 version 2.2 and using the procedures detailed in the "Transportation Project -Level Carbon Monoxide Protocol ", revised December, 1997. Background Concentrations -- for the future year 2008 were determined from the SCAQMD web site update of the SCAQMD CEQA Air Quality Handbook. CALINE4; CALIFORNIA LINE SOURCE DISPERSION MODEL JUNE 1989 VERSION JOB: Griffin Ranch Year 2008 No Project RUN: Hour 1(WORST CASE ANGLE) POLLUTANT: Carbon Monoxide I. SITE VARIABLES U= .5 M/S BRG= WORST CASE CLAS= 7 (G) MIXH= 1000. M SIGTH= 20. DEGREES Z0= 100. CM ALT= 0. (M) VD= .0 CM /S VS= .0 CMIS AMB= .0 PPM TEMP= 7.0 DEGREE (C) II. LINK VARIABLES LINK * LINK COORDINATES (M) EF H W DESCRIPTION f * X1 Y1 f X2 Y2 * TYPE VPH (G /MI) (M) (M) A. NTA 306 300 306 150 * AG 29 7.4 .0 13.0 B. NLA * 300 300 300 150 * AG 249 7.4 .0 10.0 C. SD * 293 300 293 150 * AG 434 4.8. .0 13.0 D. ETA 150 293 300 293 * AG 539 _ 9.2 .0 13.0 E. WD * 300 307 150 307 * AG 404 9.2. .0 13.0 F. WTA * 300 304 450 304 * AG 155 5.3 .0 10.0 G. ED 300 295 450 295 * AG 134 5.3 .0 13.0 H. NAE 306 150 306 0 * AG 278 4.1 .0 13.0 I. SDE * 293 150 293 0 * AG 434 4.1 .0 13.0 J. EAE * 0 293 150 293 * AG 539 4.1 .0 13.0 K. WAE * 450 304 600 304 * AG 155 4.1 .0 10.0 L. WDE 0 307 150 307 * AG 404 4.1 .0 13.0 M. EDE 450 293 600 293 * AG 134 4.1 .0 13.0 III. RECEPTOR LOCATIONS: * COORDINATES (M) RECEPTOR * X Y Z 1. Recpt 1 * 283. 317 1.8 2. Recpt 2 * 283 283 1.8 3. Recpt 3 * 324 279 1.8 IV. MODEL RESULTS (WORST CASE WIND ANGLE) * * PRED * CONC /LINK * BRG .* CONC * (PPM) RECEPTOR .* (DEG) * (PPM) * A B C D E F G H ♦ f f 1. Recpt 1 * 168. * .7 * .0 .1 .1 .2 .2 .0 .0 .0 2. Recpt 2 * 288. * .6 * .0 .0 .0 .4 .2 .0 .0 .0 3. Recpt 3 * 284. * .6 * .0 .0 .0 .3 .1 .0 .0 .0 ( CONC /LINK * (PPM) RECEPTOR * I J K L M 1. Recpt 1 * .0 .0 .0 .0 .0 . 2. Recpt 2 * .0 .0 .0 .0 .0 3. Recpt 3 * .0 .0 .0 .0 .0 CALINE4: CALIFORNIA LINE SOURCE DISPERSION MODEL JUNE 1989 VERSION JOB:. Griffin Ranch Year 2008 With Project RUN: Hour (WORST CASE ANGLE) POLLUTANT: Carbon Monoxide I. SITE VARIABLES U= .5 M/S Z0 =100. CM ALT= 0. (M) BRG= WORST CASE VD= .0 CM /S CLAS= 7 (G) VS= .0 CM /S MIXH= 1000. M AMB= .0 PPM SIGTH= 20. DEGREES TEMP= 7.0 DEGREE (C) II. LINK VARIABLES LINK * LINK COORDINATES (M) * EF H W DESCRIPTION * X1 Y1 X2 Y2 * TYPE VPH (G /MI) (M) (M) A. NTA 306 300 306 150 * AG 32 7.4 .0 13.0 B. NLA * 300 300 300 150 * AG 285 7.4 .0 10.0 C. SD * 293 300 293 150 * AG 446 4.8 .0 13.0 D. ETA *. 150 293 300 293 * AG 575. 9.2 .0 13.0 E. WD 300 307 150 307 * AG 518 9.2 .0 13.0 F. WTA * 300 304 450 304 * AG 233 5.3 .0 10.0 G. ED 300 295 '450 295'* AG 162 .5.3 .0 13.0 H. NAE * 306 .150 306 0 * AG 317 4.1 .0 13.0 I. SDE 293 150 293 0 * AG 446 41 .0 13.0 - J. EAE * 293 150 293 0 * AG 575 4.1 .0 13.0 K. WAE 450 304 600 304 * AG 233 4.1 .0 10.0 L. WDE * 307 150 307 0 * AG 518 4.1 .0 13.0 M. EDE * 450 293 600 293 * AG 162 4.1 .0 13.0 III. RECEPTOR LOCATIONS * COORDINATES (M) RECEPTOR.* X Y Z * 1. Recpt 1 * 283 317 1.8 2. Recpt 2 * 283 283 1.8 3. Recpt 3 * 324 279 1.8 IV. MODEL RESULTS (WORST CASE WIND ANGLE) *. * PRED * CONC /LINK * BRG * CONC * (PPM) RECEPTOR *(DEG) *(PPM)* * A B C D E F G H 1. Recpt 1 * 168. * .8 * .0 .1 .1 .2 .3 .0 .0 .0 2. Recpt 2 * 288. * .7 * .0 .0 .0 .5 .2 .0 .0 .0 3. Recpt 3 * 285. * ..7 * .0 .0 .0 A .2 .0 .0 .0 * CONC /LINK * (PPM) RECEPTOR * I J K L M 1. Recpt 1 * .0 .0 .0 .0 .0 2. Recpt 2 * .0 .0 ..0 .0 .0 3. Recpt 3 * .0 .0 .0 .0 .0 Appendix B NOISE GLOSSARY RD -77 -108 NOISE ASSUMPTIONS YEAR 2008 AMBIENT EXTERIOR NOISE EXPOSURE PRELIMINARY. BARRIER MODELING Appendix B Noise Glossary A- Weighted Sound Level (dBA) -- An A- weighted sound level is the sound pressure level in decibels as measured on a sound level meter using the A- weighting filter network. The A- weighting filter de- emphasizes the very low and very high frequency components of the sound in a manner similar to the response of the human ear and provides good correlation with subjective reactions to noise. Ambient Noise Level -- The composite noise from all sources near and far is the ambient noise level. In this context, the ambient noise level constitutes the normal or existing level of environmental noise at a given location. Barrier -- A natural or man -made object that interrupts the path of sound from the sound from the sound source to the sound receiver. Community Noise Equivalent Level (CNEL) -- CNEL is the average equivalent A- weighted sound level during a 24 -hour day, obtained after addition of five decibels to sound levels occurring during the evening from 7 p.m. to 10 p.m. 