PROPOSED CONDITIONS
Vehicle type Gasoline Diesel Electricity
PROPOSED CONDITIONS
CNG
PROPOSED CONDITIONS
A-370
Item #6. Page 655
Meeting Date: 11/14/2023 / Packet Page #: 660
ELEC
VMT/day Gallons/day Miles/gallon VMT/day Gallons/day Miles/gallon VMT/day Gallons/day Miles/gallon VMT/day All other buses 0 0 0.00 144,213 14,122 10.21 0 0 0.00 0 LDA 149,966,457 4,951,891 30.28 1,365,564 28,876 47.29 0 0 0.00 3,181,478 LDT1 17,043,180 652,540 26.12 6,627 304 21.78 0 0 0.00 144,752 LDT2 51,802,173 2,129,498 24.33 378,461 10,888 34.76 0 0 0.00 469,870 LHD1 3,836,225 367,280 10.44 2,744,971 126,149 21.76 0 0 0.00 0 LHD2 625,803 68,770 9.10 1,067,421 54,454 19.60 0 0 0.00 0 MCY 1,237,635 34,667 35.70 0 0 0.00 0 0 0.00 0
MDV 32,233,548 1,629,223 19.78 771,652 28,703 26.88 0 0 0.00 250,682 MH 190,935 37,177 5.14 61,785 5,859 10.54 0 0 0.00 0
Motor coach 0 0 0.00 91,142 13,998 6.51 0 0 0.00 0
OBUS 163,041 32,643 4.99 0 0 0.00 0 0 0.00 0
PTO 0 0 0.00 76,505 15,508 4.93 0 0 0.00 0
SBUS 55,608 6,053 9.19 109,536 14,360 7.63 0 0 0.00 0
T6 793,122 157,239 5.04 4,140,797 393,561 10.52 0 0 0.00 0 T7 5,769 1,407 4.10 6,735,541 1,021,710 6.59 106,828 47,783 2.24 0 UBUS 32,989 7,783 4.24 1,181 209 5.66 437,121 111,088 3.93 1,070 Total 257,986,485 10,076,171 25.60 17,695,397 1,728,701 10.24 543,949 158,871 3.42 4,047,852 Source: EMFAC2017 (v1.0.3) Emissions Inventory
Region Type: Sub-Area
Region: Los Angeles (SC)
Calendar Year: 2022
Season: Annual
Vehicle Classification: EMFAC2011 Categories
Units: miles/day for VMT, trips/day for Trips, tons/day for Emissions, 1000 gallons/day for Fuel Consumption Region Calendar Year Vehicle Category Model Year Speed Fuel Population VMT Trips Fuel Consumption Los Angeles (SC) 2022 All Other Buses Aggregate Aggregate Diesel 2387.615771 144212.5891 20055.97247 14.12157342 Los Angeles (SC) 2022 LDA Aggregate Aggregate Gasoline 3949334.32 149966456.8 18636854.28 4951.890616 Los Angeles (SC) 2022 LDA Aggregate Aggregate Diesel 34750.74201 1365564.321 164528.3052 28.87579459 Los Angeles (SC) 2022 LDA Aggregate Aggregate Electricity 78084.60157 3181477.948 389918.6908 0 Los Angeles (SC) 2022 LDT1 Aggregate Aggregate Gasoline 458115.2498 17043179.81 2118381.376 652.5401757 Los Angeles (SC) 2022 LDT1 Aggregate Aggregate Diesel 270.6503295 6627.200698 961.4710483 0.304298206 Los Angeles (SC) 2022 LDT1 Aggregate Aggregate Electricity 3508.68045 144752.0157 17546.16027 0 Los Angeles (SC) 2022 LDT2 Aggregate Aggregate Gasoline 1372144.276 51802172.9 6443902.5 2129.497975 Los Angeles (SC) 2022 LDT2 Aggregate Aggregate Diesel 8920.377392 378460.5711 44003.20424 10.88805719 Los Angeles (SC) 2022 LDT2 Aggregate Aggregate Electricity 14383.25646 469869.8144 72773.64326 0 Los Angeles (SC) 2022 LHD1 Aggregate Aggregate Gasoline 105423.6869 3836224.58 1570655.854 367.2799521 Los Angeles (SC) 2022 LHD1 Aggregate Aggregate Diesel 64097.22758 2744971.33 806262.4886 126.1492688 Los Angeles (SC) 2022 LHD2 Aggregate Aggregate Gasoline 17796.61867 625803.0177 265143.1013 68.76969502 Los Angeles (SC) 2022 LHD2 Aggregate Aggregate Diesel 25927.3097 1067421.343 326132.9395 54.45422002 Los Angeles (SC) 2022 MCY Aggregate Aggregate Gasoline 177319.3254 1237635.154 354638.6508 34.66720507 Los Angeles (SC) 2022 MDV Aggregate Aggregate Gasoline 921693.6708 32233548.24 4274374.135 1629.222502 Los Angeles (SC) 2022 MDV Aggregate Aggregate Diesel 19516.67089 771652.3864 96044.41776 28.70279505 Los Angeles (SC) 2022 MDV Aggregate Aggregate Electricity 7423.218148 250681.8433 37959.59904 0 Los Angeles (SC) 2022 MH Aggregate Aggregate Gasoline 18777.11371 190934.9774 1878.462455 37.17660803 Los Angeles (SC) 2022 MH Aggregate Aggregate Diesel 5865.304828 61785.30748 586.5304828 5.859423982 Los Angeles (SC) 2022 Motor Coach Aggregate Aggregate Diesel 676.2916755 91141.88557 9873.858462 13.99760817 Los Angeles (SC) 2022 OBUS Aggregate Aggregate Gasoline 3972.712037 163041.1007 79486.02243 32.64328018 Los Angeles (SC) 2022 PTO Aggregate Aggregate Diesel 0 76505.4461 0 15.50775389 Los Angeles (SC) 2022 SBUS Aggregate Aggregate Gasoline 1378.869452 55608.41612 5515.47781 6.053496228 Los Angeles (SC) 2022 SBUS Aggregate Aggregate Diesel 3460.157096 109535.682 39929.73315 14.35975618 Los Angeles (SC) 2022 T6 Ag Aggregate Aggregate Diesel 12.10479957 101.9666453 53.26111809 0.012181572 Los Angeles (SC) 2022 T6 CAIRP heavy Aggregate Aggregate Diesel 272.1638062 53846.97659 3973.591571 4.680155196 Los Angeles (SC) 2022 T6 CAIRP small Aggregate Aggregate Diesel 144.6349106 7530.75419 2111.669694 0.699944378 Los Angeles (SC) 2022 T6 instate construction heavy Aggregate Aggregate Diesel 2518.967495 168570.4564 11388.15411 16.56194729 Los Angeles (SC) 2022 T6 instate construction small Aggregate Aggregate Diesel 8157.753968 433957.0754 36880.88852 42.40587222 Los Angeles (SC) 2022 T6 instate heavy Aggregate Aggregate Diesel 10296.35106 1423092.141 118818.4637 128.9338909 Los Angeles (SC) 2022 T6 instate small Aggregate Aggregate Diesel 37908.6179 1932060.83 437460.1947 186.9232192 Los Angeles (SC) 2022 T6 OOS heavy Aggregate Aggregate Diesel 156.4590604 31080.56962 2284.302283 2.699014263 Los Angeles (SC) 2022 T6 OOS small Aggregate Aggregate Diesel 83.58460294 4317.240411 1220.335203 0.401773955 Los Angeles (SC) 2022 T6 Public Aggregate Aggregate Diesel 4445.935083 69430.49194 13486.00307 8.507368053 Los Angeles (SC) 2022 T6 utility Aggregate Aggregate Diesel 996.7203316 16808.24099 11462.28381 1.735997959 Los Angeles (SC) 2022 T6TS Aggregate Aggregate Gasoline 14505.49561 793122.3284 290225.9562 157.2392835 Los Angeles (SC) 2022 T7 Ag Aggregate Aggregate Diesel 5.193051548 102.8930892 22.84942681 0.01852168 Los Angeles (SC) 2022 T7 CAIRP Aggregate Aggregate Diesel 6003.500987 1067306.387 87651.11441 155.0696328 Los Angeles (SC) 2022 T7 CAIRP construction Aggregate Aggregate Diesel 671.4917023 121085.6232 3035.787878 16.55458348 Los Angeles (SC) 2022 T7 NNOOS Aggregate Aggregate Diesel 6498.761345 1301079.701 94881.91563 179.099333 Los Angeles (SC) 2022 T7 NOOS Aggregate Aggregate Diesel 2371.048773 419354.6563 34617.31208 62.47642547 Los Angeles (SC) 2022 T7 POLA Aggregate Aggregate Diesel 8258.014728 1072153.038 62760.91194 188.7409496 Los Angeles (SC) 2022 T7 Public Aggregate Aggregate Diesel 5475.906144 110937.1004 16610.24862 19.0808356 Los Angeles (SC) 2022 T7 Single Aggregate Aggregate Diesel 5794.937297 385296.7187 66872.77297 58.88961274 Los Angeles (SC) 2022 T7 single construction Aggregate Aggregate Diesel 4300.116371 300391.1598 19440.65893 44.46501106 Los Angeles (SC) 2022 T7 SWCV Aggregate Aggregate Diesel 1379.990695 56384.18389 5381.963711 27.81339016 Los Angeles (SC) 2022 T7 SWCV Aggregate Aggregate Natural Gas 2623.533087 106827.7218 10231.77904 47.782843 Los Angeles (SC) 2022 T7 tractor Aggregate Aggregate Diesel 12166.67647 1645420.533 154516.7912 230.7310322 Los Angeles (SC) 2022 T7 tractor construction Aggregate Aggregate Diesel 3592.159925 247796.2601 16240.01536 37.46414496 Los Angeles (SC) 2022 T7 utility Aggregate Aggregate Diesel 405.4684121 8232.431424 4662.886739 1.306947156 Los Angeles (SC) 2022 T7IS Aggregate Aggregate Gasoline 55.2683338 5768.621752 1105.808823 1.407168754 Los Angeles (SC) 2022 UBUS Aggregate Aggregate Gasoline 460.6006493 32989.32038 1842.402597 7.783285084 Los Angeles (SC) 2022 UBUS Aggregate Aggregate Diesel 10.1389 1181.230112 40.5556 0.208547568 Los Angeles (SC) 2022 UBUS Aggregate Aggregate Electricity 12 1070.403311 48 0 Los Angeles (SC) 2022 UBUS Aggregate Aggregate Natural Gas 4129.345993 437121.0718 16517.38397 111.0876976 EMFAC Fuel Usage: Year 2022
Vehicle type GAS DSL NG
A-371
Item #6. Page 656
Meeting Date: 11/14/2023 / Packet Page #: 661
ELEC
VMT/day Gallons/day Miles/gallon VMT/day Gallons/day Miles/gallon VMT/day Gallons/day Miles/gallon VMT/day All other buses 0 0 0.00 148,348 14,082 10.53 0 0 0.00 0 LDA 149,418,106 4,801,115 31.12 1,426,245 29,363 48.57 0 0 0.00 3,806,342 LDT1 17,372,475 648,191 26.80 6,133 278 22.08 0 0 0.00 196,782 LDT2 52,162,943 2,069,800 25.20 404,272 11,313 35.74 0 0 0.00 584,569 LHD1 3,800,052 359,383 10.57 2,893,383 130,924 22.10 0 0 0.00 0 LHD2 625,879 67,954 9.21 1,126,544 56,597 19.90 0 0 0.00 0 MCY 1,265,085 35,455 35.68 0 0 0.00 0 0 0.00 0
MDV 32,264,362 1,576,940 20.46 823,486 29,770 27.66 0 0 0.00 342,100 MH 191,392 36,760 5.21 64,319 6,026 10.67 0 0 0.00 0
Motor coach 0 0 0.00 92,744 13,826 6.71 0 0 0.00 0
OBUS 159,343 31,499 5.06 0 0 0.00 0 0 0.00 0
PTO 0 0 0.00 77,199 14,935 5.17 0 0 0.00 0
SBUS 58,916 6,358 9.27 110,638 14,360 7.70 0 0 0.00 0
T6 797,300 155,868 5.12 4,246,866 386,115 11.00 0 0 0.00 0 T7 5,905 1,406 4.20 6,872,058 981,183 7.00 113,852 50,168 2.27 0 UBUS 33,184 7,630 4.35 1,181 209 5.66 439,713 111,745 3.93 1,070 Total 258,154,940 9,798,359 26.35 18,293,417 1,688,982 10.83 553,565 161,913 3.42 4,930,863 3,400,030,661
0.34%
81875000 11690001.06
Source: EMFAC2017 (v1.0.3) Emissions Inventory
Region Type: Sub-Area
Region: Los Angeles (SC)
Calendar Year: 2023
Season: Annual
Vehicle Classification: EMFAC2011 Categories
Units: miles/day for VMT, trips/day for Trips, tons/day for Emissions, 1000 gallons/day for Fuel Consumption Region Calendar Year Vehicle Category Model Year Speed Fuel Population VMT Trips Fuel Consumption Los Angeles (SC) 2023 All Other Buses Aggregate Aggregate DSL 2413.362241 148347.7525 20272.24282 14.0818541 Los Angeles (SC) 2023 LDA Aggregate Aggregate Gas 3986929.129 149418105.6 18815397.63 4801.114553 Los Angeles (SC) 2023 LDA Aggregate Aggregate DSL 36740.62878 1426244.815 174171.2985 29.36298643 Los Angeles (SC) 2023 LDA Aggregate Aggregate ELEC 91678.53845 3806341.937 457107.9273 0 Los Angeles (SC) 2023 LDT1 Aggregate Aggregate Gas 472375.6724 17372474.6 2187811.198 648.1906909 Los Angeles (SC) 2023 LDT1 Aggregate Aggregate DSL 252.4118747 6132.921962 894.9059766 0.277775308 Los Angeles (SC) 2023 LDT1 Aggregate Aggregate ELEC 4635.248736 196781.6242 23233.68477 0 Los Angeles (SC) 2023 LDT2 Aggregate Aggregate Gas 1397479.324 52162943.36 6567821.268 2069.799895 Los Angeles (SC) 2023 LDT2 Aggregate Aggregate DSL 9765.230182 404272.1374 48008.05802 11.31280557 Los Angeles (SC) 2023 LDT2 Aggregate Aggregate ELEC 18283.62829 584568.8418 92279.45183 0 Los Angeles (SC) 2023 LHD1 Aggregate Aggregate Gas 105195.9307 3800052.408 1567262.626 359.3833271 Los Angeles (SC) 2023 LHD1 Aggregate Aggregate DSL 68776.35703 2893383.107 865120.0508 130.9243641 Los Angeles (SC) 2023 LHD2 Aggregate Aggregate Gas 17937.98852 625878.5235 267249.3013 67.95438628 Los Angeles (SC) 2023 LHD2 Aggregate Aggregate DSL 27873.77545 1126544.027 350617.0299 56.59739854 Los Angeles (SC) 2023 MCY Aggregate Aggregate Gas 183955.3723 1265084.637 367910.7446 35.45479504 Los Angeles (SC) 2023 MDV Aggregate Aggregate Gas 931795.9713 32264362.15 4326648.043 1576.940395 Los Angeles (SC) 2023 MDV Aggregate Aggregate DSL 21297.50738 823486.0536 104465.3428 29.77006577 Los Angeles (SC) 2023 MDV Aggregate Aggregate ELEC 10378.92649 342100.1259 52903.33041 0 Los Angeles (SC) 2023 MH Aggregate Aggregate Gas 18786.35518 191391.548 1879.386973 36.76042896 Los Angeles (SC) 2023 MH Aggregate Aggregate DSL 6166.797629 64319.47927 616.6797629 6.026053915 Los Angeles (SC) 2023 Motor Coach Aggregate Aggregate DSL 658.0910352 92743.98303 9608.129114 13.82589661 Los Angeles (SC) 2023 OBUS Aggregate Aggregate Gas 3965.955178 159342.8081 79350.83121 31.49929974 Los Angeles (SC) 2023 PTO Aggregate Aggregate DSL 0 77198.6472 0 14.93547066 Los Angeles (SC) 2023 SBUS Aggregate Aggregate Gas 1481.565044 58916.21473 5926.260176 6.358131428 Los Angeles (SC) 2023 SBUS Aggregate Aggregate DSL 3497.078427 110638.3688 40355.80019 14.36000383 Los Angeles (SC) 2023 T6 Ag Aggregate Aggregate DSL 11.67476155 97.073849 51.36895084 0.011080203 Los Angeles (SC) 2023 T6 CAIRP heavy Aggregate Aggregate DSL 280.5602581 54871.42749 4096.179768 4.630891473 Los Angeles (SC) 2023 T6 CAIRP small Aggregate Aggregate DSL 147.0353228 7680.714425 2146.715713 0.690922567 Los Angeles (SC) 2023 T6 instate construction heavy Aggregate Aggregate DSL 2593.685207 170789.0459 11725.94998 16.01357351 Los Angeles (SC) 2023 T6 instate construction small Aggregate Aggregate DSL 7838.439815 439668.4712 35437.28165 40.85987457 Los Angeles (SC) 2023 T6 instate heavy Aggregate Aggregate DSL 10535.34865 1466280.47 121576.4628 127.6396288 Los Angeles (SC) 2023 T6 instate small Aggregate Aggregate DSL 37375.9816 1984183.072 431313.6457 183.0271301 Los Angeles (SC) 2023 T6 OOS heavy Aggregate Aggregate DSL 161.7713139 31697.11686 2361.861183 2.673821474 Los Angeles (SC) 2023 T6 OOS small Aggregate Aggregate DSL 84.77351604 4403.138169 1237.693334 0.39634697 Los Angeles (SC) 2023 T6 Public Aggregate Aggregate DSL 4479.460204 70241.70163 13587.69594 8.450363812 Los Angeles (SC) 2023 T6 utility Aggregate Aggregate DSL 1011.45952 16954.26417 11631.78448 1.721713991 Los Angeles (SC) 2023 T6TS Aggregate Aggregate Gas 14623.10816 797300.0842 292579.148 155.8676623 Los Angeles (SC) 2023 T7 Ag Aggregate Aggregate DSL 5.450542727 89.56607012 23.982388 0.015745035 Los Angeles (SC) 2023 T7 CAIRP Aggregate Aggregate DSL 5967.126018 1085857.383 87120.03986 152.0768811 Los Angeles (SC) 2023 T7 CAIRP construction Aggregate Aggregate DSL 672.7726984 122679.2552 3041.579212 16.23989484 Los Angeles (SC) 2023 T7 NNOOS Aggregate Aggregate DSL 6698.602472 1323677.931 97799.59609 176.2912352 Los Angeles (SC) 2023 T7 NOOS Aggregate Aggregate DSL 2364.918201 426649.092 34527.80573 61.26348855 Los Angeles (SC) 2023 T7 POLA Aggregate Aggregate DSL 8486.558826 1131828.731 64497.84707 175.4952223 Los Angeles (SC) 2023 T7 Public Aggregate Aggregate DSL 5541.588258 112265.4557 16809.48436 19.02171313 Los Angeles (SC) 2023 T7 Single Aggregate Aggregate DSL 5934.360332 388787.818 68481.69547 56.1742218 Los Angeles (SC) 2023 T7 single construction Aggregate Aggregate DSL 4385.71399 304344.6678 19827.64243 42.88123171 Los Angeles (SC) 2023 T7 SWCV Aggregate Aggregate DSL 1255.519365 51298.487 4896.525523 25.30419893 Los Angeles (SC) 2023 T7 SWCV Aggregate Aggregate NG 2795.817267 113851.643 10903.68734 50.16782394 Los Angeles (SC) 2023 T7 tractor Aggregate Aggregate DSL 12205.73158 1665217.666 155012.7911 219.5996373 Los Angeles (SC) 2023 T7 tractor construction Aggregate Aggregate DSL 3685.502446 251057.5562 16662.01327 35.5101791 Los Angeles (SC) 2023 T7 utility Aggregate Aggregate DSL 409.1727144 8303.947199 4705.486215 1.309375599 Los Angeles (SC) 2023 T7IS Aggregate Aggregate Gas 52.86814563 5904.510911 1057.785858 1.405502268 Los Angeles (SC) 2023 UBUS Aggregate Aggregate Gas 463.3229945 33183.96593 1853.291978 7.630187276 Los Angeles (SC) 2023 UBUS Aggregate Aggregate DSL 10.1389 1181.230112 40.5556 0.208547568 Los Angeles (SC) 2023 UBUS Aggregate Aggregate ELEC 12 1070.403311 48 0 Los Angeles (SC) 2023 UBUS Aggregate Aggregate NG 4153.840831 439713.4848 16615.36332 111.7447779 EMFAC Fuel Usage: Year 2023
Vehicle type GAS DSL NG
A-372
Item #6. Page 657
Meeting Date: 11/14/2023 / Packet Page #: 662
ELEC
VMT/day Gallons/day Miles/gallon VMT/day Gallons/day Miles/gallon VMT/day Gallons/day Miles/gallon VMT/day All other buses 0 0 0.00 156,515 14,394 10.87 0 0 0.00 0 LDA 148,167,345 4,516,274 32.81 1,525,959 29,889 51.05 0 0 0.00 5,311,624 LDT1 17,936,853 637,692 28.13 5,299 233 22.70 0 0 0.00 319,788 LDT2 52,839,723 1,962,899 26.92 447,478 11,900 37.60 0 0 0.00 833,022 LHD1 3,739,638 345,048 10.84 3,150,817 138,299 22.78 0 0 0.00 0 LHD2 625,282 66,285 9.43 1,228,534 59,919 20.50 0 0 0.00 0 MCY 1,308,121 36,893 35.46 0 0 0.00 0 0 0.00 0
MDV 32,309,578 1,481,124 21.81 911,875 31,312 29.12 0 0 0.00 536,507 MH 192,125 35,666 5.39 68,685 6,249 10.99 0 0 0.00 0
Motor coach 0 0 0.00 95,960 13,930 6.89 0 0 0.00 0
OBUS 153,093 29,326 5.22 0 0 0.00 0 0 0.00 0
PTO 0 0 0.00 78,695 14,912 5.28 0 0 0.00 0
SBUS 65,361 6,892 9.48 112,277 14,224 7.89 0 0 0.00 0
T6 806,296 152,446 5.29 4,438,143 391,326 11.34 0 0 0.00 0 T7 6,279 1,424 4.41 7,131,734 985,650 7.24 127,328 54,194 2.35 0 UBUS 33,573 6,958 4.82 752 133 5.66 445,327 113,215 3.93 1,070 Total 258,183,266 9,278,926 27.82 19,352,724 1,712,373 11.30 572,655 167,408 3.42 7,002,011 3,219,787,379
0.35%
81875000 11315630.63
Source: EMFAC2017 (v1.0.3) Emissions Inventory
Region Type: Sub-Area
Region: Los Angeles (SC)
Calendar Year: 2025
Season: Annual
Vehicle Classification: EMFAC2011 Categories
Units: miles/day for VMT, trips/day for Trips, tons/day for Emissions, 1000 gallons/day for Fuel Consumption Region Calendar Year Vehicle Category Model Year Speed Fuel Population VMT Trips Fuel Consumption Los Angeles (SC) 2025 All Other Buses Aggregate Aggregate DSL 2633.948756 156514.9239 22125.16955 14.39428357 Los Angeles (SC) 2025 LDA Aggregate Aggregate Gas 4055770.858 148167344.8 19132327.88 4516.273745 Los Angeles (SC) 2025 LDA Aggregate Aggregate DSL 40165.35984 1525959.122 191058.9506 29.88927868 Los Angeles (SC) 2025 LDA Aggregate Aggregate ELEC 123387.1977 5311624.047 613370.0892 0 Los Angeles (SC) 2025 LDT1 Aggregate Aggregate Gas 499962.2227 17936852.83 2319231.338 637.691517 Los Angeles (SC) 2025 LDT1 Aggregate Aggregate DSL 219.2677433 5298.916191 778.9717291 0.233410874 Los Angeles (SC) 2025 LDT1 Aggregate Aggregate ELEC 7239.827908 319787.924 36254.1632 0 Los Angeles (SC) 2025 LDT2 Aggregate Aggregate Gas 1449451.693 52839722.85 6815060.026 1962.898565 Los Angeles (SC) 2025 LDT2 Aggregate Aggregate DSL 11309.01748 447477.7824 55247.72844 11.90026273 Los Angeles (SC) 2025 LDT2 Aggregate Aggregate ELEC 27208.13081 833021.533 136529.9073 0 Los Angeles (SC) 2025 LHD1 Aggregate Aggregate Gas 105035.2402 3739637.806 1564868.577 345.0477724 Los Angeles (SC) 2025 LHD1 Aggregate Aggregate DSL 77839.37602 3150817.435 979121.4284 138.2991985 Los Angeles (SC) 2025 LHD2 Aggregate Aggregate Gas 18214.5893 625282.3714 271370.2408 66.28505578 Los Angeles (SC) 2025 LHD2 Aggregate Aggregate DSL 31626.3724 1228533.957 397819.9789 59.91935776 Los Angeles (SC) 2025 MCY Aggregate Aggregate Gas 196539.6797 1308120.512 393079.3595 36.89265812 Los Angeles (SC) 2025 MDV Aggregate Aggregate Gas 951896.8886 32309577.61 4428022.923 1481.123516 Los Angeles (SC) 2025 MDV Aggregate Aggregate DSL 24603.85227 911875.045 119860.4599 31.31238413 Los Angeles (SC) 2025 MDV Aggregate Aggregate ELEC 17082.56563 536506.7156 86444.69527 0 Los Angeles (SC) 2025 MH Aggregate Aggregate Gas 18896.58635 192124.87 1890.414498 35.66648538 Los Angeles (SC) 2025 MH Aggregate Aggregate DSL 6745.29341 68685.08907 674.529341 6.249345763 Los Angeles (SC) 2025 Motor Coach Aggregate Aggregate DSL 723.4754499 95960.20222 10562.74157 13.93016159 Los Angeles (SC) 2025 OBUS Aggregate Aggregate Gas 3952.687638 153092.6769 79085.37426 29.32641139 Los Angeles (SC) 2025 PTO Aggregate Aggregate DSL 0 78695.24241 0 14.91240417 Los Angeles (SC) 2025 SBUS Aggregate Aggregate Gas 1686.657165 65361.13425 6746.628658 6.892426709 Los Angeles (SC) 2025 SBUS Aggregate Aggregate DSL 3551.771731 112277.3688 40986.95334 14.22448756 Los Angeles (SC) 2025 T6 Ag Aggregate Aggregate DSL 12.35616239 86.82205479 54.36711454 0.010051913 Los Angeles (SC) 2025 T6 CAIRP heavy Aggregate Aggregate DSL 303.4417676 56893.48364 4430.249807 4.551713238 Los Angeles (SC) 2025 T6 CAIRP small Aggregate Aggregate DSL 160.7644159 7970.964783 2347.160473 0.690784502 Los Angeles (SC) 2025 T6 instate construction heavy Aggregate Aggregate DSL 2697.402469 171486.921 12194.85169 15.72959066 Los Angeles (SC) 2025 T6 instate construction small Aggregate Aggregate DSL 8241.141036 441465.0367 37257.87821 39.94948128 Los Angeles (SC) 2025 T6 instate heavy Aggregate Aggregate DSL 11842.54037 1548256.883 136661.2739 130.3006253 Los Angeles (SC) 2025 T6 instate small Aggregate Aggregate DSL 41336.93597 2085414.956 477022.51 187.068827 Los Angeles (SC) 2025 T6 OOS heavy Aggregate Aggregate DSL 175.282021 32903.72304 2559.117507 2.631617615 Los Angeles (SC) 2025 T6 OOS small Aggregate Aggregate DSL 92.65306108 4569.279885 1352.734692 0.396343397 Los Angeles (SC) 2025 T6 Public Aggregate Aggregate DSL 4558.435405 71848.37957 13827.25405 8.320071445 Los Angeles (SC) 2025 T6 utility Aggregate Aggregate DSL 1035.885739 17246.5587 11912.686 1.677261429 Los Angeles (SC) 2025 T6TS Aggregate Aggregate Gas 14915.38467 806295.8787 298427.0164 152.4460731 Los Angeles (SC) 2025 T7 Ag Aggregate Aggregate DSL 6.430609971 58.31575143 28.29468387 0.010848044 Los Angeles (SC) 2025 T7 CAIRP Aggregate Aggregate DSL 6116.772215 1123146.786 89304.87434 150.8855643 Los Angeles (SC) 2025 T7 CAIRP construction Aggregate Aggregate DSL 674.2765782 123180.545 3048.378194 15.67799378 Los Angeles (SC) 2025 T7 NNOOS Aggregate Aggregate DSL 7191.700861 1369101.08 104998.8326 172.7421909 Los Angeles (SC) 2025 T7 NOOS Aggregate Aggregate DSL 2436.750698 441312.3302 35576.56019 60.88888045 Los Angeles (SC) 2025 T7 POLA Aggregate Aggregate DSL 8841.445085 1251082.399 67194.98265 192.3469655 Los Angeles (SC) 2025 T7 Public Aggregate Aggregate DSL 5661.997921 114708.8104 17174.72701 18.80892036 Los Angeles (SC) 2025 T7 Single Aggregate Aggregate DSL 5982.445754 396324.9707 69036.59456 56.13352654 Los Angeles (SC) 2025 T7 single construction Aggregate Aggregate DSL 4367.272924 305588.2756 19744.27109 41.97945309 Los Angeles (SC) 2025 T7 SWCV Aggregate Aggregate DSL 1037.16178 42376.74988 4044.930943 20.89805029 Los Angeles (SC) 2025 T7 SWCV Aggregate Aggregate NG 3125.983996 127327.5545 12191.33759 54.19370706 Los Angeles (SC) 2025 T7 tractor Aggregate Aggregate DSL 13517.51996 1704322.352 171672.5035 219.0653006 Los Angeles (SC) 2025 T7 tractor construction Aggregate Aggregate DSL 3714.464836 252083.4231 16792.95111 34.90601908 Los Angeles (SC) 2025 T7 utility Aggregate Aggregate DSL 416.4631953 8448.022682 4789.326746 1.305977537 Los Angeles (SC) 2025 T7IS Aggregate Aggregate Gas 51.50915854 6279.225697 1030.595244 1.42364563 Los Angeles (SC) 2025 UBUS Aggregate Aggregate Gas 469.1198848 33573.25703 1876.479539 6.958292358 Los Angeles (SC) 2025 UBUS Aggregate Aggregate DSL 6.0834 752.2395132 24.3336 0.132856087 Los Angeles (SC) 2025 UBUS Aggregate Aggregate ELEC 12 1070.403311 48 0 Los Angeles (SC) 2025 UBUS Aggregate Aggregate NG 4206.886006 445327.3012 16827.54402 113.214754 EMFAC Fuel Usage: Year 2025
Vehicle type Gas DSL NG
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CORNERSTONE BIBLE CHURCH EXPANSION INITIAL STUDY
CITY OF GLENDORA
Appendix
August 2023
Appendix B Tree Survey and Arborist Report
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CITY OF GLENDORA
Appendix
PlaceWorks
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Tree Survey and Arborist Report
for an approximate 1.6-acre Site
On the NE C/O of Glendora and Whitcomb Avenues
In the City of Glendora, County of Los Angeles, California Prepared for:
PlaceWorks, Inc.
Contact: Jorge Estrada, Senior Associate
3 MacArthur Place, Suite 1100 | Santa Ana, California 92707 Prepared by:
Golden State Land & Tree Assessment
George J Wirtes, MS, RCA #738
ISA Certified Arborist
Report Date: June 11, 2021
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Page ii
TABLE OF CONTENTS
Section 1: Executive Summary ..........................................................................................1 Section 2: Background .......................................................................................................2
2.1 - Project Location and Description .......................................................................2
2.2 - Site and Vicinity Characteristics.........................................................................3
2.3 - Assignment and Scope of Survey......................................................................4
2.4 - Survey Method and Health Assessment ............................................................4
2.5 - Hazard Risk Assessment...................................................................................5
2.6 - Local Tree Regulation (Glendora Municipal Code Title 16)................................6
2.6.1 - Tree Removal - Chapter 16:14............................................................6
2.6.2 - Urban Forestry Manual (Manual).........................................................7
2.7 - Limitations and Exceptions of Assessment ........................................................8 Section 3: Subject Trees and Observations....................................................................10
3.1 - Species Assessment .......................................................................................11
3.2 - Observations ...................................................................................................15 Section 4: Discussion and Recommendations ...............................................................19
4.1 - Conclusion.......................................................................................................19
4.2 - Discussion .......................................................................................................19
4.3 - Recommendations...........................................................................................19
4.3.1 - Tree Replacement.............................................................................19
4.3.2 - Trees Preserved................................................................................19
4.3.3 - Migratory Bird Treaty Act...................................................................19
4.3.4 - Tree Protection during Construction..................................................20 Section 5: Qualifications Of Arborist...............................................................................21 Section 6: References.......................................................................................................22 B-2
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SECTION 1: EXECUTIVE SUMMARY
This arborist survey has been performed at the request of PlaceWorks, Inc. for a proposed 1.6-acre commercial development in the City of Glendora, California, in the County of Los Angeles. The site is completely developed and will be undergoing renovation. The field survey associated with this report was performed on May 7, 2021.
The subject trees were tagged with an aluminum tag containing a unique number. As part of this survey, details of each tree were recorded documenting their species, stature, health, local environment as well as conditions in which they occur. In all, 33 trees were assessed onsite involving 19 distinct species. The most common trees species onsite included the crape myrtle (Lagerstroemia indica) and Italian cypress (Cupressus sempervirens) composing 33.3% of all species within the project area. Due to the lack of maintenance and irrigation (mostly within eastern portion of the project site), many of the trees are diseased, infested, or having a poor growth form requiring removal. In addition, many of the healthy trees onsite have been poorly trimmed (topped) resulting in water sprouting, poor aesthetics, and/or poor branch attachment.
In all, 18 (54.5%) of the trees onsite should be removed as part of the project; this is primarily based on the future use of the site as a place of worship with frequent visitation by people.
Of note are the two native trees observed on the property, western sycamore (Platanus racemosa) and coast live oak (Quercus agrifolia). The City of Glendora’s Municipal Code and their Urban Forestry Manual outline provisions and guidelines for tree removal, installation, preservation, and maintenance within the City; this is especially important when considering native and special status tree species within the City.
All trees that are intended for removal as part of a project require a permit for removal and must be approved by the Planning Director. The Director must approve final mitigation involving all replacement tree species and size.
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SECTION 2: BACKGROUND
2.1 - Project Location and Description
The 1.6-acre site is located on the NE corner of N. Glendora and E. Whitcomb Avenues; it is approximately
2.8 miles from the intersection of the 57 FWY and Interstate 210 in the City of Glendora in the County of Los Angeles (see Figure 1 below).
The proposed project involves the demolition of several aging, former residential structures on the eastern portion of the church property, and the construction of additional structures to support the church facility and worship services. The project also includes associated hardscape, landscaping and infrastructure.
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2.2 - Site and Vicinity Characteristics
The elevation of the site is at approximately 800 feet above mean sea level, and the topography slopes gently to the southwest. The local vicinity is within Sunset Zone is 21 and USDA Hardiness Zone 10a. As indicated in Table 1 below, one distinct soil series occurs within the site boundary. This soil series is described by the Natural Resource Conservation Service (NRCS) as alluvium, derived from granite (see Table 1 below).
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Table 1. Soils on Site
Map Unit Symbol Map Unit Name Acres Percent
1002 Urban land-Palmview-Tujunga complex, 0 to 5 percent slopes Setting
• Landform: Alluvial fans
• Landform position (three-dimensional): Tread
• Down-slope shape: Linear
• Across-slope shape: Linear
• Parent material: Discontinuous human-transported material over alluvium derived from granite
Typical profile
• A - 0 to 5 inches: fine sandy loam
• Au - 5 to 15 inches: fine sandy loam
• 2C1 - 15 to 45 inches: fine sandy loam
• 2C2 - 45 to 55 inches: fine sandy loam
• 2C3 - 55 to 79 inches: fine sandy loam
1.6 100.0%
Totals for Area of Interest 1.6 100.0%
The vegetation community onsite includes native and non-native, ornamental trees and shrubs as the project site is completely developed. The site contains remnant dwelling units, an historic building for worship services, temporary buildings, and a cement pad. The site can be easily accessed by pedestrian traffic.
2.3 - Assignment and Scope of Survey
Golden State Land & Tree Assessment (GSLTA) was retained to inventory all the trees within the project area, determine their species and level of significance, and make a determination as to each tree’s health for potential future preservation. Specifically, a health assessment was performed cataloging the health and stature parameters of each tree onsite; this included, but was not limited to: recording total diameter at breast height (DBH), canopy spread, tree height, apparent disease/decay, other signs of potential hazard, and pest damage. A potential risk assessment was also conducted keeping public safety in mind. All documentation in this report is in compliance with industry standards as well as requirements published by the International Society of Arboriculture (ISA). This report includes recommendations and mitigation measures meant to satisfy all applicable ordinances and permit guidelines.
2.4 - Survey Method and Health Assessment
Prior to the field survey, the City of Glendora’s website was accessed to review specific tree protection guidelines. An aerial photograph was used as a visual guide during the assessment. A handheld Global Positioning System (GPS) device and GPS-enabled smartphone with digitized project boundaries were used to identify the location of each subject tree. The crown-width was estimated by pacing, and the height of B-6
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each subject tree was visually estimated using a tangent height gauge. These data were recorded on field sheets, and associated aluminum numeric tags were affixed to trees on the north side at approximately 4.5 feet above grade for later reference. Aerial views were captured using a DJI Mavic Air 2 controlled by a DJI Fly smartphone app.
Tree status (relative condition, stature, and health) was conducted by ISA arborist/biologist, George Wirtes, RCA from ground level with the aid of binoculars. To estimate wood integrity, a rubber mallet was occasionally used to assess possible decay within the tree stem and flare. As indicated earlier, no invasive procedures were performed. Visual characteristics were recorded on field sheets, and twig/leaf samples as well as digital photographs were taken as needed to assure accurate identification. Overall health and general appearance of each tree was numerically rated (Health/General Appearance Rating - 1-Good, 2- Fair, 3-Poor, 4-Decline/dead) based on the aforementioned conditions. The local environment was also assessed in relation to the tree species and conditions of its location (Local Environment Rating - 1-Good, 2-Fair, 3-Poor, 4-Inappropriate). For this rating, the species was considered in relation to the environment.
Other conditions were also considered such as fence lines, utilities, competing canopies, grade cuts/slope, etc.
The position of the subject trees was recorded using a GPS, whose data was exported into GIS for periodic illustration over aerial photographs.
2.5 - Hazard Risk Assessment
The International Society of Arboriculture (ISA) recommends a Hazard Assessment to be included with arborist reports. Such an assessment is an important component of any report and is critical if trees are to be located near public areas such as parks, walkways, residences, and buildings. This tree assessment includes a Level 2 Basic Risk Assessment as defined by ISA Best Management Practices. This type of assessment is limited to evaluating trees and obvious signs of defects such as:
• Dead or broken structures
• Cracks
• Weakly attached branches and co-dominant stems
• Missing or decayed wood
• Unusual tree architecture or distribution
• Obvious loss of root support
A risk rating is assigned to each tree based on its defects, aesthetics, apparent health, location and the nearby targets (people or property). As defined by ISA, the ratings are defined below:
1. Low - Low-risk category applies when consequences are negligible, and likelihood is unlikely, or consequences are minor, and likelihood is somewhat likely.
2. Moderate - Moderate risk situations are those for which consequences are minor and likelihood is very likely or likely or likelihood is somewhat likely, and the consequences are significant or severe.
3. High - High-risk situations are those for which consequences are significant and likelihood is very likely or likely or Consequences are severe, and likelihood is likely.
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4. Extreme - The extreme risk category applies in situations in which failure is imminent and there is a high likelihood of impacting the target and the consequence of the failure is severe. The tree risk assessor should recommend that mitigation measures be taken as soon as possible.
It is impossible to maintain a tree free of risk. A tree is considered hazardous when it has a structural defect that predisposes it to failure, and it is located near a target. • A target is person or property that may sustain potential injury or property damage if a tree or a portion of a tree fails.
• Target areas include sidewalks, walkways, roads, vehicles, structures, playgrounds, or any other area where people are likely to gather.
• Structurally sound and healthy trees may also be hazardous if they interfere with utilities, roadways, walkways, and sidewalks, or if they obstruct motorist vision. • Common hazards include dead and diseased trees, dead branches including bark, stubs from topping cuts, broken branches (hangers), multiple leaders, tight-angled crotches, and an unbalanced crown. Evaluation of risk is as follows: 1-Good, 2-Fair, 3-Poses risk, and 4-Hazardous.
2.6 - Local Tree Regulation (Glendora Municipal Code Title 16)
2.6.1 - Tree Removal - Chapter 16:14
The following provisions and guidelines are provided within the Municipal Code for the City of Glendora. These measures must be considered in addition to the City’s Urban Forestry Manual (see Section 2.62 below).
1. The city forester shall authorize the removal of all parkway trees as well as those trees on cityowned property.
2. The city forester shall review all applications for parkway tree removal and determine whether the tree in question shall be removed.
3. If an unsafe or undesirable tree is to be removed, the planting of a new tree from the approved list of parkway trees may be required, as determined by the city forester.
4. Any oak tree removed from city-owned property or within a parkway shall be replaced with an oak or other tree as deemed appropriate by the city forester, at a location within the city of Glendora.
5. Tree Removal Criteria. The city forester may grant an application for tree removal after consideration of the following criteria:
• The tree is dead or is determined to be in a state of severe decline such that it presents a high risk of failure, and is likely to cause damage to property and/or injury to persons; • The tree has acquired an infectious disease or is infested with an insect that is declared to be a serious pest threat to other nearby trees, after consideration of alternative infectious disease and pest control remediation measures;
• The tree is healthy but presents an immediate threat to the public health, safety and welfare, and tree removal is determined to be the only option available. An example would be to gain access to property due to an emergency situation created by an earthquake or to allow repair of a broken water main or sewer line located directly underneath the tree’s trunk, or to remove a tree split by a storm, or struck by a vehicle and the tree cannot be feasibly restored to a safe condition; B-8
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• The tree is a threat to the public health, safety and welfare because it impairs visibility for pedestrian or vehicle traffic. Removal shall be considered only if tree pruning would severely disfigure the tree as applied to applicable tree industry standards; • The tree needs to be removed to facilitate hardscape repairs that cannot be completed without severe root pruning which would jeopardize the health and stability of the tree; • The tree repeatedly damages surrounding hardscape within two years after repairs, and root pruning and/or other remedial repair methods cannot feasibly be utilized without severely jeopardizing the health and stability of the tree;
• The tree is causing structural damage to a building, and the condition cannot be corrected without removing the tree;
• Where the cost of maintaining certain species of trees cannot be justified with respect to the environmental and community benefits such trees provide; • Any other criteria that protect the public health, safety and welfare and is consistent with promoting the city’s policy to protect and preserve a healthy urban tree forest that provides valuable benefits to our environment and to the quality of life in Glendora.
2.6.2 - Urban Forestry Manual (Manual)
The City’s Community Development Services developed an urban forestry manual to assist in the preservation of the urban forest within the City and provide guidelines for City trees and within new developments. According to the document, the objectives of the manual are to communicate to City staff, City officials and Glendora residents the importance of the urban forest within the City, communicate the type of maintenance the urban forest requires to keep it healthy, and the policies (which the City shall enforce in order to maintain our urban forest in optimum condition).
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This Manual provides guidance for development within the City. Relative to the project, the following is provided on page 21:
The City of Glendora desires to maintain and further develop the local urban forest on public and private property. Consequently, the City shall consider the impact on private property trees as part of any application for discretionary zoning approval (i.e., Development Plan Review, CUP, etc.). In reviewing applications, the City Forester shall consider the impact on existing private trees and shall recommend project alternatives that encourage the preservation of mature trees. Trees that are removed from private property when done for the purpose of accommodating a project subject to discretionary zoning approval shall require replacement based on the following schedule.
2.7 - Limitations and Exceptions of Assessment
This survey was conducted in a manner that draws upon past education, acquired knowledge, training, experience, and research. It was conducted to the greatest extent feasible, and although the information gathered reduces risk of tree failure/decline, it does not fully remove it.
No diagnostic testing was performed during this assessment. This survey associated with this Arborist Report included no soil sampling, root excavation, trunk coring/drilling or any other invasive procedure.
The determinations of damage due to pest infestation and decay were made solely on outward appearance and inspection of the tree structures. Not all tree defects may be visible from the ground. Epiphytic growth can also obscure defects on the stem and in the canopy of a tree. Arborists cannot detect every condition that could possibly lead to the structural failure of a tree. Trees are living organisms subject to attack by disease, insects, fungi and other forces of nature. Many aspects of tree health and environmental conditions B-10
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are often not detectable (internal decay, poor root anchoring, etc.). Arborists cannot guarantee that a tree will be healthy or safe under all circumstances, or for a specified period of time.
The statements made in this report do not take into account the effects of climate/wind extremes, vandalism, or accident (whether physical, chemical, or fire). In addition, this area is known to have periodic, high velocity Santa Ana winds from transient high-pressure ridges. Golden State Land & Tree Assessment cannot, therefore, accept any liability in connection with these factors, or where prescribed work is not carried out in a correct and professional manner in accordance with current ISA good practice. The authority of this report ceases at any stated time limit within it, after one year from the date of the survey (if none stated), when any site conditions change, or after pruning (or other activity) not specified in this report.
The goal of this survey is to recommend measures to limit risk exposure while enhancing the beauty and health of each tree onsite. Clients may choose to accept or disregard the recommendations contained within this report, or seek additional advice. To live near trees is to accept some degree of risk. The only way to eliminate all risk is to remove all trees onsite.
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SECTION 3: SUBJECT TREES AND OBSERVATIONS
As previously indicated, specific measurements and parameters of all trees onsite were recorded on tree assessment worksheets at the time of the survey; these data have been transferred into the table in Appendix A at the end of this document. In all, 33 trees consisting of 19 distinct species were assessed (see Figure 2 below). The age of the trees onsite ranged from mature to senescent and the health from rigorous to in significant decline.
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3.1 - Species Assessment
During the survey, tree assessments were conducted according to general ISA guidelines and City requirements; GPS waypoints were recorded as were specific details of each tree. The tree species represented onsite are described in detail below, and a comprehensive table is provided in Appendix A of this report.
The most common tree species on site included the crape myrtle (Lagerstroemia indica), Italian cypress (Cupressus sempervirens) composing 33.3% of all species within the project area. In general, the species onsite were appropriate for the location. A species profile is provided below for each species observed along with their count (see Table 1 below).
Table 2 – Tree Species Profile
Name Characteristics Count
Avocado tree
Persea americana
This species is native to South Central Mexico has evergreen foliage. There are many commercial varieties available of this species. They are generally resistant to oak root fungus. Cross pollination increases fruit crop.
Height: 30-40 feet. Width: 25-35 feet. Its growth Rate is up to 36 Inches per Season.
Longevity 50 to 150 years. Sunset Zones 16 - 17 and 19 - 24. USDA Hardiness Zones 9 - 11.
It prefers exposure to full sun with moist, but well-drained soil composed of loam or sand texture that is slightly acidic to slightly alkaline soil pH.
Its branch Strength Rated as medium and root damage potential is rated as high. 2 Brisbane Box
Lophostemon confertus
This species is drought resistant, and once established, is smog tolerant. This Native of Australia from the family Myrtaceae can be a larger tree in warmer areas. It grows erect or spreading and requires ample growing space with a rounded Shape when mature. It has Evergreen foliage.
It typically attains a height of 30 - 50 feet with a width 10 - 30 feet. It grows approximately 24 to 36 Inches per Year with a Longevity 50 to 150 years. This tree or shrub has a shading capacity rated as, dense in leaf and its litter issue is dry fruit. It grows in Sunset Zones 15 - 17 and 19 - 24; H1, H2 and USDA Hardiness Zones 10 - 11. It tolerates exposure from full sun to partial shade.
It is typically planted in moist to dry soil composed of clay, loam or sand texture with slightly acidic to highly alkaline soil pH.
This species is susceptible to scales, phytophthora and root rot. Its branch strength rated as medium and its root damage potential rated as moderate. 2 Canary Island Palm**
Phoenix canariensis
This palm has evergreen foliage and has a feather palm shape. It is a species of flowering plant in the palm family Aceraceae, and is native to the Canary Islands. This species is one of the most common palms planted in California as it is heat tolerant and hearty. The Cal-IPC classifies this plant as having a limited invasive potential. The typical stature of this species is erect and requires ample growing space.
Height: 50 - 60 feet. Width: 40 feet. Growth rate: 12 to 24 inches per year.
This species can live for 50 to 150 years.
Sunset zones 8, 9 and 12 - 24; h1, h2. USDA hardiness zones 9 - 11.
This tree tolerate exposure to full sun. It prefers moist to dry soil composed of loam or sand texture. It can tolerate slightly acidic to highly alkaline soil pH.
It is susceptible to Texas root rot, but this tree is susceptible to fusarium and root rot. Its branch strength rated as strong, and its root damage potential rated as moderate.
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Carrot wood
Cupaniopsis anacardiodes
This species is native to Australia and tolerates hot and dry winds. Some mature trees produce marble size fruits, which drop and can be a nuisance, some never fruit. Its growth habit is erect or spreading with a low canopy. Has evergreen foliage. Shading Capacity Rated as Moderate in Leaf. It reaches a height to 40 feet and a Width of 30 feet. Its growth rate is typically 12 to 24 Inches per Season and can live 50 to 150 years.
It prefers moist soil clay, loam or sand type soil that is comprised of Clay, Loam or Sand Texture with a Slightly Acidic to Highly Alkaline Soil pH.
Its branch strength is rated as medium weak. Its Root damage potential is rated as moderate.
1 Coast live oak *
Quercus agrifolia
This California native species is a massive but graceful tree. Its habit is spreading or weeping and requires ample growing space. Its form is oval, rounded or umbrella shape with evergreen foliage; it is an important native species.
Height: 20 - 70 feet. Width: 110 feet.
Growth Rate: 24 Inches per Season.
Longevity Greater than 150 years.
It prefers full sun to partial shade and moist to dry loam or sand textured soil. Its branch strength is rated as strong. this species is susceptible to gold spotted oak borer, aphids, beetle borers, beetle grubs, caterpillars, coddling moths, insect galls, scales and white fly, sudden oak death, crown rot, mistletoe, oak root rot, phytophthora, powdery mildew, root rot and sooty mold.
1 The coast live oak specimen on is a large and healthy one with a well-developed canopy. This tree is native to Southern California.
Crape myrtle
Lagerstroemia indica The Crape Myrtle tree is native to China and is a commonly used single or multitrunk tree. It is commonly used as in the urban setting in Southern California for its flowering, foliage, and bark features. Erect or Spreading with a Low Canopy.
Has Deciduous foliage.
Height: 25 feet. Width: 25 feet.
Growth Rate: 24 Inches per Year.
Longevity 50 to 150 years. Exposure Full Sun. Moist to Dry Soil.
Drought tolerant. Clay, Loam or Sand Texture.
Branch Strength Rated as Medium.
Root Damage Potential Rated as Low.
Susceptible to Aphids, Powdery Mildew and Sooty Mold.
6 English Holly **
Ilex aquifolium
This evergreen plant is classified as invasive by the California invasive plant council (Cal-IPC). Its rating is limited. It has thorns and is native to southern and central Europe and Great Britain. This species is in the family Aquifoliaceae and may be referred to as male or female. It can grow to a height of up to 40 feet, and a width of 25 feet; it grows approximately 36 inches per year with a longevity is approximately of 50 - 150 years.
This tree or shrub has a shading capacity rated as, dense in leaf and its litter issue is wet fruit.
Sunset Zones 4 - 9 and 14 - 17. USDA Hardiness Zones 7 - 9.
This tree prefers exposure full sun to partial shade and prefers moist soil composed of a clay, loam or sand texture. It tolerates highly acidic to slightly alkaline soil pH.
It is resistant to Verticillium. Susceptible to leaf miner, mealy bugs and scales, Armillaria and sooty mold. Its branch strength rated as medium, and its root damage potential rated as low. This tree is typically used as a screen or hedge. 1 Glossy privet
Ligustrum lucidum
The glossy privet tree is a member of the olive family Oleaceae and typically grows in USDA Hardiness zones 8-10. This small, tree species is evergreen, produces poisonous berries, and is considered invasive by the CA Invasive Plant Counsel. This species is ornamental, tolerates full sun, and has an Asian origin.
Height: 35 - 50 feet.
Growth Rate: 36 Inches per Year. Longevity 50 to 150 years. 1 B-14
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Exposure Full Sun to Partial Shade. Moist to Dry Soil. Drought tolerant. Clay, Loam or Sand Texture.
Branch Strength Rated as Medium. Root Damage Potential Rated as Moderate.
Susceptible to Aphids and Leaf Miner, Oak Root Rot, Phytophthora, Root Rot, Sooty Mold and Verticillium. It tolerates drought, and tolerates a wide pH range.
It can live as long as 150 years and attracts wildlife.
Grapefruit tree
Citrus × paradisi
This species is native to Barbados and is best suited for hot inland areas. This species has fragrant flowers. It has a compact and erect or spreading canopy. It has a rounded, umbrella or vase shape with evergreen foliage. It needs good drainage.
Height: 25 - 30 feet. Width: 15 - 25 feet.
Growth Rate: 24 Inches per Season. Longevity 50 to 150 years. This species thrives in Sunset Zones 8, 9, and 12 – 24 and USDA Hardiness Zones 10 - 12. It prefers Exposure to Full Sun with Moist Soil composed of Clay, Loam or Sand Texture with a Highly Acidic to Highly Alkaline Soil pH. Its branch strength rated as medium and root damage potential is rated as moderate. 1 Hollywood Juniper
Juniperus chinensis 'Torulosa'
This species is native to northeast Asia grows in China, Mongolia, Japan, Korea and the southeast of Russia. This tree is utility friendly tree and has irregular, twisted branches and fragrant leaves. It also has evergreen foliage.
Trees may be referred to as male or female (dioecious), and it is part of the family, Cupressaceae
Height: 10 - 15 feet. Width: 6 - 10 feet.
This tree has a growth rate of 24 inches per year and can live 40 to 150 years.
The Sunset Zones include zones 1 – 24, and the USDA Hardiness Zones ranges 5 - 11. It tolerates exposure from Full Sun to Partial Shade. It also tolerates moist to Dry Soil consisting of Clay, Loam or Sand Texture.
Highly Acidic to Highly Alkaline Soil pH.
It is resistant to Texas root rot. Susceptible to beetle borers and spider mites, armillaria, root rot and rust. Its branch strength rated as medium strong and its root damage potential rated as low. Desirable wildlife plant and attracts birds. 1 Indian Laurel Fig
Ficus microcarpa
This tree species is native from the Malaysian peninsula to Borneo. It is a common street tree in California and is valued for its massive canopies with dark green foliage that stands in contrast with its light gray bark.
Family: Moraceae has evergreen foliage.
Height: 25 - 35 feet. Width: 35 - 40 feet.
Growth rate: 24 inches per year. Longevity 50 to 150 years.
Sunset zones 9, 13 and 16 - 24; USDA hardiness zones 9 - 12.
Exposure full sun to partial shade.
This tree thrives in moist soil composed of loam or sand texture.
It thrives in slightly acidic to highly alkaline soil ph.
Its branch strength rated as weak and root damage potential is rated as moderate.
Susceptible to thrip.
2 Italian cypress
Cupressus sempervirens
This species is native to Southern Europe and Western Asia. It is smog tolerant and grows in a very narrow, upright form. Its canopy color is typically bluegreen.
Height: 60 - 70 feet. Width: 10 - 20 feet.
Growth Rate: 36 Inches per Year.
The longevity of this species is 50 to 150 years. Sunset Zones 4 - 24; H1, H2.
USDA Hardiness Zones 8 - 10.
Exposure Full Sun to Partial Shade. This species tolerates moist to dry soil. It is also drought tolerant. It can exist in clay, loam, or sand texture.
Highly Acidic to Highly Alkaline Soil pH.
Susceptible to spider mites, gummosis, phytophthora and root rot.
Its branch strength rated as medium, and its root damage potential rated as moderate. It is a desirable plant to wildlife.
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The Italian cypresses onsite occur in a row and may have been used a view screen for privacy in the past. They grow in the vicinity of a utility line.
Jacaranda
Jacaranda mimosofolia
A beautiful, flowering tree from the seasonally dry tropics of South America. This species is native to northwestern Argentina and Bolivia. It has a spreading with a high canopy. Its growth habit is oval, rounded, umbrella or vase shape and has deciduous to partially deciduous foliage.
It grows to a heigh of 40 - 50 feet. Width: 20 - 30 feet.
Its growth Rate: 24 Inches per Season with a longevity 40 to 150 years.
Sunset Zones 12 - 13 and 15 - 24; H1, H2. USDA Hardiness Zones 9 - 11. It prefers Exposure of Full Sun. It tolerates moist soil composed of loam or sand texture that is composed of Loam or Sand Texture that is Slightly Acidic to Neutral Soil pH. The shading capacity rated as moderately low in leaf. It is susceptible to aphids, Phytophthora and root rot. Its branch strength rated as weak, and its root damage potential rated as low.
1 Lemon Bottlebrush
Callistemon citrinus
This evergreen species is commonly grown as a shrub, or as a single-trunked standard tree. It is a tough, reliable evergreen species, with red brush-like flowers in hanging clusters. It is native to Eastern Australia and is from the family Myrtaceae.
Its canopy is Rounded in Shape.
Height: 20 - 25 feet. Width: 25 feet.
It has a Growth Rate of 36 Inches per Year and can live 40 to 150 years. Its shading capacity rated as dense in leaf.
Sunset Zones 8, 9 and 12 - 24; H1, H2. USDA Hardiness Zones 9 - 11.
This species prefers exposure to full sun to partial shade.
It thrives in moist to dry soil and is a drought tolerant tree. It tolerates clay, loam or sand textured soil that is slightly acidic to highly alkaline in pH. It is susceptible to chlorosis.
Its branch strength rated as medium and its root damage potential rated as low. 1 Orange tree
Citrus sinesis
This species needs good drainage. It has a compact and erect or spreading with a low canopy with evergreen foliage.
Height: 20 - 30 feet. Width: 15 - 25 feet.
Growth Rate: 24 Inches per Season.
Longevity 50 to 150 years.
It prefers exposure full sun and clay, loam or sand texture soil. It is susceptible to aphids, mealy bugs, scales, spider mites, thrip and white fly, brown rot, chlorosis, crown rot, oak root rot, phytophthora, root rot, sooty mold and virus.
Its branch strength rated as medium and root damage potential rated is low. 2 Rubber fig
Ficus elastica
One of the many widely cultivated Ficus, the rubber tree has several cultivated forms that vary in leaf color, variegation, and size. Although they are often sold as houseplants, these can become very large trees, as they do in the wild in northeast India, where they have large aerial roots. This monoecious tree is native to India and Malaysia and in the family Moraceae.
It has a Rounded Shape with evergreen foliage.
Height: 30 - 45 feet. Width: 25 - 30 feet. It can grow 24 or More Inches per Year.
Sunset Zones 13, 16 - 17 and 19 - 24; H1, H2.
USDA Hardiness Zones 10 - 12.
Exposure full sun to partial shade. Its shading capacity rated as moderate to moderately dense in leaf. It thrives in well-drained soil composed of clay, loam or sand texture that is acidic to alkaline soil pH. It is susceptible to scales, and its root damage potential rated as high.
1 Sweet Bay
Laurus nobilis
Native to Mediterranean Region, this dioecious tree is often used as focal tree in garden and can be grown as a standard or as a multi-stemmed specimen. The leaves can be used for seasoning. These trees are from the family Lauraceae and are Conical or Rounded Shape with evergreen foliage.
Height: 15 - 40 feet. Width: 15 - 30 feet. This tree can grow 12 to 24 Inches per Year and it can live 50 to 150 years.
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Shading Capacity Rated as Dense to Very Dense in Leaf.
Sunset Zones 5 - 9 and 12 - 24; H1, H2. USDA Hardiness Zones 8 - 10.
It prefers exposure of full sun to partial shade. It tolerates moist to dry soil composed clay, loam or sand texture with highly acidic to highly alkaline soil pH.
Susceptible to psyllid and scales, phytophthora and root rot.
Its branch strength rated as medium, and its root damage potential rated as moderate.
Western sycamore *
Platanus racemosa
This species is a riparian, California native tree that tolerates extreme heat and wind. Its form is erect or spreading and requires ample growing space. Its form is oval, rounded or umbrella shape. It has deciduous foliage.
Height: 30 - 80 feet. Width: 20 - 50 feet.
Growth Rate: 36 Inches per Season.
Longevity Greater than 150 years.
This species prefers exposure of full sun to partial shade with moist to dry soil. It tolerates clay, loam or sand textured soil. It is susceptible to leaf miner, scales and spider mites, anthracnose, oak root rot, phytophthora, mistletoe, Apignomonia venata and root rot. Its branch strength is rated as medium and its root damage potential is rated as moderate.
1 Windmill Palm
Trachycarpus fortunei
This monocot tree species is native to Central China and is from the family Arecaceae. It grows erect with a low canopy and has a “hairy” stem, evergreen foliage, and a fragrant flower. It needs regular watering and good drainage.
Height: 30 feet. Width: 10 feet.
Its growth Rate is 24 to 36 Inches per Year and can live for 50 to 150 years.
It flowers in spring. Has either male or female reproductive parts (dioecious).
Its shading capacity rated as dense in leaf.
Sunset Zones 4 - 24. USDA Hardiness Zones 9 - 10.
It prefers exposure full sun to partial shade as well as moist soil composed of clay, loam or sand texture slightly acidic to highly alkaline soil pH.
It is resistant to Texas root rot. Its branch strength rated as medium, and its root damage potential rated as low.
1 * CA Native species
** Cal-IPC (California Invasive Plant Council) invasive tree species Source: UFEI 2021
3.2 - Observations
Due to the lack of maintenance and irrigation, many of the trees are diseased, infested, or having a poor growth form requiring removal; this holds true for the trees located within the eastern half of the site. In all, 18 (54.5%) of the trees onsite should be removed. The remaining 15 trees (45.5%) are in fair to good health and may be preserved as part of the project. The plates below include observations of the trees within the project area that are in decline or showing evidence of pest infestation and disease stemming from lack of irrigation and maintenance.
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Plate 1. This is a view of water sprouting on a tree
that had its branches topped (#406).
Plate 2. This is a view of a large canker running the
length of a stem on a tree (#407).
Plate 3. This is a view of a diseased limb within
the canopy of a tree (#407).
Plate 4. This is a view of a mal-formed canopy
due to a topped central stem (#414).
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Plate 5. This is a view of a tree with a significant lean and a poorly developed stem flare (#415).
Plate 6. This is a view of a poorly trimmed tree (topped) where water sprouting has resulted (#416).
Plate 7. This is a view of deadwood with boreholes
stemming from an unclosed branch cut (#417).
Plate 8. This is a view of possible trunk rot on the
stem of a palm tree (#419).
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Plate 9. This is a view of severe decay on a stem
(#420).
Plate 10. This is a view of a diseased tree in
significant decline that has been topped (#423).
Plate 10. This is a view of topped tree with numerous
emergent sprouts (#430).
Plate 10. This is a view of an unclosed branch cut
(#427).
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SECTION 4: DISCUSSION AND RECOMMENDATIONS
4.1 - Conclusion
Within the project site boundary, 33 trees were assessed composed of 19 distinct species. Two trees onsite, the coast live oak (Quercus agrifolia) and western sycamore (Platanus racemosa) are native to California.
No other trees onsite have any other special designations as described in the Municipal Code or Urban Forestry Manual. In all, 18 (54.5%) of the trees onsite should be removed due to the trees being diseased, infested, or having a poor growth form requiring removal, as demonstrated in Appendix A. The other 15 trees are in fair to good health and are eligible for preservation, as demonstrated in Appendix A.
4.2 - Discussion
As indicated, many of the trees onsite are in poor condition due to inadequate irrigation, maintenance, and care; this is almost exclusively situation in the eastern portion of the site (an area slated to be demolished).
It was also noted during the survey that many of the trees onsite were improperly trimmed, they were topped leading to weak form and poor branch attachment. Water sprouting was observed at the end of limbs trimmed in this manner.
4.3 - Recommendations
4.3.1 - Tree Replacement
Removal of living, native and non-native trees may result a biological impact. Recommended mitigation for tree removal is replanting in accordance with the City’s Municipal Code or Urban Forestry Manual.
Removal of any trees must be preceded by authorization from the City’s Planning Department and be replaced with an approved species in an approved-size container based on the diameter of the stem of the tree removed.
4.3.2 - Trees Preserved
An ongoing maintenance and monitoring plan is recommended for those trees preserved onsite; this is to ensure public safety and minimize liability due to potential tree failure. Strategic pruning compliant with ISA standards must be performed to subordinate non-primary, codominant stems, and canopy deadwood should be removed. Regular maintenance is recommended according to ISA standards.
4.3.3 - Migratory Bird Treaty Act
Pursuant to the Migratory Bird Treaty Act (MBTA) and CDFG Code, removal of any trees, shrubs, or any other potential nesting habitat should be conducted outside the avian nesting season. The nesting season generally extends from early February through August, but can vary slightly from year to year based upon seasonal weather conditions.
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4.3.4 - Tree Protection during Construction
Building/grading near trees requires that they are healthy at the start of the project for the stand to recover well. Some older trees have little tolerance for root damage or other stress factors. Younger, more vital trees are more tolerant of changes in their surroundings. However, each change in soil compaction, irrigation, under plantings, and other condition takes some of an older tree’s strength and vigor and further diminishes its health. The main stresses and risks of construction are:
• Soil compaction
• Lack of water or changes in the site hydrology
• Change of grade in the root zone
• Physical damage to tree roots and structure
• Dumping of potentially toxic construction wastes
• Lack of pest control and other care
• Dust
• Human error
Mature trees take a long time to heal from, or respond to, injury. It could take 10 years for some trees to make a visible improvement in health after construction impacts occur. On the other hand, it could take 10 years for a tree to visibly start declining after cutting roots, compacting the soil, or raising the grade.
Tree protection measured must be followed as described in the City’s Urban Forestry Manual (see page 22 within the document for specific details for tree protection). Any items discussed within this manual supersedes the measure described below.
1. Dripline fencing must be placed a minimum of 1 foot in radius from the tree per 1 inch of diameter at breast height (for example, 6-inch trunk = 6 feet protection radius/12 feet diameter).
2. Dripline fencing must be erected so that it is visible and structurally sound enough to deter construction equipment, foot traffic, and the storing of equipment under tree canopies.
3. Raising or lowering the grade in the root zone of trees can be fatal or ruin the health of trees for years to come. Grade change and soil compaction force out the oxygen and literally press the life out of the soil. A retaining wall can be used to minimize the amount of the root zone that is affected, but it is essential that the footing is not continuous. Gravel and aeration pipes should be placed inside the retaining wall before the fill is placed. Consult with a qualified civil engineer for proper design calculations.
4. Trenching within the protection zone must be avoided wherever possible. Most of the roots are in the top 1 to 2 feet of soil, and trenching can sever a large percentage of roots.
5. Oil from construction equipment, cement, concrete washout, acid washes, paint, and solvents are toxic to tree roots. Signs should be posted on the fencing around trees notifying contractors of the fines for dumping. Portable latrines that are washed out with strong detergents can damage the fine roots of the trees. Portable latrines should not be placed near trees, nor where frequent and regular foot traffic to them will compact the soil below the trees.
6. Construction creates large amounts of dust, and the oaks and any other trees to be preserved will need to be kept clean. Dust reduces photosynthesis on all trees. Strict dust control measures must be implemented B-22
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during construction to minimize this impact, and an occasional rinsing with a solution of water and insecticidal soap will help control pests.
SECTION 5: QUALIFICATIONS OF ARBORIST
Mr. Wirtes is a Certified Arborist (CH-08084) with the International Society of Arboriculture (ISA) and a Registered Consulting Arborist (RCA #738) with the American Society of Consulting Arborists. Mr.
Wirtes was originally ISA Certified in November of 2005 and has conducted numerous tree assessments for residential properties that involve native and ornamental tree species. Most notably, Mr. Wirtes has created an oak regeneration plan and a Joshua tree protection plan as part of a mitigation effort within the Counties of Ventura and Los Angeles respectively. He has performed numerous tree surveys in Riverside, San Bernardino, and Los Angeles Counties on sites with as many as 500 trees. Mr. Wirtes’ education includes a Bachelor of Science in Biology and a Master of Science in Environmental Science from California State University at Fullerton.
I certify that the details stated herein this report are true and accurate:
________________________________________________________________ George Wirtes, MS, RCA #738
ISA Certified Arborist, CH-08084
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SECTION 6: REFERENCES
Calflora. 2021. Website at http://www.calflora.org.
Cal-IPC 2021. Website at https://www.cal-ipc.org/plants/inventory/ City of Glendora, 2021. Municipal Code posted on website:
http://qcode.us/codes/glendora/?view=desktop&topic=16-16_14-16_14_010 City of Glendora, 2018. Urban Forestry Manual. City of Glendora Community Services Department.
Revised March 2018.
Hickman, J.C. 1993. The Jepson Manual: Higher Plants of California. University of California Press. Berkeley, California.
Natural Resource Conservation Service. 2021. Website at http://ortho.ftw.nrcs.usda.gov/ University of California, 2021. California Tree Failure Report Program website at http://ucanr.edu/sites/treefail/
University of Florida Environmental Horticulture Department 2021. Website at http://hort.ifas.ufl.edu/
UFEI, 2021. Urban Forest Ecosystems Institute website at https://selectree.calpoly.edu/ Virginia Tech, Dendrology Dept. 2021. Website at
http://www.cnr.vt.edu/DENDRO/dendrology/main.htm
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Appendix A - Tree Species Observed
Note - This tree survey and the details recorded below are meant to characterize the trees within the property. The assessment is not exhaustive, but is a balance between the competing forces of indepth description and cost effectiveness. The goal was to accumulate enough data to make a judgment as to what role, if any, the existing trees may have in the proposed project.
Tree
Tag # Species
DBH (inches)
Height (feet)
Canopy Width (feet) Canopy Width (feet)
1st Trunk 2nd Trunk 3rd Trunk 4th Trunk 5th Trunk 6th Trunk Total N E S W (North on top) 401 Crape Myrtle 4 4 14 4 3 5 4 4
Good form, good vigor 4 3
5 402 Crape Myrtle 4 4 13 5 4 5 4 5
Good form, good vigor 4 4
5 403 Brisbane Box 13 13 25 6 5 7 6 6
Poor aesthetics due to top cut, Cement over roots 6 5
7 404 Crape Myrtle 5 5 17 5 3 5 4 5
Poor aesthetics, Topped 4 3
5 405 Crape Myrtle 5 5 17 6 5 6 6 6
Topped, Good vigor, hedges adjacent to stem, Stem not exposed 6 5 6 406 Brisbane Box 11 11 24 10 6 8 8 10
Topped, Good vigor 8 6
8 407 Carrot Tree 9.5 9.5 36 12 8 11 10 12
Poor prognosis, Power line in canopy, Vigor good, Diseased, Fungal decay, Open cankers 10 8 11 408 Western Sycamore 13.5 13.5 29 11 14 10 11 11
In powerlines, Topped, Stem sprouters, Fair to poor prognosis 11 14 B-25
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10 409 Crape Myrtle 1.5 1.5 1.5 2 1.5 3.5 11.5 11 3 5 5 5 3 Bush Form, Vigor fair 5 5
5 410 Italian Cypress 5 5 26 2 2 2 2 2
In utility lines, good health and vigor 2 2
2 411 Italian Cypress 3 2 5 25 2 2 2 2 2
In utility lines, good health and vigor 2 2
2 412 Italian Cypress 2 2 1.5 5.5 22 2 2 2 2 2
Adjacent to utility lines 2 2
2 413 Italian Cypress 2 1.5 1.5 5 18 2 2 2 2 2
Topped, Poor aesthetics 2 2
2 414 Italian Cypress 5 5 11 2 2 2 2 2
Topped, Poor aesthetics 2 2
2 415 Hollywood Juniper 11 11 26 6 17 16 6 6
Exuding sap, Increased liability, bracing stem wire on tree, Poor stem flare, Lean to East, Good health and vigor 6 17 16 416 Blue Jacaranda 21 21 27 14 7 16 15 14
Sweep lean, poorly trimmed, Water sprouting, Poor canopy development due to poor trimming 15 7 16 417 Glossy Privet 3 5 4 12 15 3 3 4 3 3
Topped, Significant cankers on stem, Sprouters 3 3
4 418 Coast Live Oak 28 28 66 20 26 30 20 20
Small cankers in stem, Stem sprout, large specimen 20 26 B-26
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30 419 Canary Island Palm 20 20 67 8 8 8 8 8
Large canker at lower stem, Increased liability 8 8
8 420 Orange Tree 3.5 4 7.5 12 6 3 5 5 6
Large cankers on stem and branches, Vigor is fair to poor, Tree in decline 5 3 5 421 Crape Myrtle 6 3.5 3.5 13 21 5 10 6 3 5
Good vigor and stature 13 10
6 422 Orange Tree 2.5 3 3 4 12.5 13 8 10 8 8 8
Some branch decay, Decay at flare, Poor prognosis 8 10
8 423 Sweet Bay 10 11 6 8 7 42 13 6 3 8 5 6
Topped, poorly trimmed, Severe decline 5 3
8 424 Canary Island Palm 3 3 12 7 7 7 7 7
Good health and vigor 7 7
7 425 Rubber Fig 7 10 8 25 24 3 12 12 10 3
Surficial roots, Internal stem decay, Increased liability, Water sprouting 10 12 12 426 Grapefruit 7 7 10 6 4 1 5 6
Topped, Poor aesthetics, Canopy in utility lines 5 4
1 427 Indian Fig 12 11 8 31 23 6 10 12 10 6
Crowded canopy with # 428, Poorly pruned, Internal decay, Significant decline, Poor crown development 10 10 12 428 Indian Fig 17 8 25 24 11 11 10 10 11
Crowded canopy with #427, Poorly pruned, Internal decay, Significant decline, Poor crown development 10 11 B-27
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10 429 English Holly 4 6 5 5 4 24 13 3 4 0 4 3
Topped, Internal decay, Canopy in utility lines 4 4
0 430 Avocado 16 16 6.5 1 2 5 6 1
Lean to South, Topped, Internal decay, Stump with sprouters, Poor aesthetics 6 2 5 431 Avocado 18 18 17 6 3 8 8 6
Lean to West, Tree in decline, Topped, Decay at flare 8 3 8 432 Lemon Bottlebrush 6 6 4 16 13 6 11 8 3 6
Good vigor 3 11
8 433 Windmill Palm 5 5 23 5 5 5 5 5
Preserve, Good vigor 5 5
5 B-28
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CORNERSTONE BIBLE CHURCH EXPANSION INITIAL STUDY
CITY OF GLENDORA
Appendix
August 2023
Appendix C Historical Assessment
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CITY OF GLENDORA
Appendix
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1 HISTORIC RESOURCE ASSESSMENT
117 E. Whitcomb Ave., 125/127 E. Whitcomb Ave.,
131 E. Whitcomb Ave., 415 N. Vista Bonita Ave.
Glendora, California
HISTORIC RESOURCES GROUP
12 S. Fair Oaks Avenue, Suite 200, Pasadena, CA 91105-3816 Telephone 626 793 2400, Facsimile 626 793 2401
historicresourcesgroup.com
To: BGW Architects
Attn: John Wetendorf
From: Paul Travis, AICP, Managing
Principal; Laura Janssen,
Senior Architectural Historian
Date: May 29, 2020
EVALUATION SUMMARY
Per your request, Historic Resources Group (HRG) has evaluated four residential properties located in the City of Glendora, California for potential historic significance and eligibility for listing in the National Register of Historic Places, the California Register of Historical Resources, and/or designation as a Glendora Historic Resource or Landmark.
The subject properties are as follows:
• 117 E. Whitcomb Avenue
• 125/127 E. Whitcomb Avenue
• 131 E. Whitcomb Avenue
• 415 N. Vista Bonita Avenue
In preparation of this memorandum, existing documentation on the development of the subject properties was reviewed. Sources include historic newspaper accounts, city directories, voter registration records, census records, Sanborn Fire Insurance maps, historic aerial photographs, and the building permit history for each property. 1 1 At the time this report was researched and written the Glendora Library and Glendora Historical Society were closed due the Coronavirus pandemic. As a result, our research was limited to what could be found through readily available online resources.
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2 HISTORIC RESOURCE ASSESSMENT
117 E. Whitcomb Ave., 125/127 E. Whitcomb Ave.,
131 E. Whitcomb Ave., 415 N. Vista Bonita Ave.
Glendora, California
HISTORIC RESOURCES GROUP
12 S. Fair Oaks Avenue, Suite 200, Pasadena, CA 91105-3816 Telephone 626 793 2400, Facsimile 626 793 2401
historicresourcesgroup.com
HRG has determined that the property at 131 E. Whitcomb Avenue is eligible for listing as a Historic Resource or Landmark in the City of Glendora. The house appears to be historically significant as an intact example of early-twentieth century residential development in Glendora. The property retains enough of its original design and physical features to convey its historic significance. The other three properties were not found to be historically significant.
Previous Historic Resources Surveys and Evaluations
The City of Glendora conducted a historic resources survey in 1995 and identified one historic district; a residential neighborhood near the central business district of Glendora, referred to locally as “Glendora Village.” In addition, the City keeps an inventory of individual properties that have been listed as Historic Resources and Landmarks. 2 The
subject properties are not located within the Glendora Historic District nor are they listed as individual historic resources or landmarks in the City of Glendora.
Prior to the 1995 survey, the City compiled a historic resources inventory in the early 1980s to identify patterns of development and related historic housing stock. This information was used to provide recommendations for developing a historic preservation program in Glendora.3 Properties constructed prior 1930 were identified and limited research was performed. A tier system was developed to assign historic significance. Tier 1 structures retained the highest historic and architectural significance. Two of the subject properties were identified and inventoried as part of the survey: 131 E. Whitcomb Avenue (Tier 2) and 415 N. Vista Bonita Avenue (Tier 3). The other two properties were constructed after 1930 and not included in the inventory.
PHYSICAL DESCRIPTION OF THE SUBJECT PROPERTIES
Although constructed at different times, all five houses are basically vernacular in style.
The term “residential vernacular” is used to describe simple houses or cottages with little or no distinguishing decorative features. These buildings are characterized by their simple forms, general lack of ornamentation, and the absence of characteristics of recognizable architectural styles. Vernacular houses were typically utilitarian structures, built utilizing local materials and techniques without the input of trained architects.4 However, each house has some distinguishing features that place each within the era in which it was built. 2 As of October 2018, the list included thirty-six Historic Landmarks and one Historic Resource. “Glendora Historic Landmark and Historic Resource Designations,” https://www.cityofglendora.org/home/showdocument?id=24621 (accessed April 16, 2020.)
3 “Recommendations for Historic Preservation in Glendora.” Submitted to City of Glendora Planning & Redevelopment Department. Prepared by Jonathan H. Grinder, University of California, Riverside, January 18, 1983. 4 Virginia and Lee McAlester, A Field Guide to American Houses (New York: Alfred A. Knopf, Inc., 1984), 63.
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3 HISTORIC RESOURCE ASSESSMENT
117 E. Whitcomb Ave., 125/127 E. Whitcomb Ave.,
131 E. Whitcomb Ave., 415 N. Vista Bonita Ave.
Glendora, California
HISTORIC RESOURCES GROUP
12 S. Fair Oaks Avenue, Suite 200, Pasadena, CA 91105-3816 Telephone 626 793 2400, Facsimile 626 793 2401
historicresourcesgroup.com
117 E. Whitcomb Avenue
The single-family residence at 117 E. Whitcomb Avenue is located mid-block on the north side of E. Whitcomb Avenue between Glendora Avenue and N. Vista Bonita Avenue. It was constructed in 1947 and is located on Lot 20 of Block N of the Glendora tract. An alley runs along the north of the property and a surface parking lot runs along the west of the property. The house is situated towards the front of the property with a paved walkway, lawn, shrubs, and mature trees.
This one-story house has a rectangular plan, simple massing, and symmetrical composition.
There is a low-pitched side facing cross gable roof with composition shingles and abbreviated boxed eaves. The house is clad with wide horizontal wood siding. Fenestration consists primarily of single two-over-two double hung wood windows with simple wood trim and projecting sills. The centered main entry on the south (primary) facade has a paneled wood door with a projecting overhang from the roof supported by wood posts.
There is a concrete stoop. Single windows with vertical wood shutters flank the entry.
There is a covered side porch with a gable roof on the west façade and a covered concrete patio with a flat roof at the north facade.
This house is a simplified version of a Minimal Traditional. It was constructed post World War II by a local builder keen to take advantage of the increased housing need triggered by returning servicemen and their families. Minimal Traditional houses are small houses with low-pitched gabled roofs, one-story in height, roof eaves with little or no overhang, double-hung windows, small porches, and minimal architectural details.
Alterations
According to building permits the rear bedroom, bathroom and covered side porch were added in 1949. It does not appear the covered patio was permitted and was likely added at a later date. There is a large tent at the rear (north) of the parcel which does not appear to be a permanent structure.
125/127 E. Whitcomb Avenue
There are two single family residences on this parcel, which is located mid-block on the north side of E. Whitcomb Avenue between Glendora Avenue and N. Vista Bonita Avenue. The single-family residence with attached garage at 125 E. Whitcomb Avenue was constructed in 1958. The rear house and detached garage at 127 E. Whitcomb Avenue were constructed in 1946. They are located on Lot 19 and a portion of Lot 18 of Block N of the Glendora tract. An alley runs along the north of the property. 125 E. Whitcomb Avenue is a one-story house with an attached single-car garage. It has a rectangular plan, simple massing, and asymmetrical composition. There is a hipped roof C-3
Item #6. Page 694
Meeting Date: 11/14/2023 / Packet Page #: 699
4 HISTORIC RESOURCE ASSESSMENT
117 E. Whitcomb Ave., 125/127 E. Whitcomb Ave.,
131 E. Whitcomb Ave., 415 N. Vista Bonita Ave.
Glendora, California
HISTORIC RESOURCES GROUP
12 S. Fair Oaks Avenue, Suite 200, Pasadena, CA 91105-3816 Telephone 626 793 2400, Facsimile 626 793 2401
historicresourcesgroup.com
with composition shingles and exposed eaves with wood fascia. The house is clad in a sand finish cement plaster. Fenestration consists primarily of double hung and sliding wood sash windows with projecting wood sills. The south (primary) façade has a front facing garage with wood overhead door, and main entry door with a projecting overhang supported by wood brackets. The entry is flanked by a two-over-two double hung wood sash window to the west and tripartite picture window to the east with a center divided light fixed window and two one-over-one double hung wood sash windows. There is a brick stoop and split face stone planter bed. There is a concrete walkway from the driveway across the primary façade to the west side of the house to the rear house. 127 E. Whitcomb Avenue is a one-story house with a detached two-car garage. It has an L-shaped plan, simple massing, and asymmetrical composition. There is a cross gable roof with composition shingles and exposed eaves. The house is clad in a sand finish cement plaster. Fenestration consists primarily of double hung wood sash windows with projecting wood sills. There are two entry doors, with metal screen doors, concrete stoops and metal awnings; one each on the west and east facades. The detached garage with front facing gable roof and plaster cement cladding faces the alley has a metal roll up door. There is a flat roof carport with metal posts attached to the west side of the garage. 127 E. Whitcomb Avenue is a residential vernacular house purpose built, in this case to house an elderly parent. It has very simple forms and little to no architectural details. 125 E. Whitcomb Avenue is a simplified version of a Ranch, which was a popular traditional style in the late 1950s. Ranch houses are broad one-story houses with moderate roof overhangs, off-center front entries, garages attached to the main façade, large picture windows, and asymmetrical facades. Likely taken from a magazine or catalogue, this house has none of the customized features characteristic of late decade Ranch houses.
Alterations
According to building permits the carport was added to the rear garage in 1957.
Otherwise there have been no notable alterations to either house. 131 E. Whitcomb Avenue
The single-family residence at 131 E. Whitcomb Avenue is located on the northwest corner of E. Whitcomb Avenue and N. Vista Bonita Avenue. It was constructed ca. 1912 and is located on Lot 17 and a portion of Lot 18 of Block N of the Glendora tract. An alley runs along the north of the property. The house is situated towards the front of the property with a paved pathways, lawn, shrubs, and mature trees.
This one- and two-story house has a rectangular plan, simple massing, and asymmetrical composition. The one-story portion of the house has a front-facing cross gable roof with C-4
Item #6. Page 695
Meeting Date: 11/14/2023 / Packet Page #: 700
5 HISTORIC RESOURCE ASSESSMENT
117 E. Whitcomb Ave., 125/127 E. Whitcomb Ave.,
131 E. Whitcomb Ave., 415 N. Vista Bonita Ave.
Glendora, California
HISTORIC RESOURCES GROUP
12 S. Fair Oaks Avenue, Suite 200, Pasadena, CA 91105-3816 Telephone 626 793 2400, Facsimile 626 793 2401
historicresourcesgroup.com
composition shingles and exposed eaves with decorative brackets. The two-story portion in the rear has a side-facing gable. The house is clad with wood clapboard siding and decorative shingles in the front-facing gables and along the skirt of the screened side porch.
Fenestration consists primarily of single one-over-one double hung wood sash windows with wide wood casing, splayed lintels, and projecting wood sills.
The south (primary) façade has a wide concrete porch with front-facing gable roof and wood posts. There are gable vents in the house and porch gable. The house gable vent has figured slats framed with wood casing. The wood paneled main entry door is partially glazed with a leaded glass oval light surrounded by carved embellishments. The east facade has a screened porch that runs the length of the front facing gable roof with a gable vent that matches the one on the primary façade with figured slats and framed with wood casing. The porch has tapered wood piers and the screens are framed in wood. There is a wood paneled door on north façade with a wide concrete stoop. The grounds consist of concrete pathways, lawn, shrubs, and mature trees. There is an asphalt pad to the west used for parking cars.
This house is a simplified version of a Folk Victorian, which was a popular style from the mid-1800s into the early 1900s in smaller communities where the homeowner would use a kit, or plan book, to aid in the construction. Folk Victorian houses are relatively plain in plan and massing but embellished with prefabricated decorative trim, which was massproduced and easily transported to communities around the country by rail. These machine-made embellishments appeared as decorative shaped shingles, brackets under the eaves of gabled roofs, and turned posts and spindle work detailing and moldings.
Alterations
There have been no notable alterations to this house.
415 N. Vista Bonita Avenue
The single-family residence at 415 N. Vista Bonita Avenue is located one parcel north of E. Whitcomb Avenue on the west side of N. Vista Bonita Avenue. It was constructed in ca. 1920 and is located on the north portion of Lot 17 and Lot 18 of Block N of the Glendora tract. An alley runs along the north of the property. The house is set towards the northwest corner of the parcel with two brick paved patios to the south and east, shrubs and mature trees.
As mentioned previously, this house was the original garage for 131 E. Whitcomb Avenue.
It was converted into a dwelling in 1946. There are no records as to the appearance of the building prior to 1946.
C-5
Item #6. Page 696
Meeting Date: 11/14/2023 / Packet Page #: 701
6 HISTORIC RESOURCE ASSESSMENT
117 E. Whitcomb Ave., 125/127 E. Whitcomb Ave.,
131 E. Whitcomb Ave., 415 N. Vista Bonita Ave.
Glendora, California
HISTORIC RESOURCES GROUP
12 S. Fair Oaks Avenue, Suite 200, Pasadena, CA 91105-3816 Telephone 626 793 2400, Facsimile 626 793 2401
historicresourcesgroup.com
This one-story house has an L-shaped plan, simple massing and asymmetrical composition.
There is a front-facing cross-gable roof with composition shingles and exposed eaves with wood fascia. The house is clad with manufactured composition shingles. Fenestration consists primarily of paired wood sash casement windows with wood casing and projecting wood sills. The upper portions of the windows have divided lights. The main entry is on the side-facing south façade. There is a wood-framed pergola attached to the house supported by wood posts set in cement and brick footings. The main entry has a metal security screen door. The street-facing east façade has a divided light picture window with wood shutters.
Alterations
It was converted into a dwelling in 1946. Since that time, there have been no permitted alterations to this house. The pergola appears to be a later addition.
HISTORIC CONTEXT
The subject properties have the potential to be significant for their association with the heritage of Glendora, association with persons who may have made an impact to local history, as the site of a historic local event, or for having distinctive physical characteristics of a particular architectural style or are the work of a notable builder or architect.
City of Glendora Development
The City of Glendora is located twenty-three miles east of downtown Los Angeles in the San Gabriel Valley. Glendora is bordered by Azusa and the unincorporated community of Citrus to the west, San Dimas to the east and south, Covina and the unincorporated community of Charter Oak to the south, and the San Gabriel Mountains range to the north.