'and addition of ten decibels to sound levels occurring during the night from 10 p.m. to 7 a.m. The 5 and 10 decibel penalties are applied to account for increased noise sensitivity during the evening and nighttime hours.. The CNEL represents the daily energy noise exposure averaged on an annual basis. The State of California uses the dBA CNEL noise index to relate community noise exposure to compatibility criteria. CNEL -- See Community Noise Equivalent Level. Day -Night Average Noise Level (Ldn) -- The average equivalent A- weighted sound level during a 24 -hour day, obtained after addition of 10 decibels to sound levels occurring during the nighttime from 10 p.m. to 7 a.m. The 10- decibel penalty is applied to account for increased noise sensitivity during the nighttime hours. The Ldn represents the daily energy noise exposure averaged on an annual basis and is typically within 1 dBA of the CNEL value. dB -- See Decibel. dBA -- See A- Weighted Sound Level Decibel (dB) -- A decibel is a unit of measurement on a logarithmic scale which describes the magnitude of a particular quantity of sound pressure or power with respect to a standard reference value. A decibel is equal to 10 times the logarithm (to the base 10) of the ratio of the measured sound pressure squared to a reference pressure (i.e., 20 micro - pascals) squared. Design Noise Level -- The noise level selected by the designer after consideration of applicable standards for various land use or activity categories to be used for determining traffic noise impacts and the assessment of the noise abatement treatment for a particular highway section. EPA -- Environmental Protection Agency. Equivalent Sound Level (Leq) -- An Leq is the sound level corresponding to a steady state sound level containing the same total energy as a time varying sound level over a given sample period. FHWA -- Federal Highway Administration. Frequency (Hz) -- The frequency is the number of times per second that a sound pressure signal oscillates about the prevailing atmosphere. The unit of frequency is the hertz. Habitable Room -- A habitable room is defined as any room meeting the requirements of the Uniform Building Code or other applicable regulations that is intended to be used for sleeping, living, cooking or dining purposes, excluding such enclosed spaces as closets, pantries, bath or toilet rooms, service rooms, connecting corridors, laundries, unfinished attics, foyers., storage spaces, cellars, utility rooms and similar spaces. Hz -- A unit of measurement of frequency, numerically equal to cycles per second (See Frequency). Intrusive Noise -- That noise exceeding the existing ambient noise at a given location is termed an intrusive noise. The relative intrusiveness of a sound depends upon its amplitude, duration, frequency, time of occurrence and tonal or informational content, as well as.prevailing ambient noise level. Leq -- See Equivalent Sound Level. Ldn -- See Day -Night Average Noise Level. Line Source -- A noise source which generates sound along a line rather than at a single fixed point. L Percentile -- L percentiles represent the A- weighted ,sound level exceeded for the identified percent of the sample time. For example, a value of 55 dBA Lio would mean that 55 dBA was exceeded 10 percent of the time. Other L percentiles commonly used include LSO, L9o, L99, etc. The L50 corresponds to the average level of noise. The L10 corresponds to peaks of noise in the.time history of environmental noise. Noise -- Noise is any unwanted sound, or sound that is undesirable because it interferes with speech and hearing, or is intense enough to damage hearing, or is otherwise annoying. The State Noise Control Act defines noise as "excessive undesirable sound ". Noise Attenuation -- Noise attenuation is the ability of a material substance, or medium to reduce the noise level from one place to another or between one room and another. Noise attenuation is specified in decibels. Noise Contours -- The lines drawn around a noise source indicating constant or equal level of noise exposure from that source are termed noise contours. CNEL and Ldn are typical standards used for comparison. Noise Sensitive Area -- An area of regular and intensive human usage where the usage is impaired or restricted when subjected to excessive levels of noise. Noise Sensitive Land Use -- Noise- sensitive land uses are land uses associated with indoor and /or outdoor human activities that may be subject to stress and /or significant interference from noise. They include residential (single- family and multi - family dwellings, mobile home parks, dormitories and similar uses); transient lodging (including hotels, motels and similar uses); hospitals, nursing homes, convalescent hospitals and other facilities for long -term medical care; and public or private educational facilities, libraries, churches and places of public assembly. Outdoor Living Area -- Outdoor living area.is a term used to define spaces that are associated with residential land uses and are typically