In 1844, Englishman Henry Dalton purchased five Ranchos, including the 45,000-acre Rancho Azusa which included the Glendora area. In 1852, following the Mexican American War, Dalton’s right of ownership of Rancho Azusa de Dalton was challenged by the United States government, and he turned the land over to J.S. Slauson, from whom he had borrowed money to fight his case in the courts. When he died in 1884, Dalton had lost most of his property and was living in poverty.5
In 1868, the Glendora district was opened for homesteading. In 1874, John Bender and William Bryant Cullen arrived from Memphis, Tennessee and became the first permanent 5 “History of Glendora: Early History,” https://www.cityofglendora.org/departments-services/library/about-us/history-ofglendora/early-days (accessed April 17, 2020.) C-6
Item #6. Page 697
Meeting Date: 11/14/2023 / Packet Page #: 702
7 HISTORIC RESOURCE ASSESSMENT
117 E. Whitcomb Ave., 125/127 E. Whitcomb Ave.,
131 E. Whitcomb Ave., 415 N. Vista Bonita Ave.
Glendora, California
HISTORIC RESOURCES GROUP
12 S. Fair Oaks Avenue, Suite 200, Pasadena, CA 91105-3816 Telephone 626 793 2400, Facsimile 626 793 2401
historicresourcesgroup.com
settlers of the future Glendora Township. Bender acquired 160 acres north of Foothill Boulevard between Grand and Pennsylvania Avenues. Cullen homesteaded the area between Wabash and Live Oak Avenues and Sierra Madre and Bennett Avenues. Bender and Cullen cleared their land and planted wheat, flax, barley, castor beans, grapevines, vegetables and fruit trees. The area began to flourish as other farmers arrived during the 1870s.6
Glendora’s founding father was George D. Whitcomb, a wealthy Chicago manufacturer who came to Southern California for his wife’s health. He arrived in 1885 and settled on a parcel of land that had once been a western section of the Rancho Azusa de Dalton.
Whitcomb constructed a 26-room villa at the northernmost end of Vista Bonita Avenue.
He laid out groves of oranges, and other citrus and deciduous fruit trees around his residence. Once his residence was established, he began work in earnest to develop plans for a new town.
Whitcomb entered into negotiations with Atchison, Topeka and Santa Fe Railway executives to relocate the new southern transcontinental line’s planned local route through the San Gabriel Valley. Whitcomb persuaded the railroad to shift its proposed route between Pasadena and San Bernardino to the north of the South Hills and close to the town that he would name after his wife. Whitcomb combined “Glen” which described the narrow valley of his property at the foot of the San Gabriel mountains, with the latter part of his wife’s given name, Leadora, and named his new town “Glendora.”7 Whitcomb purchased a 200-acre rectangle of land for $40 per acre and became associated with John W. Cook, a Los Angeles County Board of Supervisors member, and Merrick Reynolds, the owner of the San Pedro Lumber Company. The three formed the Glendora Land Company and the Glendora Water Company. Land was cleared, streets named and graded, and water pipes laid. 8 Whitcomb named the north-south streets after states, places he had lived, or places for which he had a fondness, and the east-west streets for family members. Completing Glendora’s infrastructure and subdividing lots for residential development was accomplished in less than three years. On the first day of sale in April 1887, almost 300 lots were sold.9
6 “History of Glendora: Early Days,” https://www.cityofglendora.org/departments-services/library/about-us/history-ofglendora/early-days (accessed April 17, 2020). 7 “History of Glendora: Founding and Naming,” https://www.cityofglendora.org/departments-services/library/aboutus/history-of-glendora/founding-naming (accessed April 17, 2020). 8 Barbara Ann Hall, Ph.D., Images of America: Covina Valley Citrus Industry (Charleston, SC: Arcadia Publishing, 2011),
20. 9 “History of Glendora: Infrastructure Grows 1887-1911,” https://www.cityofglendora.org/departmentsservices/library/about-us/history-of-glendora/infrastructure-grows (accessed April 17, 2020).
C-7
Item #6. Page 698
Meeting Date: 11/14/2023 / Packet Page #: 703
8 HISTORIC RESOURCE ASSESSMENT
117 E. Whitcomb Ave., 125/127 E. Whitcomb Ave.,
131 E. Whitcomb Ave., 415 N. Vista Bonita Ave.
Glendora, California
HISTORIC RESOURCES GROUP
12 S. Fair Oaks Avenue, Suite 200, Pasadena, CA 91105-3816 Telephone 626 793 2400, Facsimile 626 793 2401
historicresourcesgroup.com
The lack of water made farming in Glendora a constant struggle in the 1880s, and many early settlers relied on dry farming methods. The Glendora Water Company had attempted to provide Glendora with water under several schemes that all failed. In 1888, the water shortage was so acute that Whitcomb was reduced to hauling water by mule drawn tanks from the San Gabriel River. Shortly before 1900, water bearing land was discovered below the mouth of San Dimas·Canyon. The Glendora Water Company, along with others, bought into the new water source. This “share” system continued to be Glendora’s main source of water until 1915 when the first city well was put down to a depth of 450 feet. Other wells soon followed, and Glendora became self-sufficient in water production.10
A mainstay of Glendora’s early economy was the citrus industry. The introduction of citrus trees brought a new and welcome prosperity to the area as vast groves of orange and lemon trees established Glendora as a center of the new Southern California citrus industry at the end of the ninteenth century. In 1895 the first citrus association was formed, the Glendora Citrus Association, and in 1896, Glendora built its first citrus packing house. By 1908, citrus production had entirely superseded that of deciduous fruits.
In December 1907, the development of Glendora got a boost when passenger service opened on a new extension of the Pacific Electric Railway’s Monrovia-Glendora line which provided service from downtown Glendora to downtown Los Angeles.
The City of Glendora was incorporated on November 13, 1911. Discussion of incorporation began at a routine Board of Trade meeting, during which it was determined that the population and wealth of Glendora residents justified obtaining the conveniences available under an incorporation. The original townsite boundaries included: “Sierra Madre avenue on the north; Grand avenue on the west; Mauna Loa on the southeast to a point where it reaches the San Jose hills; thence with a deflection for a short distance to the intersection of Loraine avenue; thence on Loraine avenue to Sierra Madre avenue, or the point of beginning.”11
The local citrus industry continued to grow in the early twentieth century. From 1909 to 1913, Glendora sent a monthly supply of oranges and lemons to the White House for President Taft. In the 1920s, the Glendora Citrus Association and the Glendora Heights Orange and Lemon Growers joined forces to create the Glendora Fruit Exchange. In 10 “Recommendations for Historic Preservation in Glendora.” Submitted to City of Glendora Planning & Redevelopment Department. Prepared by Jonathan H. Grinder, University of California, Riverside, January 18, 1983. 11 “History of Glendora: Glendora’s Beginning,” https://www.cityofglendora.org/departments-services/city-manager/glendoracentennial-celebration/history (accessed April 17, 2020.) C-8
Item #6. Page 699
Meeting Date: 11/14/2023 / Packet Page #: 704
9 HISTORIC RESOURCE ASSESSMENT
117 E. Whitcomb Ave., 125/127 E. Whitcomb Ave.,
131 E. Whitcomb Ave., 415 N. Vista Bonita Ave.
Glendora, California
HISTORIC RESOURCES GROUP
12 S. Fair Oaks Avenue, Suite 200, Pasadena, CA 91105-3816 Telephone 626 793 2400, Facsimile 626 793 2401
historicresourcesgroup.com
1923, the Glendora Fruit Exchange constructed a new packinghouse that was “the largest fruit packinghouse in the world with equipment and facilities good for a pack each season of 1,500 to 2,000 carloads of 400 packed boxes each.” During this period, other local growers began to establish independent packing associations, and several new packing houses were constructed in Glendora in the early 1920s. Glendora’s citrus industry continued to thrive through the 1940s.12
Southern California’s citrus industry declined rapidly in the late 1940s and early 1950s.
The population growth in Southern California after World War II made land and water more valuable and brought the development of large housing tracts. In addition, a virus swept through the area’s citrus groves, killing vast numbers of trees in a short amount of time. With the rising prices and development pressures of the period, many growers decided to sell their land to developers.
13 As citrus groves died, residential subdivisions
grew, and Glendora eventually became a bedroom community for commuters who worked across a broad region between Los Angeles, Pasadena, Orange County, and the Inland Empire.
Site History
The subject properties are located on Lots 17, 18, 19, and 20, of Block N of the original Glendora Tract. The block is bound by Leadora Avenue to the north, Glendora Avenue (formerly Michigan Avenue) to the west, Whitcomb Avenue to the south, and Vista Bonita Avenue to the east. These parcels remained largely vacant until 1912 when a house and garage was constructed at 131 E. Whitcomb Avenue. The other two parcels were not improved until the mid- to late-1940s.
131 E. Whitcomb Avenue
Mr. and Mrs. William J. Pfoutz arrived in Glendora in 1912 from Kansas. Mr. Pfoutz had farmed a homestead in Nebraska from 1886-1891 then owned a farm in Kansas before relocating to California and purchasing the property at 131 E. Whitcomb Avenue in Glendora and building a house. By 1920 he was a janitor in the local public schools. 14 There is no original building permit on file in the City; however, Los Angeles County assessor records record the house being built in 1912, which coincides with news accounts of their arrival in Glendora. It is likely Mr. Pfoutz built the house and garage himself 12 “Rubel Castle Historic District,” National Park Service / National Register of Historic Places Registration Form, November 2012.
13 Ibid. 14 Census records from 1920 to 1940 place Mr. and Mrs. Pfoutz at 131 E. Whitcomb Avenue and list Mr. Pfoutz as a janitor in 1920 and 1930 and then retired in 1940.
C-9
Item #6. Page 700
Meeting Date: 11/14/2023 / Packet Page #: 705
10 HISTORIC RESOURCE ASSESSMENT
117 E. Whitcomb Ave., 125/127 E. Whitcomb Ave.,
131 E. Whitcomb Ave., 415 N. Vista Bonita Ave.
Glendora, California
HISTORIC RESOURCES GROUP
12 S. Fair Oaks Avenue, Suite 200, Pasadena, CA 91105-3816 Telephone 626 793 2400, Facsimile 626 793 2401
historicresourcesgroup.com
because he previously worked as a lumberman according to the 1910 United States Census and his two sons were carpenters.15 Mr. and Mrs. Pfoutz were active in church and community life and celebrated their 50th wedding anniversary at their home on Whitcomb Avenue in 1933.16 Mr. Pfoutz died in 1941 and Mrs. Pfoutz followed her husband in 1944.
In 1944, Floyd and Dorothy Million were residing at 131 E. Whitcomb Avenue according to voter registration records.17 Floyd W. Million was stationed at a Civilian Public Service camp at Big Dalton Canyon from 1942 until 1946 working as a sheet metal worker and a carpenter. There are no building permits on file during this time.
In 1946, Thomas Vince Tidwell and his wife Malcolm Tidwell from Oklahoma purchased the property. That year, a building permit was issued to convert the garage into a dwelling unit.
18 It is unclear when the lot was split and the address was changed to 415 N. Vista Bonita Avenue.
19 Mr. Tidwell held various manual labor jobs; he was a dairy hand in the 1940s before they moved to Glendora, and a machinist for Rain Bird (based in Glendora) in the 1950s. The Tidwells lived in the house until Mr. Tidwell died in 1988 and Mrs.
Malcolm Tidwell died in 2001.
415 N. Vista Bonita Avenue
This building was originally the garage for the house at 131 E. Whitcomb Avenue. It was constructed ca. 1920. As stated above, it was converted into a dwelling unit in 1946. It may have served as a rental unit for Mr. and Mrs. Tidwell, although their name never shows up on building permits. Mr. and Mrs. Billy B. Taylor lived in the house in the early 1950s according to a birth announcement in the local press and voter registration rolls.20 Mrs. Olive G. Burton lived in the house from the mid-1950s to the mid-1960s. An electrical permit was issued in her name to install an electric range in 1961.21 The last occupant of record was Mrs. Florence G. Patterson. An electrical permit was issued in her name in 1966 to install an air conditioner and a sewer permit to backfill the cesspool and 15 1910 United States Census and Index to Register of Voters Glendora City Precinct No. 1, 1914. 16 “Pair Celebrate Golden Wedding,” Los Angeles Times, December 23, 1933. 17 Index to Register of Voters Glendora City Precinct No. 1, 1944 and 1946. 18 Department of Building and Safety County of Los Angeles, Building Permit 492, June 3, 1946. 19 No documentation was found to determine the lot split. 20 “Cradle Roll,” Pomona Progress Bulletin, November 23, 1950 and Index to Register of Voters Glendora City Precinct No. 2, 1952.
21 Department of County Engineer Building and Safety Division, Electrical Permit, April 1961; Index to Register of Voters Glendora, 1958 and 1960.
C-10
Item #6. Page 701
Meeting Date: 11/14/2023 / Packet Page #: 706
11 HISTORIC RESOURCE ASSESSMENT
117 E. Whitcomb Ave., 125/127 E. Whitcomb Ave.,
131 E. Whitcomb Ave., 415 N. Vista Bonita Ave.
Glendora, California
HISTORIC RESOURCES GROUP
12 S. Fair Oaks Avenue, Suite 200, Pasadena, CA 91105-3816 Telephone 626 793 2400, Facsimile 626 793 2401
historicresourcesgroup.com
connect the house to the city sewer line in 1967.22 She died in 1996, and this was her last known residence according to city directories.23
117 E. Whitcomb Avenue
The original building permit for this one-bedroom house was issued to Del Monte Construction in 1947. It was built as a model home intended to be the first of a future development by Del Monte Construction. However, it appears this was the only house built. It was advertised in the Covina Argus as a “moderate priced quality home… specially designed for future expansion and second and third bedrooms may be added later.”24 With a photo rendering and a floor plan in the advertisement, customization of exterior materials was also encouraged. The model home was opened for tours in December 1947 and “typified a new idea in moderate price residential construction,”25 at a time when Glendora’s economy was moving away from agriculture to housing young postwar families.
Mr. and Mrs. Charles F. Gross purchased the property in 1948. 26 In 1949 a building
permit was issued to Mr. Gross to add a bedroom, bathroom, and covered porch.27 They lived in the house with no further recorded changes until the late 1950s. Mr. and Mrs.
Charles E. Tompkins were living in the house in 1958.28 Mr. Tompkins was a retired rancher and farmer and Mrs. Bertha Tompkins was a retired teacher. They made no alterations to the house during their occupancy. Mrs. Tompkins died in the house in 1964.29 Mrs. Edna Farrior, a dressmaker was living in the house in 1966 according to the Glendora City Directory.30 A sewer permit was issued to her husband James Farrior, a shoemaker, in 1975 to backfill the cesspool and connect to the city main line.31 It appears their granddaughters, Jennifer and Tischia O’Farrior, may have inherited the house because they were using it for their topiary business in 1986.
32 O’Farrior Topiary was known for
their prize-winning indoor/outdoor ready-made topiary displays, and even held classes on 22 City of Glendora Building Department, Electrical Permit 11009, June 29, 1966; City of Glendora Building Department, Sewer Permit 12978, June 1967.
23 “Social Security Death Index, Master File,” (Social Security Administration; Washington D.C., USA, 1935-2014); Glendora, California City Directory, 1996-1997. 24 “Advertisement,” Covina Argus, December 12, 1947. 25 “Model Home on Del Monte Tract Opened for Tours,” Covina Argus, December 19, 1947. 26 Index to Register of Voters Glendora City Precinct No. 1, 1948. 27 Department of Building and Safety County of Los Angeles, Building Permit 1232, October 19, 1949. 28 Index to Register of Voters Glendora City Precinct No. 2, 1958. 29 “Obituary,” Independent Star News, May 3, 1964. 30 Glendora, California City Directory, 1966. 31 City of Glendora Building Department, Sewer Permit 5806, January 16 1975. 32 “Garden Show Prizes are Announced,” Monrovia News-Post, October 26, 1986.
C-11
Item #6. Page 702
Meeting Date: 11/14/2023 / Packet Page #: 707
12 HISTORIC RESOURCE ASSESSMENT
117 E. Whitcomb Ave., 125/127 E. Whitcomb Ave.,
131 E. Whitcomb Ave., 415 N. Vista Bonita Ave.
Glendora, California
HISTORIC RESOURCES GROUP
12 S. Fair Oaks Avenue, Suite 200, Pasadena, CA 91105-3816 Telephone 626 793 2400, Facsimile 626 793 2401
historicresourcesgroup.com
topiary creation out of the house on Whitcomb Avenue.33 A mechanical permit was issued to Tischia O’Farrior in 1995 for the installation of a new furnace.34 It appears the business morphed when Jennifer O’Farrior married Charles Coburn, former head of horticulture at the San Diego Zoo, and created Corburn Topiary and relocated to Escondido, California. 35 125/127 E. Whitcomb Avenue
There are two houses on this parcel. Dr. Theodore G. Kennard built the house and detached garage at 127 E. Whitcomb Avenue in 1946 for his father-in-law David W.
Peterman.36 Dr. Kennard was a Glendora native and well-respected community advocate.
Dr. and Mrs. Kennard were named Glendora’s Citizens of the Year in 1958.37 Mr.
Peterman lived in the house until his death in 1950. After which it appears it was rented until Harold and Jane Straughan purchased the property in 1957. Mr. Straughan was issued a building permit to add a carport in July 1957, and then he was issued a permit to build a secondary house and attached garage in 1958.38 A septic tank was installed in April the same year.39 This house was given the address 125 E. Whitcomb Avenue. It does not appear the Straughans ever lived in the house because it was sold (or rented) almost immediately to Mr. and Mrs. Howard Hesson Jr. in 1958.40 A sewer permit was issued to Rafael Charles Cano in 1969,41 but little else was found to substantiate his association with the property. Permits for reroofing were issued to the Cornerstone Bible Church in 2002, 2003, and 2009 for both buildings on the parcel.42
EVALUATION CRITERIA
A property may be designated as historic by national, state, and local authorities. Current landmark designations available for properties located in Glendora include listing in the National Register of Historic Places, the California Register of Historical Resources, and the Glendora Register of Historic Resources and Landmarks. All designation programs use basic criteria relating to a property’s place in important events or patterns of development, 33 “Topiary Pets Graze in Green Gardens,” Pasadena Star-News, June 20, 1993. 34 City of Glendora Building Division, Mechanical Permit 3CL9659, July 18, 1995. 35 “Force of Nature,” Ranch & Coast Magazine, June 1, 2019. 36 Department of Building and Safety County of Los Angeles, Building Permit 499, June 6, 1946; Index to Register of Voters Glendora City Precinct No. 1, 1946.
37 “Couple Named Glendora’s Top Citizens,” Los Angeles Times, January 19, 1958. 38 Division of Building and Safety Department of County Engineer, City of Glendora Building Permit 5749, July 5,1957; and Building Permit 6890, February 10, 1958.
39 Division of Building and Safety Department of County Engineer, City of Glendora Sewer Permit 7563, April 18, 1958. 40 Index to Register of Voters Glendora Precinct No. 2, 1958. 41 City of Glendora Building Department, Sewer Permit 13471, July 15, 1969. 42 City of Glendora Building Division, Building Permit 06Cl0587, February 27, 2002; Building Permit January 17, 2003; Building Permit 09-1056, September 8, 2009.
C-12
Item #6. Page 703
Meeting Date: 11/14/2023 / Packet Page #: 708
13 HISTORIC RESOURCE ASSESSMENT
117 E. Whitcomb Ave., 125/127 E. Whitcomb Ave.,
131 E. Whitcomb Ave., 415 N. Vista Bonita Ave.
Glendora, California
HISTORIC RESOURCES GROUP
12 S. Fair Oaks Avenue, Suite 200, Pasadena, CA 91105-3816 Telephone 626 793 2400, Facsimile 626 793 2401
historicresourcesgroup.com
association with important personages, and/or architectural significance. The property must also retain sufficient architectural integrity to continue to evoke the sense of place and time with which it is historically associated.
National Register of Historic Places
The National Register of Historic Places is “an authoritative guide to be used by federal, state, and local governments, private groups, and citizens to identify the nation’s cultural resources and indicate what properties should be considered for protection from destruction or impairment,”43 and is administered by the National Park Service. Listing in the National Register assists in preservation of historic properties through: recognition that a property is of significance to the nation, the state, or the community; consideration in the planning for Federal or Federally-assisted projects; eligibility for Federal tax benefits; and qualification for Federal assistance for historic preservation, when funds are available.
To be eligible for listing in the National Register, a resource must possess significance in American history and culture, architecture, or archaeology. Sites, districts, structures, or landscapes of potential significance are eligible for nomination. In addition to meeting one or more of the criteria listed below, properties must also possess integrity of location, design, setting, feeling, workmanship, association, and materials.
Criteria for evaluation:
A. Associated with events that have made a significant contribution to the broad patterns of our history;
B. Associated with the lives of persons significant in our past; C. Embody the distinctive characteristics of a type, period, or method of construction or that represent the work of a master, or that possess high artistic values, or that represent a significant and distinguishable entity whose components may lack individual distinction; or
D. Yield, or may be likely to yield, information important in prehistory or history.
California Register of Historical Resources
The California Register is an authoritative guide in California used by state and local agencies, private groups, and citizens to identify the State’s historical resources and to 43 “National Register Bulletin 16A. How to Complete the National Register Registration Form” (Washington D.C.: National Park Service, United States Department of the Interior 1997).
C-13
Item #6. Page 704
Meeting Date: 11/14/2023 / Packet Page #: 709
14 HISTORIC RESOURCE ASSESSMENT
117 E. Whitcomb Ave., 125/127 E. Whitcomb Ave.,
131 E. Whitcomb Ave., 415 N. Vista Bonita Ave.
Glendora, California
HISTORIC RESOURCES GROUP
12 S. Fair Oaks Avenue, Suite 200, Pasadena, CA 91105-3816 Telephone 626 793 2400, Facsimile 626 793 2401
historicresourcesgroup.com
indicate what properties are to be protected, to the extent prudent and feasible, from substantial adverse change.
The California Register also includes all properties formally determined eligible for, or listed in, the National Register of Historic Places.
The criteria for listing in the California Register are based on the National Register criteria:
Criterion 1: Associated with events that have made a significant contribution to the broad patterns of local or regional history or the cultural heritage of California of the United States.
Criterion 2: Associated with the lives of persons important to local, California, or national history.
Criterion 3: Embodies the distinctive characteristics of a type, period, region or method of construction or represents the work of a master or possesses high artistic values.
Criterion 4: Has yielded, or has the potential to yield, information important to the prehistory or history of the local area, California or the nation.
Local Designation
The City of Glendora promotes the general welfare by providing for the identification, protection, enhancement, perpetuation and use of improvements and areas within the city that reflect special elements of historical, architectural, archaeological, cultural or aesthetic heritage. Historic preservation is an effort to protect and preserve buildings and properties that are significant due to their architectural or cultural importance. The Planning Commission is appointed by the City Council to review alterations to historic resources, consider applications for historic landmark status, and support the preservation of historic resources in the community.
An historic city landmark in Glendora is a property that is architecturally, historically, and/or culturally significant. Historic resources or landmarks shall be designated based upon one or more of the following findings:44
1. The proposed preserved features exemplify or reflect special elements of historical, architectural, archaeological, cultural or aesthetic heritage. 44 Glendora Municipal Code, Title 21 Zoning, Chapter 21.03 General Regulations, 21.03.050 Historic Preservation.
C-14
Item #6. Page 705
Meeting Date: 11/14/2023 / Packet Page #: 710
15 HISTORIC RESOURCE ASSESSMENT
117 E. Whitcomb Ave., 125/127 E. Whitcomb Ave.,
131 E. Whitcomb Ave., 415 N. Vista Bonita Ave.
Glendora, California
HISTORIC RESOURCES GROUP
12 S. Fair Oaks Avenue, Suite 200, Pasadena, CA 91105-3816 Telephone 626 793 2400, Facsimile 626 793 2401
historicresourcesgroup.com
2. The proposed preserved features are identified with persons or events significant in local, state or national history.
3. The proposed features embody distinctive characteristics of a style, type, period or method of construction or are valuable examples of the use of indigenous materials or craftsmanship.
4. The proposed preserved features are representative of the notable work of a builder, designer or architect.
Historic Significance and Integrity
Significance
The definition of historic significance used by the California Office of Historic Preservation (OHP) in its administration of the California Register is based upon the definition used by the National Park Service for the National Register:
Historic significance is defined as the importance of a property to the history, architecture, archaeology, engineering, or culture of a community, state, or the nation.45 It is achieved in several ways:
• Association with important events, activities or patterns • Association with important persons
• Distinctive physical characteristics of design, construction, or form • Potential to yield important information
A property may be significant individually or as part of a grouping of properties.
Integrity
Historic integrity is the ability of a property to convey its significance and is defined as the “authenticity of a property’s historic identity, evidenced by the survival of physical characteristics that existed during the property’s historic period.”46 The National Park Service defines seven aspects of integrity: location, design, setting, materials, workmanship, feeling, and association. These qualities are defined as follows:
45 “National Register Bulletin 16A. How to Complete the National Register Registration Form” (Washington D.C.: National Park Service, United States Department of the Interior 1997), 3. 46 “National Register Bulletin 16A,” 3.
C-15
Item #6. Page 706
Meeting Date: 11/14/2023 / Packet Page #: 711
16 HISTORIC RESOURCE ASSESSMENT
117 E. Whitcomb Ave., 125/127 E. Whitcomb Ave.,
131 E. Whitcomb Ave., 415 N. Vista Bonita Ave.
Glendora, California
HISTORIC RESOURCES GROUP
12 S. Fair Oaks Avenue, Suite 200, Pasadena, CA 91105-3816 Telephone 626 793 2400, Facsimile 626 793 2401
historicresourcesgroup.com
• Location is the place where the historic property was constructed or the place where the historic event took place.
• Design is the combination of elements that create the form, plan, space, structure, and style of a property.
• Setting is the physical environment of a historic property. • Materials are the physical elements that were combined or deposited during a particular period of time and in a particular pattern or configuration to form a historic property.
• Workmanship is the physical evidence of the crafts of a particular culture or people during any given period in history or prehistory.
• Feeling is a property’s expression of the aesthetic or historic sense of a particular period of time.
• Association is the direct link between an important historic event or person and a historic property.47
To retain historic integrity a property will always possess several, and usually most, of the aspects. It is not necessary for a property to retain all its historic physical features or characteristics. However, the property must retain the essential physical features that enable it to convey its historic identity.
HISTORIC RESOURCE ASSESSMENT
The subject properties are evaluated below for potential eligibility for national, state, and local designation. Because the National Register (NR) and California Register (CR) criteria are in alignment, they will be evaluated for both together. They will then be evaluated for potential eligibility for local designation. A discussion of integrity will apply to those properties found to be historically significant.
117 E. Whitcomb Avenue
NR/CR Criterion A/1: Association with important events
No documentation was found to indicate the property was the site of a significant historic event in the city. The property does not meet criterion A/1. 47 “National Register Bulletin 15: How to Apply the National Register Criteria for Evaluation” (Washington D.C.: National Park Service, United States Department of the Interior, 2002).
C-16
Item #6. Page 707
Meeting Date: 11/14/2023 / Packet Page #: 712
17 HISTORIC RESOURCE ASSESSMENT
117 E. Whitcomb Ave., 125/127 E. Whitcomb Ave.,
131 E. Whitcomb Ave., 415 N. Vista Bonita Ave.
Glendora, California
HISTORIC RESOURCES GROUP
12 S. Fair Oaks Avenue, Suite 200, Pasadena, CA 91105-3816 Telephone 626 793 2400, Facsimile 626 793 2401
historicresourcesgroup.com
NR/CR Criterion B/2: Association with lives of important persons No documentation was found to indicate the property was identified with a person or persons or groups who significantly contributed to the culture and development of the city. The property does not meet criterion B/2.
NR/CR Criterion C/3: Embodies distinctive characteristics of a type, period, or method of construction or that represent the work of a master
This house is an example of residential vernacular architecture with no particular emphasis on architectural style. 117 E. Whitcomb Avenue is a modest example of a wood frame single-family house synonymous with the postwar growth and development in the region.
The building is not a distinguished example of post-World War II construction and is not a distinguished or innovative example of a single-family residential engineering or design.
The property does not meet criterion C/3.
NR/CR Criterion D/4: Yields information important in prehistory Criterion D/4 typically addresses archaeological resources, which is outside the scope of this analysis.
Local Criterion 1: The proposed preserved features exemplify or reflect special elements of historical, architectural, archaeological, cultural, or aesthetic heritage.
This house was constructed in 1947 just following World War II when exponential population growth increased the demand for housing and small single-family homes proliferated throughout the city and Southern California. Because single-family residential development was so common during the mid-twentieth century, individual examples of from this period would not typically be eligible for historic listing unless they are distinctive examples of a property type, architectural style or the work of a master architect. 117 E. Whitcomb Avenue is a modest example of wood frame single-family residential development synonymous with the postwar growth and development in the region. The building is not a remarkable example of post-World War II construction and is not a distinguished or innovative example of a single-family residential engineering or design.
The property does not meet criterion 1.
Local Criterion 2: The proposed preserved features are identified with persons or events significant in local, state or national history.
No documentation was found to indicate the property has an association with persons or events significant in local history. The property does not meet criterion 2.
C-17
Item #6. Page 708
Meeting Date: 11/14/2023 / Packet Page #: 713
18 HISTORIC RESOURCE ASSESSMENT
117 E. Whitcomb Ave., 125/127 E. Whitcomb Ave.,
131 E. Whitcomb Ave., 415 N. Vista Bonita Ave.
Glendora, California
HISTORIC RESOURCES GROUP
12 S. Fair Oaks Avenue, Suite 200, Pasadena, CA 91105-3816 Telephone 626 793 2400, Facsimile 626 793 2401
historicresourcesgroup.com
Local Criterion 3: The proposed features embody distinctive characteristics of a style, type, period or method of construction or are valuable examples of the use of indigenous materials or craftsmanship.
This house is primarily an example of residential vernacular architecture with no particular emphasis on architectural style. Even though it exhibits some elements of Minimal Traditional style, it is not a distinctive or unique example of the style. The property does not meet criterion 3.
Local Criterion 4: The proposed preserved features are representative of the notable work of a builder, designer or architect.
No documentation was found to substantiate the property was the work of a notable builder, designer, or architect. The permits on file with the city indicate the house on the parcel was constructed by Del Monte Construction, a local builder; however, research indicates the company did not build many houses and was not in business for very long.
The property does not meet criterion 4.
117 E. Whitcomb Avenue does not meet national, state, or local criteria of significance and is not historically significant; no evaluation of integrity is necessary. 125/127 E. Whitcomb Avenue
NR/CR Criterion A/1: Association with important events
No documentation was found to indicate the property was the site of a significant historic event in the city. The property does not meet criterion A/1.
NR/CR Criterion B/2: Association with lives of important persons No documentation was found to indicate the property was identified with a person or persons or groups who significantly contributed to the culture and development of the city. The property does not meet criterion B/2.
NR/CR Criterion C/3: Embodies distinctive characteristics of a type, period, or method of construction or that represent the work of a master
Both houses on this parcel are examples of residential vernacular architecture with no particular emphasis on architectural style. 125 and 127 E. Whitcomb Avenue are modest examples of wood frame single-family houses synonymous with the postwar growth and development in the region. These buildings are not a distinguished examples of postWorld War II construction and are not distinguished or innovative examples of singlefamily residential engineering or design. The property does not meet criterion C/3.
C-18
Item #6. Page 709
Meeting Date: 11/14/2023 / Packet Page #: 714
19 HISTORIC RESOURCE ASSESSMENT
117 E. Whitcomb Ave., 125/127 E. Whitcomb Ave.,
131 E. Whitcomb Ave., 415 N. Vista Bonita Ave.
Glendora, California
HISTORIC RESOURCES GROUP
12 S. Fair Oaks Avenue, Suite 200, Pasadena, CA 91105-3816 Telephone 626 793 2400, Facsimile 626 793 2401
historicresourcesgroup.com
NR/CR Criterion D/4: Yields information important in prehistory Criterion D/4 typically addresses archaeological resources, which is outside the scope of this analysis.
Local Criterion 1: The proposed preserved features exemplify or reflect special elements of historical, architectural, archaeological, cultural, or aesthetic heritage.
The houses on this parcel were constructed in 1946 and 1958. This was a time when exponential population growth increased the demand for housing and small single-family homes proliferated throughout the city and Southern California. Because single-family residential development was so common during the mid-twentieth century, individual examples of from this period would not typically be eligible for historic listing unless they are distinctive examples of a property type, architectural style or the work of a master architect.
125 and 127 E. Whitcomb Avenue are modest examples of wood frame single-family residential development synonymous with the postwar growth and development in the region. The buildings are not a remarkable examples of post-World War II construction and are not distinguished or innovative examples of single-family residential engineering or design. The property does not meet criterion 1.
Local Criterion 2: The proposed preserved features are identified with persons or events significant in local, state or national history.
No documentation was found to indicate the property has an association with persons or events significant in local history. The property does not meet criterion 2.
Local Criterion 3: The proposed features embody distinctive characteristics of a style, type, period or method of construction or are valuable examples of the use of indigenous materials or craftsmanship.
Both houses on this parcel are primarily examples of residential vernacular architecture with no particular emphasis on architectural style. Even though 125 E. Whitcomb Avenue has some elements of Ranch style it is not a distinctive or unique example of the style. The property does not meet criterion 3.
Local Criterion 4: The proposed preserved features are representative of the notable work of a builder, designer or architect.
No documentation was found to substantiate the property was the work of a notable builder, designer, or architect. The permits on file with the city indicate each house on the parcel were owner-built. The property does not meet criterion 4.
C-19
Item #6. Page 710
Meeting Date: 11/14/2023 / Packet Page #: 715
20 HISTORIC RESOURCE ASSESSMENT
117 E. Whitcomb Ave., 125/127 E. Whitcomb Ave.,
131 E. Whitcomb Ave., 415 N. Vista Bonita Ave.
Glendora, California
HISTORIC RESOURCES GROUP
12 S. Fair Oaks Avenue, Suite 200, Pasadena, CA 91105-3816 Telephone 626 793 2400, Facsimile 626 793 2401
historicresourcesgroup.com
125/127 E. Whitcomb Avenue does not meet national, state, or local criteria of significance and is not historically significant; no evaluation of integrity is necessary. 131 E. Whitcomb Avenue
NR/CR Criterion A/1: Association with important events
No documentation was found to indicate the property was the site of a significant historic event in the city. The property does not meet criterion A/1.
NR/CR Criterion B/2: Association with lives of important persons No documentation was found to indicate the property was identified with a person or persons or groups who significantly contributed to the culture and development of the city. The property does not meet criterion B/2.
NR/CR Criterion C/3: Embodies distinctive characteristics of a type, period, or method of construction or that represent the work of a master
This house is an example of residential vernacular architecture with no particular emphasis on architectural style. 131 E. Whitcomb Avenue is a modest example of a wood frame single-family house synonymous with early twentieth century growth and development in the region. The building is not a distinguished or innovative example of a single-family residential engineering or design The property does not meet criterion C/3.
NR/CR Criterion D/4: Yields information important in prehistory Criterion D/4 typically addresses archaeological resources, which is outside the scope of this analysis.
Local Criterion 1: The proposed preserved features exemplify or reflect special elements of historical, architectural, archaeological, cultural, or aesthetic heritage.
This house was built in 1912. The City of Glendora was flourishing at this time with the discovery of local water bearing land, the establishment of the citrus industry, the extension of the Pacific Electric Railway, the installation of electricity and paved streets, and the city’s incorporation in 1911. The growth and prosperity of Glendora was an attraction to early residents. This house is an intact example of early residential development in Glendora not directly associated with the citrus industry, but along the residential corridors originally laid out by George Whitcomb in the 1880s. The property meets criterion 1.
C-20
Item #6. Page 711
Meeting Date: 11/14/2023 / Packet Page #: 716
21 HISTORIC RESOURCE ASSESSMENT
117 E. Whitcomb Ave., 125/127 E. Whitcomb Ave.,
131 E. Whitcomb Ave., 415 N. Vista Bonita Ave.
Glendora, California
HISTORIC RESOURCES GROUP
12 S. Fair Oaks Avenue, Suite 200, Pasadena, CA 91105-3816 Telephone 626 793 2400, Facsimile 626 793 2401
historicresourcesgroup.com
Local Criterion 2: The proposed preserved features are identified with persons or events significant in local, state or national history.
No documentation was found to indicate the property has an association with persons or events significant in local history. The property does not meet criterion 2.
Local Criterion 3: The proposed features embody distinctive characteristics of a style, type, period or method of construction or are valuable examples of the use of indigenous materials or craftsmanship.
This house is an example of residential vernacular architecture with no particular emphasis on architectural style. Even though it has some elements of Folk Victorian style, it is not a distinctive or unique example of the style. The property does not meet criterion 3.
Local Criterion 4: The proposed preserved features are representative of the notable work of a builder, designer or architect.
No documentation was found to substantiate the property was the work of a notable builder, designer, or architect. No original building permit is on file with the city, and research did not reveal the property was the work of a notable builder. The house was likely owner-built. The property does not meet criterion 4. 131 E. Whitcomb Avenue has been found to meet Local Criteria 1 and is historically significant for its association with early residential development in Glendora; its integrity will be evaluated.
Evaluation of Integrity
• Location: The house remains on its original site and therefore retains integrity of location.
• Design: The house is not a distinctive or unique example of a particular style; however, it does retain its original simplified design features because no alterations have been made to the house. It therefore retains integrity of design. • Setting: The house remains in a primarily residential setting. The larger area has increased in density; however, many of the one-story houses have remained at the intersection of Whitcomb and Vista Bonita Avenues. It therefore retains integrity of setting.
• Materials: The house retains a majority of its original materials including wood clapboard siding, decorative wood roof brackets, decorative shingle siding in the front facing gables, and double hung wood sash windows. It therefore retains integrity of materials.
C-21
Item #6. Page 712
Meeting Date: 11/14/2023 / Packet Page #: 717
22 HISTORIC RESOURCE ASSESSMENT
117 E. Whitcomb Ave., 125/127 E. Whitcomb Ave.,
131 E. Whitcomb Ave., 415 N. Vista Bonita Ave.
Glendora, California
HISTORIC RESOURCES GROUP
12 S. Fair Oaks Avenue, Suite 200, Pasadena, CA 91105-3816 Telephone 626 793 2400, Facsimile 626 793 2401
historicresourcesgroup.com
• Workmanship: The house retains integrity of design and materials and retains the physical evidence of period construction techniques. It therefore retains integrity of workmanship.
• Feeling: The house retains integrity of location, design, materials, and workmanship and retains intact physical features that characterize it as early twentieth century residential vernacular architecture. It therefore retains integrity of feeling. • Association: The house retains integrity of location, design, setting, materials, workmanship, and feeling and continues to convey its association with the early residential development of Glendora. It therefore retains integrity of association. 415 N. Vista Bonita Avenue
This building was originally constructed ca. 1920 as a garage. It was converted to a dwelling in 1946 and no longer functions as a garage. It will be evaluated as a dwelling from the 1940s.
NR/CR Criterion A/1: Association with important events
No documentation was found to indicate the property was the site of a significant historic event in the city. The property does not meet criterion A/1.
NR/CR Criterion B/2: Association with lives of important persons No documentation was found to indicate the property was identified with a person or persons or groups who significantly contributed to the culture and development of the city. The property does not meet criterion B/2.
NR/CR Criterion C/3: Embodies distinctive characteristics of a type, period, or method of construction or that represent the work of a master
This house is an example of residential vernacular architecture with no particular emphasis on architectural style. 415 N. Vista Bonita Avenue is a modest example of a wood frame single-family house synonymous with the postwar growth and development in the region.
The building is not a distinguished example of post-World War II construction and is not a distinguished or innovative example of a single-family residential engineering or design.
The property does not meet criterion C/3.
NR/CR Criterion D/4: Yields information important in prehistory Criterion D/4 typically addresses archaeological resources, which is outside the scope of this analysis.
C-22
Item #6. Page 713
Meeting Date: 11/14/2023 / Packet Page #: 718
23 HISTORIC RESOURCE ASSESSMENT
117 E. Whitcomb Ave., 125/127 E. Whitcomb Ave.,
131 E. Whitcomb Ave., 415 N. Vista Bonita Ave.
Glendora, California
HISTORIC RESOURCES GROUP
12 S. Fair Oaks Avenue, Suite 200, Pasadena, CA 91105-3816 Telephone 626 793 2400, Facsimile 626 793 2401
historicresourcesgroup.com
Local Criterion 1: The proposed preserved features exemplify or reflect special elements of historical, architectural, archaeological, cultural, or aesthetic heritage.
This building was converted to a dwelling just following World War II when exponential population growth increased the demand for housing and small single-family homes proliferated throughout the city and Southern California. Because single-family residential development was so common during the mid-twentieth century, individual examples of from this period would not typically be eligible for historic listing unless they are distinctive examples of a property type, architectural style or the work of a master architect. 415 N. Vista Bonita Avenue is a modest example of wood frame single-family residential development synonymous with the postwar growth and development in the region. The building is not a remarkable example of post-World War II construction and is not a distinguished or innovative example of a single-family residential engineering or design.
The property does not meet criterion 1.
Local Criterion 2: The proposed preserved features are identified with persons or events significant in local, state or national history.
No documentation was found to indicate the property has an association with persons or events significant in local history. The property does not meet criterion 2.
Local Criterion 3: The proposed features embody distinctive characteristics of a style, type, period or method of construction or are valuable examples of the use of indigenous materials or craftsmanship.
This house is an example of residential vernacular architecture with no particular emphasis on architectural style. The property does not meet criterion 3.
Local Criterion 4: The proposed preserved features are representative of the notable work of a builder, designer or architect.
No documentation was found to substantiate the property was the work of a notable builder, designer, or architect. No original building permit is on file with the city, and research did not reveal the property was the work of a notable builder. The building (originally a garage) was likely owner-built and permits indicate it was converted into a dwelling by the second owner. The property does not meet criterion 4. 415 N. Vista Bonita Avenue does not meet national, state, or local criteria of significance and is not historically significant; no evaluation of integrity is necessary.
C-23
Item #6. Page 714
Meeting Date: 11/14/2023 / Packet Page #: 719
24 HISTORIC RESOURCE ASSESSMENT
117 E. Whitcomb Ave., 125/127 E. Whitcomb Ave.,
131 E. Whitcomb Ave., 415 N. Vista Bonita Ave.
Glendora, California
HISTORIC RESOURCES GROUP
12 S. Fair Oaks Avenue, Suite 200, Pasadena, CA 91105-3816 Telephone 626 793 2400, Facsimile 626 793 2401
historicresourcesgroup.com
CONCLUSION
Based on the findings of this assessment, the houses at 117 E. Whitcomb Avenue, 125/127 E. Whitcomb Avenue, and 415 N. Vista Bonita Avenue are not historically significant and are not eligible for listing in the National Register of Historic Places, the California Register of Historical Resources, and/or designation as a Glendora Historic Resource or Landmark. No evidence was found to suggest that a former owner had a significant impact on local, state, or national history, and no important events occurred at any of these properties. None of these houses represent distinctive characteristics of a particular architectural style, and none were designed by a noted architect or builder. 131 E. Whitcomb Avenue is historically significant as a representative example of early residential development in Glendora. There have been no notable alterations to the house, and it retains sufficient integrity to convey its significance. It is eligible for designation as a Historic Resource or Landmark in the City of Glendora because it meets the findings of Criteria 1 of the local Historic Preservation Ordinance and retains its architectural integrity.
C-24
Item #6. Page 715
Meeting Date: 11/14/2023 / Packet Page #: 720
25 HISTORIC RESOURCE ASSESSMENT
117 E. Whitcomb Ave., 125/127 E. Whitcomb Ave.,
131 E. Whitcomb Ave., 415 N. Vista Bonita Ave.
Glendora, California
HISTORIC RESOURCES GROUP
12 S. Fair Oaks Avenue, Suite 200, Pasadena, CA 91105-3816 Telephone 626 793 2400, Facsimile 626 793 2401
historicresourcesgroup.com
BIBLIOGRAPHY
“Advertisement,” Covina Argus, December 12, 1947.
California Voter Registration, Glendora, 1914, 1916, 1922-1930, 1936-1940, 1944- 1960.
City of Glendora building permit records.
“Civilian Public Service Story, Floyd W. Million,”
https://civilianpublicservice.org/workers/7111.