used for passive recreational. activities. Such spaces include patio areas, barbecue areas, Jacuzzi areas, etc. Outdoor areas usually not included in this definition are front yard areas, driveways, greenbelts, maintenance areas and storage areas associated with residential land uses. Point Source -- A stationary device which creates sounds while fixed or motionless. Shadow Zone -- Area of reduced sound levels adjacent to a natural or man -made barrier. Appendix B Noise Model Assumptions I. Temporal Traffic Distribution Assumed (Percent) All Highways Type of Vehicle Overall Day Evening Night Automobile 97.72 70.85 17.59 11.56 Medium Truck 1.72 62.10 .19.27 18.63 Heavy Truck 0.56 66.89 15.89 17.22 1-4 Yuuna vcu,c,e uismDuvon per ueneral Tian technical report. 77. Road Grade Assumptions -- level terrain and roadway. III. Roadway Widths Assumed -- were based upon the traffic study and Endo Engineering field observations. IV. Speeds Assumed -- were based upon field observations as shown on the following table. V . RD -77 -108 Input Parameters -- the .Calveno noise emission levels were used for the noise modeling. See the tables on the following pages for the existing condition input parameters assumed. VI.- Alpha -- was assumed to be 0.5 (4.5 decibels per doubling of distance). Appendix B . Noise Model Assumptions Roadway Segment Speeda (mph) Half- Widthb (feet) Percent Trucks (% - Medium) Jefferson Street - N/O Highway l 11 40 41 2.28 75.44 - S/0 Highway 111 55 41 2.28 75.44 - N/0 Avenue 54 55 41 2.28 75.44 - S/0 Avenue 54 35 41 .2.28- 75.44 Madison Street - S/0 Avenue 54 50 18 2.28 75.44 - N/O Site Access 50 18 2.28 75.44 - S/0 Site Access 50 24 2.28 75.44 - N /O.Avenue 58 50 24 2.28 75.44 - S/0 Avenue 58 50 .24 2.28. 75.44 Monroe Street - N/O Avenue 54 55 6 2.28 75.44 - S/0 Avenue 54 55 6 2.28 75.44 Highway 111 - W/O Jefferson Street 50 41 2.28 75.44 - E/O Jefferson Street 50 48 228 75.44 Avenue 54 - W/O Jefferson Street 40 6 2.28 75.44 - E/O Jefferson Street 50 24 2.28 75.44 - W/O Madison Street 50 24 2.28 75.44 - E/O Madison Street 50 6 2.28 75.44 - W/O West Site Access 50 6 2.28 75.44 - E/O West Site Access 50 6 2.28. 75.44 - W/O East Site Access 50 6 2.28 75.44 - E/O East Site Access 50 6 2.28 75.44 - W/O Monroe Street 55 6 2.28. 75.44 - E/O Monroe Street 55 6 2.28 75.44 a. Speed is based upon posted speed limits or conditions observed during field reconnaissance. b. The half =width is the distance from the roadway centerline to the center of the outermost travel lane. c. La Quinta vehicle distribution per City of La Quinta Noise Element Update technical report. Appendix B Year 2008 Ambient Exterior Noise Exposure. Roadway Segment A.D.T.a (Veh/Day) CNEL @ 50'Feetb Distance to Contours (Ft.)c -70 dBA 65 dBA 60 dBA Jefferson Street - N/O Highway 111 18,740 64.8 R/W 97 195 - S/O Highway 11 l 23,390 69.3 92 181 382 - N/O Avenue 54. 19,710 68.5 83 161 339 - S/O Avenue 54 7,340 59.3 R/W R/W 92 Madison Street - S/O Avenue 54 9,740 64.0 R/W 87 181 - N/O Site Access 8,960 63.6 R/W 82 170 - S/O Site Access 8,840 63.6 R/W 82 170 - N/O Avenue 58 5,530 61.5 R/W 62 125 - S/O Avenue 58 3,600 59.7 R/W 49 96 Monroe Street - N/O Avenue 54 8,890 64.5 R/W 93 199 - S/O Avenue 54 6,380 63.0 R/W 74 158 Highway 111 - W/O Jefferson Street 33,360 69.7 96 " 192 406 - E/O Jefferson Street 32,710 69.9 99 192 404 Avenue 54 - W/O Jefferson Street 440 47.9 R/W R/W R/W - E/O Jefferson Street 14,200 65.6 55 109 231 - W/O Madison Street 13,280 65.3 R/W 104 220 = E/O Madison Street 4,470 60.5 R/W R/W 108 - W/O West Site Access 41730 60.7 R/W R/W 1 l 1 - E/O West Site Access 4,730 60.7 R/W R/W l l l - W/O East Site Access 4,730 60.7 R/W R/W ] 11 - E/O East Site Access 4,730 60.7 R/W, R/W 11 l - W/O Monroe Street 4,730 61.7 R/W 60 130 - E/O Monroe Street 6,900 63.4 R/W 78 168 Avenue 58 - W/O Madison Street i,270 53.8 R/W' R/W R/W - E/O Madison Street 2,340 57.6 R/W R/W 69 a. A.D.T. = average daily two -way traffic volume. b. CNEL is provided at 100 feet from all roadway centerlines . c. All distances are measured from the centerline. R/W means the contour falls within the right -of -way. Preliminary Barrier Modelling Madison Street South of Avenue 54 STRFEf Madison Positive Fresnel Positive Fresnel Positive Fresnel Cross St. Ave. 54 _ ADT 34200 X SI X SI X Si % Truck 2.28 E uivalent Distance 85.70 0 0.043 0.4994 0 0.038 0.4995 0 0.027 0.4998 % Med 75.44 Source -Barr, C1 75.70 1 0.529 0.8394 _ Source -Barr, C1 75.7 1 0.474 0.8674 _ Source -Barr, C1 75.7 1 0.337 0.929 Dist CL 89 Barr - Receiver, C2 10 2 0.744 0.7207 Barr - Receiver, C2 10 2 0.667 0.7643 Barr - Receiver, C2 10 2 0.474 0.8675 1/2 Width 24 Walt Height, H1 7 3 0.905 0.6307 Wall Height, H1 7 3 0.811 0.6829 Wall Height, H1 7 3 0.576 0.8141 Speed 50 Source Height, H2 0 4 1.036 0.5617 Source