“Couple Named Glendora’s Top Citizens,” Los Angeles Times, January 19, 1958. “Cradle Roll,” Pomona Progress Bulletin, November 23, 1950 “Dorothy May Belnap Million (1917-1977) - Find A Grave Memorial,” https://www.findagrave.com/memorial/165418174/dorothy-may-million. “Force of Nature,” Ranch & Coast Magazine, June 1, 2019. “Garden Show Prizes are Announced,” Monrovia News-Post, October 26, 1986.
Glendora City Directory, 1959, 1966.
Hall, Barbara Ann, Ph.D. Images of America: Covina Valley Citrus Industry. Charleston SC: Arcadia Publishing, 2011.
“History of Glendora,” https://www.cityofglendora.org/departments-services/library/aboutus/history-of-glendora/.
Landers, John David. Images of America: Glendora, California. Charleston SC: Arcadia Publishing, 2001.
Map of the Town of Glendora, 1887 (MR015-027). Los Angeles County Public Works, Land Records Information.
https://pw.lacounty.gov/smpm/landrecords/MiscRecords.aspx McAlester, Virginia and Lee. A Field Guide to American Houses. New York: Alfred A.
Knopf, Inc., 1984.
“Model Home on Del Monte Tract Opened for Tours,” Covina Argus, December 19, 1947.
“National Register Bulletin 15: How to Apply the National Register Criteria for Evaluation.” Washington, D.C.: U.S. Department of the Interior, National Park Service, 2002.
C-25
Item #6. Page 716
Meeting Date: 11/14/2023 / Packet Page #: 721
26 HISTORIC RESOURCE ASSESSMENT
117 E. Whitcomb Ave., 125/127 E. Whitcomb Ave.,
131 E. Whitcomb Ave., 415 N. Vista Bonita Ave.
Glendora, California
HISTORIC RESOURCES GROUP
12 S. Fair Oaks Avenue, Suite 200, Pasadena, CA 91105-3816 Telephone 626 793 2400, Facsimile 626 793 2401
historicresourcesgroup.com
“National Register Bulletin 16A: How to Complete the National Register Registration Form.” Washington D.C.: U.S. Department of the Interior, National Park Service, 1997. “Obituary,” Independent Star News, May 3, 1964.
“Pair Celebrate Golden Wedding,” Los Angeles Times, December 23, 1933.
Price, Ryan Lee. Stories of Old Glendora. Charleston SC: The History Press, 2012. “Recommendations for Historic Preservation in Glendora.” Submitted to City of Glendora Planning & Redevelopment Department. Prepared by Jonathan H. Grinder, University of California, Riverside, January 18, 1983.
“Rubel Castle Historic District,” National Park Service / National Register of Historic Places Registration Form, November 2012.
Sanborn Fire Insurance maps.
Special Research Collections, UCSB Library, University of California Santa Barbara; Aerial Photography Collection. Glendora [air photo]. 1:18,000. Flight C_300, Frame L-172.
Glendora, Calif. 1928.
---. Glendora [air photo]. 1:9,600. Flight C_3064, Frame 120. Glendora, Calif. 1934. ---. Glendora [air photo]. 1:18,000. Flight C_23870, Frame 1468. Glendora, Calif. 1949. ---. Glendora [air photo]. 1:14,400. Flight C_23870, Frame 1468. Glendora, Calif. 1960. “Thomas Vince Tidwell (1902-1988) - Find A Grave Memorial,” https://www.findagrave.com/memorial/33393543.
“Topiary Pets Graze in Green Gardens,” Pasadena Star-News, June 20, 1993.
U.S. Census for Glendora, CA, 1920, 1930, 1940.
“William J Pfoutz (1856-1941) - Find A Grave Memorial,” https://www.findagrave.com/memorial/196007049.
C-26
Item #6. Page 717
Meeting Date: 11/14/2023 / Packet Page #: 722
27 HISTORIC RESOURCE ASSESSMENT
117 E. Whitcomb Ave., 125/127 E. Whitcomb Ave.,
131 E. Whitcomb Ave., 415 N. Vista Bonita Ave.
Glendora, California
HISTORIC RESOURCES GROUP
12 S. Fair Oaks Avenue, Suite 200, Pasadena, CA 91105-3816 Telephone 626 793 2400, Facsimile 626 793 2401
historicresourcesgroup.com
PERMIT HISTORY
Date Permit
No.
Owner Description of work
117 E. Whitcomb Avenue
1947 Del Monte Construction New construction
10/19/1949 1232 Charles F Gross Bed and bath addition to rear and covered porch 12/05/1949 934 C.F Gross Relocation of electric meter
1/16/1975 5806 J. Farrior Backfill cesspool. New house sewer 7/18/1995 Trischia O’Farrior New furnace
125/127 E. Whitcomb Avenue
06/06/1946 499 T.G. Kennard Residence (127)
07/05/1957 5749 Harold Straughan Add carport (127)
02/14/1958 6926 Harold Straughan Dwelling and attached garage (125) 04/17/1958 7563 Harold Straughan New house sewer (127)
07/15/1969 13471 R.C. Cano Backfill cesspool. New house sewer (125) 02/27/2002 06CL0587 Cornerstone Bible Church Remove existing composition and rolled roofs. Install 30 lb felt and GAF 20-year Class A 3-tab shingles. Repair
400 sq.ft. (125)
01/17/2003 Cornerstone Bible Church Tear off and reroof garage and carport (127) 09/08/2009 09-1056 Cornerstone Bible Church T/O reroof with 30-year comp (125) 131 E. Whitcomb Avenue
06/03/1946 492 T. Vince Tidwell Alteration - Rent house 08/07/1963 02293 T. Tidwell Install floor furnace in dwelling 07/24/1981 02677 Tidwell Backfill cesspool. New house sewer 12/01/1998 05CL1309 Kenneth Tidwell T/O existing, add ½” ply and comp shingles
CANCELLED PERMIT EXPIRED
12/04/1998 05CL1353 Kenneth Tidwell Tear off, re-sheath, check insulation, install 2 dormer vent, re-roof in grade “A” comp shingles, paint
CANCELLED PERMIT EXPIRED
07-20-2000 05CL5789 Kenneth Tidwell Reroof. Renew Permit #5CL1353 C-27
Item #6. Page 718
Meeting Date: 11/14/2023 / Packet Page #: 723
28 HISTORIC RESOURCE ASSESSMENT
117 E. Whitcomb Ave., 125/127 E. Whitcomb Ave.,
131 E. Whitcomb Ave., 415 N. Vista Bonita Ave.
Glendora, California
HISTORIC RESOURCES GROUP
12 S. Fair Oaks Avenue, Suite 200, Pasadena, CA 91105-3816 Telephone 626 793 2400, Facsimile 626 793 2401
historicresourcesgroup.com
Date Permit
No.
Owner Description of work
415 N. Vista Bonita Avenue
04/21/1961 C.G. Burton Electrical permit; Install electric range 06/29/1966 11009 Florence Patterson Electrical permit; Install air conditioner 06/1967 12978 Florence Patterson Backfill cesspool. New hose sewer C-28
Item #6. Page 719
Meeting Date: 11/14/2023 / Packet Page #: 724
29 HISTORIC RESOURCE ASSESSMENT
117 E. Whitcomb Ave., 125/127 E. Whitcomb Ave.,
131 E. Whitcomb Ave., 415 N. Vista Bonita Ave.
Glendora, California
HISTORIC RESOURCES GROUP
12 S. Fair Oaks Avenue, Suite 200, Pasadena, CA 91105-3816 Telephone 626 793 2400, Facsimile 626 793 2401
historicresourcesgroup.com
MAPS AND AERIALS
Location map with subject area outlined in red and parcels delineated in yellow.
C-29
Item #6. Page 720
Meeting Date: 11/14/2023 / Packet Page #: 725
30 HISTORIC RESOURCE ASSESSMENT
117 E. Whitcomb Ave., 125/127 E. Whitcomb Ave.,
131 E. Whitcomb Ave., 415 N. Vista Bonita Ave.
Glendora, California
HISTORIC RESOURCES GROUP
12 S. Fair Oaks Avenue, Suite 200, Pasadena, CA 91105-3816 Telephone 626 793 2400, Facsimile 626 793 2401
historicresourcesgroup.com
Original town site of Glendora as laid out by George Whitcomb in 1887. Subject area outlined in red. (Los Angeles County Public Works, Land Records Information) C-30
Item #6. Page 721
Meeting Date: 11/14/2023 / Packet Page #: 726
31 HISTORIC RESOURCE ASSESSMENT
117 E. Whitcomb Ave., 125/127 E. Whitcomb Ave.,
131 E. Whitcomb Ave., 415 N. Vista Bonita Ave.
Glendora, California
HISTORIC RESOURCES GROUP
12 S. Fair Oaks Avenue, Suite 200, Pasadena, CA 91105-3816 Telephone 626 793 2400, Facsimile 626 793 2401
historicresourcesgroup.com
Parcel map showing the subject area (Lots, 17, 18, 19 and 20 of Block N) outlined in red, 1964. (Los Angeles County Assessor)
C-31
Item #6. Page 722
Meeting Date: 11/14/2023 / Packet Page #: 727
32 HISTORIC RESOURCE ASSESSMENT
117 E. Whitcomb Ave., 125/127 E. Whitcomb Ave.,
131 E. Whitcomb Ave., 415 N. Vista Bonita Ave.
Glendora, California
HISTORIC RESOURCES GROUP
12 S. Fair Oaks Avenue, Suite 200, Pasadena, CA 91105-3816 Telephone 626 793 2400, Facsimile 626 793 2401
historicresourcesgroup.com
Sanborn Fire Insurance map showing subject area (outlined in red) in 1910. No buildings were on the property at this time. (Sanborn Map Company)
C-32
Item #6. Page 723
Meeting Date: 11/14/2023 / Packet Page #: 728
33 HISTORIC RESOURCE ASSESSMENT
117 E. Whitcomb Ave., 125/127 E. Whitcomb Ave.,
131 E. Whitcomb Ave., 415 N. Vista Bonita Ave.
Glendora, California
HISTORIC RESOURCES GROUP
12 S. Fair Oaks Avenue, Suite 200, Pasadena, CA 91105-3816 Telephone 626 793 2400, Facsimile 626 793 2401
historicresourcesgroup.com
Sanborn Fire Insurance map showing subject area (outlined in red) in 1928. The house and garage at 131 E. Whitcomb Avenue are represented. (Sanborn Map Company)
C-33
Item #6. Page 724
Meeting Date: 11/14/2023 / Packet Page #: 729
34 HISTORIC RESOURCE ASSESSMENT
117 E. Whitcomb Ave., 125/127 E. Whitcomb Ave.,
131 E. Whitcomb Ave., 415 N. Vista Bonita Ave.
Glendora, California
HISTORIC RESOURCES GROUP
12 S. Fair Oaks Avenue, Suite 200, Pasadena, CA 91105-3816 Telephone 626 793 2400, Facsimile 626 793 2401
historicresourcesgroup.com
Sanborn Fire Insurance map showing subject area (outlined in red) in 1931. The house and garage at 131 E. Whitcomb Avenue are represented, but the other parcels are still vacant. (Sanborn Map Company) C-34
Item #6. Page 725
Meeting Date: 11/14/2023 / Packet Page #: 730
35 HISTORIC RESOURCE ASSESSMENT
117 E. Whitcomb Ave., 125/127 E. Whitcomb Ave.,
131 E. Whitcomb Ave., 415 N. Vista Bonita Ave.
Glendora, California
HISTORIC RESOURCES GROUP
12 S. Fair Oaks Avenue, Suite 200, Pasadena, CA 91105-3816 Telephone 626 793 2400, Facsimile 626 793 2401
historicresourcesgroup.com
Aerial photograph with subject property outlined in red, 1934. This image shows the house and garage at 131 E. Whitcomb Avenue. (Special Research Collections, UCSB Library, University of California Santa Barbara) C-35
Item #6. Page 726
Meeting Date: 11/14/2023 / Packet Page #: 731
36 HISTORIC RESOURCE ASSESSMENT
117 E. Whitcomb Ave., 125/127 E. Whitcomb Ave.,
131 E. Whitcomb Ave., 415 N. Vista Bonita Ave.
Glendora, California
HISTORIC RESOURCES GROUP
12 S. Fair Oaks Avenue, Suite 200, Pasadena, CA 91105-3816 Telephone 626 793 2400, Facsimile 626 793 2401
historicresourcesgroup.com
Aerial photograph with subject property outlined in red, 1949. This image shows houses on all parcels of the subject property. (Special Research Collections, UCSB Library, University of California Santa Barbara) C-36
Item #6. Page 727
Meeting Date: 11/14/2023 / Packet Page #: 732
37 HISTORIC RESOURCE ASSESSMENT
117 E. Whitcomb Ave., 125/127 E. Whitcomb Ave.,
131 E. Whitcomb Ave., 415 N. Vista Bonita Ave.
Glendora, California
HISTORIC RESOURCES GROUP
12 S. Fair Oaks Avenue, Suite 200, Pasadena, CA 91105-3816 Telephone 626 793 2400, Facsimile 626 793 2401
historicresourcesgroup.com
Aerial photograph with subject property outlined in red, 1960. This image shows houses on all parcels of the subject property and includes the front house at 125 E. Whitcomb Avenue. (Special Research Collections, UCSB Library, University of California Santa Barbara)
EXISTING CONDITIONS PHOTOGRAPHS
C-37
Item #6. Page 728
Meeting Date: 11/14/2023 / Packet Page #: 733
38 HISTORIC RESOURCE ASSESSMENT
117 E. Whitcomb Ave., 125/127 E. Whitcomb Ave.,
131 E. Whitcomb Ave., 415 N. Vista Bonita Ave.
Glendora, California
HISTORIC RESOURCES GROUP
12 S. Fair Oaks Avenue, Suite 200, Pasadena, CA 91105-3816 Telephone 626 793 2400, Facsimile 626 793 2401
historicresourcesgroup.com
The following photographs were taken by
Historic Resources Group on April 13, 2020.
117 E. Whitcomb Avenue. View of the south (primary) façade, looking northwest.
C-38
Item #6. Page 729
Meeting Date: 11/14/2023 / Packet Page #: 734
39 HISTORIC RESOURCE ASSESSMENT
117 E. Whitcomb Ave., 125/127 E. Whitcomb Ave.,
131 E. Whitcomb Ave., 415 N. Vista Bonita Ave.
Glendora, California
HISTORIC RESOURCES GROUP
12 S. Fair Oaks Avenue, Suite 200, Pasadena, CA 91105-3816 Telephone 626 793 2400, Facsimile 626 793 2401
historicresourcesgroup.com
117 E. Whitcomb Avenue. View of the west façade with porch, looking north. 117 E. Whitcomb Avenue. View of the north façade with covered patio addition, looking south. 117 E. Whitcomb Avenue. View of the east facade, looking southwest.
C-39
Item #6. Page 730
Meeting Date: 11/14/2023 / Packet Page #: 735
40 HISTORIC RESOURCE ASSESSMENT
117 E. Whitcomb Ave., 125/127 E. Whitcomb Ave.,
131 E. Whitcomb Ave., 415 N. Vista Bonita Ave.
Glendora, California
HISTORIC RESOURCES GROUP
12 S. Fair Oaks Avenue, Suite 200, Pasadena, CA 91105-3816 Telephone 626 793 2400, Facsimile 626 793 2401
historicresourcesgroup.com
125 E. Whitcomb Avenue. View of the south (primary) façade, looking north. 125 E. Whitcomb Avenue. View of the west façade, looking northeast.
C-40
Item #6. Page 731
Meeting Date: 11/14/2023 / Packet Page #: 736
41 HISTORIC RESOURCE ASSESSMENT
117 E. Whitcomb Ave., 125/127 E. Whitcomb Ave.,
131 E. Whitcomb Ave., 415 N. Vista Bonita Ave.
Glendora, California
HISTORIC RESOURCES GROUP
12 S. Fair Oaks Avenue, Suite 200, Pasadena, CA 91105-3816 Telephone 626 793 2400, Facsimile 626 793 2401
historicresourcesgroup.com
125 E. Whitcomb Avenue. View of the north façade, looking southeast. 125 E. Whitcomb Avenue. View of the east façade, looking west.
C-41
Item #6. Page 732
Meeting Date: 11/14/2023 / Packet Page #: 737
42 HISTORIC RESOURCE ASSESSMENT
117 E. Whitcomb Ave., 125/127 E. Whitcomb Ave.,
131 E. Whitcomb Ave., 415 N. Vista Bonita Ave.
Glendora, California
HISTORIC RESOURCES GROUP
12 S. Fair Oaks Avenue, Suite 200, Pasadena, CA 91105-3816 Telephone 626 793 2400, Facsimile 626 793 2401
historicresourcesgroup.com
127 E. Whitcomb Avenue. View of west façade, looking east. 127 E. Whitcomb Avenue. View of north façade, looking south.
C-42
Item #6. Page 733
Meeting Date: 11/14/2023 / Packet Page #: 738
43 HISTORIC RESOURCE ASSESSMENT
117 E. Whitcomb Ave., 125/127 E. Whitcomb Ave.,
131 E. Whitcomb Ave., 415 N. Vista Bonita Ave.
Glendora, California
HISTORIC RESOURCES GROUP
12 S. Fair Oaks Avenue, Suite 200, Pasadena, CA 91105-3816 Telephone 626 793 2400, Facsimile 626 793 2401
historicresourcesgroup.com
127 E. Whitcomb Avenue. View of east façade with garage, looking northwest. 127 E. Whitcomb Avenue. View of garage with carport, looking southeast.
C-43
Item #6. Page 734
Meeting Date: 11/14/2023 / Packet Page #: 739
44 HISTORIC RESOURCE ASSESSMENT
117 E. Whitcomb Ave., 125/127 E. Whitcomb Ave.,
131 E. Whitcomb Ave., 415 N. Vista Bonita Ave.
Glendora, California
HISTORIC RESOURCES GROUP
12 S. Fair Oaks Avenue, Suite 200, Pasadena, CA 91105-3816 Telephone 626 793 2400, Facsimile 626 793 2401
historicresourcesgroup.com
131 E. Whitcomb Avenue. View of south (primary) facade, looking north. 131 E. Whitcomb Avenue. View of west facade, looking southeast.
C-44
Item #6. Page 735
Meeting Date: 11/14/2023 / Packet Page #: 740
45 HISTORIC RESOURCE ASSESSMENT
117 E. Whitcomb Ave., 125/127 E. Whitcomb Ave.,
131 E. Whitcomb Ave., 415 N. Vista Bonita Ave.
Glendora, California
HISTORIC RESOURCES GROUP
12 S. Fair Oaks Avenue, Suite 200, Pasadena, CA 91105-3816 Telephone 626 793 2400, Facsimile 626 793 2401
historicresourcesgroup.com
131 E. Whitcomb Avenue. View of north façade, looking south. 131 E. Whitcomb Avenue. View of east façade with screened porch, looking west.
C-45
Item #6. Page 736
Meeting Date: 11/14/2023 / Packet Page #: 741
46 HISTORIC RESOURCE ASSESSMENT
117 E. Whitcomb Ave., 125/127 E. Whitcomb Ave.,
131 E. Whitcomb Ave., 415 N. Vista Bonita Ave.
Glendora, California
HISTORIC RESOURCES GROUP
12 S. Fair Oaks Avenue, Suite 200, Pasadena, CA 91105-3816 Telephone 626 793 2400, Facsimile 626 793 2401
historicresourcesgroup.com
415 N. Vista Bonita Avenue. View of south and east facades, looking northwest. 415 N. Vista Bonita Avenue. View of south facade, looking north.
C-46
Item #6. Page 737
Meeting Date: 11/14/2023 / Packet Page #: 742
47 HISTORIC RESOURCE ASSESSMENT
117 E. Whitcomb Ave., 125/127 E. Whitcomb Ave.,
131 E. Whitcomb Ave., 415 N. Vista Bonita Ave.
Glendora, California
HISTORIC RESOURCES GROUP
12 S. Fair Oaks Avenue, Suite 200, Pasadena, CA 91105-3816 Telephone 626 793 2400, Facsimile 626 793 2401
historicresourcesgroup.com
415 N. Vista Bonita Avenue. View of west façade, looking west southeast. 415 N. Vista Bonita Avenue. View of north façade, looking southeast.
C-47
Item #6. Page 738
Meeting Date: 11/14/2023 / Packet Page #: 743
48 HISTORIC RESOURCE ASSESSMENT
117 E. Whitcomb Ave., 125/127 E. Whitcomb Ave.,
131 E. Whitcomb Ave., 415 N. Vista Bonita Ave.
Glendora, California
HISTORIC RESOURCES GROUP
12 S. Fair Oaks Avenue, Suite 200, Pasadena, CA 91105-3816 Telephone 626 793 2400, Facsimile 626 793 2401
historicresourcesgroup.com
415 N. Vista Bonita Avenue. View of east façade, looking west.
C-48
Item #6. Page 739
Meeting Date: 11/14/2023 / Packet Page #: 744
CORNERSTONE BIBLE CHURCH EXPANSION INITIAL STUDY
CITY OF GLENDORA
Appendix
August 2023
Appendix D Geotechnical Investigation
Item #6. Page 740
Meeting Date: 11/14/2023 / Packet Page #: 745
CORNERSTONE BIBLE CHURCH EXPANSION INITIAL STUDY
CITY OF GLENDORA
Appendix
PlaceWorks
This page intentionally left blank.
Item #6. Page 741
Meeting Date: 11/14/2023 / Packet Page #: 746
1645 Pacific Avenue, Suite 107 | Oxnard, CA 93033 | Ph (805) 486-6475 | Fax (805) 486-9016 Inspection | Testing | Geotechnical | Construction Engineering | Civil Engineering | Surveying
GEOTECHNICAL INVESTIGATION
CORNERSTONE BIBLE CHURCH
400 N GLENDORA AVE
GLENDORA, CA 91741
Prepared for:
CORNERSTONE BIBLE CHURCH
ATTENTION: MR. BOB STEBBING
400 N GLENDORA AVE
GLENDORA, CA 91741
Prepared by:
CTE SOUTH, INC.
1645 PACIFIC AVENUE, SUITE 107
OXNARD, CALIFORNIA 93033
CTE JOB NO.: 40-3817G JANUARY 27, 2020
D-1
Item #6. Page 742
Meeting Date: 11/14/2023 / Packet Page #: 747
TABLE OF CONTENTS
1.0 INTRODUCTION AND SCOPE OF SERVICES ........................................................ 1
1.1 Introduction ..................................................................................................... 1
1.2 Scope of Services ........................................................................................... 1
2.0 SITE DESCRIPTION ................................................................................................. 2
3.0 FIELD INVESTIGATION AND LABORATORY TESTING ......................................... 2
3.1 Field Investigation ........................................................................................... 2
3.2 Laboratory Testing .......................................................................................... 3
4.0 GEOLOGY ................................................................................................................ 3
4.1 General Setting ............................................................................................... 3
4.3 Groundwater Conditions ................................................................................. 4
4.4 Percolation Rate Calculations ......................................................................... 5
4.5 Geologic Hazards ........................................................................................... 6
4.5.1 Surface Fault Rupture ....................................................................... 7
4.5.2 Local and Regional Faulting.............................................................. 7
4.5.3 Historic Seismicity ............................................................................. 9
4.5.4 Liquefaction and Seismic Settlement Evaluation ............................ 10
4.4.5 Flooding, Tsunamis and Seiche Evaluation .................................... 11
4.5.6 Landsliding and Debris Flows ......................................................... 11
4.5.7 Compressible and Expansive Soils ................................................. 12
4.5.8 Corrosive Soils ................................................................................ 12
5.0 CONCLUSIONS AND RECOMMENDATIONS ....................................................... 13
5.1 General ......................................................................................................... 13
5.2 Site Preparation ............................................................................................ 13
5.3 Site Excavation ............................................................................................. 16
5.4 Fill Placement and Compaction .................................................................... 16
5.5 Fill Materials ................................................................................................. 17
5.6 Temporary Construction Excavations ........................................................... 18
5.6.1 General Shoring Recommendations ............................................... 18
5.6.2 Lateral Pressures ............................................................................ 18
5.6.3 Design of Soldier Piles .................................................................... 19
5.6.4 Lagging ........................................................................................... 19
5.6.5 Monitoring ....................................................................................... 20
5.7 Foundations and Slab Recommendations .................................................... 20
5.7.1 Foundations .................................................................................... 20
5.7.2 Foundation Settlement .................................................................... 22
5.7.3 Foundation Setback ........................................................................ 22
5.7.4 Interior Concrete Slabs ................................................................... 22
5.8 Lateral Resistance and Earth Pressures ...................................................... 24
5.9 Underground Structure ................................................................................. 26
5.9.1 Drainage System ............................................................................ 27
5.10 Exterior Flatwork .............................................................................. 27
5.11 Infiltration/Percolation Recommendations .................................................. 28
5.12 Drainage ..................................................................................................... 28
5.13 Pavement Design ....................................................................................... 29
5.14 Construction Observation ........................................................................... 30
5.15 Plan Review ................................................................................................ 31
6.0 LIMITATIONS OF INVESTIGATION ....................................................................... 31 D-2
Item #6. Page 743
Meeting Date: 11/14/2023 / Packet Page #: 748
FIGURES
FIGURE 1 SITE LOCATION MAP
FIGURE 2 SITE PLAN
FIGURE 3 GEOLOGIC MAP
FIGURE 4 GEOHAZARDS MAP
APPENDICES
APPENDIX A REFERENCES CITED
APPENDIX B FIELD EXPLORATION METHODS AND BORING LOGS
APPENDIX C LABORATORY METHODS AND RESULTS
APPENDIX D STANDARD SPECIFICATIONS FOR GRADING AND
TRENCHING
D-3
Item #6. Page 744
Meeting Date: 11/14/2023 / Packet Page #: 749
Geotechnical Investigation
400 N Glendora Ave, Glendora CA 91741
January 27, 2020 CTE Job No. 40-3817G
1.0 INTRODUCTION AND SCOPE OF SERVICES
1.1 Introduction
This report presents the results of the preliminary geotechnical investigation, performed by CTE South, Inc. (CTE), and provides conclusions and recommendations for the proposed development at the existing Cornerstone Bible Church in Glendora, California (Figure 1).
The investigation has been performed in general accordance with the terms of our proposal no. R-19125, dated December, 2019. We understand that proposed improvements are to consist of the demolition of selected structures present on the site, remodeling of one historical structure to remain, construction of a two-story storage building and a single story main with a basement classroom area. The remaining portion of the site will be developed with paved parking areas, driveways utilities, landscaping and flatwork as indicated on figure 2. Recommendations for excavations, fill placement, and foundation design for the proposed structure are presented in this report. References reviewed for this report are provided in Appendix A.
1.2 Scope of Services
The scope of services provided included:
Review of readily available geologic and soils reports. Coordination of utility mark-outs.
Excavation of truck-mounted exploratory borings and percolation test pits, and soil sampling.
The performance of percolation testing in six percolation test pits. Laboratory testing of selected soil samples.
Description of the geology and evaluation of potential geologic hazards. Engineering and geologic analysis.
Preparation of this report.
D-4
Item #6. Page 745
Meeting Date: 11/14/2023 / Packet Page #: 750
Geotechnical Investigation
400 N Glendora Ave, Glendora CA 91741
January 27, 2020 CTE Job No. 40-3817G
2.0 SITE DESCRIPTION
The subject site is located northeast of the intersection of Glendora Ave. and Whitcomb Ave, in the city of Glendora, California (Figure 1). This site is currently developed with a one story church and 3 one-story and two-story residences. The subject site is bounded on the north, by an alleyway, beyond which one-story and two-story single family residences. The site is bounded to the west of Glendora Ave, beyond which are one-story single family residences. The subject site is bounded on the south by Whitcomb Ave, beyond which there is a relatively small one-story commercial office, and one-story and two-story single family residences. The subject site is bounded on the east by Vista Bonita Ave, beyond which are one-story single family residences.
3.0 FIELD INVESTIGATION AND LABORATORY TESTING
3.1 Field Investigation
The field investigation, conducted from December 27 and 28, 2019, included a visual reconnaissance, the excavation of three exploratory borings, as well as the excavation of six percolation test pits, and the performance of percolation testing. Borings were excavated with a truck-mounted drill rig equipped with eight-inch-diameter, hollow-stem augers that were advanced to depths ranging from 25 feet to 41.5 feet below the ground surface (bgs). Disturbed bulk samples representing a mixture of soils at relatively shallow depths were recovered from boring cuttings. Relatively undisturbed samples were collected by driving Standard Penetration Test and Modified California samplers within the borings at various depths as indicated on the Boring Logs (Appendix B).
D-5
Item #6. Page 746
Meeting Date: 11/14/2023 / Packet Page #: 751
Geotechnical Investigation
400 N Glendora Ave, Glendora CA 91741
January 27, 2020 CTE Job No. 40-3817G
The soils were logged in the field and visually classified in general accordance with the Unified Soil Classification System. The field descriptions have been modified, where appropriate, to reflect laboratory test results. Boring logs, including descriptions of the soils encountered, are included in Appendix B. The approximate locations of the borings and percolation test pits are presented on Figure 2.
3.2 Laboratory Testing
Laboratory tests were conducted on selected soil samples for classification purposes, and to evaluate physical properties and engineering characteristics. Laboratory tests included:
Particle-Size distribution, in place moisture and density, shear, Soil Corrosion, Test descriptions and laboratory results are presented in Appendix C.
4.0 GEOLOGY
4.1 General Setting
The site is located on an alluvial fan/apron near the base of the southwestern side of the San Gabriel Mountains, within the Transverse Ranges geomorphic province. The eastwest trending Transverse Ranges, a group of mountain ranges in Southern California that span between Point Conception to the west and the San Bernardino Mountains to the east, also include the San Gabriel Mountains, the Santa Ynez Mountains, and several of the northerly Channel Islands. The Geology found in the San Gabriel Mountains is composed of mostly Mesozoic granitic rocks the remaining geology is composed of Precambrian igneous and metamorphic rock complexes. Sediments in the alluvial fan are derived from the aforementioned rock types that comprise the San Gabriel Mountains.
D-6
Item #6. Page 747
Meeting Date: 11/14/2023 / Packet Page #: 752
Geotechnical Investigation
400 N Glendora Ave, Glendora CA 91741
January 27, 2020 CTE Job No. 40-3817G
4.2 Geologic and Soil Conditions
Based on the regional geologic map prepared by Dibblee, et. al. (2002). the site is underline Holocene alluvial gravel and sand deposits from the San Gabriel Mountains (Figure 3).
The United States Department of Agriculture’s (USDA) Web Soil Survey identifies two soils in the project area (Figure 5). One soil is identified as “Urban land-Palmview-Tujunga, complex, 0 to 5 percent slopes”, described as typically containing fine sandy loam to a profile depth of 79 inches. The USDA website indicates that Urban land-Palmview-Tujunga complex comprises the majority of the site (90%). The website indicates that the north/northeast quarter of the site is underlain with “Urban land-Palmview-Tujunga gravely complex 0 to 5 percent slopes”, which are described as being comprised of fine sandy loam and sandy loam to a profile depth of 79 inches.
Alluvial Deposits were encountered in the exploratory borings to the maximum explored depth of 41.5 feet bgs. These soils were generally found to consist of medium dense to dense silty sands interbedded with clayey and gravely sands with lenses of clay below approximately 33ft. Soils encountered during subsurface investigation were generally found to be consistent with Dibblee (2000) and USDA findings.
4.3 Groundwater Conditions
At the time of drilling, no groundwater was observed in Boring B-1 through B-3.
The Los Angeles County Department of Public Works maintains monitoring wells at various D-7
Item #6. Page 748
Meeting Date: 11/14/2023 / Packet Page #: 753
Geotechnical Investigation
400 N Glendora Ave, Glendora CA 91741
January 27, 2020 CTE Job No. 40-3817G
locations. One of the wells (State Well ID #4356) is located approximately 6561.7 feet to the southeast near the intersection of S Loraine Ave and Steffen St. elevation of 829 feet above msl. Groundwater measurements were taken periodically between March 1975 and June 2009. The County of Los Angeles indicates that historical groundwater varied between 83.6 and 101.2 feet below current ground levels. In addition, a “Seismic Hazards Report” for the Glendora Quadrangle by the California Geological Survey shows historical groundwater may have reached between 100 feet below ground levels at the project location.
4.4 Percolation Rate Calculations
The percolation tests were performed per the “Conventional and Non-Conventional Onsite Wastewater Treatment Systems - Requirements and Procedures,” by the Los Angeles County Department of Public Health, Environmental Health Land Use Program, dated November 28, 2018, within native materials encountered in the excavated percolation test pits. The soil percolation rate is defined by the average time in minutes for a 1-inch column of water to “seep” into the soil, or how many inches that the water column will seep into the soil. Percolation rates were calculated (in minutes per inch) by dividing the time (in minutes) by the change (drop) in water level (in inches), and by dividing the change in water (in inches) per hour. No correction factor was used in the calculation for test pit diameter. The following is a summary of the percolation test results.
D-8
Item #6. Page 749
Meeting Date: 11/14/2023 / Packet Page #: 754
Geotechnical Investigation
400 N Glendora Ave, Glendora CA 91741
January 27, 2020 CTE Job No. 40-3817G
Table 1: Percolation Test Results
Percolation Test
Designation
Total Depth
(in inches)
Percolation
Rate
(minutes per inch)
Average Percolation
Rate Per Location
(minutes per inch)
P-1 36 72
P-2 36 51 54
P-3 36 40
P-4 36 51
P-5 36 48 60
P-6 36 33
The percolation rates observed in the six percolation test pits were generally moderate. As such, the infiltration system should be designed moderately conservatively per the recommendations in Section 5.10 of this report.
It has been our experience in the subject area that entrained minerals often precipitate within drain systems over time in the form of calcium carbonate, sodium bicarbonate and other “evaporative” minerals. We recommend that any subsurface dispersion system designed account for the likelihood of mineral deposits that may clog or disrupt the system over the long term.
4.5 Geologic Hazards
Geologic hazards that were considered to have potential impacts to site development were evaluated based on field observations, literature review, and laboratory test results. It appears that the geologic hazards at the site are primarily limited to those caused by shaking from earthquake-generated ground motions. The following paragraphs discuss the geologic hazards considered and their potential risk to the site.
D-9
Item #6. Page 750
Meeting Date: 11/14/2023 / Packet Page #: 755
Geotechnical Investigation
400 N Glendora Ave, Glendora CA 91741
January 27, 2020 CTE Job No. 40-3817G
4.5.1 Surface Fault Rupture
Based on site reconnaissance and review of the referenced literature, the site is not within a State of California-designated Alquist-Priolo Earthquake Fault Studies Zone (Figure 5), and no known active fault traces underlie or project directly toward the site. According to the California Geological Survey, a fault is active if it displays evidence of activity in the last 11,000 years (CGS Special Publication 42, 2007).
Therefore, the potential for surface rupture from displacement or fault movement beneath the proposed improvements is considered to be low.
4.5.2 Local and Regional Faulting
The California Geological Survey (CGS) and the United States Geological Survey (USGS) broadly group faults as “Class A” or “Class B”. Class A faults are identified based upon relatively well-defined paleoseismic activity, and a fault-slip rate of more than 5 millimeters per year (mm/yr). In contrast, Class B faults have comparatively less defined paleoseismic activity and are considered to have a fault-slip rate less than 5 mm/yr. The nearest known Class B fault is a segment of the Raymond fault located approximately 12.2 kilometers northwest of the site.
D-10
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TABLE 2
NEAR-SITE FAULT PARAMETERS
FAULT NAME
APPROXIMATE
DISTANCE
FROM SITE (KM)
MAXIMUM
EARTHQUAKE
MAGNITUDE
CLASSIFICATION
Raymond Fault 12.2 6.5 B
San Andreas Fault 29.4 A
Seismic ground motion values listed on the following Table 3 were derived in accordance with the 2018 International Building Code (IBC) and the 2016 California Building Code (CBC) that became effective January 1, 2014. The ground motion parameters were established based on Site Class and coordinates using the Applied Technology Council website (on line at https://hazards.atcouncil.org). Results for each set of seismic ground motion values, shown on Table 3, are based on the site coordinates of 34.141817 north latitude and -117.964831 longitude. These values are intended for the design of structures to resist the effects of earthquake ground motion.
D-11
Item #6. Page 752
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Geotechnical Investigation
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January 27, 2020 CTE Job No. 40-3817G
TABLE 3
2018 IBC and 2020 CBC SEISMIC
GROUND MOTION VALUES
PARAMETER VALUE REFERENCE
Site Class D 2018 IBC
Peak Ground Acceleration, PGA 0.865 2018 IBC
Mapped Spectral Response
Acceleration Parameter, SS 2.407 CBC Figure 22.1 (1)
Mapped Spectral Response
Acceleration Parameter, S1 .901 CBC Figure 22.2(2)
Seismic Coefficient, Fa 1 CBC Table 14.4-1(1)
Seismic Coefficient, Fv 1.5 CBC Table 14.2-2(2)
MCE Spectral Response
Acceleration Parameter, SMS 2.407 CBC Equation14.4-1
MCE Spectral Response
Acceleration Parameter, SM1 0.901 CBC Equation14.4-2
Design Spectral Response
Acceleration, Parameter SDS 1.605 CBC Equation14.4-3
Design Spectral Response
Acceleration, Parameter SD1 0.901 CBC Equation14.4-4
As such, the site could be subjected to significant shaking in the event of a major earthquake on any of the faults listed above or other faults in the Southern California.
4.5.3 Historic Seismicity
The recent seismic history (last 50 years) of the site area is moderate compared to other areas of Southern California. [No earthquakes above a 6.0 have been reported within a 50 km radius of the project site during the period of instrumental recordings, which began in the early 1900s.] The largest of the recorded earthquakes was the 1987 Whittier Narrows (moment magnitude of 5.9).
D-12
Item #6. Page 753
Meeting Date: 11/14/2023 / Packet Page #: 758
Geotechnical Investigation
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January 27, 2020 CTE Job No. 40-3817G
Review of the CGS historical California earthquake epicenters (http://redirect.conservation.ca.gov/cgs/rghm/quakes/historical/index.htm) for earthquakes with magnitude greater than M5.5 within 50 kilometers of the project site are provided on the following Table 4.
TABLE 4
Relatively Nearby Earthquake History
EARTHQUAKE
DATE
(yr-mo-day)
EARTHQUAKE
TIME (GMT) MAGNITUDE
DISTANCE
FROM SITE
(km)
GENERAL
LOCATION
1990-02-28 1544 5.4 15.2 Upland
1987-10-01 NA 5.9 21.5 Whittier Narrows
2008-07-29 1142 5.4 23.0 Chino Hills
1926-02-18 0338 5.0 24.7 Pasadena
1991-06-28 0743 5.8 25.7 Sierra Madre
4.5.4 Liquefaction and Seismic Settlement Evaluation
Liquefaction occurs when saturated fine-grained sands or silts lose their physical strengths during earthquake-induced shaking and behave like a liquid. This is due to loss of point-to-point grain contact and transfer of normal stress to the pore water.
Liquefaction potential varies with water level, soil type, material gradation, relative density, and probable intensity and duration of ground shaking. Seismic settlement results from densification of loose soils and can occur with or without liquefaction.
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Item #6. Page 754
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Geotechnical Investigation
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January 27, 2020 CTE Job No. 40-3817G
State of California Seismic Hazard Zones mapping for the Glendora Quadrangle (CGS, 1999) indicates that the site is located within a zone of required investigation for liquefaction. The mapping is based on historical occurrence of liquefaction or local, geological, geotechnical, or groundwater conditions.
Based on the relatively deep groundwater conditions, the relatively dense soils encountered during the field exploration, and the high quantity of fine-grained soils (silts and clays), it is our opinion that the potential for liquefaction during a major seismic event is relatively low.
4.4.5 Flooding, Tsunamis and Seiche Evaluation
According to the 2010 Federal Emergency Management Agency (FEMA) mapping, the project site lies within a “0.2% Annual Chance Flood Hazard Zone.” As such, we consider the chance of flooding to be relatively minimal, but should be considered during the design of the proposed building.
Due to the site’s location, elevation, and distance to bodies of water, the risk of flooding or damage to the site due to tsunamis or oscillatory waves (seiches) is considered negligible.
4.5.6 Landsliding and Debris Flows
Based on our review of regional maps prepared in the site vicinity, no landslides were mapped in the site area or in the adjacent hills. In addition, landslides were not D-14
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encountered during our field exploration. The adjacent hills, canyons and an intermittent creek to the north of subject site are relatively close enough to the site such that the threat from debris flows should be considered low to moderate.
4.5.7 Compressible and Expansive Soils
Based on geologic observation and laboratory testing, the near-surface materials at the site generally have low to moderate expansion potential (EI lower than 90). The presence of expansive materials is not anticipated but maybe present due to the interbedded nature of the soils observed in the borings at the site. An expansion index test should be performed on the soils at final grade to confirm the findings in Section 4.2 of this report.
4.5.8 Corrosive Soils
Laboratory test results indicate that near-surface soils at the site generally present a negligible sulfate exposure to Portland cement concrete (2016 CBC; ACI 318, Table
4.3.1). The subject site would generally be considered to have a low corrosion potential. However, the soil resistivity test results for have been interpreted by others to represent a moderate potential for corrosivity for buried metallic conduits (Roberge, 1999). Additionally, there is a high percentage of clay materials present at the site, which are considered to have a lower resistivity, and thus a higher potential for corrosivity, than coarser grained materials such as sands or gravels.
As such, it would seem prudent to utilize plastic conduits where proposed below grade and feasible. However, CTE does not practice corrosion engineering.
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Geotechnical Investigation
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January 27, 2020 CTE Job No. 40-3817G
Therefore, if corrosion of metallic improvements is of more significant concern, a qualified corrosion engineer could be consulted.
5.0 CONCLUSIONS AND RECOMMENDATIONS
5.1 General
We conclude that the proposed development of the site is feasible from a geotechnical standpoint, provided the preliminary recommendations in this report are incorporated into the design and construction of the project. Recommendations for the proposed earthwork and improvements are included in the following sections and Appendix D. However, recommendations in the text of this report supersede those presented in Appendix D. The recommendations may require modifications as project plans evolve or based on the conditions encountered during earthwork.
5.2 Site Preparation
Following demolition of any existing structures in the area of the proposed addition and associated improvements, the proposed improvement areas should be cleared of existing debris and deleterious materials. Objectionable materials, such as existing fill material, construction debris, vegetation, and other deleterious materials not suitable for structural backfill should be disposed of off-site at a regulated disposal facility. Based on our explorations and review of available information, we anticipate approximately 2 or 3 feet of the existing soils at the site may be disturbed during previous construction or grading for the current improvements at the site. As such, the depth to competent native material may vary across the site, and should be identified by a CTE representative prior to placement of D-16
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compacted fill.
In the area of the proposed buildings and distress-sensitive improvements, existing fill material and any eroded, desiccated, burrowed, or otherwise loose or disturbed soils should be excavated to the depth of competent native materials, at a minimum of three feet below existing grades, whichever depth is greatest, as described herein.
Total depths of overecavations will vary, depending on the portion of the project to be constructed. Overexcavation and removal recommendations for three types of improvements have been given below:
1. Overexcavations in the area of the proposed main building with a proposed basement should not be required, so long as foundations are placed in undisturbed, natural materials at a minimum depth of 5 feet. Further recommendations may be required if the basement does not cover or extend to the entire footprint of the proposed main building.
2. Overexcavations in the area of the proposed 2-story building should extend a minimum of five feet, or three feet below proposed footings, whichever is deepest.
Overexcavations should extend 5 feet laterally.
3. Removals in proposed pavement, flatwork, or similar surface improvement areas should extend to competent materials, as directed by CTE during grading, and to a minimum depth of 12-inches below proposed or existing grades, whichever is deeper.
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Geotechnical Investigation
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January 27, 2020 CTE Job No. 40-3817G
Exposed subgrades should be scarified, moisture conditioned, and properly compacted prior to receiving compacted fill.
If overexcavations extend such that they are adjacent to existing buildings, the overexcavations generally should not extend within a 1:1 plane extended down from the bottom of the existing footing that are to remain. However, depending on the condition of soils that will remain in place due to these limits, additional review and recommendations for additional removals could be required during grading. Depending on the depth of the existing building footings to remain, alternating slot excavations could be required during earthwork in order to properly prepare the underlying soils within the proposed improvements’ bearing zone of influence.
Existing below-ground utilities should be redirected around the structure or, alternatively, the conflicting utility backfill material should be overexcavated to the depth of suitable material with the resultant void filled with a minimum one-sack cement/sand slurry or compacted fill. Existing utilities at an elevation to extend through the proposed footings should be sleeved and caulked to minimize the potential for moisture migration below the structure slab. Any existing utility backfill present within the prism created by a 1:1 plane extending from the outer edges of the footings to suitable material up to a minimum five feet beyond the building perimeter should be overexcavated and one-sack cement/sand slurry or compacted fill soil should be placed in the resulting area, as feasible. Abandoned pipes exposed by grading should be removed or securely capped at the limits of the removal excavations to prevent moisture from migrating beneath foundation and slab soils.
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Item #6. Page 759
Meeting Date: 11/14/2023 / Packet Page #: 764
Geotechnical Investigation
400 N Glendora Ave, Glendora CA 91741
January 27, 2020 CTE Job No. 40-3817G
An engineer or geologist from CTE should observe all exposed ground surfaces prior to scarification and placement of compacted fill. As indicated, excavation should continue until suitable native materials are encountered. Organic and other deleterious materials not suitable for structural backfill should be properly disposed of off site.
5.3 Site Excavation
Based on CTE’s observations, shallow excavations at the site should be feasible using standard, well-maintained heavy-duty construction equipment run by experienced operators. Excessively dense soils or large boulders requiring larger equipment or nonstandard methods of excavation are not anticipated at the subject site, but cannot be precluded, especially in undocumented fill areas (if encountered).
5.4 Fill Placement and Compaction
Following removal of all existing fill material and any loose, disturbed soils, the areas to receive fills or improvements should be scarified approximately six inches, moisture conditioned, and properly compacted or wetted and proof-rolled, as appropriate. Fill and backfill should be compacted to a minimum relative compaction of 95 percent, at a moisture content at or near optimum, as evaluated by ASTM D 1557. The optimum lift thickness for fill soil will depend on the type of compaction equipment used. Generally, backfill should be placed in uniform, horizontal lifts not exceeding eight inches in loose thickness. Fill placement and compaction should be conducted in conformance with local ordinances.
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5.5 Fill Materials
The on-site existing fill material and native materials are anticipated to be suitable for use as fill and backfill material. However, localized unsuitable materials, especially within the undocumented fill areas, could be encountered. Fill materials should be screened of organic materials and materials generally greater than three inches in maximum dimension.
Irreducible materials greater than three inches in maximum dimension were not identified in the preliminary investigation; however, if such materials are encountered, they generally should not be used in shallow fills (within two feet of proposed foundations and utilities, or within three feet of proposed grades). In utility trenches, adequate bedding should surround pipes.
Imported fill beneath structures, pavement, and walks should have an expansion index of 20 or less (per ASTM D 4829). Imported fill soils for use in structural or slope areas should be evaluated by the soils engineer before importation to the site.
Retaining wall backfill, including proposed elevator pits or similar, located within a 45- degree wedge extending up from the heel of the wall should consist of soil having an Expansion Index of 20 or less (ASTM D 4829) with less than 30 percent passing the No. 200 sieve. The upper 12 to 18 inches of wall backfill could consist of lower permeability soils, in order to reduce surface water infiltration behind walls. Wall back drain details should be as per the project structural engineer and/or architect.
D-20
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Geotechnical Investigation
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January 27, 2020 CTE Job No. 40-3817G
5.6 Temporary Construction Excavations
Temporary, un-surcharged excavations up to four feet deep may be cut vertically. Deeper excavations should be sloped back or shored. Temporary sloped excavations should be cut at a slope of 1:1 (horizontal:vertical) or flatter. Permanent slopes should be no steeper than 2:1. Vehicles and storage loads should not be placed within 10 feet of the top of the excavation. Deeper temporary slopes may be sloped or retained with shoring.
If temporary slopes are to be maintained during the rainy season, berms are recommended along the tops of slopes to divert runoff water from entering the excavation and eroding the slope faces.
5.6.1 General Shoring Recommendations
Shoring methods such as cantilevered shoring, tied-back walls or bracing with struts may be considered. The actual method of support should be evaluated by a shoring specialist.
The following recommendations are preliminary. Additional and more detailed recommendations can be provided on request.
5.6.2 Lateral Pressures
For design of cantilevered shoring, a triangular distribution of lateral earth pressure may be used. It may be assumed that the retained soils with a level surface behind the cantilevered shoring will exert a lateral pressure equal to that developed by a fluid with a density of 35 pounds per cubic foot. The use of cantilevered shoring is D-21
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Geotechnical Investigation
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January 27, 2020 CTE Job No. 40-3817G
usually limited to a retained height of approximately 15 to 20 feet and shoring adjacent to any existing structures should be carefully evaluated since such shoring will be subject to deflection greater than braced or tied-back shoring.
5.6.3 Design of Soldier Piles
For the design of soldier piles spaced at least two diameters on-center, the allowable lateral bearing value (passive value) of the soils below the level of excavation may be assumed to be 250 pounds per square foot per foot of depth. To develop the full lateral value, provisions should be taken to assure firm contact between the soldier piles and the undistributed soils. The concrete placed in the soldier pile excavations may be a lean-mix concrete. However, the concrete used in that portion of the pile which is below the planned excavated level should be of sufficient strength to adequately transfer the imposed loads to the surrounding materials.
5.6.4 Lagging
Continuous lagging will be required between the soldier piles. The lagging should be installed as the excavation proceeds. The soldier piles should be designed for the full anticipated lateral pressure. However, the pressure on the lagging will be less due to arching in the soils. We recommend that the lagging be designed for the recommended earth pressure but limited to a maximum value of 400 pounds per square foot.
D-22
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5.6.5 Monitoring
Some means of monitoring the performance of the shoring system is recommended.
The monitoring should consist of periodic surveying of the lateral and vertical locations of the tops of soldier piles and the lateral movement along the lengths of selected soldier piles.
5.7 Foundations and Slab Recommendations
The following recommendations are for preliminary design purposes only. These foundation recommendations should be reviewed after completion of rough grading of the building pad areas. We anticipate that the expansion potential of the site will be relatively low to moderate. The recommendations herein have been developed for soils with an EI of less than 90. Therefore, after finish grades are reached, testing for EI should be conducted and these recommendations updated, as/if necessary.
5.7.1 Foundations
Continuous and isolated spread footings are suitable for use at this site. Foundation dimensions and reinforcement should be based on allowable bearing values of 2,000 pounds per square foot (psf) for minimum 15-inch wide footings embedded at least 24 inches below the lowest exterior rough grade elevation. The allowable bearing value may be increased by 250 psf for each additional 12 inches of width or depth of embedment, up to a maximum value of 3,000 psf.
D-23
Item #6. Page 764
Meeting Date: 11/14/2023 / Packet Page #: 769
Geotechnical Investigation
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January 27, 2020 CTE Job No. 40-3817G
Footings for the proposed new main building with a basement can be founded on natural soils. If the basement for the proposed main building is partial and not covering the entire footprint of the proposed building, then further overexcavation and recompaction recommendations, and footing recommendations may be necessary once final plans are available.
We anticipate that all building footings for the proposed 2-story structure will be founded on a minimum of three feet of properly compacted fill derived from suitable materials as recommended herein with a moderate expansion potential (EI less than 90). Since footing depths should be a minimum of 2 feet below grades, overexavations for the proposed 2-story building will require a minimum of 5-foot overexcavation, both vertically and laterally.
The allowable bearing value may also be increased by one-third for short-duration loading which includes the effects of wind or seismic forces. If elastic design is utilized, an uncorrected subgrade modulus of reaction (k) of 135 pounds per square inch per inch is considered appropriate for the proposed foundations.
Minimum footing reinforcement for continuous footings should be as per the structural engineer, but consist of a minimum four #5 bars, two near the top and two near the bottom, in order to provide additional rigidity against the anticipated moderately expansive site soils. The structural engineer should provide D-24
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recommendations for reinforcement of any spread footings and footings with pipe penetrations.
Footing excavations should generally be maintained above optimum moisture content until concrete placement. If footing excavations are allowed to dry out, presoaking of the excavation to a minimum 120% of the optimum moisture content would likely be recommended.
5.7.2 Foundation Settlement
The static settlement is expected to be on the order of one inch and the differential settlement is expected to be on the order of 0.5 inch.
5.7.3 Foundation Setback
Footings for structures should be designed such that the horizontal distance from the face of adjacent slopes to the outer edge of the footing is at least 10 feet. In addition, footings should bear beneath a 1:1 plane extended up from the nearest bottom edge of adjacent trenches and/or excavations. Deepening of affected footings may be a suitable means of attaining the prescribed setbacks.
5.7.4 Interior Concrete Slabs
Due to the anticipated moderately expansive site soils, lightly loaded concrete slabs should be designed for the anticipated loadings but measure at least 5 inches in thickness with minimum slab reinforcement of #4 reinforcing bars spaced no more D-25
Item #6. Page 766
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Geotechnical Investigation
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than 18 inches, on center, each way, at above mid-slab height, but with proper concrete cover; unless more stringent recommendations by the project architect or structural engineer are provided. If elastic design is utilized, a subgrade modulus of reaction of 135 pounds per square inch per inch is considered appropriate.
In moisture-sensitive floor areas, a suitable vapor retarder of at least ten-mil thickness (with all laps or penetrations sealed or taped) overlying a two-inch layer of consolidated aggregate base or clean sand (with SE of 30 or greater) should be installed. A maximum two-inch layer of similar material may be placed above the vapor retarder to protect the membrane during steel and concrete placement; however, best protection from moisture intrusion or emission through the slab is anticipated to result from placement of slab concrete directly upon the vapor retarder. This recommended protection is generally considered typical in the industry. If proposed floor areas or coverings are considered especially sensitive to moisture emissions, additional recommendations from a specialty consultant could be obtained. CTE is not an expert at preventing moisture penetration through slabs.
A qualified architect or other experienced professional could be contacted if moisture penetration is a more significant concern.
Subgrade materials should be maintained near or above optimum moisture content until slab underlayment or concrete are placed.
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January 27, 2020 CTE Job No. 40-3817G
5.8 Lateral Resistance and Earth Pressures
Lateral loads acting against structures may be resisted by friction between the footings and the supporting soil or passive pressure acting against structures. If frictional resistance is used, we recommend allowable coefficients of friction of 0.30 (total frictional resistance equals the coefficient of friction multiplied by the dead load) for concrete cast directly against compacted fill. A design passive resistance value of 200 pounds per square foot per foot of depth (with a maximum value of 1,500 pounds per square foot) may be used.
The allowable lateral resistance can be taken as the sum of the frictional resistance and the passive resistance, provided the passive resistance does not exceed two-thirds of the total allowable resistance.
Retaining walls up to approximately eight feet high and backfilled using granular soils (most likely imported or select onsite soils) may be designed using the equivalent fluid weights given in Table 6.
TABLE 6
EQUIVALENT FLUID UNIT WEIGHTS
(pounds per cubic foot)
WALL TYPE LEVEL BACKFILL
SLOPE BACKFILL
2:1 (HORIZONTAL:
VERTICAL)
CANTILEVER WALL
(YIELDING) 40 50
RESTRAINED WALL 65 80
D-27
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January 27, 2020 CTE Job No. 40-3817G
Lateral pressures on cantilever retaining walls (yielding walls) due to earthquake motions may be calculated based on work by Seed and Whitman (1970). The total lateral thrust against a properly drained and backfilled cantilever retaining wall above the groundwater level can be expressed as:
PAE = PA + ∆PAE
For non-yielding (or “restrained”) walls, the total lateral thrust may be similarly calculated based on work by Wood (1973):
PKE = PK + ∆PKE
Where:
PA = Static Active Thrust (given previously Table 8)
PK = Static Restrained Wall Thrust (given previously Table 8) ∆PAE = Dynamic Active Thrust Increment = (3/8) kh γH2
∆PKE = Dynamic Restrained Thrust Increment = kh γH2
kh = ½ Peak Ground Acceleration = ½(SDS/2.5)
H = Total Height of the Wall
γ = Total Unit Weight of Soil ≈ 135 pounds per cubic foot The increment of dynamic thrust in both cases should be distributed trapezoidally, with a line of action located at 0.6H above the bottom of the wall.
These values assume non-expansive backfill and free-draining conditions. Measures should be taken to prevent moisture buildup behind all retaining walls. Drainage measures should include free-draining backfill materials and sloped, perforated drains. These drains should discharge to an appropriate off-site location. Wall backdrains and waterproofing D-28
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should be adequately detailed and/or specified as per the project structural engineer or architect.
5.9 Underground Structure
The finished surface of the basement for the proposed building is expected to be constructed to a depth of approximately 15 feet below the existing ground surface (including the footing depths). Based on the anticipated grading, the structure may be founded on spread footings designed in accordance with the foundation recommendations previously presented.
For basement walls below grade, we recommend that they be designed for a triangular pressure distribution of 40 pcf. The seismic pressure should be added as outlined in Section 5.8. The recommended earth pressure assumes that a drainage system will be installed the behind the base of the walls, so that external water pressure will not develop against the basement walls.
In addition to the recommended earth pressures, the walls adjacent to vehicular traffic areas should be designed to resist a uniform lateral pressure of 100 pounds per square foot, acting as a result of an assumed 300 pounds per square foot surcharge behind the walls due to normal traffic.
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5.9.1 Drainage System
Walls below grade should be properly drained. Drainage behind the parking garage walls may be provided by a geosynthetic drainage composite. In our opinion, Miradrain 6000 (or the equivalent), attached to the back of the wall before backfilling, would provide satisfactory drainage. The drain should be placed continuously along the back of the wall and connected to a 6-inch-diameter perforated discharge pipe. The pipe should be sloped at least 2% and surrounded by one cubic foot per foot of filter gravel wrapped in geo-fabric. The drain should discharge through a solid pipe to a sump or other appropriate outlet. The wall should be appropriately waterproofed.
The filter gravel should meet the requirements of Class II Permeable Material as defined in the current State of California, Department of Transportation, Standard Specifications. If Class II Permeable Material is not available, 3/4-inch crushed rock or gravel can be used. The crushed rock or gravel should have less than 5% passing a No. 200 sieve.
5.10 Exterior Flatwork
To reduce the potential for cracking in exterior flatwork caused by minor movement of subgrade soils and concrete shrinkage, we recommend that such flatwork be installed with crack-control joints at appropriate spacing as designed by the project architect.
Additionally, we recommend that flatwork be installed with at least #3 reinforcing bars at D-30
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maximum 24-inch centers, each way, at mid-height of slab or as per the other project consultants. Flatwork, which should be installed with crack control joints, includes driveways, sidewalks, and architectural features. All subgrades should be prepared according to the earthwork recommendations previously given before placing concrete.
Positive drainage should be established and maintained next to all flatwork. Subgrade materials shall be maintained or elevated to above optimum moisture content until just before concrete placement.
5.11 Infiltration/Percolation Recommendations
The infiltration rates across the site vary from 48 to 54 minutes per inch We recommend designing a system that assumes approximately 60 minutes per inch or ½ inch per hour with the assumption that portions of the infiltration system will overlay extremely slow or non-percolating soils.
5.12 Drainage
Surface runoff should be collected and directed away from improvements by means of appropriate erosion-reducing devices and positive drainage should be established around the proposed improvements. Positive drainage should be directed away from improvements at a gradient of at least two percent for a distance of at least five feet.
However, the project civil engineers should evaluate the on-site drainage and make necessary provisions to keep surface water from affecting the site.
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Generally, CTE recommends against allowing water to infiltrate building pads or adjacent to slopes. We understand that some agencies are encouraging the use of storm-water infiltration devices. Use of such devices tends to increase the possibility of high groundwater and soil, slope, and/or wall instability. If infiltration devices must be used, then we recommend that they be underlain by an impervious barrier and that the infiltrate be collected via subsurface piping and discharged off site.
5.13 Pavement Design
We understand that part of the proposed new building will include new parking areas and driveways, roads, as indicated on Figure 2.
Presented in Table 7 are preliminary pavement sections based on an assumed R-Value and estimated traffic indices (TI). The upper 12 inches of subgrade and all base materials should be properly compacted to 90 percent relative compaction at above optimum moisture content. All base materials should be properly compacted to 95 percent relative compaction at or near optimum moisture content.
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TABLE 7
RECOMMENDED PAVEMENT THICKNESS
Traffic Area
Assumed
Traffic
Index
Preliminary
Subgrade
“R”-Value
AC
Thickness
(in)
Class 2 *
Aggregate Base
Thickness (in)
Pedestrian or
Emergency
Vehicle
Roads
4.0 5 2.5 7.5
Auto Parking
Areas Only 5.0 5 3.0 10.0
* Caltrans Class 2 aggregate base
After grading, CTE recommends laboratory testing of at-grade soils for an as-graded RValue. Pavement sections can be reduced if the subgrade is lime-treated. Further recommendations can be made should this option be pursued.
Asphalt paved areas should be designed, constructed, and maintained in accordance with, for example, the recommendations of the Asphalt Institute, or other widely recognized authority. The Standard Specifications for Public Works Construction (“Greenbook”) may be referenced for pavement materials specifications.
5.14 Construction Observation
The recommendations provided in this report are based on preliminary design information for the proposed construction and the subsurface conditions observed in the exploratory borings. The interpolated subsurface conditions should be checked in the field during construction to verify that conditions are as anticipated. When applicable, soil samples D-33
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Geotechnical Investigation
400 N Glendora Ave, Glendora CA 91741
January 27, 2020 CTE Job No. 40-3817G
should be collected prior to grading and tested for laboratory-defined optimum moisture contents with respect to maximum soil densities of compacted fill material. Upon completion of precise grading, soil samples should be collected to evaluate as-built expansion index and soluble-sulfate content of at-grade soils. Foundation recommendations may be revised upon completion of grading, and as-built laboratory tests results.
Recommendations provided in this report are based on the understanding and assumption that CTE will provide the observation and testing services for the project. All earthwork should be observed and tested to verify that grading activity has been performed according to the recommendations contained within this report. The project engineer should evaluate all footing trenches before reinforcing steel placement.
5.15 Plan Review
CTE should be authorized to review the project foundation plans and grading plans before commencement of earthwork to identify potential conflicts with the intent of CTE’s recommendations.
6.0 LIMITATIONS OF INVESTIGATION
The field evaluation, laboratory testing and geotechnical analysis presented in this report have been conducted according to current engineering practice and the standard of care exercised by reputable geotechnical consultants performing similar tasks in this area. No other warranty, expressed or implied, is made regarding the conclusions, recommendations D-34
Item #6. Page 775
Meeting Date: 11/14/2023 / Packet Page #: 780
Geotechnical Investigation
400 N Glendora Ave, Glendora CA 91741
January 27, 2020 CTE Job No. 40-3817G
and opinions expressed in this report. Variations may exist and conditions not observed or described in this report may be encountered during construction.
The findings of this report are valid as of the present date. However, changes in the conditions of a property can occur with the passage of time, whether they be due to natural processes or the works of man on this or adjacent properties. In addition, changes in applicable or appropriate standards may occur, whether they result from legislation or the broadening of knowledge. Accordingly, the findings of this report may be invalidated wholly or partially by changes outside our control. Therefore, this report is subject to review and should not be relied upon after a period of three years.
The recommendations presented herein have been developed to reduce the adverse affects of expansive onsite soils. However, even with the design and construction precautions provided herein, some post-construction movement could occur.
D-35
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Geotechnical Investigation
400 N Glendora Ave, Glendora CA 91741
January 27, 2020 CTE Job No. 40-3817G
CTE’s conclusions and recommendations are based on an analysis of the observed conditions. If conditions different from those described in this report are encountered, our office should be notified and additional recommendations, if required, will be provided.
We appreciate this opportunity to be of service on this project. If you have any questions regarding this report, please do not hesitate to contact the undersigned.
Respectfully submitted,
CTE South, Inc.
Josh Myers, PG, CEG Dharmesh Amin, MS, PE, GE
Project Geologist Principal Engineer
1-31-22
D-36
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Cornerstone Bible Church, 400 N. Glendora Ave., Glendora CA Site Location
Not to Scale January 2020 Pr. No. 40-3817G Figure 1
SITE
D-37
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D-38
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SITE
Adapted from “Geologic Map of the
Glendora Quadrangle,” by Thomas
W. Dibblee, Jr (2002),
Dibblee Foundation Map DF-89
D-39
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SITE
Adapted from “ Earthquake Zones of Required
Investigation, Glendora Quadrangle,”
by the California Geological Survey,
dated March 25, 1999
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APPENDIX A
REFERENCES CITED
D-41
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REFERENCES
1. California Building Code, 2019, “California Code of Regulations, Title 24, Part 2, Volume 2 of 2,” California Building Standards Commission, published by ICBO, June.
2. California Department of Conservation (CGS), 1999, “Earthquake Zones of Required Investigations, Glendora Quadrangle,” dated March 25, 1999
3. California Department of Conservation, California Geological Survey (CGS), 2005, “Seismic Hazard Zone Report for the Glendora Quadrangle, Los Angeles County, California,”, revised October 10, 2005, State Hazards Zone Report
4. California Department of Transportation, 2018, “Corrosion Guidelines, Version 3.0,” dated March 2018
5. Dibblee, Thomas W. Jr (2002), “Geologic Map of the Glendora Quadrangle, Los Angeles County, California,” dated July 2002, Dibblee Foundation Map DF-89
6. International Code Council, 2018, “International Building Code Roberge, Pierre R., 1999, “Handbook of Corrosion Engineering,” McGraw-Hill Professional Book Group, pp. 142-154.
7. Seed, H.B., and R.V. Whitman, 1970, “Design of Earth Retaining Structures for Dynamic Loads,” in Proceedings, ASCE Specialty Conference on Lateral Stresses in the Ground and Design of Earth-Retaining Structures, pp. 103-147, Ithaca, New York: Cornell University.
8. United States Department of Agriculture (USDA), undated, National Resource Conservation Service (NRCS) Web Soil Survey (WSS),
http://websoilsurvey.nrcs.usda.gov.
9. Los Angeles County Department of Public Works from
https://dpw.lacounty.gov/general/wells
10. Wood, J.H. 1973, Earthquake-Induced Soil Pressures on Structures, Report EERL 73-05. Pasadena: California Institute of Technology.
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APPENDIX B
EXPLORATION LOGS
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EXPLORATION METHODS
The soil conditions within the site were explored by drilling 3 hollow-stem auger borings and at the location shown on Figure 2. The borings were drilled using 8-inch-diameter hollow-stem auger drilling equipment. The soils encountered were classified in the accordance with the Unified Soil Classification System. Results of the borings are presented in this Appendix.
Our field representatives obtained relatively undisturbed and bulk samples for laboratory observation and testing. The number of blows of the hammer needed to drive the sampler 12 inches was recorded as an indication of the density or consistency of the earth materials.
In addition to obtaining undisturbed samples, Standard Penetration Tests (SPT) were performed in hollow stem borings. The results of the tests are indicated on the boring logs.
The standard penetration tests were performed in accordance with the ASTM D1586 Test Method.
The hammer weights for various depths and drilling equipment are summarized in the following tables.
HAMMER WEIGHTS
Sampling Type Weight in pounds
Undisturbed (30-inch drop) 140
SPT (30-inch drop) 140
D-44
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DEFINITION OF TERMS
PRIMARY DIVISIONS SYMBOLS SECONDARY DIVISIONS
WELL GRADED GRAVELS, GRAVEL-SAND MIXTURES
LITTLE OR NO FINES
POORLY GRADED GRAVELS OR GRAVEL SAND MIXTURES,
LITTLE OF NO FINES
SILTY GRAVELS, GRAVEL-SAND-SILT MIXTURES,
NON-PLASTIC FINES
CLAYEY GRAVELS, GRAVEL-SAND-CLAY MIXTURES,
PLASTIC FINES
WELL GRADED SANDS, GRAVELLY SANDS, LITTLE OR NO
FINES
POORLY GRADED SANDS, GRAVELLY SANDS, LITTLE OR
NO FINES
SILTY SANDS, SAND-SILT MIXTURES, NON-PLASTIC FINES
CLAYEY SANDS, SAND-CLAY MIXTURES, PLASTIC FINES
INORGANIC SILTS, VERY FINE SANDS, ROCK FLOUR, SILTY
OR CLAYEY FINE SANDS, SLIGHTLY PLASTIC CLAYEY SILTS
INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY,
GRAVELLY, SANDY, SILTS OR LEAN CLAYS
ORGANIC SILTS AND ORGANIC CLAYS OF LOW PLASTICITY
INORGANIC SILTS, MICACEOUS OR DIATOMACEOUS FINE
SANDY OR SILTY SOILS, ELASTIC SILTS
INORGANIC CLAYS OF HIGH PLASTICITY, FAT CLAYS
ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY,
ORGANIC SILTY CLAYS
PEAT AND OTHER HIGHLY ORGANIC SOILS
GRAIN SIZES
GRAVEL SAND
COARSE FINE COARSE MEDIUM FINE
12" 3" 3/4" 4 10 40 200
CLEAR SQUARE SIEVE OPENING U.S. STANDARD SIEVE SIZE
ADDITIONAL TESTS
(OTHER THAN TEST PIT AND BORING LOG COLUMN HEADINGS)
MAX- Maximum Dry Density PM- Permeability PP- Pocket Penetrometer GS- Grain Size Distribution SG- Specific Gravity WA- Wash Analysis SE- Sand Equivalent HA- Hydrometer Analysis DS- Direct Shear EI- Expansion Index AL- Atterberg Limits UC- Unconfined Compression CHM- Sulfate and Chloride RV- R-Value MD- Moisture/Density Content , pH, Resistivity CN- Consolidation M- Moisture COR - Corrosivity CP- Collapse Potential SC- Swell Compression SD- Sample Disturbed HC- Hydrocollapse OI- Organic Impurities REM- Remolded
FIGURE: BL1
GW
SILTS AND CLAYS
LIQUID LIMIT IS
LESS THAN 50
SILTS AND CLAYS
LIQUID LIMIT IS
GREATER THAN 50
SANDS
MORE THAN
HALF OF
COARSE
FRACTION IS
SMALLER THAN
NO. 4 SIEVE
GRAVELS
MORE THAN
HALF OF
COARSE
FRACTION IS
LARGER THAN
NO. 4 SIEVE
CLEAN
GRAVELS
< 5% FINES
GRAVELS
WITH FINES
CLEAN
SANDS
< 5% FINES
SANDS
WITH FINES
COARSE GRAINED SOILS
MORE THAN HALF OF
MATERIAL IS LARGER THAN
NO. 200 SIEVE SIZE
GP
GM
GC
SW
SP
SM
SC
ML
CL
OL
MH
CH
OH
PT
FINE GRAINED SOILS
MORE THAN HALF OF
MATERIAL IS SMALLER
THAN NO. 200 SIEVE SIZE
HIGHLY ORGANIC SOILS
BOULDERS COBBLES SILTS AND CLAYS
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PROJECT: DRILLER: Choice Drilling
CTE JOB NO: DRILL METHOD: 8" Hollow Stem
LOGGED BY: Kris Hernandez and Rob Lomino SAMPLE METHOD: Depth (Feet) Bulk Sample Driven Type Blows/Foot Dry Density (pcf) Moisture (%) U.S.C.S. Symbol Graphic Log BORING LEGEND Laboratory Tests
DESCRIPTION
Block or Chunk Sample
Bulk Sample
Standard Penetration Test
Modified Split-Barrel Drive Sampler (Cal Sampler)
Thin Walled Army Corp. of Engineers Sample
Groundwater Table
Soil Type or Classification Change
???????
Formation Change [(Approximate boundaries queried (?)]
"SM" Quotes are placed around classifications where the soils exist in situ as bedrock
FIGURE: BL2
40-3817G
SPT, Cal. Barrel and Bulk
Cornerstone Bible Church
0 5
10 15
20 25
D-46
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PROJECT: SHEET: of
CTE JOB NO: DRILL METHOD: DRILLING DATE:
LOGGED BY: SAMPLE METHOD: ELEVATION: Depth (Feet) Bulk Sample Driven Type Blows/6 Inches Dry Density (pcf) Moisture (%) U.S.C.S. Symbol Graphic Log
DESCRIPTION
3 12
18 4
7 7
19 24
27 9
12 18
15 4
6 sss
Cornerstone Bible Church DRILLER: Choice Drilling 1 2
Boring B-1 Laboratory
Tests/Notes
40-3817G 8" Diam. Hollow Stem 12/27/2019
Robert Lomino, Kris Hernandez Bulk, Cal. Barrel, and SPT CL (Fill)
Fill: Silty clay (CL), medium stiff, moist, dark brown
Natural soil: Silty clay (CL), stiff, moist to slightly moist, stiff, moist, dark brown
Increase in sand content, stiff
B-1a
SM
Silty sand (SM), some gravel, medium dense, slightly moist, medium to dark brown
15.9 9.3
Increase in density
CL
108.4 M/D; #200 Wash
(54.9% passing)
104.7 15.5 M/D
119.1 M/D; #200 Wash
(40.2% passing)
0 5
10 15
20 25
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PROJECT: SHEET: of
CTE JOB NO: DRILL METHOD: DRILLING DATE:
LOGGED BY: SAMPLE METHOD: ELEVATION: Depth (Feet) Bulk Sample Driven Type Blows/6 Inches Dry Density (pcf) Moisture (%) U.S.C.S. Symbol Graphic Log
DESCRIPTION
12 19
47 12
18 22
sss
Cornerstone Bible Church DRILLER: Choice Drilling 2 2
Boring B-1 Laboratory
Tests/Notes
40-3817G 8" Diam. Hollow Stem 12/27/2019
Robert Lomino, Kris Hernandez Bulk, Cal. Barrel, and SPT Total depth of boring: 31.5'
Minimal sample
recovery
114.9 10.0
SM
SC
Slightly clayey silty sand (SM), dense to very dense, slightly moist, dark brown
No groundwater observed
M/D
Clayey sand (SC), dense, slightly moist, dark brown
Boring caved to a depth of 26.5'
Boring was backfilled with bentonite chips.
B-1b
25 30
35 4
45 50
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PROJECT: SHEET: of
CTE JOB NO: DRILL METHOD: DRILLING DATE:
LOGGED BY: SAMPLE METHOD: ELEVATION: Depth (Feet) Bulk Sample Driven Type Blows/6 Inches Dry Density (pcf) Moisture (%) U.S.C.S. Symbol Graphic Log
DESCRIPTION
18 22
27 9
12 18
18 27
30 18
22 27
27 30
32 Increase in clay content
B-2a
Minimal Sample
Recovery
Robert Lomino, Kris Hernandez Bulk, Cal. Barrel, and SPT Boring B-2 Laboratory
Tests/Notes
3" of Concrete Slab
SW Fill: Well graded sand (SW), slightly gravely, light brown-grey sss
Cornerstone Bible Church DRILLER: Choice Drilling 1 2
40-3817G 8" Diam. Hollow Stem 12/27/2019
112.4 12.8 M/D
118.1 8.7 M/D
SM-SC
SC
SM
Natural soil: Slightly silty clayey sand (SM-SC), dense, slightly moist, dark brown
Slightly clayey sand (SC), dense, slightly moist, dark brown Very silty sand (SM), dense, slightly moist, light to medium brown, some gravel content
0 5
10 15
20 25
D-49
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PROJECT: SHEET: of
CTE JOB NO: DRILL METHOD: DRILLING DATE:
LOGGED BY: SAMPLE METHOD: ELEVATION: Depth (Feet) Bulk Sample Driven Type Blows/12 Inches Dry Density (pcf) Moisture (%) U.S.C.S. Symbol Graphic Log
DESCRIPTION
10 12
18 27
15 56
12 18
22 27
32 40
B-2b
Total depth of boring: 41.5'
No groundwater observered
Boring caved to a depth of 36.0'
Boring was backfilled with bentonite chips.
M/D; #200 Wash
(60.0% passing) Increase in clay content
M/D
Robert Lomino, Kris Hernandez Bulk, Cal. Barrel and SPT Boring B-2 Laboratory
Tests/Notes
Silty sand, as described on previous page
SM
Increase in gravel content
Cornerstone Bible Church DRILLER: Choice Drilling 2 2
40-3817G 8" Diam. Hollow Stem 12/27/2019
SP-SM
ML
Poorly graded silty sand (SP-SM), very dense, slightly moist, medium brown 119.8 6.8
109.2 14.0
Clayey, sandy silt (ML), light brown, very stiff, slightly moist 25 30
35 4
45 50
D-50
Item #6. Page 791
Meeting Date: 11/14/2023 / Packet Page #: 796
PROJECT: SHEET: of
CTE JOB NO: DRILL METHOD: DRILLING DATE:
LOGGED BY: SAMPLE METHOD: ELEVATION: Depth (Feet) Bulk Sample Driven Type Blows/6 Inches Dry Density (pcf) Moisture (%) U.S.C.S. Symbol Graphic Log
DESCRIPTION
9 9
26 7
9 12
37 15
32 18
19 22
19 22
27 15
19 21
CL
sss
Cornerstone Bible Church DRILLER: Choice Drilling 1 2
Boring B-3 Laboratory
Tests/Notes
40-3817G 8" Diam. Hollow Stem 12/27/2019
Robert Lomino, Kris Hernandez Bulk, Cal. Barrel, and SPT Fill: Slightly silty clay (CL), medium dense, moist, dark brown CL (Fill) Natural Soil: Slightly silty clay (CL), medium dense, moist, dark brown
B-3a
Light brown
121.3 5.1 M/D
115.9 10.5 M/D
SM
SM
SM
Very silty sand (SM), very dense, slightly moist, medium to light brown
Slightly silty sand (SM), very dense, slightly moist, medium to dark brown
Silty sand (SM), medium dense, slightly moist, medium to dark brown
0 5
10 15
20 25
D-51
Item #6. Page 792
Meeting Date: 11/14/2023 / Packet Page #: 797
PROJECT: SHEET: of
CTE JOB NO: DRILL METHOD: DRILLING DATE:
LOGGED BY: SAMPLE METHOD: ELEVATION: Depth (Feet) Bulk Sample Driven Type Blows/6 Inches Dry Density (pcf) Moisture (%) U.S.C.S. Symbol Graphic Log
DESCRIPTION
12 19
32 SM
Decrease in silt content
Total depth of boring: 30.5'
No groundwater observed
Boring was backfilled with bentonite chips.
Boring caved to a depth of 25.0'
B-3b
109.4 8.7
M/D; #200 Wash
(28.0% passing)
Cornerstone Bible Church DRILLER: Choice Drilling 2 2
40-3817G 8" Diam. Hollow Stem 12/27/2019
Robert Lomino, Kris Hernandez Bulk, Cal. Barrel and SPT Boring B-3 Laboratory
Tests/Notes
Silty sand (SM), medium dense, slightly moist, medium to dark brown
25 30
35 4
45 50
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APPENDIX C
LABORATORY METHODS AND RESULTS
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APPENDIX C
LABORATORY METHODS AND RESULTS
Laboratory Testing Program
Laboratory tests were performed on representative soil samples to detect their relative engineering properties. Tests were performed following test methods of the American Society for Testing Materials or other accepted standards. The following presents a brief description of the various test methods used.
Classification
Soils were classified visually according to the Unified Soil Classification System. Visual classifications were supplemented by laboratory testing of selected samples according to ASTM D2487. The soil classifications are shown on the Exploration Logs in Appendix B.
Moisture and Density Tests
Moisture content and unit dry density tests were performed on samples of undisturbed soil obtained in the borings. Dry density and field moisture information is useful in correlating field and laboratory data, and in providing a gross picture of the variations of soil characteristics. The results of the tests are presented on the boring logs in Appendix A.
Particle-Size Analysis
Particle-size analyses were performed on selected representative samples according to ASTM D 422. To estimate the particle size distribution of the soils and to aid in classifying the soils, grain size analyses were performed on samples obtained from the borings. The percentage of “fines” (percent passing the No. 200 sieve) of various samples is presented on the boring logs in Appendix A.
Direct Shear
Direct shear tests were performed on either samples direct from the field or on samples recompacted to a specific density. Direct shear testing was performed in accordance with ASTM D 3080. The samples were inundated during shearing to represent adverse field conditions.
Soil Corrosion Analysis
Soil materials were sent to HDR Laboratories Inc. in Claremont, CA. Results from HDR are enclosed with this appendix.
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B-1 B-1 B-2 B-3
1234
10-11.5 20-21.5 40-41.5 29-30.5
CAL CAL CAL CAL
358.3 289.8 366.8 359.3322.2 270.3 332.3 338.3
86.7 94.3 87.1 86.313.3 10.0 12.3 7.7
1.0 2.0 3.0 4.0
192.8 199.5 185.3 267.8
86.7 94.3 87.1 86.3
106.1 105.2 98.2 181.5
45.1 59.8 40.0 72.0
54.9 40.2 60.0 28.0
Project Name:Project No.:Lab No.:Tested By: GN Date: 01/03/20 Total Sample Weight (Coarse Fraction)Sample Weight (Finer Fraction)Weight After WashDry Weight of Sample (gm): Dry Weight of Sample + Container (g):Weight of Container (g):Container No.:Total Sample Weight (g):Weight of Dry Sample + Container (g):
1285
Dark Brown
(SM)
Light Brown
(CL)
Dark Brown
(SM)
Boring No.Sample No.Depth (ft.)Plus #4 Weight (g):Sample TypePercent Retained Coarse Fraction (+ #4):Visual Soil ClassificationWeight of Container (g):Moisture Content (%):
% Retained No. 200 Sieve% Passing No. 200 Sieve
Weight of Moist Sample + Container (g):
PERCENT PASSING No. 200 SIEVE
ASTM D 1140
Cornerstone Bible Church40-3817G
Dark Brown
(CL)
40-3817G_2020-1-3_200Wash.xls
D-55
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Project Name:
Job Number: Date Sampled:
Lab Number: Date Tested:
Boring No. B-1 B-1 B-1 B-1
Depth (ft.) 3-4.5 10 - 11.5 20- 21.5 30-31.5
Sample Ht. (in.) 3.0 3.0 3.0 3.0
Soil+Rings+Cont (g) 691.3 717.6 727.7 712.5
Container (g) 86.5 94.6 87.1 86.5
Soil+Rings (g) 604.8 623.0 640.6 626.0
Wt. of Rings (g) 138.7 138.7 138.7 138.7
Wt. of Soil (g) 466.1 484.3 501.9 487.3
Dry Soil+Cont (g) 490.1 512.5 546.4 529.6
Wt. of Soil (lb) 1.0276 1.0677 1.1065 1.0743
Vol. of Rings (ft.3) 0.00850 0.00850 0.00850 0.00850
Wet Density (pcf) 120.9 125.6 130.2 126.4
Wet Wt. (g) 466.1 484.3 501.9 487.3
Dry Wt. (g) 403.6 417.9 459.3 443.1
% Moisture 15.5 15.9 9.3 10.0
Dry Density (pcf) 104.7 108.4 119.1 114.9
Tested By: Reviewed By:
1645 Pacific Avenue, Suite 107 | Oxnard, CA 93033 | Ph (805) 486-6475 | Fax (805) 486-9016 Cornerstone Bible Church
Inspection | Testing | Geotechnical | Construction Engineering | Civil Engineering | Surveying 1 Josh Myers, Laboratory Manager
1285
40-3817G December 27, 2019
MOISTURE & DENSITY TEST
In Accordance with ASTM D2216, D2937
December 30, 2019
Miguel Z.T.
D-56
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Meeting Date: 11/14/2023 / Packet Page #: 802
431 West Baseline Road ∙ Claremont, CA 91711
Phone: 909.962.5485 ∙ Fax: 909.626.3316
DATE:
ATTENTION: Josh Myers
TO:
SUBJECT:
COMMENTS:
James T. Keegan, MD
Corrosion and Lab Services Section Manager
TRANSMITTAL LETTER
Cornerstone Church
Enclosed are the results for the subject project.
1645 Pacific Ave., #107
Laboratory Test Data
Oxnard, CA 93033
January 10, 2020
Your #40-3817G, HDR Lab #20-0002LAB
CTE South - Oxnard
D-57
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Meeting Date: 11/14/2023 / Packet Page #: 803
431 West Baseline Road ∙ Claremont, CA 91711
Phone: 909.962.5485 ∙ Fax: 909.626.3316 Page 2 of 2
Sample ID
Boring 2
@ 0-5'
Resistivity Units
as-received ohm-cm 13,200
saturated ohm-cm 3,440
pH 7.5
Electrical
Conductivity mS/cm 0.09
Chemical Analyses
Cations
calcium Ca2+ mg/kg 47
magnesium Mg2+ mg/kg 8.0
sodium Na1+ mg/kg 39
potassium K1+ mg/kg 67
Anions
carbonate CO3
2- mg/kg ND
bicarbonate HCO3
1-mg/kg 171
fluoride F1- mg/kg 46
chloride Cl1- mg/kg 3.0
sulfate SO4
2- mg/kg 57
phosphate PO4
3- mg/kg 52
Other Tests
ammonium NH4
1+ mg/kg 1.8
nitrate NO3
1- mg/kg 9.3
sulfide S2- qual na
Redox mV na
Resistivity per ASTM G187, Cations per ASTM D6919, Anions per ASTM D4327, and Alkalinity per APHA 2320-B.
Electrical conductivity in millisiemens/cm and chemical analyses were made on a 1:5 soil-to-water extract. mg/kg = milligrams per kilogram (parts per million) of dry soil.
Redox = oxidation-reduction potential in millivolts
ND = not detected
na = not analyzed
Table 1 - Laboratory Tests on Soil Samples
Cornerstone Church
Your #40-3817G, HDR Lab #20-0002LAB
10-Jan-20
CTE South - Oxnard
D-58
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Meeting Date: 11/14/2023 / Packet Page #: 804
APPENDIX D
STANDARD SPECIFICATIONS FOR GRADING AND TRENCHING
D-59
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Meeting Date: 11/14/2023 / Packet Page #: 805
RECOMMENDED EARTHWORK SPECIFICATIONS
The following specifications are recommended to provide a basis for quality control during the placement of compacted fill or backfill as applicable.
1. Areas that are to receive compacted fill shall be observed by Soil/Geotechnical Engineer (GE) or his/her representative prior to the placement of fill.
2. All drainage devices shall be properly installed and observed by GE and/or owner’s representative(s) prior to placement of backfill.
3. Fill soils shall consist of imported soils or on-site soils free of organics, cobbles, and deleterious material provided each material is approved by GE. GE shall evaluate and/or test the import material for its conformance with the report recommendations prior to its delivery to the site. The contractor shall notify GE 72 hours prior to importing material to the site
4. Fill shall be placed in controlled layers (lifts), the thickness of which is compatible with the type of compaction equipment used. The fill materials shall be brought to optimum moisture content or above, thoroughly mixed during spreading to obtain a near uniform moisture condition and uniform blend of materials, and then placed in layers with a thickness (loose) not exceeding 8 inches. Each layer shall be compacted to a minimum compaction of 90% relative to the maximum dry density determined per the latest ASTM D1557 test. Density testing shall be performed by GE to verify relative compaction.
The contractor shall provide proper access and level areas for testing.
5. Rocks or rock fragments less than eight (8) inches in the largest dimension may be utilized in the fill, provided they are not placed in concentrated pockets, except rocks larger than four (4) inches shall not be placed within three (3) feet of finish grade.
6. Rocks greater than eight (8) inches in largest dimension shall be taken offsite, or placed in accordance with the recommendation of the Soils Engineer in areas designated as suitable for rock disposal.
7. Where space limitations do not allow for conventional fill compaction operations, special backfill materials and procedures may be required. Pea gravel or other select fill can be used in areas of limited space. A sand and Portland cement slurry (2 sacks per cubicyard mix) shall be used in limited space areas for shallow backfill near final pad grade, and pea gravel shall be placed in deeper backfill near drainage systems.
D-60
Item #6. Page 801
Meeting Date: 11/14/2023 / Packet Page #: 806
8. GE shall observe the placement of fill and conduct in-place field density tests on the compacted fill to check for adequate moisture content and the required relative compaction. Where less than specified relative compaction is indicated, additional compacting effort shall be applied and the soil moisture conditioned as necessary until adequate relative compaction is attained.
9. The Contractor shall comply with the minimum relative compaction out to the finish slope face of fill slopes, buttresses, and stabilization fills as set forth in the specifications for compacted fill. This may be achieved by either overbuilding the slope and cutting back as necessary, or by direct compaction of the slope face with suitable equipment, or by any other procedure that produces the required result.
10. Any abandoned underground structures such as cesspools, cisterns, mining shafts, tunnels, septic tanks, wells, pipelines or others not discovered prior to grading are to be removed or treated to the satisfaction of the Soils Engineer and/or the controlling agency for the project.
11. The Contractor shall have suitable and sufficient equipment during a particular operation to handle the volume of fill being placed. When necessary, fill placement equipment shall be shut down temporarily in order to permit proper compaction of fills, correction of deficient areas, or to facilitate required field-testing.
12. The Contractor shall be responsible for the satisfactory completion of all earthwork in accordance with the project plans and specifications.