Height, H2 2.3 4 0.928 0.6182 _ Source Height, H2 8 4 0.659 0.7682 Alpha 0 Receiver Height,H3 5 5 1.145 0.5081 Receiver Height,H3 5 5 1.026 0.5667 Receiver Height,H3 5 5 0.729 0.729 CNEL @DCL 72.5 Angle Wall Left,P1 90 6 1.237 0.4663 Angle Wall Left,P1 90 6 1.108 0.5256 Angle Wall Left,P1 90 6 0.788 0.696 75 53 Angle Wall Right,P2 90 7 1.314 0.4337 Angle Wall Right,P2 90 7 1.177 0.493 Angle Wall R1ght,P2 90 7 0.837 0.6684 70 153 Metric to En Iish,ME 3.281 8 1.376 0.4084 _ Metric to English, ME 3.281 8 1.234 0.4673 _ Metric to English,ME 3.281 8 0.877 0.6459 65 477 English to Metric,EM 0.305 9 1.429 0.3892 _ English to Metric,EM 0.305 9 1.28 0.4476 English to Metric,EM 0.305 9 0.91 0.628 60 1508 Degree to Radians,DR 0.017 1 0 1.468 0.3751 _Degree to Radians,DR 0.017 10 1.316 0.433 _Degree to Radians,DR 0.017 10 0.935 0.6145 Eq Dist 26.122 Source - Barr -M,CS 23.07 11 1.496 0.3654 Source - Barr -M,CS 23.07 1 1 1.341 0.4229 Source - Barr -M,CS 23.07 11 0.953 0.6049 Eq Speed 80.450 Barr - Receiver -M,CR 3.048 12 1.513 0.3598 Barr - Receiver -M,CR 3.048 12 1.356 0.417 Barr - Receiver -M,CR 3.048 12 0.963 0.5993 Day A 1973.19 Wall Height -M,HW 2.134 13 1.518 0.3579 Wall Hei ht -M,HW 2.134 13 1.361 0.415 Wall Height -M,HW 2.134 13 0.967 0.5974 Day M 30.44 Source Height -M,HS 0 14 1.513 0.3598 Source Height -M,HS 0.701 14 1.356 0.417 _ Source Height -M,HS 2.438 14 0.963 0.5993 Day .H 10.68 Receiver Height -M,HR 1.524 15 1.496 0.3654 Receiver Height -M,HR 1.524 15 1.341 0.4229 Receiver Height -M,HR 1.524 15 0.953 0.6049 Eve A 1959.54 Angle Left -P,PL 1.57 16 1.468 0.3751 Angle Left -P,PL 1.57 16 1.316 0.433 Angle Left -P,PL 1.57 16 0.935 0.6145 Eve M 37.79 Angie Right -P,PR 1.57 17 1.429 0.3892 Angle Right -P,PR 1.57 17 1.28 0.4476 Angle Right -P,PR 1.57 17 0.91 0.628 Eve H 10.14 18 1.378 0.4084 18 1.234 0.4673 18 0.877 0.6459 _Night A 429.26 Delta Path,DE 0.114 19 1.314 0.4337 _ Delta Path,DE 0.092 19 1.177, 0.493 _ Delta Path,DE 0.046 19 0.837 0.6684 Night M 12.18 No 0.367 20 1.237 0.4663 No 0.295 20 1.108 0.5256 No 0.149 20 0.788 0.696 Night H 3.66 NF 0.891 21 1.145 0.5081 _ NF 0.799 21 1.026 0.5667 NF 0.569 21 0.729 0.729 Y 0 Delta Angle 0.121 22 1.036 0.5617 Delta Angle 0.121 22 0.928 0.6182 Delta Angle 0:121 22 0.659 0.7682 L Auto D 68.45 P -1.57 23 0.905 0.6307 P -1.57 23 0.811 0.6829 P -1.57 23 0.576 0.8141 L Med D 61.13 24 0.744 0.7207 _ 24 0.667 0.7643 24 0.474 0.8675 _ L Heavy D 60.96 25 0.529 0.8394 _ 25 0.474 0.8674 _ 25 0.337 _ 0.929 Noise Day 69.80 26 0.043 0.4994 26 0.038 0.4995 26 0.027 0.4998 L Auto E 68.42 sum 13.473 sum 14.825 sum 18.727 L Med E 62.07 Attenuation (Reduction) dB -7.855 _ Attenuation (Reduction) dB -7.44 Attenuation (Reduction) dB -6.425 L Heavy E 60.73 Auto Noise Atten. 63.344 M.Truck Noise Atten. 56.398 - H.Truck Noise Atten. 56.569 Noise Eve 69.89 CNEL Attenuated 64.843 Auto N 62.76 _ _L L Med N 54.93 L Heavy N 53.92 Noise Night 63.88 - CNEL 72.45 Page 1 Preliminary Barrier Modelling Avenue 54 East of Madison Street STREET Ave. 54 Positive Fresnel Positive Fresnel Positive Fresnel _ Cross St. Madison _ ADT 6100 X SI _ X SI X _ SI % Truck 2.28 Equivalent Distance 82.05 0 0.023 0.4998 0 0.028 0.4997 _ 0 0.039 0.4995 % Med 75.44 Source -Barr, C1 72.05 1 0.284 0.9486 Source -Barr, C1 72.05 1 0.342 0.9269 Source -Barr, C1 72.05 1 0.486 0.8615 Dist CL 84 Barr - Receiver, C2 10 2 0.4 0.9025 Barr - Receiver, C2 10 2 0.481 0.8637 Barr- Receiver, C2 10 2 0.683 0.7549 1/2 Width 18 Wall Height, H1 3 3 0.486 0.8613 Wall Height, H1 3 3 0.585 0.8091 _ Wall Height, H1 3 3 0.831 0.6715 Speed 50 Source Height, H2 0 4 0.556 0.8248 Source Height, H2 2.3 4 0.67 0.7623 Source Height, H2 8 4 0.951 0.6058 Alpha 0 Receiver Height,H3 5 5 0.615 0.793 Receiver Height,H3 5 5 0.741 0.7225 Receiver Height,H3 5 5 1.051 0.5537 CNEL Q DCL 65.2 Angle Wall Left,P1 90 6 0.664 0.7655 Angle Wall Left,P1 90 6 0.8 0.6889 Angle Wall Left,P1 90 6 1.136 0.5123 75 20 Angle Wall Right,P2 90 7 0.706 0.7422 _ Angle Wall Right,P2 90 7 0.85 0.661 Angle Wall Right,132 90 7 1.207 0.4796 70 32 Metric to English,ME 3.281 8 0.74 0.7228 _ Metric to English,ME 3.281 8 0.891 0.6383 Metric to English,ME 3.281 8 1.265 0.454 65 87 English to Metric,EM 0.305 9 0.768 0.7073 English to Metric,EM 0.305 9 0.924 0.6202 English to Metric,EM 0.305 9 1.312 0.4343 60 270 Degree to Radians,DR 0.017 10 0.789 0.6953 De ree to Radians,DR 0.017 10 0.95 0.6065 Degree to Radians,DR 0.017 10 1.348 0.4198 Eq Dist 25.009 Source - Barr -M,CS 21.96 11 0.804 0.6869 Source - Barr -M,CS 21.96 11 0.968 0.5969 Source - Barr -M,CS 21.96 11 1.374 0.4098 Eq Speed 80.450 Barr - Receiver -M,CR 3.048 12 0.813 0.6819 Barr - Receiver -M,CR 3.048 12 0.979 0.5912 Barr- Receiver -M,CR 3.048 12 1.389 0.4039 Day A 351.94 Wall Hei ht -M,HW 0.914 13 0.816 0.6802 _ Wall Height -M,HW 0.914 13 0.982 0.5893 Wall Height -M,HW 0.914 13 1.395 0.402_ Day M 5.43 Source Height -M,HS 0 14 0.813 0.6819 Source Height -M,HS 0.701 14 0.979 0.5912 Source Hei ht -M,HS 2.438 14 1.389 0.4039 Day H 1.90 Receiver Height -M,HR 1.524 15 0.804 0.6869 Receiver Height -M,HR 1.524 15 0.968 0.5969 _ Receiver Height -M,HR 1.524 15 1.374 0.4098 Eve A 349.51 Angle Left -P,PL 1.57 16 0.789 0.6953 Angle Left -P,PL 1.57 16 0.95 0.6065 _ Angle Left -P,PL 1.57 16 1.348 0.4198 Eve M 6.74 Angle Right -P,PR 1.57. 17 0.768 0.7073 _ Angle Right -P,PR 1.57 17 0.924 0.6202 Angle Right -P,PR 1.57 17 1.312 0.4343 Eve H 1.81 181 0.74 0.7228 18 0.891 0.6383 18 1.265 0.454 Night A 76.56 Delta Path,DE 0.033 19 0.706 0.7422 _ _ Delta Path,DE 0.048 19 0.85 0.661 _ Delta Path,DE 0.096 19 1.207 0.4796 Night M 2.17 No 0.106 20 0.664 0.7655 No 0.154 20 0.8 0.6889 No 0.31 20 1.136 0.5123 Night H 0.65 NF -0.48 21 0.615 0.793 NF -0.58 21 0.741 0.7225 NF -0.82 21 1.051 0.5537 Y 0 Delta Angle 0.121 22 0.556 0.8248 Delta Angle 0.121 22 0.67 0.7623 Delta Angle 0.121 22 0.951 0.6058 L Auto D 61.15 P -1.57 23 0.486 0.8613 P -1.57 23 0.585 0.8091 P -1.57 23 0.831 0.6715 L Med D 53.83 24 0.4 0.9025 _ 24 0.481 0.8637 24 0.683 0.7549 L Heavy D Noise Day L Auto E 53.66 62.50 61.12 25 26 sum 0.284 0.023 0.9486 0.4998 20.344 25 0.342 26 0.028 sum 0.9269 0.4997 18.564 25 0.486 26 0.039 sum 0.8615 0.4995 14.523 L Med E 54.77 Attenuation (Reduction) dB -6.065 Attenuation (Reduction) dB -6.463 Attenuation (Reduction) dB -7.529 L Heavy E Noise Eve 53.44 62.59 Auto Noise Atten. 57.836 M.Truck Noise Atten. 50.077 H.Truck Noise Atten. CNEL Attenuated 48.167 58.893 L Auto N 55.46 - L Med N 47.64 - L Heavy N 46.62 Night 56.59 _Noise CNEL 65.16 Page 1 Appendix B NOISE GLOSSARY RD -77 -108 NOISE ASSUMPTIONS YEAR 2008 AMBIENT EXTERIOR NOISE EXPOSURE PRELIMINARY BARRIER MODELING Appendix B Noise Glossary A- Weighted Sound Level (dBA) -- An A- weighted sound level is the sound pressure level in decibels as measured on a sound level meter using the A- weighting filter network. The A- weighting filter de- emphasizes the very low and very high frequency components of the sound in a manner similar to the response of the human ear and provides good correlation with subjective reactions to noise. Ambient Noise Level -= The composite noise from all sources near and . far is the ambient noise level. In this context, the ambient noise level constitutes the normal or existing level of environmental noise at a given location. Barrier -- A natural or man -made object that interrupts the path of sound from the sound from the sound source to the sound receiver. Community Noise Equivalent Level (CNEL) -- CNEL is the average equivalent A- weighted sound level during a 24 -hour day, obtained after addition of five decibels to sound levels occurring during the evening from.7 p.m. to 10 p.m. and addition of ten decibels to sound levels occurring during the night from 10 p.m. to 7 a.m. The 5 and 10 decibel penalties are applied to account for increased noise sensitivity during the evening and nighttime hours.. The CNEL represents the daily energy noise exposure averaged on an annual basis. The State of California uses the dBA CNEL noise index to relate community noise exposure to compatibility criteria. CNEL -- See Community Noise Equivalent Level. Day -Night Average Noise Level (Ldn) -- The average equivalent A- weighted sound level during a 24 -hour day, obtained after addition of 10 decibels to sound levels occurring during the nighttime from 10 p.m. to 7 a.m. The 10- decibel penalty is applied to account for increased noise sensitivity during the nighttime hours. The Ldn represents the daily energy noise exposure averaged on an annual basis and is typically within 1 dBA of the CNEL value. dB -- See Decibel. dBA -- See A- Weighted Sound Level. Decibel (dB) -- A decibel is a unit of measurement on a logarithmic scale which describes the magnitude of a particular quantity of sound pressure or power with respect to a standard reference value. A decibel is equal to 10 times the logarithm (to the base 10) of the ratio of the measured sound pressure squared to a reference pressure (i.e., 20 micro - pascals) squared. Design Noise Level -- The noise level selected by the designer after consideration of applicable standards for various land use or activity categories to be used for determining traffic noise impacts and the assessment of the noise abatement treatment for a particular highway section. EPA -- Environmental Protection Agency. Equivalent Sound Level (Leq) -- An Leq is the sound level corresponding to a steady state sound level containing the same total energy as, a time varying sound level over a given-sample period. FHWA -- Federal Highway Administration Frequency (Hz) -- The frequency is the number of times per