13. Final reports shall be submitted after completion of earthwork and after the Soils Engineer and Engineering Geologist have finished their observations of the work. No additional excavation or filling shall be performed without prior notification to the Soils Engineer and/or Engineering Geologist.
14. Whenever the words “supervision”, “inspection” or “control” are used, they shall mean observation of the work and/or testing of the compacted fill by GE to assess whether substantial compliance with plans, specifications and design concepts has been achieved, and does not include direction of the actual work of the contractor or the contractor’s workmen.
D-61
Item #6. Page 802
Meeting Date: 11/14/2023 / Packet Page #: 807
RECOMMENDED SPECIFICATIONS
FOR PLACEMENT OF TRENCH BACKFILL
1. Trench excavations to receive backfill shall be free of trash, debris or other unsatisfactory materials prior to backfill placement, and shall be observed by project soil/geotechnical engineer (GE) representative.
2. Except as stipulated herein, soils obtained from the excavation may be used as backfill if they are essentially free of organics and deleterious materials.
3. Rocks generated from the trench excavation not exceeding three (3) inches in largest dimension may be used as backfill material. However, such material may not be placed within 12 inches of the top of the pipeline. No more than 30 percent of the backfill volume shall contain particles larger than 1-½ inches in diameter, and rocks shall be well mixed with finer soil.
4. Soils (other than aggregates) with a Sand Equivalent (SE) greater than or equal to 30, as determined by ASTM D 2419 Standard Test Method or at the discretion of the engineer or representative in the field, may be used for bedding and shading material in the pipe zone areas.
5. No jetting will be permitted. Trench backfill other than bedding and shading shall be compacted by mechanical methods as tamping sheepsfoot, vibrating or pneumatic rollers or other mechanical tampers to achieve the density specified herein. The backfill materials shall be brought to optimum moisture content or above, thoroughly mixed during spreading to obtain a near uniform moisture condition and uniform blend of materials, and then placed in horizontal layers with a thickness (loose) not exceeding 8 inches. Trench backfills shall be compacted to a minimum compaction of 90 percent relative to the maximum dry density determined per the latest ASTM D1557 test.
6. The contractor shall select the equipment and process to be used to achieve the specified density without damage to the pipeline, the adjacent ground, existing improvements or completed work.
7. Observations and field tests shall be carried on during construction by GE to confirm that the required degree of compaction has been obtained. Where compaction is less than that specified, additional compaction effort shall be made with adjustment of the moisture content as necessary until the specified compaction is obtained. Field density tests may be omitted at the discretion of the engineer or his representative in the field.
D-62
Item #6. Page 803
Meeting Date: 11/14/2023 / Packet Page #: 808
8. Whenever, in the opinion of GE or the Owner’s Representative(s), an unstable condition is being created, either by cutting or filling, the work shall not proceed until an investigation has been made and the excavation plan revised, if deemed necessary.
9. Fill material shall not be placed, spread, or rolled during unfavorable weather conditions.
When the work is interrupted by heavy rain, fill operations shall not be resumed until field tests by GE indicate the moisture content and density of the fill are as specified.
10. Whenever the words “supervision”, “inspection”, or “control” are used, they shall mean observation of the work and/or testing of the compacted fill by GE to assess whether substantial compliance with plans, specifications and design concepts has been achieved.
D-63
Item #6. Page 804
Meeting Date: 11/14/2023 / Packet Page #: 809
CORNERSTONE BIBLE CHURCH EXPANSION INITIAL STUDY
CITY OF GLENDORA
Appendix
August 2023
Appendix E Standard Urban Storm Water
Mitigation Plan
Item #6. Page 805
Meeting Date: 11/14/2023 / Packet Page #: 810
CORNERSTONE BIBLE CHURCH EXPANSION INITIAL STUDY
CITY OF GLENDORA
Appendix
PlaceWorks
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Item #6. Page 806
Meeting Date: 11/14/2023 / Packet Page #: 811
Standard Urban Storm Water Mitigation Plan
(SUSMP)
for
CORNERSTONE BIBLE CHURCH
400 Glendora Avenue
Glendora, CA 91741
Prepared by:
9449 Balboa Avenue, Suite 270
San Diego, CA 92123
BWE Job #: 12605us.2
October, 2020
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Cornerstone Bible Church
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SUSMP
Cornerstone Bible Church
Owner’s Certification
Project Owner’s Certification
I certify under penalty of law that this document and all attachments were prepared under my jurisdiction or supervision in accordance with a system designed to assure that qualified personnel properly gather and evaluate the information submitted. Based on my inquiry of the person or persons who manage the system or those persons directly responsible for gathered the information, to the best of my knowledge and belief, the information submitted is true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations.
Owner’s Name: Cornerstone Bible Church
Owner’s Title:
Company:
Address: 400 Glendora Avenue, Glendora, CA 91741
Email:
Telephone No:
Signature: Date:
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E-4
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Cornerstone Bible Church
Engineer’s Certification
Preparer (Engineer) Certification
Engineer’s Name: Michael Slawson, P.E., PLS, Q.S.D
Engineer’s Title: Principal
Company: BWE Inc.,
Address: 9449 Balboa Avenue, Suite 270
San Diego, CA 92123
Email: [email protected]
Telephone No: 619.299.5550
I hereby certify that this Low Impact Development Plan is in compliance with, and meets the requirements set forth in, Order No. R4-2012-0175, of the Los Angeles Regional Water Quality Control Board.
Engineer’s
Signature Date
Place
Stamp
Here
E-5
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Cornerstone Bible Church
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E-6
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SUSMP
Cornerstone Bible Church
Table of Contents
Table of Contents
1. Project Description ................................................................................. 1
1.1. Project Category ................................................................................................ 1
1.2. Project Description ............................................................................................ 2
1.3. Hydromodification Analysis .............................................................................. 4
1.4. Property Ownership/Management ................................................................... 5
2. Best Management Practices (BMPs) ....................................................... 6
2.1. Site Design ........................................................................................................ 6
2.2. BMP Selection ................................................................................................... 8
2.2.1. Infiltration BMPs ............................................................................................. 8
2.2.2. Rainwater Harvest and Use BMPs .................................................................. 9
2.2.3. Alternative Compliance BMPs ...................................................................... 10
2.2.4. Treatment Control BMPs .............................................................................. 12
2.2.5. Hydromodification Control BMPs ................................................................. 13
2.2.6. Non-structural Source Control BMPs ............................................................ 14
2.2.7. Structural Source Control BMPs .................................................................... 16 Attachments
Attachment A ........................................................................................................ Calculations/DMA Map Attachment B ................................................................................................... Geotechnical Investigation Attachment C ............................................................................................................................ City Forms Attachment D .............................................................................. Master Covenant and Agreement (MCA) Attachment E ............................................................................. Operations and Maintenance (O&M) Plan Attachment F ................................................................................................................ Construction Plans E-7
Item #6. Page 813
Meeting Date: 11/14/2023 / Packet Page #: 818
SUSMP
Cornerstone Bible Church
1. PROJECT DESCRIPTION
1.1. PROJECT CATEGORY
Check which box best represents the proposed project category. Only check “Yes” for one box.
Category YES NO
1. Development a of a new project equal to 1 acre or greater of disturbed area and adding more than 10,000 square feet of impervious area b
2. Development a of a new industrial park with 10,000 square feet or more of surface area c
3. Development a of a new commercial mall with 10,000 square feet or more surface area c
4. Development a of a new retail gasoline outlet with 5,000 square feet or more of surface area c
5. Development a of a new restaurant (SIC 5812) with 5,000 square feet or more of surface area c
6. Development a of a new parking lot with either 5,000 ft2 or more of impervious area b or with 25 or more parking spaces
7. Development a of a new automotive service facility (SIC 5013, 5014, 5511, 5541, 7532-7534 and 7536-7539) with 5,000 square feet or more of surface area c
8. Projects located in or directly adjacent to, or discharging directly to a Significant Ecological Area (SEA),d where the development will:
a. Discharge stormwater runoff that is likely to impact a sensitive biological species or habitat; and
b. Create 2,500 square feet or more of impervious area b
9. Redevelopment e of 5,000 square feet or more in one of the categories listed above If yes, list redevelopment category here: 1, 6
10. Redevelopment e of 10,000 square feet or more to a Single Family Home, without a change in land use.
a Development includes any construction or demolition activity, clearing, grading, grubbing, or excavation or any other activity that results in land disturbance.
b Surfaces that do not allow stormwater runoff to percolate into the ground. Typical impervious surfaces include: concrete, asphalt, roofing materials, etc.
c The surface area is the total footprint of an area. Not to include the cumulative area above or below the ground surface. d An area in which plant or animal life or their habitats are either rare or especially valuable because of their special nature or role in an ecosystem and would be disturbed or degraded by human activities and developments. Also, an area designated by the City as approved by the Regional Water Quality Control Board. e Land-disturbing activities that result in the creation, addition, or replacement of a certain amount of impervious surface area on an already developed site. If the activity results in an alteration to more than 50% of the impervious surface area on the already developed site and the existing site was not subject to post-construction storm water quality control requirements, then the entire site must be mitigated.
E-8
Item #6. Page 814
Meeting Date: 11/14/2023 / Packet Page #: 819
SUSMP
Cornerstone Bible Church
1.2. PROJECT DESCRIPTION
Total Project Area (ft2): 55,756.8
Total Project Area (Ac): 1.28
EXISTING CONDITIONS
Condition Area (ft2) Percentage (%)
Pervious Area: 22,303 40
Impervious Area: 33,454 60
PROPOSED CONDITIONS
Condition Area (ft2) Percentage (%)
Pervious Area: 14,810 26.6
Impervious Area: 40,946 73.4
SITE CHARACTERISTICS
DRAINAGE
PATTERNS/CONNECTIONS
[Include a detailed description of
existing and proposed drainage
patterns. Describe the areas and
sub-areas (to include square
footage), treatment locations,
direction of flow through each
area, discharge point(s), ultimate
termination point, etc.]
Existing:
The project site was previously developed and comprised of a double story Church building, paved parking, a modular structure, concrete walkways, and children’s play area. The topography of the majority site area is relatively flat (1-2%) and generally slopes from north to south and east to west directions.
Runoff from the easterly portion of the site flows south to Whitcomb Avenue.
Similarly, the runoff from the westerly portion of the site surface flows to Whitcomb Avenue as well as Glendora Avenue. The runoff from the site ultimately discharges to County’s storm drain system through existing curb inlets and storm drain pipes situated within Whitcomb and Glendora Avenues.
This storm drain system originates from offsite drainage area and discharges to Dalton Wash situated southerly side of the site. Dalton Wash ultimately discharges into the San Gabriel River via Walnut Creek.
Proposed:
The majority parking lot runoff surface flows northwest via proposed gutters to catch basins prior to discharging offsite. A new storm drain system is also proposed for the collection and conveyance of the site runoff to proposed BMPs and offsite. The runoff from majority site area drains to the existing catch basin situated at the Whitcomb Avenue. Two retention/detention basins are also proposed to mitigate the drainage impacts (quality & quantity) due to the redevelopment.
NARRATIVE PROJECT DESCRIPTION:
[Include a detailed description of
project areas, type of facilities,
activities conducted onsite,
materials and products received
and stored on site, SIC Code (if
applicable), land uses, land cover,
design elements, drainage
management areas (DMAs), etc.]
The existing church building will be preserved. The proposed development will consist of a large single story building and two smaller structures, new parking lot with ADA parking stalls, walkways, new play area, and landscaping. Parking lots are situated at the easterly side of the site which replaces the existing residential buildings.
The parcel is approximately 1.28 acres in total, of which more than 50% area will be redeveloped.
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Item #6. Page 815
Meeting Date: 11/14/2023 / Packet Page #: 820
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Cornerstone Bible Church
The site design also includes construction of storm drain conveyance system, retention/detention basin, planters, and landscape areas. The project will also include associated improvements such as curbs, walkways, and utilities. The Low Impact Development (LID) strategies are also designed to mimic the existing drainage pattern.
OFFSITE RUNON
[Describe any offsite runon
anticipated and how the runon will
be either accounted for in LID BMP
sizing or directed around the site.]
Runon is not anticipated from the offsite areas.
UTILITY AND INFRASTRUCTURE
INFORMATION
[Include a description of the
existing and proposed onsite utility
and infrastructure. Evaluate the
potential impacts of stormwater
infiltration on subsurface utilities,
establish necessary setbacks, and
if the utilities need to be relocated.
Retention-based stormwater
quality control measures should
not be located near utility lines
where an increased volume of
water could damage utilities.]
Proposed site utilities include but are not limited to the sewer, water, irrigation, gas, and electric.
SIGNIFICANT ECOLOGICAL AREAS
(SEAS)
[Identify any known Significant
Ecological Area (SEA) which the
project is located in or directly
adjacent to, or discharging directly
to.]
There are no Significant Ecological Areas present onsite.
E-10
Item #6. Page 816
Meeting Date: 11/14/2023 / Packet Page #: 821
SUSMP
Cornerstone Bible Church
1.3. HYDROMODIFICATION ANALYSIS
DOES THE PROPOSED PROJECT FALL INTO ONE OF THE FOLLOWING CATEGORIES? CHECK YES/NO. YES NO
1. Project is a redevelopment that decreases the effective impervious area compared to the pre-project conditions.
Describe:
Impervious are will increase due to the redevelopment.
2. Project is a redevelopment that increases the infiltration capacity of pervious areas compared to the pre-project conditions.
Describe:
Pervious areas will be planted/landscaped with soil with better infiltration characteristics than in the existing condition. Since the impervious area is increased from the existing this credit cannot be used.
3. Project discharges directly or via a storm drain to a sump, lake, area under tidal influence, into a waterway that has a 100-year peak flow (Q100) of 25,000 cfs or more.
Describe:
Project discharges into a waterway that has a 100-year peak flow rate of less than 25,000 cfs.
4. Project discharges directly or via a storm drain into concrete or otherwise engineered (not natural) channels (e.g., channelized or armored with rip rap, shotcrete, etc.), which, in turn, discharge into receiving water that is not susceptible to hydromodification impacts.
Describe:
Project discharges via storm drain into San Gabriel River which is susceptible to hydromodification impacts.
[Check “Yes” or “No,” as applicable.
If one or more of the above criteria are checked “Yes,” the project is exempt from Hydromodification Control Measures.
If none of the above criteria are checked “Yes,” the project will require Hydromodification control measures.
Include detailed description of control measures to be implemented and a reference to calculations following the criteria outlined in MS4 Permit (Order R4-2012-0175) §VI.D.7.c.iv] E-11
Item #6. Page 817
Meeting Date: 11/14/2023 / Packet Page #: 822
SUSMP
Cornerstone Bible Church
1.4. PROPERTY OWNERSHIP/MANAGEMENT
[Describe ownership of all
portions of project and
site. Include information
on if any infrastructure
transfer to public agencies
(City, County, Caltrans,
etc.). Describe any
property management
company/association that
will be formed. Include
leasee information, as
applicable.]
Property is owned and managed by Cornerstone Bible Church.
E-12
Item #6. Page 818
Meeting Date: 11/14/2023 / Packet Page #: 823
SUSMP
Cornerstone Bible Church
2. BEST MANAGEMENT PRACTICES (BMPS)
2.1. SITE DESIGN
85TH PERCENTILE, 24-
HOUR STORM DEPTH
[Determined from the Los
Angeles County 85th
percentile precipitation
isohyetal map. If less than
0.75 inch, state as such
and use 0.75 inch
throughout.]
1.0 inch
Site Design
[Describe site design and
drainage plan including;
site design practices
utilized and how BMPs are
incorporated using the
appropriate hierarchy.]
The following site design BMPs are considered/implemented in the site design where feasible;
· Minimize Directly Connected Impervious Areas
o Landscaped areas are implemented in the site design to minimize directly connected impervious area (roofs and
walkways). The location of the landscape areas are
shown on the SUSMP Exhibit in Attachment A.
· Create Reduced or "Zero Discharge" Areas
o Onsite irrigation drainage and any sub-drain systems
will not discharge in an uncontrolled manner;
o Drain rooftops into adjacent landscaping area prior to discharging to the storm drain;
o Landscape plans will utilize native, drought-tolerant landscape materials where feasible; and
· Minimize Impervious Area, Maximize Permeability
o Sidewalk and parking lot aisles are designed to the
minimum widths necessary while maintaining a
walkable environment.
o Permeable pavement is utilized for parking stalls where underground retention vault is proposed
E-13
Item #6. Page 819
Meeting Date: 11/14/2023 / Packet Page #: 824
SUSMP
Cornerstone Bible Church
BMP LIST
[Fill out the table below with information on the BMPs incorporated in each Drainage Management Area (DMA)] WETLANDMOD BMP Summary Table
85th Percentile, 24-hour storm = 1.0 in/hr
Soil Type = 6
SWQDv = Stormwater Quality Design Volume (calcualted using HydroCalc) BMP
#
Basin/DMA
#
Area
(ac)
%Impervious 85th Percentile Storm
Volume (cf)
BMP Sizing (5"/hr & 72 hr
Drawdown)
SWQDv 1.5xSWQDv Prop. BMP
Model
Max. WQ Volume
(cf)
1 A-1 0.67 72.0% 1,630.00 2,445
2 A-2 0.61 75.0% 1,537.00 2,306
E-14
Item #6. Page 820
Meeting Date: 11/14/2023 / Packet Page #: 825
SUSMP
Cornerstone Bible Church
2.2. BMP SELECTION
2.2.1. INFILTRATION BMPS
NAME
INCLUDED
[Check all that apply.]
Bioretention without underdrains
Infiltration Trench
Infiltration Basin
Drywell
Proprietary Subsurface Infiltration Gallery
Permeable Pavement (concrete, asphalt, pavers)
Other:
Other:
DESCRIPTION
[Describe Infiltration
BMPs. Include
descriptions on selection,
sizing, and feasibility, as
applicable. If infiltration
is infeasible, provide brief
explanation, including
reference to the
geotechnical report.]
Infiltration based BMPs will be implemented to retain the SWQDv onsite only if site support native infiltration rate of 0.3 in/hr or more.
Actual infiltration rate for the site is unknown at this time. Therefore, it is determined to be technically infeasible to reliably retain 100 percent of the SWQDv on-site. An alternative compliance measure is implemented to comply with the retention requirement per Section 7.4 of the LA County LID Manual as stated below.
On-site biofiltration of 1.5 times the volume of the SWQDv that is not reliably retained on-site.
CALCULATIONS
[Show calculations to
demonstrate that the
Storm Water Quality
Design volume can be
met with Infiltration
BMPs.]
Not Applicable.
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Item #6. Page 821
Meeting Date: 11/14/2023 / Packet Page #: 826
SUSMP
Cornerstone Bible Church
2.2.2. RAINWATER HARVEST AND USE BMPS
NAME
INCLUDED
[Check all that apply.]
Above-ground cisterns and basins
Underground detention
Other:
Other:
Other:
DESCRIPTION
[Describe Rainwater
Harvest and Use BMPs.
Include descriptions on
selection, suitability,
sizing, and infeasibility, as
applicable.]
Rainwater Harvest and Use BMPs are not implemented because of the infrequent nature of the rainfall in the region. These BMPs cannot be used as a standalone source of water supply for irrigation and/or any other onsite use.
CALCULATIONS
[Show calculations to
demonstrate if the Storm
Water Quality Design
volume can be met with
Rainwater Harvest and
Use BMPs. If not,
document how much can
be met with Rainwater
Harvest and Use and why
it is not feasible to meet
the full volume with
Rainwater Harvest and
Use BMPs.]
Not Applicable.
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Item #6. Page 822
Meeting Date: 11/14/2023 / Packet Page #: 827
SUSMP
Cornerstone Bible Church
2.2.3. ALTERNATIVE COMPLIANCE BMPS
BIOFILTRATION BMPS
(If Infiltration BMPs and Rainwater Harvest and Use BMPs are Infeasible) NAME
INCLUDED
[Check all that apply.]
Bioretention with underdrains (i.e. planter box, rain garden, etc.) Constructed Wetland
Vegetated Swale
Vegetated Filter Strip
Tree-Well Filter
Other: Proprietary Biofiltration BMP (WetlandMod)
Other:
DESCRIPTION
[If the full Design Storm
Capture Volume cannot
be met with Infiltration
BMPs, and/or Rainwater
Harvest and Use BMPs,
describe Biofiltration
BMPs. Include
descriptions on selection,
suitability, sizing, and
infeasibility, as
applicable.]
Feasibility study of all retention based BMPs (harvest and use, full and/or partial infiltration) is performed prior to selecting the biofiltration BMP to comply with the LID requirements. It is determined that the harvest and use of precipitation is infeasible because the site has very low water demand for irrigation and toilets flushing. Similarly, infiltration based BMPs are not feasible because the site is assumed to have low infiltration rate (less than 0.3 in/hr – Geotech to confirm).
Therefore, proprietary biofiltration BMPs are designed to capture, and treat the runoff originating from the site.
Proprietary Biofiltration BMP (WetlandMod): Proprietary biotreatment devices are proposed for the runoff treatment and as an alternative to retention of SWQDv onsite. These devices have smaller footprints than the conventional biofiltration system. Two WetlandMod units are implemented for this site.
CALCULATIONS
[Show calculations to
demonstrate how 1.5
times the Storm Water
Quality Design volume
and/or flowrate can be
met with Biotreatment
BMPs.]
Refer to Section 2.1 for results. The BMPs are designed by considering the design volume equal to 1.5 times the SWQDv to account for onsite retention of SWQDv.
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Item #6. Page 823
Meeting Date: 11/14/2023 / Packet Page #: 828
SUSMP
Cornerstone Bible Church
OFFSITE BMPS
(If Infiltration BMPs, Rainwater Harvest and Use BMPs, and Biofiltration BMPs are Infeasible) NAME
INCLUDED
[Check all that apply.]
Offsite Infiltration
Ground Water Replenishment Projects
Offsite Project - Retrofit Existing Development
Regional Storm Water Mitigation Program
Other:
Other:
DESCRIPTION
[If the full Design Storm
Capture Volume cannot
be met with Infiltration
BMPs, Rainwater Harvest
and Use BMPs, or
Biofiltration BMPs,
describe proposed
Alternative Compliance
BMPs. Include
descriptions on selection,
suitability, sizing, and
infeasibility, as
applicable.]
Not Applicable.
CALCULATIONS
[Show calculations to
demonstrate how the
conditions required by the
MS4 Permit will be met
with Alternative
Compliance BMPs.]
Not Applicable.
E-18
Item #6. Page 824
Meeting Date: 11/14/2023 / Packet Page #: 829
SUSMP
Cornerstone Bible Church
2.2.4. TREATMENT CONTROL BMPS
Treatment control BMPs can only be used as pre-treatment to LID BMPs.
NAME
INCLUDED
[Check all that apply.]
Media Filter
Filter Insert
CDS Unit
Other:
Other:
DESCRIPTION
[Include descriptions on
selection, suitability,
sizing, and infeasibility, as
applicable.]
These BMPs are not utilized onsite. Not Applicable.
E-19
Item #6. Page 825
Meeting Date: 11/14/2023 / Packet Page #: 830
SUSMP
Cornerstone Bible Church
2.2.5. HYDROMODIFICATION CONTROL BMPS
NAME
INCLUDED
[Check all that apply.]
Infiltration System
Above-ground Cistern
Above-ground Basin
Underground Detention
Other:
Other:
DESCRIPTION
[If the site is susceptible to
hydromodification,
include descriptions on
selection and sizing of
Hydromodification
Control Measures.]
The storm runoff from the site discharges to the natural river/waterway via storm drain conduit prior to discharging into the exempt water body (Ocean). The natural river is susceptible to hydromodification due to the increased flow rates and durations. Therefore, project is required to implement the hydromodification control measures per Section 8 of the County of Los Angeles LID Manual.
All Designated & Non-Designated projects which are required to analyze for hydromodification impacts must conduct hydrology and hydraulic frequency analyses for LID, 2-, 5-, 10-, 25-, and 50-year storm events per the LACDPW Hydraulic and Hydrology manuals. The frequency analyses, require to analyze changes in flow velocity, volume, and depth/width of flow for all natural receiving system using HECRAS, to demonstrate compliance with hydromodification requirements and identify drainage impacts on off-site property. This type of analysis will require an intensive studies (hydrology and hydraulic) of an offsite receiving system which is determined to be infeasible for a small redevelopment projects like this. Therefore, this project is seeking for infeasibility of hydromodification implementation as below; · The stormwater runoff flow rate, volume, velocity, and duration for the postdevelopment condition does not exceed the pre-development condition for the 2-year, 24-hour rainfall event,
Note: Volume mitigation cannot be verified because actual native infiltration rate is unknown at this time. Therefore, only peak flow rate for 2-year, 24-hour event is mitigated in the proposed condition.
And,
· Obtain Drainage Acceptance Letters from the owner of every impacted downstream property.
Note: Peak flow rate in the proposed condition is maintained to existing condition level. Therefore, there is no net peak flow rate increase which adversely impacts the downstream property owners. Also, site is an urban infill project which discharges directly to an existing underground storm drain system. Since the runoff is contained within a closed conduit the adverse impact to the downstream properties is not anticipated. Therefore, it is determined that obtaining drainage acceptance letter E-20
Item #6. Page 826
Meeting Date: 11/14/2023 / Packet Page #: 831
SUSMP
Cornerstone Bible Church
from the downstream property owners is not necessary.
The peak flow rate due to 2-year, 24-hour rainfall frequency is mitigated by routing the flow through an underground retention/detention basin. The results are summarized below (see attachment A for calculations). Two new detention basins with storage volumes equal to 1,650 and 1,550 cfs are proposed for this purpose.
Since the actual infiltration rate for the site is not available the volume reduction for 2-year, 24-hour rainfall frequency cannot be analyzed at this stage. 2 yr, 24-hr Flow (cfs) % Change
from Existing
Condition Existing
Condition
Proposed
Condition
Proposed Condition
(Mitigated)
0.30 0.37 0.37 0
The peak flow rate is maintained in the proposed condition. Therefore, downstream impact is not anticipated
CALCULATIONS
[If the site is susceptible to
hydromodification, show
calculations to
demonstrate how the
volume, flowrate, and
duration conditions can
be met with
Hydromodification
Control Measures BMPs.]
Not Applicable. Project is seeking for infeasibility of Hydromodification Implementation.
2.2.6. NON-STRUCTURAL SOURCE CONTROL BMPS
NAME
CHECK ONE
Included Not Applicable
Education for Property Owners, Tenants and Occupants
Activity Restrictions
Common Area Landscape Management
Common Area Litter Control
Housekeeping of Loading Docks
E-21
Item #6. Page 827
Meeting Date: 11/14/2023 / Packet Page #: 832
SUSMP
Cornerstone Bible Church
Common Area Catch Basin Inspection
Street Sweeping Private Streets and Parking Lots
E-22
Item #6. Page 828
Meeting Date: 11/14/2023 / Packet Page #: 833
SUSMP
Cornerstone Bible Church
2.2.7. STRUCTURAL SOURCE CONTROL BMPS
NAME
CHECK ONE
Included Not Applicable
Provide storm drain system stenciling and signage
Design and construct outdoor material storage areas to
reduce pollution introduction
Design and construct trash and waste storage areas to
reduce pollution introduction
Use efficient irrigation systems & landscape design, water conservation, smart controllers, and source control
Protect slopes and channels and provide energy dissipation Loading docks
Maintenance bays
Vehicle wash areas
Outdoor processing areas
Equipment wash areas/racks
Fueling areas
Hillside landscaping
E-23
Item #6. Page 829
Meeting Date: 11/14/2023 / Packet Page #: 834
SUSMP
Cornerstone Bible Church
Attachment A
Calculations/DMA Map
[Include Drainage Area Map and calculations for each BMP following an approved published design standard (i.e.
City Manuals, County Manuals, Caltrans, CASQA, etc.). Calculations must be followed step-by-step with no alterations. Also, include an excerpt from the design standard used.] E-24
Item #6. Page 830
Meeting Date: 11/14/2023 / Packet Page #: 835
Peak Flow Hydrologic Analysis
File location: M:/Projects/12500/12605US.2.00 Cornerstone Bible Church/Documents/Reports/SWQMP/2020-08 Report/85th percentile/CS Church_exist Version: HydroCalc 1.0.3
Input Parameters
Project Name CS Bible Church
Subarea ID Exist-Subarea A-1
Area (ac) 0.64
Flow Path Length (ft) 234.0
Flow Path Slope (vft/hft) 0.02
85th Percentile Rainfall Depth (in) 1.0
Percent Impervious 0.45
Soil Type 6
Design Storm Frequency 85th percentile storm
Fire Factor 0
LID True
Output Results
Modeled (85th percentile storm) Rainfall Depth (in) 1.0 Peak Intensity (in/hr) 0.311
Undeveloped Runoff Coefficient (Cu) 0.1
Developed Runoff Coefficient (Cd) 0.46
Time of Concentration (min) 20.0
Clear Peak Flow Rate (cfs) 0.0916
Burned Peak Flow Rate (cfs) 0.0916
24-Hr Clear Runoff Volume (ac-ft) 0.0243
24-Hr Clear Runoff Volume (cu-ft) 1059.8454
E-25
Item #6. Page 831
Meeting Date: 11/14/2023 / Packet Page #: 836
Peak Flow Hydrologic Analysis
File location: M:/Projects/12500/12605US.2.00 Cornerstone Bible Church/Documents/Reports/SWQMP/2020-08 Report/85th percentile/CS Church_exist Version: HydroCalc 1.0.3
Input Parameters
Project Name CS Bible Church
Subarea ID Exist-Subarea A-2
Area (ac) 0.64
Flow Path Length (ft) 197.0
Flow Path Slope (vft/hft) 0.01
85th Percentile Rainfall Depth (in) 1.0
Percent Impervious 0.75
Soil Type 6
Design Storm Frequency 85th percentile storm
Fire Factor 0
LID True
Output Results
Modeled (85th percentile storm) Rainfall Depth (in) 1.0 Peak Intensity (in/hr) 0.356
Undeveloped Runoff Coefficient (Cu) 0.1
Developed Runoff Coefficient (Cd) 0.7
Time of Concentration (min) 15.0
Clear Peak Flow Rate (cfs) 0.1595
Burned Peak Flow Rate (cfs) 0.1595
24-Hr Clear Runoff Volume (ac-ft) 0.037
24-Hr Clear Runoff Volume (cu-ft) 1612.8046
E-26
Item #6. Page 832
Meeting Date: 11/14/2023 / Packet Page #: 837
Peak Flow Hydrologic Analysis
File location: M:/Projects/12500/12605US.2.00 Cornerstone Bible Church/Documents/Reports/SWQMP/2020-08 Report/85th percentile/CS Church_Prop Version: HydroCalc 1.0.3
Input Parameters
Project Name CSB Church
Subarea ID Prop Subarea A-1
Area (ac) 0.67
Flow Path Length (ft) 234.0
Flow Path Slope (vft/hft) 0.02
85th Percentile Rainfall Depth (in) 1.0
Percent Impervious 0.72
Soil Type 6
Design Storm Frequency 85th percentile storm
Fire Factor 0
LID True
Output Results
Modeled (85th percentile storm) Rainfall Depth (in) 1.0 Peak Intensity (in/hr) 0.356
Undeveloped Runoff Coefficient (Cu) 0.1
Developed Runoff Coefficient (Cd) 0.676
Time of Concentration (min) 15.0
Clear Peak Flow Rate (cfs) 0.1612
Burned Peak Flow Rate (cfs) 0.1612
24-Hr Clear Runoff Volume (ac-ft) 0.0374
24-Hr Clear Runoff Volume (cu-ft) 1630.5166
E-27
Item #6. Page 833
Meeting Date: 11/14/2023 / Packet Page #: 838
Peak Flow Hydrologic Analysis
File location: M:/Projects/12500/12605US.2.00 Cornerstone Bible Church/Documents/Reports/SWQMP/2020-08 Report/85th percentile/CS Church_Prop Version: HydroCalc 1.0.3
Input Parameters
Project Name CS Bible Church
Subarea ID Prop-Subarea A-2
Area (ac) 0.61
Flow Path Length (ft) 197.0
Flow Path Slope (vft/hft) 0.01
85th Percentile Rainfall Depth (in) 1.0
Percent Impervious 0.75
Soil Type 6
Design Storm Frequency 85th percentile storm
Fire Factor 0
LID True
Output Results
Modeled (85th percentile storm) Rainfall Depth (in) 1.0 Peak Intensity (in/hr) 0.356
Undeveloped Runoff Coefficient (Cu) 0.1
Developed Runoff Coefficient (Cd) 0.7
Time of Concentration (min) 15.0
Clear Peak Flow Rate (cfs) 0.152
Burned Peak Flow Rate (cfs) 0.152
24-Hr Clear Runoff Volume (ac-ft) 0.0353
24-Hr Clear Runoff Volume (cu-ft) 1537.2044
E-28
Item #6. Page 834
Meeting Date: 11/14/2023 / Packet Page #: 839
Peak Flow Hydrologic Analysis
File location: M:/Projects/12500/12605US.2.00 Cornerstone Bible Church/Documents/Reports/Hydrology/2020-08 report-wip/Calcs/2 yr flow/CBC_Exist R Version: HydroCalc 1.0.3
Input Parameters
Project Name CBC_Exist
Subarea ID A-1
Area (ac) 0.64
Flow Path Length (ft) 234.0
Flow Path Slope (vft/hft) 0.02
50-yr Rainfall Depth (in) 7.55
Percent Impervious 0.45
Soil Type 6
Design Storm Frequency 2-yr
Fire Factor 0
LID False
Output Results
Modeled (2-yr) Rainfall Depth (in) 2.9219
Peak Intensity (in/hr) 1.4883
Undeveloped Runoff Coefficient (Cu) 0.6752
Developed Runoff Coefficient (Cd) 0.7764
Time of Concentration (min) 7.0
Clear Peak Flow Rate (cfs) 0.7395
Burned Peak Flow Rate (cfs) 0.7395
24-Hr Clear Runoff Volume (ac-ft) 0.0753
24-Hr Clear Runoff Volume (cu-ft) 3281.9673
E-29
Item #6. Page 835
Meeting Date: 11/14/2023 / Packet Page #: 840
Peak Flow Hydrologic Analysis
File location: M:/Projects/12500/12605US.2.00 Cornerstone Bible Church/Documents/Reports/Hydrology/2020-08 report-wip/Calcs/2 yr flow/CBC_Exist R Version: HydroCalc 1.0.3
Input Parameters
Project Name CBC_Exist
Subarea ID A-2
Area (ac) 0.64
Flow Path Length (ft) 197.0
Flow Path Slope (vft/hft) 0.01
50-yr Rainfall Depth (in) 7.55
Percent Impervious 0.75
Soil Type 6
Design Storm Frequency 2-yr
Fire Factor 0
LID False
Output Results
Modeled (2-yr) Rainfall Depth (in) 2.9219
Peak Intensity (in/hr) 1.6001
Undeveloped Runoff Coefficient (Cu) 0.6884
Developed Runoff Coefficient (Cd) 0.8471
Time of Concentration (min) 6.0
Clear Peak Flow Rate (cfs) 0.8675
Burned Peak Flow Rate (cfs) 0.8675
24-Hr Clear Runoff Volume (ac-ft) 0.1101
24-Hr Clear Runoff Volume (cu-ft) 4796.8406
E-30
Item #6. Page 836
Meeting Date: 11/14/2023 / Packet Page #: 841
Peak Flow Hydrologic Analysis
File location: M:/Projects/12500/12605US.2.00 Cornerstone Bible Church/Documents/Reports/Hydrology/2020-08 report-wip/Calcs/2 yr flow/SBC_Prop R Version: HydroCalc 1.0.3
Input Parameters
Project Name SBC_Prop
Subarea ID A-1
Area (ac) 0.67
Flow Path Length (ft) 234.0
Flow Path Slope (vft/hft) 0.02
50-yr Rainfall Depth (in) 7.55
Percent Impervious 0.72
Soil Type 6
Design Storm Frequency 2-yr
Fire Factor 0
LID False
Output Results
Modeled (2-yr) Rainfall Depth (in) 2.9219
Peak Intensity (in/hr) 1.6001
Undeveloped Runoff Coefficient (Cu) 0.6884
Developed Runoff Coefficient (Cd) 0.8408
Time of Concentration (min) 6.0
Clear Peak Flow Rate (cfs) 0.9013
Burned Peak Flow Rate (cfs) 0.9013
24-Hr Clear Runoff Volume (ac-ft) 0.1116
24-Hr Clear Runoff Volume (cu-ft) 4863.165
E-31
Item #6. Page 837
Meeting Date: 11/14/2023 / Packet Page #: 842
Peak Flow Hydrologic Analysis
File location: M:/Projects/12500/12605US.2.00 Cornerstone Bible Church/Documents/Reports/Hydrology/2020-08 report-wip/Calcs/2 yr flow/SBC_Prop R Version: HydroCalc 1.0.3
Input Parameters
Project Name SBC_Prop
Subarea ID A-2
Area (ac) 0.61
Flow Path Length (ft) 197.0
Flow Path Slope (vft/hft) 0.01
50-yr Rainfall Depth (in) 7.55
Percent Impervious 0.75
Soil Type 6
Design Storm Frequency 2-yr
Fire Factor 0
LID False
Output Results
Modeled (2-yr) Rainfall Depth (in) 2.9219
Peak Intensity (in/hr) 1.6001
Undeveloped Runoff Coefficient (Cu) 0.6884
Developed Runoff Coefficient (Cd) 0.8471
Time of Concentration (min) 6.0
Clear Peak Flow Rate (cfs) 0.8268
Burned Peak Flow Rate (cfs) 0.8268
24-Hr Clear Runoff Volume (ac-ft) 0.105
24-Hr Clear Runoff Volume (cu-ft) 4571.9887
E-32
Item #6. Page 838
Meeting Date: 11/14/2023 / Packet Page #: 843
X X X X
X
X
X
X
X
X X X X
X
X
X
X
X
PHASE 2
EXISTING
DRIVEWAY
EXISTING SINGLE STORY
BUILDING
EXISTING
BUILDING
W H I T C O M B A V E N U E G L E N D O R A A V E N U E ALLEY
EXISTING
LANDSCAPE
TO REMAIN
Existing Church
Building to Remain
EXISTING LANDSCAPE
TO REMAIN
VISIBILITY TRIANGLE -
LOW LEVEL LANDSCAPE
NEW ENTRY
DRIVEWAY
FENCING
NEW TURF
REMOVE & REPLACE STEPS
LANDSCAPE BUFFER
NEW ACCENT TREES
TO FRAME ENTRANCE
STAIRS
STAIRS
EXISTING STREET
TO REMAIN
NEW GATHERING PLAZA
ENHANCED PAVING
ENTRY
EXISTING
CANARY ISLAND
DATE PALM TREE
TO REMAIN
PERGOLA
30'x12'
EVENT
CANOPY
AREA
P U B L I C A L L E Y
REMOVABLE BOLLARDS
1,900 SF
PLAY AREA
ENTRY
PHASE 1
PHASE 2 PHASE 1
kid's
playground
area
New Building
One Story
PERGOLA
RAMP
Existing
Building
to Remain
2 story
PERMEABLE
PAVERS
TRUNCATED
DOMES
TRASH
NEW ENTRY
DRIVEWAY
REMOVABLE
BOLLARDS
Existing
Building
to Remain
2 story
New Building
One Story
EV PARKING
STALL DEDICATED BIKE PARKING V I S T A B O N I T A A V E N U E
NEW CANOPY SHADE
TREES TO ENHANCE
STREETSCAPE
EXISTING STREET
LANDSCAPING
TO REMAIN INTACT
PHASE 2 PHASE 1
│ │ │
E-33
Item #6. Page 839
Meeting Date: 11/14/2023 / Packet Page #: 844
County of Los Angeles 7-1 February 2014
SECTION 7. STORMWATER QUALITY CONTROL
MEASURES
7.1. Introduction
Stormwater quality control measures are required to augment site design principles and source control measures to reduce the volume of stormwater runoff and potential pollution loads in stormwater runoff to the maximum extent practicable. Stormwater quality control measures are designed to handle the frequent, smaller storm events, or the initial volume of stormwater runoff from larger storm events (typically referred to as first flush events). The first flush of larger storm events is the initial period of the storm where stormwater runoff typically carries the highest concentration and loads of pollutants. Small, frequent storm events represent most of the total annual average precipitation in the County.
The LID Ordinance requires that all Designated Projects retain the SWQDv on-site using retention-based stormwater quality control measures (infiltration and/or stormwater runoff harvest and use). The County also requires that Large-Scale NonDesignated Projects retain the SWQDv on-site.
The following sections describe the procedure for selecting and implementing stormwater quality control measures, determining technical infeasibility with the on-site retention requirement, and implementing alternative compliance measures in situations where it is not feasible to meet the on-site retention requirement.
7.2. Stormwater Quality Control Measures
The stormwater quality control measures included in the LID Standards Manual are common non-proprietary control measures being implemented nationwide. The focus of the design criteria for stormwater quality control measures is the construction and implementation of stormwater quality control measures that meet stormwater runoff requirements in terms of on-site retention and pollutant removal. Projects must design and implement stormwater quality control measures that can handle the SWQDv or SWQDv, and stormwater runoff in excess of this volume must be diverted around the stormwater quality control measures to prevent overloading.
The stormwater quality control measures in the LID Standards Manual are categorized into the following types:
Retention-based stormwater quality control measures (RET-1 to RET-7); Biofiltration (BIO-1);
Vegetation-based stormwater quality control measures (VEG-1 to VEG-4); and Treatment-based stormwater quality control measures (T-1 to T-6).
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Low Impact Development Standards Manual
County of Los Angeles 7-2 February 2014
In general, all proposed projects must maximize on-site retention of the SWQDv or SWQDv through infiltration and/or bioretention. If it is not feasible to fully infiltrate or use bioretention to handle the SWQDv or SWQDv, stormwater runoff harvest and use is the next preferred control measure. Project applicants must verify requirements for stormwater runoff harvest and use with the California Department of Public Health.
However, stormwater runoff harvest and use may not be feasible at all project locations.
For Designated Projects that are unable to fully retain the SWQDv on-site through retention-based stormwater quality control measures, alternative compliance measures (e.g., on-site biofiltration, off-site groundwater replenishment, off-site infiltration and/or bioretention, and off-site retrofit) must be implemented. Prior to off-site mitigation, the portion of the SWQDv that cannot be reliably retained on-site must be treated to meet effluent quality standards (see Section 7.4).
For Large-Scale Non-Designated Projects that cannot fully retain the SWQDv on-site through retention-based stormwater quality control measures, water conservation measures that incorporate vegetation to promote pollutant removal and stormwater runoff volume reduction, integrate multiple uses, and/or promote percolation of stormwater runoff through soil media and allow it to discharge downstream slowly must be implemented. Any portion of the SWQDv that will be discharged off-site must be treated. If the Director of Public Works determines that compliance with water conservation requirements is technically infeasible, in whole or in part, in response to a project applicant’s submittal, the Director of Public Works will require that the project applicant submit, for approval by the Director of Public Works, a proposal that incorporates design features demonstrating compliance with LID requirements to the maximum extent practicable.
Various factors must be considered when selecting stormwater quality control measures. In addition to retaining stormwater runoff on-site or treating it to reduce target pollutants of concern, site considerations such as size of the drainage area, depth between the groundwater table and stormwater quality control measure, soil type and permeability, site slope, hydraulic head, size of stormwater quality control measure, and need for vegetation irrigation are important factors in selecting the appropriate stormwater quality control measure for a project site. Land requirements and costs to design, construct, and maintain stormwater quality control measures vary by type.
Vector breeding considerations must also be addressed in selecting stormwater quality control measures because of the potential for nuisance and human health effects.
General guidelines for selecting stormwater quality control measures are presented in Table 7-1.
Other Considerations for Designing Stormwater Quality Control Measures Pretreatment Considerations
Pretreatment must be provided for stormwater quality control measures whose function may be adversely affected by sediment or other pollutants. Pretreatment may also be provided to facilitate the routine removal of sediment, trash, and debris, and to increase E-35
Item #6. Page 841
Meeting Date: 11/14/2023 / Packet Page #: 846
Low Impact Development Standards Manual
County of Los Angeles 7-3 February 2014
the longevity of downstream stormwater quality control measures. Typical pretreatment options include presettling basins or forebays (small detention basins), vegetated swales, vegetated filter strips, hydrodynamic separators, oil/water separators, and catch basin inserts.