second that a sound pressure signal oscillates about the prevailing atmosphere. The unit of frequency is the hertz. Habitable Room - -'A habitable room is defined as any room meeting the requirements of the Uniform Building Code or other applicable regulations that is intended to be used for sleeping, living, cooking or dining purposes, excluding such enclosed spaces as closets, pantries, bath or toilet rooms, service rooms, connecting corridors, laundries, unfinished attics, foyers, storage.spaces, cellars, utility rooms and similar spaces. .Hz -- A unit of measurement of frequency, numerically equal to cycles per second (See Frequency). Intrusive Noise -- That noise exceeding the existing ambient noise at a given location is termed an intrusive noise. The relative intrusiveness of a sound depends upon its amplitude, duration, frequency, time of occurrence and tonal or informational content, as well as prevailing ambient noise level. Leq -- See Equivalent Sound Level. Ldn -- See Day -Night Average Noise Level. Line Source -- A noise source which generates sound along a line rather than at a single fixed point. L Percentile -- L percentiles represent the A- weighted sound level exceeded for. the identified percent of the sample time. For example, a value of 55 dBA Lio. would mean that 55 -dBA was exceeded 10 percent of the time. Other L percentiles commonly used include L50, L9o, L99, etc. The L50 corresponds to the average level of noise. The Ll o corresponds to peaks of noise in the time history of environmental noise. Noise -- Noise is any unwanted sound, or sound that is undesirable because it interferes with speech and hearing, or is intense enough to damage hearing, or is otherwise annoying. The State Noise Control Act defines noise as "excessive undesirable sound ". Noise Attenuation -- Noise attenuation.is the ability of a material substance, or medium to reduce the noise level from one place to another or between one room and another. Noise attenuation.is specified in decibels. Noise Contours -- The lines drawn around a noise source indicating constant or equal level of noise exposure from that source are termed noise contours. CNEL and Ldn are typical standards used for comparison. Noise Sensitive Area -- An area of regular and intensive human usage where the usage is impaired or restricted when subjected to excessive levels of noise. Noise Sensitive Land Use -- Noise - sensitive land uses are land uses associated with indoor and /or outdoor human activities that may be subject to, stress and /or significant interference from noise. They include residential (single- family and multi- family dwellings, mobile home parks, dormitories and similar uses); transient lodging (including hotels, motels and similar uses); hospitals, nursing homes; convalescent hospitals and other facilities for long -term medical care; and public or private educational facilities, libraries, churches and places of public assembly. Outdoor Living Area -- Outdoor living area is a term used to define spaces that are associated with residential land uses and are typically used for passive recreational activities. Such spaces include patio areas, barbecue areas, Jacuzzi areas, etc. Outdoor areas usually not included in this definition are front yard areas, driveways, greenbelts, maintenance areas and storage areas associated with residential land uses. Point Source -- A stationary device which creates sounds while fixed or motionless. Shadow Zone -- Area of reduced sound levels adjacent to a natural or-man-made barrier Appendix B Noise Model Assumptions I: Temporal Traffic Distribution Assumed (Percent) All Highways Type of Vehicle Overall Day Evening Night . Automobil e 97.72 70.85 .17.59 11.56 Medium Truck 1.72 62.10 19.27 18.63 Heavy Truck 0.56 66.89 15.89 17.22 L.a .1u11«a vcu,cic uIsUnouuon per veneral rlan tecnnmcal report. II. Road Grade Assumptions -- level terrain and roadway. III. Roadway Widths Assumed -- were based upon the traffic study and Endo Engineering field observations. 1 V. Speeds Assumed -- were based upon field. observations as shown on the following table. V . RD -77 -108 Input Parameters -- the Calveno noise emission levels were used for the noise modeling. See the tables on the following pages for the existing condition input. parameters assumed. VI. Alpha -- was assumed to be 0.5 (4.5 decibels per doubling of distance). Appendix B Noise Model Assumptions Roadway Segment Speeda . (mph) Half- Widthb (feet) Percent Trucks (% - Medium) Jefferson Street - N/O Highway l 11 40 41 2.28 75.44 - S/O Highway 1 11 55 41 2.28 .75.44 - N/O Avenue 54 55 41 2.28 75.44 - S/O Avenue 54 35 41 2.28 75.44 Madison Street - S/O Avenue 54 50 18 2.28 75.44 - N/O Site Access 50 18 2.28 75.44 - S/O Site Access 50 24 2.28 75.44 - N/O Avenue 58 50 24 2.28 75.44 - S/O Avenue 58 50 24 2.28 75.44 Monroe Street - N/O Avenue 54 55 6 2.28 75.44 - S /O. Avenue 54 55 6 2.28 75.44 Highway 111 .-W * /0 Jefferson Street 50 41 2.28 75.44 J - E/efferson Street 50 48 2.28 75.44 Avenue 54 - W/O Jefferson Street 40 6 2.28 75.44 - E/O Jefferson Street 50 24 2.28 75.44 - W/O Madison Street 50 24 2.28 75.44 - E/O Madison Street 50 6 2.28 75.44 - W/O West Site Access 50 6 2.28 75.44 - E/O West Site Access 50 6 2.28 75.44 - W/O East Site Access 50 6 2.28 75.44 - E/O East Site Access 50 6 2.28 75.44 - W/O Monroe Street 55 6 2.28 75.44 - E/O Monroe Street 55 6 2.28 75.44 a. speed is based upon posted speed limits or conditions observed during field reconnaissance. • b. The half -width is the distance from the roadway centerline to the center of the outermost travel lane. c. La Quinta vehicle distribution per City of La Quinta Noise Element Update technical report. Appendix B Year 2008 Ambient Exterior Noise Exposure Roadway Segment A.D.T.a (Veh/Day) CNEL @ 50 Feetb Distance to Contours (Ft.)c 70 dBA 65 dBA 60 dBA Jefferson Street - N/O Highway 1 1 1 18,740 64.8 R/W 97 195 - S/O Highway 111 23,390 69.3 92 181 382 - N/O Avenue 54 19,710 68.5 83 161 339 - S/O Avenue 54 7,340 59.3 R/W R/W 92 Madison Street - S/O Avenue 54 9,740- 64.0 R/W -87 181 - N/O Site Access 8,960 63.6 R/W 82 170 - S/O Site Access 8,840 63.6 R/W 82 170 - N/O Avenue 58 5,530 61.5 R/W 62 125 - S/O Avenue 58 3,600 59.7 R/W 49 96 Monroe Street - N/O Avenue 54 8,890 64.5. R/W 93 199 - S/O Avenue 54 6,380 63.0 R/W 74 158 Highway. 111. - W/O Jefferson Street 33,360 69.7 96 192 406 - E/O Jefferson Street 32,710 69.9 99 192 404 Avenue 54 - W/O Jefferson Street 440 47.9 R/W R/W R/W - E/O Jefferson Street 14,200 65.6 55 109 231 - W/O Madison Street 13,280 65.3 R/W 104 220 - E/O Madison Street 4,470 60.5 R/W R/W 108 - W /O. West Site Access 4,730 60.7 R/W R/W l H] - E/O West Site Access 4,730 60.7 R/W R/W 1 l 1 - W/O East Site Access 4,730 60.7 R/W R/W 1 ] ] - E/O East Site Access 4,730 60.7 R/W R/W 1 ] l - W/O Monroe Street 4,730 61.7 R/W 60 130 - E/O Monroe Street 6,900 63.4 R/W 78 168 Avenue 58 - W/O Madison Street 1,270 53.8 R/W R/W R/W - E/O Madison Street 2,340 57.6 R/W R/W 69 a. A.D.T. = average daily two -way traffic volume. b. CNEL is provided at 100 feet from all roadway centerlines . c. All distances are measured from the centerline. R/W means the contour falls within the right -of -way. Preliminary Barrier Modelling Madison Street South of Avenue 54 STREET Madison Positive Fresnel Positive Fresnel Positive Fresnel _ Cross St. Ave. 54 ADT 34200 X SI _ X SI _ X 9 % Truck 2.28 Equivalent Distance 85.70 0 0.043 0.4994 _ 0 0.038 0.4995 0 0.027 0.4998 % Med 75.44 Source -Barr, C1 75.70 1 0.529 0.8394 Source -Barr, C1 75.7 1 0.474 0.8674 Source -Barr, C1 75.7 1 0.337 0.929 Dist CL 89 Barr - Receiver, C2 10 2 0.744 0.7207 Barr - Receiver, C2 10 2 0.667 0.7643 Barr - Receiver, C2 10 2 0.474 0.8675 1/2 Width 24 Wall Height; H1 7 3 0.905 0.6307 Wall Height, H1 7 3 0.811 0.6829 Wall Height, H1 7 3 0.576 0.8141 Seed 50 Source Height, H2 0 4 1.036 0.5617 _ Source Height, H2 2.3 4 0.928 0.6182 _ Source Height, H2 8 4 0.659 0.7682 Alpha 0 Receiver Height,H3 5 5 1.145 0.5081 Receiver Height,H3 5 5 1.026 0.5667 Receiver Height,H3 5 5 0.729 0.729 _ CNEL @ DCL 72.5 Angle Wall Left,P1 90 6 1.237 0.4663 Angle Wall Left,P1 90 6 1.108 0.5256 Angle Wall Left,P1 90 6 0.788 0.696 75 53 Angle Wall Right,P2 90 7 1.314 0.4337 Angle Wall Right,132 90 7 1.177 0.493 Angle Wall Right,P2 90 7 0.837 0.6684 70 153 Metric to English,ME 3.281 8 1.378 0.4084 _ Metric to English,ME 3.281 8 1.234 0.4673 Metric to English,ME 3.281 8 0.877 0.6459 65 477 English to Metric,EM 0.305 9 1.429 0.3892 English to Metric,EM 0.305 9 1.28 0.4476 English to Metric,EM 0.305 9 0.91 0.628 60 1508 Degree to Radians,DR 0.017 10 1.468 0.3751 Degree to Radians,DR 0.017 10 1.316 0.433 Degree to Radians,DR 0.017 10 0.935 0.6145 Eq Dist 26.122 Source - Barr -M,CS 23.07 1 1 1.496 0.3654 Source - Barr -M,CS 23.07 11 1.341 0.4229 Source- Barr -M,CS 23.07 1 1 0.953 0.6049 Eq Speed 80.450 Barr - Receiver -M,CR 3.048 12 1.513 0.3598 Barr - Receiver -M,CR 3.048 1 2 1.356 0.417 _ Barr- Receiver -M,CR 3.048 12 0.963 0.5993 Day A 1973.19 Wall Height -M,HW 2.134 13 1.5181 0.3579 Wall Height -M,HW 2.134 13 1.361 0.415 Wall Height -M,HW 2.134 13 0.967 0.5974 Day M 30.44 Source Height M,HS 0 14 1.513 0.3598 Source Height -M,HS 0.701 14 1.356 0.417 Source Height -M,HS 2.438 14 0.963 0.5993 Day H 10.68 Receiver Height -M,HR 1.524 15 1.496 0.3654 Receiver Height -M,HR 1:524 15 1.341 0.4229 Receiver Height -M,HR 1.524 15 0.953 0.6049 Eve A 1959.54 Angle Left -P,PL 1.57 16 1.468 0.3751 _ Angle Left -P,PL 1.57 16 1.316 0.433 Angle Lett -P,PL 1.57 16 0.935 0.6145 Eve M 37.79 Angle Right -P,PR 1.57 17 