Retention-based Stormwater Quality Control Measures
Infiltration is the primary mechanism for reducing stormwater runoff for all retentionbased stormwater quality control measures with the exception of stormwater runoff harvest and use. Soils should have sufficient organic content and sorption capacity to remove certain pollutants, but must be coarse enough to allow infiltration of stormwater runoff in a reasonable amount of time (e.g., less than 96 hours for above-ground ponded water to prevent vector breeding). Examples of suitable soils for infiltration are silty and sandy loams. Coarser soils, such as gravelly sands, have limited organic content and high permeability and therefore present a potential risk to groundwater from certain pollutants, especially in areas of shallow groundwater. The project applicant should consult with LACDPW to identify if vulnerable unconfined aquifers are located beneath the project site to determine if retention-based stormwater quality control measures are appropriate for the proposed project. In areas with unconfined aquifers, implementation of retention-based stormwater quality control measures should include appropriate pretreatment to ensure that the groundwater is protected from pollutants of concern.
In high-risk areas (i.e., areas at or near service/retail gasoline outlets, truck stops, and heavy industrial sites), the appropriateness of implementing retention-based stormwater quality control measures must be evaluated. It may not be technically feasible to meet the on-site retention requirement if the project site is located in an area where pollutant mobilization is a documented concern. The site assessment must determine if the proposed infiltration area is isolated from the high-risk areas and there is little chance of spill migration. The site assessment should also determine if pretreatment can sufficiently address pollutants of concern (see Section 7.4).
Additionally, retention-based stormwater quality control measures must be sited with appropriate setbacks from slopes, potable wells, non-potable wells, drain fields, springs, and buildings foundations according to the most recent GMED Policy GS 200.1.
E-36
Item #6. Page 842
Meeting Date: 11/14/2023 / Packet Page #: 847
Low Impact Development Standards Manual
County of Los Angeles 7-4 February 2014
Table 7-1. General Guidelines for Stormwater Quality Control Measures Stormwater Quality Control Measure
Tributary
Area
(acres) (1)
Infiltration Rate
(2)
Maximum
Slope (2)
Hydraulic
Head (3)
Irrigation
Required?
(4)
Vector
Control
Frequency
(3)
Maintenance
Frequency
≥0.3 (3)
in/hr Any ~ 0% < 15%
Retention-based Stormwater Quality Control Measures
Bioretention (RET-1) <10 X X M Y M M
Infiltration Basin (RET-2) <10 X X H Y* L M
Infiltration Trench (RET-3) <10 X X H N L L
Dry Well (RET-4) <10 X X H N L M
Permeable Pavement without an
Underdrain (RET-5) <10 X X M N L L
Rain Barrel/Cistern (RET-6) <0.25 n/a n/a n/a N H L
Green Roof (RET-7) n/a n/a n/a n/a Y L M
Biofiltration
Biofiltration (BIO-1) <10 X X M Y M M
Notes to Table 7-1:
Source: Ventura County Technical Guidance Manual for Stormwater Quality Control Measures (2010) and City of Modesto Guidance Manual for Development Stormwater Quality Control Measures (2011). (1) Stormwater quality control measures with a tributary area of 0.5 acres or more must be off-line unless otherwise approved by LACDPW. (2) X = stormwater quality control measure is suitable for listed site condition. n/a = not applicable. (3) H = High; M = Medium; L = Low. n/a = not applicable. (4) Y = Yes; N = No; Y* = Yes if vegetated.
E-37
Item #6. Page 843
Meeting Date: 11/14/2023 / Packet Page #: 848
Low Impact Development Standards Manual
County of Los Angeles 7-5 February 2014
Table 7-1. General Guidelines for Stormwater Quality Control Measures (continued) Stormwater Quality Control Measure
Tributary
Area
(acres) (1)
Infiltration Rate
(12)
Maximum
Slope (2)
Hydraulic
Head (3)
Irrigation
Required?
(4)
Vector
Control
Frequency
(3)
Maintenance
Frequency
≥0.3 (3)
in/hr Any ~ 0% < 15%
Vegetation-based Stormwater Quality Control Measures
Stormwater Planter (VEG-1) <10 X X M Y M M
Tree-well Filter (VEG-2) <10 X X M Y M M
Vegetated Filter Strips (VEG-3) <10 X X L Y L L
Vegetated Swales (VEG-4) <10 X X L Y L L
Treatment-based Stormwater Quality Control Measures
Sand Filters (T-1) Varies X X H N L H
Constructed Wetlands (T-2) ≥10 X X L Y H H
Extended Detention Basin (T-3) ≥10 X X L Y* M M
Wet Pond (T-4) ≥10 X X L Y* H M
Permeable Pavement with an
Underdrain (T-5) <10 X X M N L L
Proprietary Devices (T-6) Varies (5)
Notes to Table 7-1:
Source: Ventura County Technical Guidance Manual for Stormwater Quality Control Measures (2010) and City of Modesto Guidance Manual for Development Stormwater Quality Control Measures (2011). (1) Stormwater quality control measures with a tributary area of 0.5 acres or more must be off-line unless otherwise approved by LACDPW. (2) X = stormwater quality control measure is suitable for listed site condition. n/a = not applicable. (3) H = High; M = Medium; L = Low. n/a = not applicable. (4) Y = Yes; N = No; Y* = Yes if vegetated.
(5) Site constraints for proprietary devices will vary depending on the type of device proposed, design specifications, and manufacturer. Proprietary devices must be approved for use by LACDPW.
E-38
Item #6. Page 844
Meeting Date: 11/14/2023 / Packet Page #: 849
Low Impact Development Standards Manual
County of Los Angeles 7-6 February 2014
Biofiltration
Biofiltration systems use vegetation and soils or other filtration media to treat stormwater runoff. As stormwater runoff passes through the vegetation and the filtration media, the combined effects of filtration, adsorption, and biological uptake remove pollutants. In biofiltration systems, organic material in the soils retains water and promotes pollutant adsorption (i.e., dissolved metals, petroleum hydrocarbons) into the soil matrix. Plants use soil moisture, promote the drying of the soil through transpiration, and uptake pollutants in their roots and leaves. Plants with extensive root systems also help to maintain infiltration rates. Vegetation also decreases the velocity of flow and allows for particulates to settle. Biofiltration systems must be designed according to specifications outlined in the Biofiltration Fact Sheet (BIO-1) in Appendix E of the LID Standards Manual.
Vegetation-Based Stormwater Quality Control Measures
Vegetation-based stormwater quality control measures use the same principles as biofiltration, described above, to treat stormwater runoff. However, vegetation-based stormwater quality control measures are not subject to the design specifications outlined in Attachment H of the 2012 MS4 Permit.
Proprietary Stormwater Quality Control Measures
Proprietary stormwater quality control measures that are proposed for a project must be reviewed and approved by LACDPW. More information on a number of vendors of proprietary devices is provided at
http://dpw.lacounty.gov/wmd/bmp/accepted_bmps.cfm.
7.3. Technical Infeasibility
In order to demonstrate technical infeasibility, the project applicant must show that the project cannot reliably retain 100 percent of the SWQDv on-site, even with the maximum application of green roofs and stormwater runoff harvest and use, and submit a site-specific hydrologic and/or design analysis conducted and verified by a registered professional engineer, geologist, architect, and/or landscape architect. Technical infeasibility for on-site infiltration may result from conditions including the following:
The corrected in-situ infiltration rate is less than 0.3 inches per hour, as determined according to the most recent GMED Policy GS 200.1, and it is not technically feasible to amend the in-situ soils to attain an infiltration rate necessary to achieve reliable performance of retention-based stormwater quality control measures for the SWQDv on-site;
Locations where the seasonal high groundwater level is within 10 feet of the surface, as determined according to the most recent GMED Policy GS 200.1; Locations within 100 feet of a groundwater well used for drinking water; E-39
Item #6. Page 845
Meeting Date: 11/14/2023 / Packet Page #: 850
Low Impact Development Standards Manual
County of Los Angeles 7-7 February 2014
Brownfield development sites where infiltration poses a risk of pollutant mobilization;
Other locations where pollutant mobilization is a documented concern (e.g., at or near properties that are contaminated or store hazardous substances underground);
Locations with potential geotechnical hazards;
Smart growth and infill or redevelopment locations where the density and/or nature of the project would create significant difficulty for compliance with the onsite retention requirement; Locations where infiltration may adversely impact biological resources; or Locations where infiltration may cause health and safety concerns.
It may be technically infeasible for stormwater runoff harvest and use for the following situations:
Projects that would not provide sufficient irrigation or (where permitted) domestic grey water demand for use of stored stormwater runoff due to limited landscaping or extensive use of low water use plant palettes in landscaped areas; Projects that are required to use recycled water for landscape irrigation; Projects in which the harvest and use of stormwater runoff would conflict with local, state, or federal ordinances or building codes;
Locations where storage facilities may cause potential geotechnical hazards as outlined in the geotechnical report; or
Locations where storage facilities may cause health and safety concerns.
7.4. Alternative Compliance
For Designated Projects where it is determined to be technically infeasible to reliably retain 100 percent of the SWQDv on-site, alternative compliance measures must be implemented. The project applicant must implement at least one of the following alternative compliance measures:
On-site biofiltration of 1.5 times the volume of the SWQDv that is not reliably retained on-site;
On-site treatment and off-site infiltration/bioretention of the volume of the SWQDv that is not reliably retained on-site;
Replenishment of groundwater supplies that have a designated beneficial use in the Water Quality Control Plan: Los Angeles Region, Basin Plan for the Coastal Watersheds of Los Angeles and Ventura Counties (Basin Plan), which was most recently adopted in June 1994 by the Regional Water Board and subsequently amended; or
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Item #6. Page 846
Meeting Date: 11/14/2023 / Packet Page #: 851
Low Impact Development Standards Manual
County of Los Angeles 7-8 February 2014
On-site treatment and off-site infiltration/bioretention or stormwater runoff harvest and use of the volume of SWQDv that is not reliably retained on-site through retrofit an existing development with similar land uses as the project.
A flow chart outlining process for implementing alternative compliance measures is presented in Figure 7-1.
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Item #6. Page 847
Meeting Date: 11/14/2023 / Packet Page #: 852
Advanced Stormwater Biofiltration
A NEW DIRECTION IN TRADITIONAL BIORETENTION / BIOFILTRATION SYSTEMS E-42
Item #6. Page 848
Meeting Date: 11/14/2023 / Packet Page #: 853
www.ModularWetlands.com
Overview
Modular Wetland Systems, Inc. continues
to provide groundbreaking stormwater
treatment and volume reduction/control
technology with the WetlandMod™. This
modular system provides the same treatment train concept as the industry leading MWS Linear (Modular Wetland System Linear™) - screening, separation, & biofiltration - combined with the capacity to reduce and control water volume in a more efficient way when compared to traditional downward flow bioretention systems.
The system is built upon the concept of horizontal flow biofiltration, which was first introduced by the MWS Linear in 2007. Horizontal flow works with gravity, not against it, to prevent clogging, standing water and other problems associated with traditional downward flow bioretention systems. Bioretention systems have an inherent flaw, the force of gravity. As stormwater runoff carries pollutants into the system, including sediments and hydrocarbons, they are deposited on top of the bioretention media where it accumulates and quickly clogs the filter media.
It has been documented that
sediment accumulation from
just a few storm events can
completely clog a bioretention
system. This leads to
drastically reduced infiltration
rates, expensive maintenance
burdens, and safety issues
associated with standing
water, depressed landscaping
and vector control.
The WetlandMod™ overcomes these challenges by utilizing pre-treatment, a horizontal flow biofiltration bed, and orifice flow control. The initial surface of the media bed in the WetlandMod™ is oriented on a vertical plane, as opposed to horizontally, therefore running parallel with the force of gravity as opposed to perpendicular. This simple concept,
increases surface area, reduces BMP
footprint, prevents clogging and
leads to an enhanced overall system
with lower maintenance costs. The
WetlandMod™ can utilize various
blends to meet local stormwater
bioretention media specifications.
The system is also available with
an organic-free WetlandMEDIA
to prevent nutrient leaching and
maximize pollutant removal.
Pre-Treatment &
Discharge Chamber
Orifice Controlled Underdrain
Outlet Pipe
Orifice Controlled Underdrain
(From Biofiltration Chamber)
Permeable Pavers
Access Hatch
Void Area
(Surrounds Media Bed)
False Floor
Bypass Riser
Removable
Filter Screens
Biofiltration Chamber
Patented perimeter void area maximizes surface area and minimizes footprint, saving space and money. The perimeter void area allows water to penetrate the media bed, not only from the top, but from all four sides.
E-43
Item #6. Page 849
Meeting Date: 11/14/2023 / Packet Page #: 854
www.ModularWetlands.com
Configuration
One of the biggest challenges of the implementation of LID and bioretention/biofiltration systems is the associated space requirements. The large space requirements of traditional bioretention systems can cause design and feasibility issues, increasing the overall cost to comply with local and state stormwater regulations.
The WetlandMod™ marks the first technological breakthrough to address how we comply with these regulations.
The goal of the system is to minimize footprint and land costs associated with traditional bioretention/ biofiltration systems. This is acheived by utilizing horizontal flow technology and combining it with traditional downward flow, therefore maximizing the surface area for a given footprint.
Designed To Minimize Required BMP Footprint and Maximize Buildable Space This system is constructed from modular precast concrete structures. The system comes standard with a curbtype pre-treatment structure, including internal bypass. The biofiltration chambers can be made in any length and shape (shown below) to allow for easy integration with parking lot island designs. The system comes in two standard widths, 4 feet (18” minimum media requirement - San Diego County) and 5 feet (24” minimum media requirement - Los Angeles County).
The Wetland Chamber Module is constructed of precast concrete and available in various lengths and heights. The chamber also includes rebar dowels to attach structure to curb and gutter. Units can be connected mechanically end-to-end
for longer modules.
Pre-treatment Chambers come standard with built-in curb inlets to intercept sheet flows from surrounding areas. The pre-treatment chamber is available with an optional internal bypass for high flows and it is easily accessible for quick maintenance. Trash, debris and sediments are isolated in a central location, minimizing maintenance requirements on the biofiltration chamber.
Biofiltration Chamber
Pre-Treatment & Discharge Chamber
Footprint Reduction Up To 61% Over Traditional Bioretention Systems (Example: Planter Boxes, Rain Gardens, Biofiltration)
Wetland Chamber
Module
Pre-Treatment
Chamber Module
Curb Inlet
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Item #6. Page 850
Meeting Date: 11/14/2023 / Packet Page #: 855
www.ModularWetlands.com
18” Media - San Diego County Minimum Requirement
18” Media Thickness WetlandMod Traditional Bioretention Chamber Width I.D. (ft.) 4.00 4.00
Cage Width (ft.) 3.34 n/a
Void Width (ft.) 0.33 n/a
Chamber Height Max (TC) (ft.) 4.40 n/a
Assoc. Cage Height Max (ft.) 3.52 n/a
TC to Top of Cage Distance (ft.) 0.88 n/a
Ponding Over Media (ft.) 0.33 Variable
Chamber Height Min (ft.) 1.61 Variable
Assoc. Cage Height Min (ft.) 1.83 Variable
TC to Top of Cage Distance (ft.) 0.88 Variable
MAX Surface Area Per Linear Foot (sq. ft.) 10.38 4
Footprint Reduction Provided 61%
MIN Surface Area Per Linear Foot (sq. ft.) 7 4
Footprint Reduction Provided 43%
24” Media - Los Angeles County Minimum Requirement
24” Media Thickness WetlandMod Traditional Bioretention Chamber Width I.D. (ft.) 5.00 5.00
Cage Width (ft.) 4.34 n/a
Void Width (ft.) 0.33 n/a
Chamber Height Max (TC) (ft.) 4.40 n/a
Assoc. Cage Height Max (ft.) 3.52 n/a
TC to Top of Cage Distance (ft.) 0.88 n/a
Ponding Over Media (ft.) 0.33 Variable
Chamber Height Min (ft.) 2.05 Variable
Assoc. Cage Height Min (ft.) 2.33 Variable
TC to Top of Cage Distance (ft.) 0.88 Variable
MAX Surface Area Per Linear Foot (sq. ft.) 11.38 5
Footprint Reduction Provided 56%
MIN Surface Area Per Linear Foot (sq. ft.) 9 5
Footprint Reduction Provided 44%
Sizing
The combination of horizontal flow and downward flow maximizes surface area and minimizes footprint. The WetlandMod™ is taking bioretention/biofiltration to a new level.
Configurations
Open Bottom - Infiltration
This configuration is available with an open basin to maximize infiltration and meet “partial infiltration” requirements in many jurisdictions. A 12” rock base is recommended under the structure to maximize storage and infiltration capacity.
Cistern - Storage For Reuse
An optional storage vessel under the biofiltration chamber stores water for reuse, including irrigation and grey water. The Cistern configuration allows for treated runoff to be stored for later use and a removable sump pump is available.
WetlandMEDIA
WetlandMEDIA is an organic free alternative to traditional bioretention media. It offers higher infiltration rates and a sorptive media mix with high ion exchange capacity. This makes it ideal for nutrient removal. WetlandMEDIA also supports robust vegetation and prevents standing water.
Bioretention Mix
The WetlandMod™ is designed to utilize any type of bioretention mix required to meet local requirements and specifications, including a 5-Inch Per Hour sand compost mix found in most LID manuals.
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Item #6. Page 851
Meeting Date: 11/14/2023 / Packet Page #: 856
SUSMP
Cornerstone Bible Church
Attachment B
Geotechnical Investigation
[Include all geotechnical documents relevant to infiltration feasibility (i.e. Geotechnical Report, Soils Report, Percolation Report, Soils Letter, etc.). The document(s) must detail the results of the soil investigation, the infiltration rate, groundwater depths, soil characterization, etc. Note that soil borings must be conducted in the area of the proposed BMPs. In addition to the complete soils report, a letter signed and stamped with wet ink application by a geotechnical engineer must be provided. The letter must state that the soil will or will not exhibit instability as a result of implementing the proposed BMPs, that the seasonal high groundwater depth is or is not at the required depth (5-10 feet depending on BMP type) below the base of the infiltration BMP, and the infiltration rate is or is not at least 0.3 in/hr.]
NOT APPLICABLE - PRELIMINARY SUBMITTAL
E-46
Item #6. Page 852
Meeting Date: 11/14/2023 / Packet Page #: 857
SUSMP
Cornerstone Bible Church
Attachment C
City Forms
E-47
Item #6. Page 853
Meeting Date: 11/14/2023 / Packet Page #: 858
SUSMP
Cornerstone Bible Church
Attachment D
Master Covenant Agreement (MCA)
Include a Master Covenant Agreement (MCA) form along with an attached Operations and Maintenance (O&M) Plan, Site Plan, and Owner’s Certification. The MCA must list the type and dimensions of each BMP. Once the MCA is approved by the City, it will need to be notarized and recorded (along with attachments) with the County Recorder’s Office.
NOT APPLICABLE - PRELIMINARY SUBMITTAL
E-48
Item #6. Page 854
Meeting Date: 11/14/2023 / Packet Page #: 859
SUSMP
Cornerstone Bible Church
Attachment E
Operations and Maintenance (O&M) Plan
[Include an Operations and Maintenance (O&M) Plan. This should include the components of the BMPs, the frequency of inspections and maintenance, the responsible entity, etc.
NOT APPLICABLE - PRELIMINARY SUBMITTAL
E-49
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Meeting Date: 11/14/2023 / Packet Page #: 860
SUSMP
Cornerstone Bible Church
OPERATIONS AND MAINTENANCE (O&M) PLAN
FOR
Attachment F
Plans
[Include full sized copies (24” x 36” or larger) of all relevant plans (i.e. grading plans, plumbing plans, drainage plans, etc.) signed, stamped, and dated with wet ink application by a California licensed civil engineer with all water quality notes and details. This is to properly evaluate the site design and ensure all BMPs are located on plans which will be used by the contractor during construction. The plans must indicate the locations of all BMPs, crosssectional details of all BMPs, conveyance systems, drainage connections, overflow processes, elevations, inverts, etc. All conveyance systems (i.e. ribbon gutters, area drains, storm drains, swales, etc.) must be indicated with inverts and elevations. The cross-sectional details of the BMPs must show the type and depth of all layers (i.e. amended soil layer, gravel layer, etc.) and must follow the criteria from the design standard used.] E-50
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Meeting Date: 11/14/2023 / Packet Page #: 861
│ │ │ CIVIL STRUCTURAL SURVEY PLANNING 9449 BALBOA AVE, STE 270 SAN DIEGO, CA 92123 619.299.5550 E-51
Item #6. Page 857
Meeting Date: 11/14/2023 / Packet Page #: 862
X X X X
X
X
X
X
X
X X X X
X
X
X
X
X
kid's
playground
area
RAMP
│ │ │ CIVIL STRUCTURAL SURVEY PLANNING 9449 BALBOA AVE, STE 270 SAN DIEGO, CA 92123 619.299.5550 E-52
Item #6. Page 858
Meeting Date: 11/14/2023 / Packet Page #: 863
│ │ │ CIVIL STRUCTURAL SURVEY PLANNING 9449 BALBOA AVE, STE 270 SAN DIEGO, CA 92123 619.299.5550 E-53
Item #6. Page 859
Meeting Date: 11/14/2023 / Packet Page #: 864
X X X X
X
X
X
X
X
X X X X
X
X
X
X
X
kid's
playground
area
RAMP
│ │ │ CIVIL STRUCTURAL SURVEY PLANNING 9449 BALBOA AVE, STE 270 SAN DIEGO, CA 92123 619.299.5550 E-54
Item #6. Page 860
Meeting Date: 11/14/2023 / Packet Page #: 865
CORNERSTONE BIBLE CHURCH EXPANSION INITIAL STUDY
CITY OF GLENDORA
Appendix
August 2023
Appendix F Preliminary Hydrology Report
Item #6. Page 861
Meeting Date: 11/14/2023 / Packet Page #: 866
CORNERSTONE BIBLE CHURCH EXPANSION INITIAL STUDY
CITY OF GLENDORA
Appendix
PlaceWorks
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Item #6. Page 862
Meeting Date: 11/14/2023 / Packet Page #: 867
PRELIMINARY HYDROLOGY REPORT
FOR
CORNERSTONE BIBLE CHURCH
400 Glendora Avenue
Glendora, CA 91741
Prepared by:
9449 Balboa Avenue, Suite 270
San Diego, CA 92123
BWE Job #: 12605us
Date: October 2020
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Item #6. Page 863
Meeting Date: 11/14/2023 / Packet Page #: 868
TABLE OF CONTENTS
1. Purpose……………………………………………………………………....page 1
2. Project Location…..……………….…………………………………..…… page 1
3. Existing Condition.………………………………………………………… page 1
4. Proposed Improvements………………………………………………….… page 2
5. Soil Characteristics…………………………………………………….…….page 2
6. Methodology……………………………………….……………..…………page 3
7. Calculations …………………………………………………………………page 3
8. Conclusions…..……………………………………………………………. page 4
9. References …………………………………………………………………. page 5
Appendices
Site Vicinity Map……….………………………………………………... Appendix A
Site Imagery Map
Existing Conditions Hydrology Calculations………..…………..……….. Appendix B Existing Condition Hydrology Map
Proposed Conditions Hydrology Calculations.………………..…………. Appendix C Proposed Condition Hydrology Map
Excerpts from Hydrology Manual…………………………………………Appendix D FEMA Flood Plain Map……………….…………………………………..Appendix E
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1 1. Purpose
The purpose of this Hydrology Report is to analyze and address the storm water quantity impacts due to the proposed redevelopment of the Cornerstone Bible Church. This report will also design and recommend sizes for the associated drainage facilities and storm runoff conveyance system.
To determine the impacts of the proposed redevelopment on the existing drainage pattern, the pre- and post- development peak flow rates are analyzed and compared for the 2, 25, & 50 year 24-hour duration storm events using the Modified Rational Methods of Analysis. HydroCalc computer program is utilized for this purpose.
This development is a private development project and is subject to the requirements of the Urban Flood level of protection per section 4.3 of the hydrology manual. Urban Flood is runoff from a 25 year frequency design storm. Therefore, proposed drainage facilities such as detention basins are designed based on the 25 year 24-hr frequency storm. The proposed storm drain conveyance system is designed to convey the runoff due to 50 year 24-hr storm. 2 year 24-hr storm event is also analyzed to comply with the County’s hydromodification infeasibility requirements. This report is prepared in accordance with the requirements of the Los Angeles County Hydrology Manual dated 2006.
2. Project Location
The project site is located in the City of Glendora, County of Los Angeles and State of California. The site is bounded by Vista Bonita Avenue on the east, Glendora Avenue on the west, Whitcomb Avenue on the south, and Public Alley on the north.
Refer to Appendix A for Vicinity and Imagery Maps.
3. Existing Condition
The project site was previously developed and comprised of a double story Church building, paved parking, a modular structure, concrete walkways, and children’s play area. The topography of the majority site area is relatively flat (1-2%) and generally slopes from north to south and east to west directions. Runoff from the easterly portion of the site flows south to Whitcomb Avenue. Similarly, the runoff from the westerly portion of the site surface flows to Whitcomb Avenue as well as Glendora Avenue. The runoff from the site ultimately discharges to County’s storm drain system through existing curb inlets and storm drain pipes situated within Whitcomb and Glendora Avenues. This storm drain system originates from offsite drainage area and discharges to Dalton Wash situated southerly side of the site. Dalton Wash ultimately discharges into the San Gabriel River via Walnut Creek.
The runoff originating from the site concentrates near the two existing inlets situated within Whitcomb and Glendora Avenues. These locations are identified as drainage analysis points 1 & 2 in the existing condition hydrology map.
Refer to Appendix B for Existing Condition Hydrology Map.
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Meeting Date: 11/14/2023 / Packet Page #: 870
2 4. Proposed Improvements
The existing church building will be preserved. The proposed development will consist of a large single story building and two smaller structures, new parking lot with ADA parking stalls, walkways, new play area, and landscaping. Parking lots are situated at the easterly side of the site which replaces the existing residential buildings.
The site design also includes construction of storm drain conveyance system, detention basin, planters, and landscape areas. The project will also include associated improvements such as curbs, walkways, and utilities. The Low Impact Development (LID) strategies are also designed to mimic the existing drainage pattern.
The majority site runoff surface flows south to Whitcomb Avenue. A new storm drain system is also proposed for the collection and conveyance of the site runoff.
The existing drainage pattern will be maintained in the proposed condition to the maximum extent feasible There are two runoff exit points for the site runoff in the proposed condition which are identified as exit points 1 and 2 in the proposed condition hydrology map.
See Appendix C for Proposed Conditions Hydrology Calculations and Map.
5. Soil Characteristics
The soil of the site is classified as Type 006, as shown on figure LACDPW 1-H1.32. See in Appendix D for details.
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3 6. Methodology
The hydrologic methods used in the study are based on the procedures described in the Los Angeles County Department of Public Works Hydrology Manual. A computer model named HydroCalc Version 0.3.0-beta is utilized to analyze the hydrology for the site.
This computer model of the modified rational method analysis allows user to enter information such as rainfall depth, drainage area, slope, and percent imperviousness in the model. This computer model has the capability of computing the peak flow rate and volume based on the above information.
The site is located in the City of Glendora. The rainfall depth for 50-year 24-hour duration is obtained from Los Angeles County Hydrology Map (GIS viewer application to view LID & hydrology manual). The rainfall depth for the site is determined to be 7.55 inches. The 2-year 24-hour storm event rainfall depth of 2.554” is obtained by multiplying the 50 year value by a factor of 0.387. Similarly, the 25-year 24-hour storm event rainfall depth of 6.628” is obtained by multiplying the 50 year value by a factor of
0.878. 85th percentile rainfall depth is determined to be 1” for the site. These factors are obtained from LA County hydrology manual section 5.3, Rainfall Isohytes.
7. Calculations
HydroCalc Version 0.3.0-beta computer program, is used to determine peak flow rates and volume from the site for both existing and proposed conditions. The results are summarized in Table 7-1 & 2 for comparison purpose. The detailed calculations/results for existing and proposed conditions analysis are located in Appendices B and C respectively.
Table 7-1: Existing Condition Peak Flow Rates & Volume Summary Basin
#
Area
(ac)
%
Impervious
50 yr-24 hr
Storm
25 yr-24 hr
Storm
2 yr-24 hr
Storm
*85th Percentile,
Q/SWQDv
Q (cfs) V (cft) Q (cfs) V (cft) Q (cfs) V (cft) Q (cfs) V (cft) A-1 0.64 45.0% 2.58 9,452 1.95 6,999 0.11 1,197 0.09 1,059 A-2 0.64 75.0% 2.59 12,836 1.97 9,764 0.19 1,825 0.16 1,613 Total 1.28 5.17 22,288 3.92 16,763 0.30 3,022 0.25 2,672 Table 7-2: Proposed Condition Peak Flow Rates & Volume Summary Basin
#
Area
(ac)
%
Impervious
50 yr-24 hr Storm
25 yr-24 hr
Storm
2 yr-24 hr
Storm
*85th Percentile,
Q/SWQDv
Q (cfs) V (cft) Q (cfs) V (cft) Q (cfs) V (cft) Q (cfs) V (cft) A-1 0.67 72.0% 2.72 13,083 2.06 9,932 0.19 1,845 0.16 1,631 A-2 0.61 75.0% 2.47 12,234 1.88 9,306 0.18 1,738 0.15 1,537 Total 1.28 5.19 25,317 3.94 19,238 0.37 3,583 0.31 3,168 Difference 0.02 3,029 0.02 2,475 0.07 561 0.06 496
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Meeting Date: 11/14/2023 / Packet Page #: 872
4 Due to the proposed redevelopment, the overall unmitigated runoff generated from the 50 year 24-hr storm event can be expected to increase by 0.02 cfs. The unmitigated peak flow rates for the 25 year and 2 year storm event can be expected to increase by 0.02 and
0.07 cfs respectively. The storm volumes due to 50 and 25 year 24-hr storm events are anticipated to be increased by 3,029 and 2,475 cft respectively. Similarly, the volume due to the 2 year 24-hr storm event is expected to increase by 561 cft in the proposed condition. The volume increase is mainly due to the increase in impervious area in the proposed condition. For flood control purpose, only the peak flow rate mitigation is considered. Since the peak flow rate increase is very small for all storm events further attenuation of peak flow rate is not proposed.
Site is categorized as designated project and is required to manage hydromodification impact due to the redevelopment. Compliance with the hydromodification will require to perform the frequency analyses of the receiving channel downstream. The frequency analyses, require to analyze changes in flow velocity, volume, and depth/width of flow for all natural system using HEC-RAS, to demonstrate compliance with hydromodification requirements and identify drainage impacts on off-site property. This type of analyses will require an intensive study of an offsite natural receiving system which is beyond the scope of this service. For a redevelopment project with small redevelopment footprint, performing frequency and sediment transport analyses of the downstream receiving system is not practicable. Therefore, the site is seeking for infeasibility of hydromodification implementation by controlling peak flow rate due to 2- year, 24-hour rainfall frequency. Since the actual infiltration rate for the site is not available the volume reduction for 2-year, 24-hour rainfall frequency cannot be determined.
8. Conclusions
Storm water runoff from the site is collected and conveyed via a network of storm drain system consisting of roof downspouts, swales, planters, storm drain pipes, and retention vault. Underground retention vault is proposed to retain/mitigate volume due to 85th percentile storm event (storm water quality volume – SWQDv). The volume of the vault is also checked to comply with the infeasibility of hydromodification requirements. The storm drain system is designed to convey the peak flow rate due to 50, year, 24-hr storm event.
In the proposed condition the peak flow rate from the site is anticipated to be maintained.
Therefore, no adverse drainage impact is anticipated due to the proposed redevelopment.
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Meeting Date: 11/14/2023 / Packet Page #: 873
5 9. References
County of Los Angeles, Hydrology Manual dated 2006.
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Meeting Date: 11/14/2023 / Packet Page #: 874
VICINITY MAP
SITE LOCATION
F-8
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Meeting Date: 11/14/2023 / Packet Page #: 875
IMAGERY MAP
F-9
Item #6. Page 871
Meeting Date: 11/14/2023 / Packet Page #: 876
APPENDIX A:
Site Vicinity Map
Site Imagery Map
F-10
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Meeting Date: 11/14/2023 / Packet Page #: 877
APPENDIX B:
Existing Condition Hydrology Calculations
Existing Conditions Hydrology Map
F-11
Item #6. Page 873
Meeting Date: 11/14/2023 / Packet Page #: 878
Peak Flow Hydrologic Analysis
File location: M:/Projects/12500/12605US.2.00 Cornerstone Bible Church/Documents/Reports/Hydrology/2020-08 report-wip/Calcs/2 yr flow/CBC_Exist R Version: HydroCalc 1.0.3
Input Parameters
Project Name CBC_Exist
Subarea ID A-1
Area (ac) 0.64
Flow Path Length (ft) 234.0
Flow Path Slope (vft/hft) 0.02
50-yr Rainfall Depth (in) 7.55
Percent Impervious 0.45
Soil Type 6
Design Storm Frequency 2-yr
Fire Factor 0
LID False
Output Results
Modeled (2-yr) Rainfall Depth (in) 2.9219
Peak Intensity (in/hr) 1.4883
Undeveloped Runoff Coefficient (Cu) 0.6752
Developed Runoff Coefficient (Cd) 0.7764
Time of Concentration (min) 7.0
Clear Peak Flow Rate (cfs) 0.7395
Burned Peak Flow Rate (cfs) 0.7395
24-Hr Clear Runoff Volume (ac-ft) 0.0753
24-Hr Clear Runoff Volume (cu-ft) 3281.9673
F-12
Item #6. Page 874
Meeting Date: 11/14/2023 / Packet Page #: 879
Peak Flow Hydrologic Analysis
File location: M:/Projects/12500/12605US.2.00 Cornerstone Bible Church/Documents/Reports/Hydrology/2020-08 report-wip/Calcs/2 yr flow/CBC_Exist R Version: HydroCalc 1.0.3
Input Parameters
Project Name CBC_Exist
Subarea ID A-2
Area (ac) 0.64
Flow Path Length (ft) 197.0
Flow Path Slope (vft/hft) 0.01
50-yr Rainfall Depth (in) 7.55
Percent Impervious 0.75
Soil Type 6
Design Storm Frequency 2-yr
Fire Factor 0
LID False
Output Results
Modeled (2-yr) Rainfall Depth (in) 2.9219
Peak Intensity (in/hr) 1.6001
Undeveloped Runoff Coefficient (Cu) 0.6884
Developed Runoff Coefficient (Cd) 0.8471
Time of Concentration (min) 6.0
Clear Peak Flow Rate (cfs) 0.8675
Burned Peak Flow Rate (cfs) 0.8675
24-Hr Clear Runoff Volume (ac-ft) 0.1101
24-Hr Clear Runoff Volume (cu-ft) 4796.8406
F-13
Item #6. Page 875
Meeting Date: 11/14/2023 / Packet Page #: 880
Peak Flow Hydrologic Analysis
File location: M:/Projects/12500/12605US.2.00 Cornerstone Bible Church/Documents/Reports/Hydrology/2020-08 report-wip/Calcs/25 yr flow/CBC_Exist Version: HydroCalc 1.0.3
Input Parameters
Project Name CBC_Exist
Subarea ID A-1
Area (ac) 0.64
Flow Path Length (ft) 234.0
Flow Path Slope (vft/hft) 0.02
50-yr Rainfall Depth (in) 7.55
Percent Impervious 0.45
Soil Type 6
Design Storm Frequency 25-yr
Fire Factor 0
LID False
Output Results
Modeled (25-yr) Rainfall Depth (in) 6.6289
Peak Intensity (in/hr) 3.955
Undeveloped Runoff Coefficient (Cu) 0.8748
Developed Runoff Coefficient (Cd) 0.8861
Time of Concentration (min) 5.0
Clear Peak Flow Rate (cfs) 2.2429
Burned Peak Flow Rate (cfs) 2.2429
24-Hr Clear Runoff Volume (ac-ft) 0.1865
24-Hr Clear Runoff Volume (cu-ft) 8123.7247
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Item #6. Page 876
Meeting Date: 11/14/2023 / Packet Page #: 881
Peak Flow Hydrologic Analysis
File location: M:/Projects/12500/12605US.2.00 Cornerstone Bible Church/Documents/Reports/Hydrology/2020-08 report-wip/Calcs/25 yr flow/CBC_Exist Version: HydroCalc 1.0.3
Input Parameters
Project Name CBC_Exist
Subarea ID A-2
Area (ac) 0.64
Flow Path Length (ft) 197.0
Flow Path Slope (vft/hft) 0.01
50-yr Rainfall Depth (in) 7.55
Percent Impervious 0.75
Soil Type 6
Design Storm Frequency 25-yr
Fire Factor 0
LID False
Output Results
Modeled (25-yr) Rainfall Depth (in) 6.6289
Peak Intensity (in/hr) 3.955
Undeveloped Runoff Coefficient (Cu) 0.8748
Developed Runoff Coefficient (Cd) 0.8937
Time of Concentration (min) 5.0
Clear Peak Flow Rate (cfs) 2.2621
Burned Peak Flow Rate (cfs) 2.2621
24-Hr Clear Runoff Volume (ac-ft) 0.2569
24-Hr Clear Runoff Volume (cu-ft) 11190.252
F-15
Item #6. Page 877
Meeting Date: 11/14/2023 / Packet Page #: 882
Peak Flow Hydrologic Analysis
File location: M:/Projects/12500/12605US.2.00 Cornerstone Bible Church/Documents/Reports/Hydrology/2020-08 report-wip/Calcs/50 yr flow/CBC_Exist Version: HydroCalc 1.0.3
Input Parameters
Project Name CBC_Exist
Subarea ID A-1
Area (ac) 0.64
Flow Path Length (ft) 234.0
Flow Path Slope (vft/hft) 0.02
50-yr Rainfall Depth (in) 7.55
Percent Impervious 0.45
Soil Type 6
Design Storm Frequency 50-yr
Fire Factor 0
LID False
Output Results
Modeled (50-yr) Rainfall Depth (in) 7.55
Peak Intensity (in/hr) 4.5045
Undeveloped Runoff Coefficient (Cu) 0.8958
Developed Runoff Coefficient (Cd) 0.8977
Time of Concentration (min) 5.0
Clear Peak Flow Rate (cfs) 2.5879
Burned Peak Flow Rate (cfs) 2.5879
24-Hr Clear Runoff Volume (ac-ft) 0.217
24-Hr Clear Runoff Volume (cu-ft) 9452.6857
F-16
Item #6. Page 878
Meeting Date: 11/14/2023 / Packet Page #: 883
Peak Flow Hydrologic Analysis
File location: M:/Projects/12500/12605US.2.00 Cornerstone Bible Church/Documents/Reports/Hydrology/2020-08 report-wip/Calcs/50 yr flow/CBC_Exist Version: HydroCalc 1.0.3
Input Parameters
Project Name CBC_Exist
Subarea ID A-2
Area (ac) 0.64
Flow Path Length (ft) 197.0
Flow Path Slope (vft/hft) 0.01
50-yr Rainfall Depth (in) 7.55
Percent Impervious 0.75
Soil Type 6
Design Storm Frequency 50-yr
Fire Factor 0
LID False
Output Results
Modeled (50-yr) Rainfall Depth (in) 7.55
Peak Intensity (in/hr) 4.5045
Undeveloped Runoff Coefficient (Cu) 0.8958
Developed Runoff Coefficient (Cd) 0.8989
Time of Concentration (min) 5.0
Clear Peak Flow Rate (cfs) 2.5916
Burned Peak Flow Rate (cfs) 2.5916
24-Hr Clear Runoff Volume (ac-ft) 0.2947
24-Hr Clear Runoff Volume (cu-ft) 12836.1398
F-17
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│ │ │ CIVIL STRUCTURAL SURVEY PLANNING 9449 BALBOA AVE, STE 270 SAN DIEGO, CA 92123 619.299.5550 F-18
Item #6. Page 880
Meeting Date: 11/14/2023 / Packet Page #: 885
APPENDIX C:
Proposed Condition Hydrology Calculations
Proposed Conditions Hydrology Map
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Item #6. Page 881
Meeting Date: 11/14/2023 / Packet Page #: 886
Peak Flow Hydrologic Analysis
File location: M:/Projects/12500/12605US.2.00 Cornerstone Bible Church/Documents/Reports/Hydrology/2020-08 report-wip/Calcs/2 yr flow/SBC_Prop R Version: HydroCalc 1.0.3
Input Parameters
Project Name SBC_Prop
Subarea ID A-1
Area (ac) 0.67
Flow Path Length (ft) 234.0
Flow Path Slope (vft/hft) 0.02
50-yr Rainfall Depth (in) 7.55
Percent Impervious 0.72
Soil Type 6
Design Storm Frequency 2-yr
Fire Factor 0
LID False
Output Results
Modeled (2-yr) Rainfall Depth (in) 2.9219
Peak Intensity (in/hr) 1.6001
Undeveloped Runoff Coefficient (Cu) 0.6884
Developed Runoff Coefficient (Cd) 0.8408
Time of Concentration (min) 6.0
Clear Peak Flow Rate (cfs) 0.9013
Burned Peak Flow Rate (cfs) 0.9013
24-Hr Clear Runoff Volume (ac-ft) 0.1116
24-Hr Clear Runoff Volume (cu-ft) 4863.165
F-20
Item #6. Page 882
Meeting Date: 11/14/2023 / Packet Page #: 887
Peak Flow Hydrologic Analysis
File location: M:/Projects/12500/12605US.2.00 Cornerstone Bible Church/Documents/Reports/Hydrology/2020-08 report-wip/Calcs/2 yr flow/SBC_Prop R Version: HydroCalc 1.0.3
Input Parameters
Project Name SBC_Prop
Subarea ID A-2
Area (ac) 0.61
Flow Path Length (ft) 197.0
Flow Path Slope (vft/hft) 0.01
50-yr Rainfall Depth (in) 7.55
Percent Impervious 0.75
Soil Type 6
Design Storm Frequency 2-yr
Fire Factor 0
LID False
Output Results
Modeled (2-yr) Rainfall Depth (in) 2.9219
Peak Intensity (in/hr) 1.6001
Undeveloped Runoff Coefficient (Cu) 0.6884
Developed Runoff Coefficient (Cd) 0.8471
Time of Concentration (min) 6.0
Clear Peak Flow Rate (cfs) 0.8268
Burned Peak Flow Rate (cfs) 0.8268
24-Hr Clear Runoff Volume (ac-ft) 0.105
24-Hr Clear Runoff Volume (cu-ft) 4571.9887
F-21
Item #6. Page 883
Meeting Date: 11/14/2023 / Packet Page #: 888
Peak Flow Hydrologic Analysis
File location: M:/Projects/12500/12605US.2.00 Cornerstone Bible Church/Documents/Reports/Hydrology/2020-08 report-wip/Calcs/25 yr flow/SBC_Prop Version: HydroCalc 1.0.3
Input Parameters
Project Name SBC_Prop
Subarea ID A-1
Area (ac) 0.67
Flow Path Length (ft) 234.0
Flow Path Slope (vft/hft) 0.02
50-yr Rainfall Depth (in) 7.55
Percent Impervious 0.72
Soil Type 6
Design Storm Frequency 25-yr
Fire Factor 0
LID False
Output Results
Modeled (25-yr) Rainfall Depth (in) 6.6289
Peak Intensity (in/hr) 3.955
Undeveloped Runoff Coefficient (Cu) 0.8748
Developed Runoff Coefficient (Cd) 0.8929
Time of Concentration (min) 5.0
Clear Peak Flow Rate (cfs) 2.3661
Burned Peak Flow Rate (cfs) 2.3661
24-Hr Clear Runoff Volume (ac-ft) 0.2616
24-Hr Clear Runoff Volume (cu-ft) 11393.768
F-22
Item #6. Page 884
Meeting Date: 11/14/2023 / Packet Page #: 889
Peak Flow Hydrologic Analysis
File location: M:/Projects/12500/12605US.2.00 Cornerstone Bible Church/Documents/Reports/Hydrology/2020-08 report-wip/Calcs/25 yr flow/SBC_Prop Version: HydroCalc 1.0.3
Input Parameters
Project Name SBC_Prop
Subarea ID A-2
Area (ac) 0.61
Flow Path Length (ft) 197.0
Flow Path Slope (vft/hft) 0.01
50-yr Rainfall Depth (in) 7.55
Percent Impervious 0.75
Soil Type 6
Design Storm Frequency 25-yr
Fire Factor 0
LID False
Output Results
Modeled (25-yr) Rainfall Depth (in) 6.6289
Peak Intensity (in/hr) 3.955
Undeveloped Runoff Coefficient (Cu) 0.8748
Developed Runoff Coefficient (Cd) 0.8937
Time of Concentration (min) 5.0
Clear Peak Flow Rate (cfs) 2.1561
Burned Peak Flow Rate (cfs) 2.1561
24-Hr Clear Runoff Volume (ac-ft) 0.2449
24-Hr Clear Runoff Volume (cu-ft) 10665.7089
F-23
Item #6. Page 885
Meeting Date: 11/14/2023 / Packet Page #: 890
Peak Flow Hydrologic Analysis
File location: M:/Projects/12500/12605US.2.00 Cornerstone Bible Church/Documents/Reports/Hydrology/2020-08 report-wip/Calcs/50 yr flow/SBC_Prop Version: HydroCalc 1.0.3
Input Parameters
Project Name SBC_Prop
Subarea ID A-1
Area (ac) 0.67
Flow Path Length (ft) 234.0
Flow Path Slope (vft/hft) 0.02
50-yr Rainfall Depth (in) 7.55
Percent Impervious 0.72
Soil Type 6
Design Storm Frequency 50-yr
Fire Factor 0
LID False
Output Results
Modeled (50-yr) Rainfall Depth (in) 7.55
Peak Intensity (in/hr) 4.5045
Undeveloped Runoff Coefficient (Cu) 0.8958
Developed Runoff Coefficient (Cd) 0.8988
Time of Concentration (min) 5.0
Clear Peak Flow Rate (cfs) 2.7127
Burned Peak Flow Rate (cfs) 2.7127
24-Hr Clear Runoff Volume (ac-ft) 0.3004
24-Hr Clear Runoff Volume (cu-ft) 13083.6285
F-24
Item #6. Page 886
Meeting Date: 11/14/2023 / Packet Page #: 891
Peak Flow Hydrologic Analysis
File location: M:/Projects/12500/12605US.2.00 Cornerstone Bible Church/Documents/Reports/Hydrology/2020-08 report-wip/Calcs/50 yr flow/SBC_Prop Version: HydroCalc 1.0.3
Input Parameters
Project Name SBC_Prop
Subarea ID A-2
Area (ac) 0.61
Flow Path Length (ft) 197.0
Flow Path Slope (vft/hft) 0.01
50-yr Rainfall Depth (in) 7.55
Percent Impervious 0.75
Soil Type 6
Design Storm Frequency 50-yr
Fire Factor 0
LID False
Output Results
Modeled (50-yr) Rainfall Depth (in) 7.55
Peak Intensity (in/hr) 4.5045
Undeveloped Runoff Coefficient (Cu) 0.8958
Developed Runoff Coefficient (Cd) 0.8989
Time of Concentration (min) 5.0
Clear Peak Flow Rate (cfs) 2.4701
Burned Peak Flow Rate (cfs) 2.4701
24-Hr Clear Runoff Volume (ac-ft) 0.2809
24-Hr Clear Runoff Volume (cu-ft) 12234.4457
F-25
Item #6. Page 887
Meeting Date: 11/14/2023 / Packet Page #: 892
X X X X
X
X
X
X
X
X X X X
X
X
X
X
X
PHASE 2
EXISTING
DRIVEWAY
EXISTING SINGLE STORY
BUILDING
EXISTING
BUILDING
W H I T C O M B A V E N U E G L E N D O R A A V E N U E ALLEY
EXISTING
LANDSCAPE
TO REMAIN
Existing Church
Building to Remain
EXISTING LANDSCAPE
TO REMAIN
VISIBILITY TRIANGLE -
LOW LEVEL LANDSCAPE
NEW ENTRY
DRIVEWAY
FENCING
NEW TURF
REMOVE & REPLACE STEPS
LANDSCAPE BUFFER
NEW ACCENT TREES
TO FRAME ENTRANCE
STAIRS
STAIRS
EXISTING STREET
TO REMAIN
NEW GATHERING PLAZA
ENHANCED PAVING
ENTRY
EXISTING
CANARY ISLAND
DATE PALM TREE
TO REMAIN
PERGOLA
30'x12'
EVENT
CANOPY
AREA
P U B L I C A L L E Y
REMOVABLE BOLLARDS
1,900 SF
PLAY AREA
ENTRY
PHASE 1
PHASE 2 PHASE 1
kid's
playground
area
New Building
One Story
PERGOLA
RAMP
Existing
Building
to Remain
2 story
PERMEABLE
PAVERS
TRUNCATED
DOMES
TRASH
NEW ENTRY
DRIVEWAY
REMOVABLE
BOLLARDS
Existing
Building
to Remain
2 story
New Building
One Story
EV PARKING
STALL DEDICATED BIKE PARKING V I S T A B O N I T A A V E N U E
NEW CANOPY SHADE
TREES TO ENHANCE
STREETSCAPE
EXISTING STREET
LANDSCAPING
TO REMAIN INTACT
PHASE 2 PHASE 1
│ │ │
F-26
Item #6. Page 888
Meeting Date: 11/14/2023 / Packet Page #: 893
APPENDIX D:
Excerpts from Hydrology Manual
F-27
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Meeting Date: 11/14/2023 / Packet Page #: 894
Project Location
F-28
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Meeting Date: 11/14/2023 / Packet Page #: 895
Project Location
F-29
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Meeting Date: 11/14/2023 / Packet Page #: 896
!