1.429 0.3892 _ Angle Right -P,PR 1.57 17 1.28 0.4476 _ Angle Right -P,PR 1.57 17 0.91 0.628 Eve H 10.14 18 1.378 0.4084 18 1.234 0.4673 _ 18 0.877 0.6459 Night A 429.261 Delta Path,DE 0.114 19 1.314 0.4337 Delta Path,DE 0.092 19 1.177 0.493 _ Delta Path,DE 0.046 19 0.837 0.6684 Night M 12.18 No 0.367 20 1.237 0.4663 No 0.295 20 1.108 0.5256 No 0.149 20 0.788 0.696 Night H 3.66 NF 0.891 21 1.145 0.5081 NF 0.799 21 1.026 0.5667 NF 0.569 21 0.729 0.729 Y 0 Delta Angle 0.121 22 1.036 0.5617 Delta Angle 0.121 22 0.928 0.6182 _ Delta Angle 0.121 22 0.659 0.7682 L Auto D 68.45 P -1.57 23 0.905 0.6307 P -1.57 23 0.811 0.6829 P -1.57 23 0.576 0.8141 L Med D 61.13 24 0.744 0.7207 _ 24 0.667 0.7643 24 0.474 0.8675 L Heavy D 60.96 25 0.529 0.8394 _ 25 0.474 0.8674 25 0.337 0.929 Noise Day 69.80 26 0.043 0.4994 26 0.038 0.4995 26 0.027 0.4998 L Auto E 68.42 sum 13.473 sum 14.825 _ sum 18.727 L Med E 62.07 Attenuation Reduction) dB -7.855 _ Attenuation (Reduction) dB -7.44 Attenuation (Reduction) dB -6.425 L Heavy Noise Eve 60.73 69.89 Auto Noise Atten. 63.344 M.Truck Noise Atten. 56.398 H.Truck Noise Atten. CNEL Attenuated 56.569 64.843 L Auto N 62.76 - - L Med N 54.93 _ - L Heavy N 53.92 Noise Night 63.88 CNEL 1 72.45 Page 1 Preliminary.Barrier Modelling Avenue 54 East of Madison Street STREET Ave. 54 Positive Fresnel Positive Fresnel Positive Fresnel Cross St. Madison ADT 6100 X SI X SI X SI % Truck 2.28 Equivalent Distance 82.05 0 0.023 0.4998 0 0.028 0.4997 0 0.039 0.4995 % Med 75.44 Source -Barr, C1 72.05 1 0.284 0.9486 Source -Barr, C1 72.05 1 0.342 0.9269 _ Source -Barr, C1 72.05 1 0.486 0.8615 Dist CL 84 Barr - Receiver, C2 10 2 0.4 0.9025 1 Barr - Receiver, C2 10 2 0.481 0.8637 Barr- Receiver, C2 10 2 0.683 0.7549 1/2 Width 18 Wall Height, H1 3 3 0.486 0.8613 _ Wall Height, H1 3 3, 0.585 0.8091 Wall Height, H1 3 3 0.831 0.6715 Speed 50 Source Height, H2 0 4 0.556 0.8248 Source Height, H2 2.3 4 0.67 0.7623 Source Height, H2 8 4 0.951 0.6058 Alpha 0 Receiver Height,H3 5 5 0.615 0.793 Receiver Height,H3 5 5 0.741 0.7225 Receiver Height,H3 5 5 1.051 0.5537 CNEL Q DCL 65.2 Angle Wall Left,P1 90 6 0.664 0.7655 Angle Wall Left,P1 90 6 0.8 0.6889 Angle Wall Left,Pi 90 6 1.136 0.5123_ 75 20 Angle Wall Right,P2 901 7 0.706 0.7422 Angle Wall Right,P2 90 7 0.85 0.661 _ Angle Wall Right,P2 90 7 1.207 0.4796 70 32 Metric to English,ME 3.281 8 0.74 0.7228 Metric to English,ME 3.281 8 0.891 _0.63_83 Metric to•English,ME 3.281 8 1.265 0.454 65 87 En lish to Metric,EM 0.305 9 0.768 0.7073 En lish to Metric,EM 0.305 9 0.924 0.6202 English to Metric,EM 0.305 9 1.312 0.4343 60 270 Degree to Radians,DR 0.017 10 0.789 0.6953 Degree to Radians,DR 0.017 10 0.95 0.6065 Degree to Radians,DR 0.017 10 1.348 0.4198 Eq Dist 25.009 Source - Barr -M,CS 21.96 1 1 0.804 0.6869 Source - Barr -M,CS 21.96 11 0.968 0.5969 Source - Barr -M,CS 21.96 11 1.374 0.4098 Eq Speed 80.450 Barr - Receiver -M,CR 3.048 12 0.813 0.6819 Barr - Receiver -M,CR 3.048 12 0.979 0.5912 Barr - Receiver -M,CR 3.048 12 1.389 0.4039 Day A 351.94 Wall Height -M,HW 0.9141 13 0.816 0.6802 Wall Height -M,HW 0.914 13 0.982 0.5893 Wall Height -M,HW 0.914 13 1.395 0.402 Day M 5.43 Source Hei ht -M,HS 0 14 0.813 0.6819 Source Height -M,HS 0.701 14 0.979 0.5912 Source Hei ht -M,HS 2.438 14 1 .389 • 0.4039 _Day H 1.90 Receiver Height -M,HR 1.524 15 0.804 0.6869 _ Receiver Height -M,HR 1.524 15 0.968 0.5969 Receiver Height -M,HR 1.524 15 1.374 0.4098 Eve A 349.51 Angle Left -P,PL 1.57 16 0.789 0.6953 Angle Left -P,PL 1.57 16 0.95 0.6065 Angle Left -P,PL 1.57 16 1.348 0.4198 Eve M 6.74 Angle Ri ht -P,PR 1.57 17 0.768 0.7073 _ Angle Ri ht -P,PR 1.57 17 0.924 0.6202 Angle Ri ht -P,PR 1.57 17 1.312 0.4343 Eve H 1.81 18 0.74 0.7228 18 0.891 0.6383 _ 18 1.265 0.454 Night A 76.56 Delta Path,DE 0.033 19 0.706 0.7422 Delta Path,DE 0.048 19 0.85 0.661 Delta Path,DE 0.096 19 1.207 0.4796 Night M 2.17 No 0.106 20 0.664 0.7655 No 0.154 20 0.8 0.6889 No 0.31 20 1.136 0.5123 Night H 0.65 NF -0.48 21 0.615 0.793 NF -0.58 21 0.741 0.7225 NF -0.82 21 1.051 0.5537 Y 0 Delta Angle 0.121 22 0.556 0.8248 _ Delta Angle 0.121 22 0.67 0.7623 Delta Angle 0.121 22 0.951 0.6058 L Auto D 61.15 P -1.571 23 0.486 0.8613 P -1.57 23 0.585 0.8091 P -1.57 23 0.831 0.6715 L Med D 53.83 24 0.4 0.9025 24 0.481 0.8637 24 0.683 0.7549 L Heavy D 53.66 25 0.284 0.9486 25 0.342 0.9269 25 0.486 0.8615 Noise Day 62.50 26 0.023 0.4998 _ 26 0.028 0.4997 26 0.039 0.4995 L Auto E 61.12 sum 20.344 sum 18.564 sum 14.523 L Med E 54.77 Attenuation (Reduction) dB -6.065 Attenuation (Reduction) dB -6.463 Attenuation (Reduction) dB -7.529 L Heavy E 53.44 Auto Noise Atten. 57.836 M.Truck Noise Atten. 50.077 H.Truck Noise Atten. 48.167 Noise Eve 62.59 1 CNEL Attenuated 58.893 L Auto N 55.46 L Med N 47.64 _ L Heavy N 46.62 _ Noise Night CNEL 56.59 65.16 Page 1