"
#
$
$$
#
$
$$
#
$
$$
#
$
$$
F-30
Item #6. Page 892
Meeting Date: 11/14/2023 / Packet Page #: 897
Chapter 4 - Policy on Levels of Protection
Hydrology Manual
30 January 2006
Sumps with drainage from roadways require special care. If flows reach the sump by following the roadway from upstream, use the Capital Flood on all areas upstream of the sump that drain to the roadway. The roadway must carry the Capital Flood capacity with a water surface elevation below the private property line. Otherwise, drainage facilities must be added beneath the roadway. See the Los Angeles County Highway Design Manual1 , and
Chapter 44 of the Land Development Division Guidelines.
Culverts
The Capital Flood level of protection applies to all culverts under major and secondary highways.
Tributary Areas Subject to Burning
Canyons and mountainous areas within the County of Los Angeles are subject to burning. The Capital Flood applies to all areas likely to remain in a natural state, regardless of size. Burned canyons and mountainous areas also add debris to the runoff. Therefore, flow from "burned" areas must be "bulked." Bulking reflects increases in runoff volumes and peak flows related to inclusion and transport of sediment and debris.
Section 6.3 discusses the development of burned watershed hydrology.
Section 3.3 of the Public Works' Sedimentation Manual contains information on bulking flows.
4.3 URBAN FLOOD PROTECTION
All drainage facilities in developed areas not covered under the Capital Flood protection conditions must meet the Urban Flood level of protection. The Urban Flood is runoff from a 25-year frequency design storm falling on a saturated watershed. A 25-year frequency design storm has a probability of 1/25 of being equaled or exceeded in any year.
Street flow due to the urban flood may not exceed the private property line elevation. However, runoff can be conveyed in drains under the street and on the street surface. Urban Flood runoff is allowed to flow in the street to the point where the flow reaches the street capacity at the property line.
Depth analysis is to be started at the upstream end of the watershed. The flow should be split to allow conveyance in the street and in a drain below the street when flows exceed street capacity. Drains must at least carry flow F-31
Item #6. Page 893
Meeting Date: 11/14/2023 / Packet Page #: 898
Chapter 4 - Policy on Levels of Protection
Hydrology Manual
31 January 2006
from the 10-year frequency design storm. See the Los Angeles County Highway Design Manual1
and Chapter 44 of the Land Development Division
Guidelines for road design requirements.
The street or highway must carry the balance of the 25-year frequency design storm below the property line. The drain may carry more flow to lower the water surface on the street to below the private property line or meet other requirements for vehicular or pedestrian traffic. See the Los Angeles County Highway Design Manual for the traffic requirements1 . The maximum
allowable pipe diameter for hydrology studies is 96 inches. Beyond this size, choose a rectangular channel conveyance. Figure 4.3.1 provides an example of street flow.
4.4 PROBABLE MAXIMUM FLOOD PROTECTION
The Probable Maximum Flood (PMF) results from the most severe combination of critical meteorological and hydrologic conditions that are reasonably possible in the region2
. The Probable Maximum Precipitation3
(PMP) represents the greatest depth of rainfall theoretically possible for a Figure 4.3.1
Street Flow After 1938 Storm
F-32
Item #6. Page 894
Meeting Date: 11/14/2023 / Packet Page #: 899
Chapter 5 - Rainfall and Design Storm Characteristics
Hydrology Manual
43 January 2006
Frequency Multiplication Factor
2-yr 0.387
5-yr 0.584
10-yr 0.714
25-yr 0.878
50-yr 1.000
100-yr 1.122
500-yr 1.402
Appendix B contains isohyetal maps for the 50-year, 24-hour rainfall depth.
The isohyetal contour lines are spaced at intervals of two-tenths of an inch.
The spatial rainfall distributions for the county design storms were converted to grid data for use with Geographic Information System (GIS) compatible hydrologic models.
5.4 DESIGN STORM
The three components of the design storm include the IDF equation, the unit hyetograph curve, and the isohyets. These components are used to define the design storm for a particular location and frequency. As an example, consider the 25-year design storm for the Palmer Canyon watershed in Figure 5.4.1. Subarea 1A of this watershed, shown in Figure 5.4.2, will be used for the sample calculations.
1. Compute the area between successive isohyetal lines and multiply by the average of the isohyet values. Table 5.4.1 shows the areas between isohyets for Subarea 1A.
2. The sum of these precipitation-area values divided by the total subarea area provides the area weighted average rainfall depth. The average rainfall should be calculated to the nearest two-tenths of an inch. Table
5.4.1 contains the calculations for the isohyetal values in this subarea.
It may be noted that for small subareas, the isohyet nearest the centroid of the subarea usually equals the design depth. Selecting the isohyets nearest the subarea centroid is an acceptable method for determining the design rainfall for subareas of approximately 40 acres.
Table 5.3.1
Rainfall Frequency
Multiplication Factors
F-33
Item #6. Page 895
Meeting Date: 11/14/2023 / Packet Page #: 900
APPENDIX E:
FEMA Flood Plain Map
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Item #6. Page 896
Meeting Date: 11/14/2023 / Packet Page #: 901
USGS The National Map: Orthoimagery. Data refreshed April 2020 National Flood Hazard Layer FIRMette
0 250 500 1,000 1,500 2,000
Feet
Ü
SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT
SPECIAL FLOOD
HAZARD AREAS
Without Base Flood Elevation (BFE)
Zone A, V, A99
With BFE or DepthZone AE, AO, AH, VE, AR
Regulatory Floodway
0.2% Annual Chance Flood Hazard, Areas
of 1% annual chance flood with average
depth less than one foot or with drainage
areas of less than one square mileZone X
Future Conditions 1% Annual
Chance Flood HazardZone X
Area with Reduced Flood Risk due to
Levee. See Notes.Zone X
Area with Flood Risk due to LeveeZone D
NO SCREENArea of Minimal Flood Hazard Zone X
Area of Undetermined Flood HazardZone D
Channel, Culvert, or Storm Sewer
Levee, Dike, or Floodwall
Cross Sections with 1% Annual Chance
17.5 Water Surface Elevation
Coastal Transect
Coastal Transect Baseline
Profile Baseline
Hydrographic Feature
Base Flood Elevation Line (BFE)
Effective LOMRs
Limit of Study
Jurisdiction Boundary
Digital Data Available
No Digital Data Available
Unmapped
This map complies with FEMA's standards for the use of
digital flood maps if it is not void as described below.
The basemap shown complies with FEMA's basemap
accuracy standards
The flood hazard information is derived directly from the authoritative NFHL web services provided by FEMA. This map was exported on 9/3/2020 at 11:49 AM and does not
reflect changes or amendments subsequent to this date and time. The NFHL and effective information may change or
become superseded by new data over time.
This map image is void if the one or more of the following map elements do not appear: basemap imagery, flood zone labels, legend, scale bar, map creation date, community identifiers, FIRM panel number, and FIRM effective date. Map images for unmapped and unmodernized areas cannot be used for
regulatory purposes.
Legend
OTHER AREAS OF
FLOOD HAZARD
OTHER AREAS
GENERAL
STRUCTURES
OTHER
FEATURES
MAP PANELS
8 B
20.2 The pin displayed on the map is an approximate
point selected by the user and does not represent
an authoritative property location.
1:6,000
117°52'14"W 34°8'44"N
F-35
117°51'37"W 34°8'15"N
Item #6. Page 897
Meeting Date: 11/14/2023 / Packet Page #: 902
CORNERSTONE BIBLE CHURCH EXPANSION INITIAL STUDY
CITY OF GLENDORA
Appendix
August 2023
Appendix G Noise Background and Modeling
Item #6. Page 898
Meeting Date: 11/14/2023 / Packet Page #: 903
CORNERSTONE BIBLE CHURCH EXPANSION INITIAL STUDY
CITY OF GLENDORA
Appendix
PlaceWorks
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Item #6. Page 899
Meeting Date: 11/14/2023 / Packet Page #: 904
Fundamentals of Noise
NOISE
Noise is most often defined as unwanted sound; whether it is loud, unpleasant, unexpected, or otherwise undesirable. Although sound can be easily measured, the perception of noise and the physical response to sound complicate the analysis of its impact on people. People judge the relative magnitude of sound sensation in subjective terms such as “noisiness” or “loudness.”
Noise Descriptors
The following are brief definitions of terminology used in this chapter:
Sound. A disturbance created by a vibrating object, which, when transmitted by pressure waves through a medium such as air, is capable of being detected by a receiving mechanism, such as the human ear or a microphone.
Noise. Sound that is loud, unpleasant, unexpected, or otherwise undesirable. Decibel (dB). A unitless measure of sound, expressed on a logarithmic scale and with respect to a defined reference sound pressure. The standard reference pressure is 20 micropascals (20 µPa). A-Weighted Decibel (dBA). An overall frequency-weighted sound level in decibels that approximates the frequency response of the human ear.
Equivalent Continuous Noise Level (Leq); also called the Energy-Equivalent Noise Level. The value of an equivalent, steady sound level which, in a stated time period (often over an hour) and at a stated location, has the same A-weighted sound energy as the time-varying sound. Thus, the Leq metric is a single numerical value that represents the equivalent amount of variable sound energy received by a receptor over the specified duration.
Statistical Sound Level (Ln). The sound level that is exceeded “n” percent of time during a given sample period. For example, the L50 level is the statistical indicator of the time-varying noise signal that is exceeded 50 percent of the time (during each sampling period); that is, half of the sampling time, the changing noise levels are above this value and half of the time they are below it. This is called the “median sound level.” The L10 level, likewise, is the value that is exceeded 10 percent of the time (i.e., near the maximum) and this is often known as the “intrusive sound level.” The L90 is the sound level exceeded 90 percent of the time and is often considered the “effective background level” or “residual noise level.”
Maximum Sound Level (Lmax). The highest RMS sound level measured during the measurement period.
Root Mean Square Sound Level (RMS). The square root of the average of the square of the sound pressure over the measurement period.
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Day-Night Sound Level (Ldn or DNL). The energy-average of the A-weighted sound levels occurring during a 24-hour period, with 10 dB added to the sound levels occurring during the period from 10:00 PM to 7:00 AM.
Community Noise Equivalent Level (CNEL). The energy average of the A-weighted sound levels occurring during a 24-hour period, with 5 dB added from 7:00 PM to 10:00 PM and 10 dB from 10:00 PM to 7:00 AM. NOTE: For general community/environmental noise, CNEL and Ldn values rarely differ by more than 1 dB (with the CNEL being only slightly more restrictive – that is, higher than the Ldn value). As a matter of practice, Ldn and CNEL values are interchangeable and are treated as equivalent in this assessment.
Peak Particle Velocity (PPV). The peak rate of speed at which soil particles move (e.g., inches per second) due to ground vibration.
Sensitive Receptor. Noise- and vibration-sensitive receptors include land uses where quiet environments are necessary for enjoyment and public health and safety. Residences, schools, motels and hotels, libraries, religious institutions, hospitals, and nursing homes are examples.
Characteristics of Sound
When an object vibrates, it radiates part of its energy in the form of a pressure wave. Sound is that pressure wave transmitted through the air. Technically, airborne sound is a rapid fluctuation or oscillation of air pressure above and below atmospheric pressure that creates sound waves.
Sound can be described in terms of amplitude (loudness), frequency (pitch), or duration (time). Loudness or amplitude is measured in dB, frequency or pitch is measured in Hertz [Hz] or cycles per second, and duration or time variations is measured in seconds or minutes.
Amplitude
Unlike linear units such as inches or pounds, decibels are measured on a logarithmic scale. Because of the physical characteristics of noise transmission and perception, the relative loudness of sound does not closely match the actual amounts of sound energy. Table 1 presents the subjective effect of changes in sound pressure levels. Ambient sounds generally range from 30 dBA (very quiet) to 100 dBA (very loud). Changes of 1 to 3 dB are detectable under quiet, controlled conditions, and changes of less than 1 dB are usually not discernible (even under ideal conditions). A 3 dB change in noise levels is considered the minimum change that is detectable with human hearing in outside environments. A change of 5 dB is readily discernible to most people in an exterior environment, and a 10 dB change is perceived as a doubling (or halving) of the sound.
Table 1 Noise Perceptibility
Change in dB Noise Level
± 3 dB Barely perceptible increase
± 5 dB Readily perceptible increase
± 10 dB Twice or half as loud
± 20 dB Four times or one-quarter as loud
Source: California Department of Transportation (Caltrans). 2013, September. Technical Noise Supplement (“TeNS”).
G-2
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Meeting Date: 11/14/2023 / Packet Page #: 906
Frequency
The human ear is not equally sensitive to all frequencies. Sound waves below 16 Hz are not heard at all, but are “felt” more as a vibration. Similarly, though people with extremely sensitive hearing can hear sounds as high as 20,000 Hz, most people cannot hear above 15,000 Hz. In all cases, hearing acuity falls off rapidly above about 10,000 Hz and below about 200 Hz.
When describing sound and its effect on a human population, A-weighted (dBA) sound levels are typically used to approximate the response of the human ear. The A-weighted noise level has been found to correlate well with people’s judgments of the “noisiness” of different sounds and has been used for many years as a measure of community and industrial noise. Although the A-weighted scale and the energy-equivalent metric are commonly used to quantify the range of human response to individual events or general community sound levels, the degree of annoyance or other response also depends on several other perceptibility factors, including:
Ambient (background) sound level
General nature of the existing conditions (e.g., quiet rural or busy urban) Difference between the magnitude of the sound event level and the ambient condition Duration of the sound event
Number of event occurrences and their repetitiveness
Time of day that the event occurs
Duration
Time variation in noise exposure is typically expressed in terms of a steady-state energy level equal to the energy content of the time varying period (called Leq), or alternately, as a statistical description of the sound level that is exceeded over some fraction of a given observation period. For example, the L50 noise level represents the noise level that is exceeded 50 percent of the time; half the time the noise level exceeds this level and half the time the noise level is less than this level. This level is also representative of the level that is exceeded 30 minutes in an hour. Similarly, the L2, L8 and L25 values represent the noise levels that are exceeded 2, 8, and 25 percent of the time or 1, 5, and 15 minutes per hour, respectively. These “n” values are typically used to demonstrate compliance for stationary noise sources with many cities’ noise ordinances.
Other values typically noted during a noise survey are the Lmin and Lmax. These values represent the minimum and maximum root-mean-square noise levels obtained over the measurement period, respectively.
Because community receptors are more sensitive to unwanted noise intrusion during the evening and at night, state law and many local jurisdictions use an adjusted 24-hour noise descriptor called the Community Noise Equivalent Level (CNEL) or Day-Night Noise Level (Ldn). The CNEL descriptor requires that an artificial increment (or “penalty”) of 5 dBA be added to the actual noise level for the hours from 7:00 PM to 10:00 PM and 10 dBA for the hours from 10:00 PM to 7:00 AM. The Ldn descriptor uses the same methodology except that there is no artificial increment added to the hours between 7:00 PM and 10:00 PM. Both descriptors give roughly the same 24-hour level, with the CNEL being only slightly more restrictive (i.e., higher). The CNEL or Ldn metrics are commonly applied to the assessment of roadway and airport-related noise sources.
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Sound Propagation
Sound dissipates exponentially with distance from the noise source. This phenomenon is known as “spreading loss.” For a single-point source, sound levels decrease by approximately 6 dB for each doubling of distance from the source (conservatively neglecting ground attenuation effects, air absorption factors, and barrier shielding). For example, if a backhoe at 50 feet generates 84 dBA, at 100 feet the noise level would be 79 dBA, and at 200 feet it would be 73 dBA. This drop-off rate is appropriate for noise generated by on-site operations from stationary equipment or activity at a project site. If noise is produced by a line source, such as highway traffic, the sound decreases by 3 dB for each doubling of distance over a reflective (“hard site”) surface such as concrete or asphalt. Line source noise in a relatively flat environment with ground-level absorptive vegetation decreases by an additional 1.5 dB for each doubling of distance.
Psychological and Physiological Effects of Noise
Physical damage to human hearing begins at prolonged exposure to noise levels higher than 85 dBA.
Exposure to high noise levels affects the entire system, with prolonged noise exposure in excess of 75 dBA increasing body tensions, thereby affecting blood pressure and functions of the heart and the nervous system.
Extended periods of noise exposure above 90 dBA results in permanent cell damage, which is the main driver for employee hearing protection regulations in the workplace. For community environments, the ambient or background noise problem is widespread, through generally worse in urban areas than in outlying, lessdeveloped areas. Elevated ambient noise levels can result in noise interference (e.g., speech interruption/masking, sleep disturbance, disturbance of concentration) and cause annoyance. Since most people do not routinely work with decibels or A-weighted sound levels, it is often difficult to appreciate what a given sound pressure level number means. To help relate noise level values to common experience, Table 2 shows typical noise levels from familiar sources.
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Table 2 Typical Noise Levels
Common Outdoor Activities
Noise Level
(dBA) Common Indoor Activities
Onset of physical discomfort 120+
110 Rock Band (near amplification system)
Jet Flyover at 1,000 feet
100
Gas Lawn Mower at three feet
90 Diesel Truck at 50 feet, at 50 mph Food Blender at 3 feet 80 Garbage Disposal at 3 feet
Noisy Urban Area, Daytime
70 Vacuum Cleaner at 10 feet
Commercial Area Normal speech at 3 feet
Heavy Traffic at 300 feet 60
Large Business Office
Quiet Urban Daytime 50 Dishwasher Next Room
Quiet Urban Nighttime 40 Theater, Large Conference Room (background) Quiet Suburban Nighttime
30 Library
Quiet Rural Nighttime Bedroom at Night, Concert Hall (background) 20 Broadcast/Recording Studio
10 Lowest Threshold of Human Hearing 0 Lowest Threshold of Human Hearing
Source: California Department of Transportation (Caltrans). 2013, September. Technical Noise Supplement (“TeNS”).
Vibration Fundamentals
Vibration is an oscillatory motion through a solid medium in which the motion’s amplitude can be described in terms of displacement, velocity, or acceleration. Vibration is normally associated with activities stemming from operations of railroads or vibration-intensive stationary sources, but can also be associated with construction equipment such as jackhammers, pile drivers, and hydraulic hammers. As with noise, vibration can be described by both its amplitude and frequency. Vibration displacement is the distance that a point on a surface moves away from its original static position; velocity is the instantaneous speed that a point on a surface moves; and acceleration is the rate of change of the speed. Each of these descriptors can be used to correlate vibration to human response, building damage, and acceptable equipment vibration levels. During construction, the operation of construction equipment can cause groundborne vibration. During the operational phase of a project, receptors may be subject to levels of vibration that can cause annoyance due to noise generated from vibration of a structure or items within a structure.
Vibration amplitudes are usually described in terms of either the peak particle velocity (PPV) or the root mean square (RMS) velocity. PPV is the maximum instantaneous peak of the vibration signal and RMS is the G-5
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square root of the average of the squared amplitude of the signal. PPV is more appropriate for evaluating potential building damage and RMS is typically more suitable for evaluating human response.
As with airborne sound, annoyance with vibrational energy is a subjective measure, depending on the level of activity and the sensitivity of the individual. To sensitive individuals, vibrations approaching the threshold of perception can be annoying. Persons accustomed to elevated ambient vibration levels, such as in an urban environment, may tolerate higher vibration levels. Table 3 displays the human response and the effects on buildings resulting from continuous vibration (in terms of various levels of PPV).
Table 3 Human Reaction to Typical Vibration Levels
Vibration Level,
PPV (in/sec) Human Reaction Effect on Buildings
0.006–0.019 Threshold of perception, possibility of intrusion Vibrations unlikely to cause damage of any type
0.08 Vibrations readily perceptible Recommended upper level of vibration to which ruins and ancient monuments should be subjected
0.10 Level at which continuous vibration begins to annoy people
Virtually no risk of “architectural” (i.e. not structural) damage to normal buildings
0.20 Vibrations annoying to people in buildings
Threshold at which there is a risk to “architectural”
damage to normal dwelling – houses with plastered
walls and ceilings
0.4–0.6
Vibrations considered unpleasant by people
subjected to continuous vibrations and unacceptable
to some people walking on bridges
Vibrations at a greater level than normally expected
from traffic, but would cause “architectural” damage
and possibly minor structural damage
Source: California Department of Transportation (Caltrans). 2020, April. Transportation and Construction Vibration Guidance Manual. Prepared by ICF International.
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LOCAL REGULATIONS AND STANDARDS
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Item #6. Page 919
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Item #6. Page 920
Meeting Date: 11/14/2023 / Packet Page #: 925
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Item #6. Page 936
Meeting Date: 11/14/2023 / Packet Page #: 941
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Item #6. Page 937
Meeting Date: 11/14/2023 / Packet Page #: 942
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Item #6. Page 938
Meeting Date: 11/14/2023 / Packet Page #: 943
CONSTRUCTION NOISE MODELING
G-40
Item #6. Page 939
Meeting Date: 11/14/2023 / Packet Page #: 944
Roadway Construction Noise Model (RCNM),Version 1.1
Report date: 08/12/2021
Case Description: COG-08
**** Receptor #1 ****
Baselines (dBA)
Description Land Use Daytime Evening Night
----------- -------- ------- ------- -----
Modular Buildign Removal Residential 60.0 55.0 50.0
Equipment
---------
Spec Actual Receptor Estimated
Impact Usage Lmax Lmax Distance Shielding
Description Device (%) (dBA) (dBA) (feet) (dBA)
----------- ------ ----- ----- ----- -------- --------- Crane No 16 80.6 50.0 0.0
Crane No 16 80.6 50.0 0.0
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-------
Noise Limits (dBA) Noise Limit Exceedance (dBA)
---------------------------------------------- ---------------------------------------------- Calculated (dBA) Day Evening Night Day Evening Night
---------------- -------------- ------------- -------------- -------------- -------------- -------------- Equipment Lmax Leq Lmax Leq Lmax Leq Lmax Leq Lmax Leq Lmax Leq Lmax Leq
---------------------- ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ Crane 80.6 72.6 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
Crane 80.6 72.6 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
Total 80.6 75.6 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
G-41
Item #6. Page 940
Meeting Date: 11/14/2023 / Packet Page #: 945
Roadway Construction Noise Model (RCNM),Version 1.1
Report date: 08/12/2021
Case Description: COG-08
**** Receptor #1 ****
Baselines (dBA)
Description Land Use Daytime Evening Night
----------- -------- ------- ------- -----
Asphalt Dmolition Residential 60.0 55.0 50.0
Equipment
---------
Spec Actual Receptor Estimated
Impact Usage Lmax Lmax Distance Shielding
Description Device (%) (dBA) (dBA) (feet) (dBA)
----------- ------ ----- ----- ----- -------- --------- Concrete Saw No 20 89.6 50.0 0.0
Dozer No 40 81.7 50.0 0.0
Tractor No 40 84.0 50.0 0.0
Results
-------
Noise Limits (dBA) Noise Limit Exceedance (dBA)
---------------------------------------------- ---------------------------------------------- Calculated (dBA) Day Evening Night Day Evening Night
---------------- -------------- ------------- -------------- -------------- -------------- -------------- Equipment Lmax Leq Lmax Leq Lmax Leq Lmax Leq Lmax Leq Lmax Leq Lmax Leq
---------------------- ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ Concrete Saw 89.6 82.6 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
Dozer 81.7 77.7 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
Tractor 84.0 80.0 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
Total 89.6 85.3 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
G-42
Item #6. Page 941
Meeting Date: 11/14/2023 / Packet Page #: 946
Roadway Construction Noise Model (RCNM),Version 1.1
Report date: 08/12/2021
Case Description: COG-08
**** Receptor #1 ****
Baselines (dBA)
Description Land Use Daytime Evening Night
----------- -------- ------- ------- -----
Site Preperation Residential 60.0 55.0 50.0
Equipment
---------
Spec Actual Receptor Estimated
Impact Usage Lmax Lmax Distance Shielding
Description Device (%) (dBA) (dBA) (feet) (dBA)
----------- ------ ----- ----- ----- -------- --------- Grader No 40 85.0 50.0 0.0
Tractor No 40 84.0 50.0 0.0
Results
-------
Noise Limits (dBA) Noise Limit Exceedance (dBA)
---------------------------------------------- ---------------------------------------------- Calculated (dBA) Day Evening Night Day Evening Night
---------------- -------------- ------------- -------------- -------------- -------------- -------------- Equipment Lmax Leq Lmax Leq Lmax Leq Lmax Leq Lmax Leq Lmax Leq Lmax Leq
---------------------- ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ Grader 85.0 81.0 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
Tractor 84.0 80.0 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
Total 85.0 83.6 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
G-43
Item #6. Page 942
Meeting Date: 11/14/2023 / Packet Page #: 947
Roadway Construction Noise Model (RCNM),Version 1.1
Report date: 08/12/2021
Case Description: COG-08
**** Receptor #1 ****
Baselines (dBA)
Description Land Use Daytime Evening Night
----------- -------- ------- ------- -----
Rough Grading Residential 60.0 55.0 50.0
Equipment
---------
Spec Actual Receptor Estimated
Impact Usage Lmax Lmax Distance Shielding
Description Device (%) (dBA) (dBA) (feet) (dBA)
----------- ------ ----- ----- ----- -------- --------- Grader No 40 85.0 50.0 0.0
Dozer No 40 81.7 50.0 0.0
Tractor No 40 84.0 50.0 0.0
Results
-------
Noise Limits (dBA) Noise Limit Exceedance (dBA)
---------------------------------------------- ---------------------------------------------- Calculated (dBA) Day Evening Night Day Evening Night
---------------- -------------- ------------- -------------- -------------- -------------- -------------- Equipment Lmax Leq Lmax Leq Lmax Leq Lmax Leq Lmax Leq Lmax Leq Lmax Leq
---------------------- ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ Grader 85.0 81.0 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
Dozer 81.7 77.7 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
Tractor 84.0 80.0 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
Total 85.0 84.6 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
G-44
Item #6. Page 943
Meeting Date: 11/14/2023 / Packet Page #: 948
Roadway Construction Noise Model (RCNM),Version 1.1
Report date: 08/12/2021
Case Description: COG-08
**** Receptor #1 ****
Baselines (dBA)
Description Land Use Daytime Evening Night
----------- -------- ------- ------- -----
Church Building Construction Residential 60.0 55.0 50.0 Equipment
---------
Spec Actual Receptor Estimated
Impact Usage Lmax Lmax Distance Shielding
Description Device (%) (dBA) (dBA) (feet) (dBA)
----------- ------ ----- ----- ----- -------- --------- Man Lift No 20 74.7 50.0 0.0
Tractor No 40 84.0 50.0 0.0
Backhoe No 40 77.6 50.0 0.0
Results
-------
Noise Limits (dBA) Noise Limit Exceedance (dBA)
---------------------------------------------- ---------------------------------------------- Calculated (dBA) Day Evening Night Day Evening Night
---------------- -------------- ------------- -------------- -------------- -------------- -------------- Equipment Lmax Leq Lmax Leq Lmax Leq Lmax Leq Lmax Leq Lmax Leq Lmax Leq
---------------------- ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ Man Lift 74.7 67.7 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
Tractor 84.0 80.0 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
Backhoe 77.6 73.6 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
Total 84.0 81.1 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
G-45
Item #6. Page 944
Meeting Date: 11/14/2023 / Packet Page #: 949
Roadway Construction Noise Model (RCNM),Version 1.1
Report date: 08/12/2021
Case Description: COG-08
**** Receptor #1 ****
Baselines (dBA)
Description Land Use Daytime Evening Night
----------- -------- ------- ------- -----
Fine Grading Residential 60.0 55.0 50.0
Equipment
---------
Spec Actual Receptor Estimated
Impact Usage Lmax Lmax Distance Shielding
Description Device (%) (dBA) (dBA) (feet) (dBA)
----------- ------ ----- ----- ----- -------- --------- Grader No 40 85.0 50.0 0.0
Dozer No 40 81.7 50.0 0.0
Tractor No 40 84.0 50.0 0.0
Results
-------
Noise Limits (dBA) Noise Limit Exceedance (dBA)
---------------------------------------------- ---------------------------------------------- Calculated (dBA) Day Evening Night Day Evening Night
---------------- -------------- ------------- -------------- -------------- -------------- -------------- Equipment Lmax Leq Lmax Leq Lmax Leq Lmax Leq Lmax Leq Lmax Leq Lmax Leq
---------------------- ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ Grader 85.0 81.0 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
Dozer 81.7 77.7 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
Tractor 84.0 80.0 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
Total 85.0 84.6 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
G-46
Item #6. Page 945
Meeting Date: 11/14/2023 / Packet Page #: 950
Roadway Construction Noise Model (RCNM),Version 1.1
Report date: 08/12/2021
Case Description: COG-08
**** Receptor #1 ****
Baselines (dBA)
Description Land Use Daytime Evening Night
----------- -------- ------- ------- -----
Utility Trenching Residential 60.0 55.0 50.0
Equipment
---------
Spec Actual Receptor Estimated
Impact Usage Lmax Lmax Distance Shielding
Description Device (%) (dBA) (dBA) (feet) (dBA)
----------- ------ ----- ----- ----- -------- --------- Excavator No 40 80.7 50.0 0.0
Results
-------
Noise Limits (dBA) Noise Limit Exceedance (dBA)
---------------------------------------------- ---------------------------------------------- Calculated (dBA) Day Evening Night Day Evening Night
---------------- -------------- ------------- -------------- -------------- -------------- -------------- Equipment Lmax Leq Lmax Leq Lmax Leq Lmax Leq Lmax Leq Lmax Leq Lmax Leq
---------------------- ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ Excavator 80.7 76.7 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
Total 80.7 76.7 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
G-47
Item #6. Page 946
Meeting Date: 11/14/2023 / Packet Page #: 951
Roadway Construction Noise Model (RCNM),Version 1.1
Report date: 08/12/2021
Case Description: COG-08
**** Receptor #1 ****
Baselines (dBA)
Description Land Use Daytime Evening Night
----------- -------- ------- ------- -----
Paving Residential 60.0 55.0 50.0
Equipment
---------
Spec Actual Receptor Estimated
Impact Usage Lmax Lmax Distance Shielding
Description Device (%) (dBA) (dBA) (feet) (dBA)
----------- ------ ----- ----- ----- -------- --------- Drum Mixer No 50 80.0 50.0 0.0
Paver No 50 77.2 50.0 0.0
Tractor No 40 84.0 50.0 0.0
Results
-------
Noise Limits (dBA) Noise Limit Exceedance (dBA)
---------------------------------------------- ---------------------------------------------- Calculated (dBA) Day Evening Night Day Evening Night
---------------- -------------- ------------- -------------- -------------- -------------- -------------- Equipment Lmax Leq Lmax Leq Lmax Leq Lmax Leq Lmax Leq Lmax Leq Lmax Leq
---------------------- ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ Drum Mixer 80.0 77.0 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
Paver 77.2 74.2 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
Tractor 84.0 80.0 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
Total 84.0 82.5 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
G-48
Item #6. Page 947
Meeting Date: 11/14/2023 / Packet Page #: 952
Roadway Construction Noise Model (RCNM),Version 1.1
Report date: 08/12/2021
Case Description: COG-08
**** Receptor #1 ****
Baselines (dBA)
Description Land Use Daytime Evening Night
----------- -------- ------- ------- -----
Architectural Coating Residential 60.0 55.0 50.0
Equipment
---------
Spec Actual Receptor Estimated
Impact Usage Lmax Lmax Distance Shielding
Description Device (%) (dBA) (dBA) (feet) (dBA)
----------- ------ ----- ----- ----- -------- --------- Compressor (air) No 40 77.7 50.0 0.0
Results
-------
Noise Limits (dBA) Noise Limit Exceedance (dBA)
---------------------------------------------- ---------------------------------------------- Calculated (dBA) Day Evening Night Day Evening Night
---------------- -------------- ------------- -------------- -------------- -------------- -------------- Equipment Lmax Leq Lmax Leq Lmax Leq Lmax Leq Lmax Leq Lmax Leq Lmax Leq
---------------------- ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ Compressor (air) 77.7 73.7 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
Total 77.7 73.7 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
G-49
Item #6. Page 948
Meeting Date: 11/14/2023 / Packet Page #: 953
Roadway Construction Noise Model (RCNM),Version 1.1
Report date: 08/12/2021
Case Description: COG-08
**** Receptor #1 ****
Baselines (dBA)
Description Land Use Daytime Evening Night
----------- -------- ------- ------- -----
Finishing&Landscaping Residential 60.0 55.0 50.0
Equipment
---------
Spec Actual Receptor Estimated
Impact Usage Lmax Lmax Distance Shielding
Description Device (%) (dBA) (dBA) (feet) (dBA)
----------- ------ ----- ----- ----- -------- --------- Excavator No 40 80.7 50.0 0.0
Results
-------
Noise Limits (dBA) Noise Limit Exceedance (dBA)
---------------------------------------------- ---------------------------------------------- Calculated (dBA) Day Evening Night Day Evening Night
---------------- -------------- ------------- -------------- -------------- -------------- -------------- Equipment Lmax Leq Lmax Leq Lmax Leq Lmax Leq Lmax Leq Lmax Leq Lmax Leq
---------------------- ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ Excavator 80.7 76.7 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
Total 80.7 76.7 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
G-50
Item #6. Page 949
Meeting Date: 11/14/2023 / Packet Page #: 954
COG-08 Construction Noise Modeling Attenuation Calculations Levels in dBA Leq
Phase 1 Construction
RCNM
Reference
Noise Level
Residence to
North Residencte to East Residence to South
Distance in feet 50 100 125 150
Site Preparation 84 78 76 74
Rough Grading 85 79 77 75
Fine Grading 85 79 77 75
Utility Trenching 77 71 69 67
Finish & Landscaping 77 71 69 67
Paving 83 76 75 73
Modular Building Removal 76 70 68 66
Asphalt Demolition 85 79 77 76
Church Building Construction 81 75 73 72
Architectural Coating 74 68 66 64
Attenuation calculated through Inverse Square Law: Lp(R2) = Lp(R1) - 20Log(R2/R1) G-51
Item #6. Page 950
Meeting Date: 11/14/2023 / Packet Page #: 955
COG-08 Vibration Damage Attenuation Calculations
Levels in in/sec PPV
Residential to east
On-site Historical
Building
Distance in feet 20 5
Vibratory Roller 0.21 0.293 2.348
Static Roller 0.05 0.070 0.559
Large Bulldozer 0.089 0.124 0.995
Caisson Drilling 0.089 0.124 0.995
Loaded Trucks 0.076 0.106 0.850
Jackhammer 0.035 0.049 0.391
Small Bulldozer 0.003 0.004 0.034
Vibration
Reference Level
at 25 feet
G-52
Item #6. Page 951
Meeting Date: 11/14/2023 / Packet Page #: 956
TRAFFIC NOISE INCREASE CALCULATIONS
G-53
Item #6. Page 952
Meeting Date: 11/14/2023 / Packet Page #: 957
City of Glendora - 2017 Citywide Traffic Counts
ID Street From To ADT
Peak
Hour
Peak
Total
KFactorDFactor
1 ADA AVE GRAND AVE VERMONT AVE 3,647 14:15 325 8.9% 55.3% 2 ADA AVE VERMONT AVE GLENDORA AVE 3,574 14:15 343 9.6% 58.6% 3 ADA AVE GLENDORA AVE CULLEN AVE 3,932 7:30 369 9.4% 63.0% 4 AMELIA AVE COUNTRY CLUB ROUTE 66 5,454 16:45 576 10.6% 51.7% 5 AMELIA AVE DUELL ST AUTO CENTRE DR 7,751 16:45 841 10.9% 55.5% 6 AMELIA AVE FOOTHILL BLVD COUNTRY CLUB 5,230 17:00 576 11.0% 58.6% 7 AMELIA AVE ROUTE 66 DUELL ST 7,586 7:30 919 12.1% 56.2% 8 ARROW HWY BARRANCA AVE GRAND AVE 23,768 17:00 1792 7.5% 52.4% 9 ARROW HWY BONNIE COVE AVE SUNFLOWER AVE 25,637 7:15 1979 7.7% 52.3% 10 ARROW HWY GLENDORA AVE BONNIE COVE AVE 24,931 17:00 1964 7.9% 53.4% 11 ARROW HWY GRAND AVE GLENDORA AVE 23,887 16:45 1839 7.7% 52.2% 12 ARROW HWY SUNFLOWER AVE VALLEY CENTER AVE 27,407 7:15 2013 7.3% 50.6% 13 AUTO CENTRE DR 57 FWY AMELIA AVE 12,699 16:30 1390 10.9% 58.3% 14 AUTO CENTRE DR LONE HILL 57 FWY 23,652 7:45 1786 7.6% 51.8% 15 BARRANCA AVE BASELINE RD GLADSTONE ST 17,812 7:15 1519 8.5% 55.2% 16 BARRANCA AVE BENNETT AVE FOOTHILL BLVD 7,425 7:30 1083 14.6% 52.6% 17 BARRANCA AVE FOOTHILL BLVD ROUTE 66 11,057 7:30 1059 9.6% 50.0% 18 BARRANCA AVE GLADSTONE ST ARROW HWY 17,842 7:15 1508 8.5% 53.8% 19 BARRANCA AVE LEADORA AVE BENNETT AVE 5,237 7:30 616 11.8% 53.8% 20 BARRANCA AVE MAUNA LOA AVE BASELINE RD 16,314 17:00 1383 8.5% 50.2% 21 BARRANCA AVE SIERRA MADRE AVE LEADORA AVE 3,232 7:30 398 12.3% 54.2% 22 BARRANCA AVE ROUTE 66 MAUNA LOA AVE 15,920 14:30 1362 8.6% 50.1% 23 BASELINE RD BARRANCA AVE GRAND AVE 8,172 7:15 802 9.8% 52.4% 24 BASELINE RD DODSWORTH GLENDORA AVE 13,617 7:45 1146 8.4% 61.4% 25 BASELINE RD GRAND AVE DODSWORTH 17,085 7:30 1515 8.9% 62.2% 26 BENNETT AVE BARRANCA AVE GRAND AVE 3,005 7:30 632 21.0% 50.2% 27 BENNETT AVE CULLEN AVE LIVE OAK AVE 3,660 14:15 441 12.0% 52.7% 28 BENNETT AVE GLENDORA AVE CULLEN AVE 4,670 14:15 506 10.8% 55.1% 29 BENNETT AVE GRAND AVE GLENDORA AVE 5,056 14:15 520 10.3% 55.5% 30 BENNETT AVE LIVE OAK AVE LORAINE AVE 5,496 14:15 695 12.6% 50.9% 31 BENNETT AVE LORAINE AVE E/O LORAINE AVE 434 7:45 46 10.6% 53.6% 32 BONNIE COVE AVE GLADSTONE ST JUANITA AVE 4,001 14:00 337 8.4% 52.7% 33 BONNIE COVE AVE JUANITA AVE ARROW HWY 5,166 16:30 451 8.7% 52.6% 34 BONNIE COVE AVE GLADSTONE ST N/O GLADSTONE ST 707 15:15 64 9.1% 50.5% 35 COMPROMISE LINE RD VALLEY CENTER ROUTE 66 3,843 7:30 555 14.4% 51.3% 36 CULLEN AVE ADA AVE FOOTHILL BLVD 2,046 15:30 199 9.7% 62.4% 37 CULLEN AVE BENNETT AVE LEADORA AVE 2,416 7:30 284 11.8% 54.6% 38 CULLEN AVE FOOTHILL BLVD BENNETT AVE 3,271 7:45 348 10.6% 51.1% 39 CULLEN AVE LEADORA AVE SIERRA MADRE AVE 1,165 14:00 137 11.8% 58.4% 40 ELWOOD AVE ADA AVE ROUTE 66 1,940 17:00 164 8.5% 53.6% 41 ELWOOD AVE BENNETT AVE FOOTHILL BLVD 1,166 17:00 109 9.3% 74.2% 42 ELWOOD AVE FOOTHILL BLVD ADA AVE 2,661 17:00 271 10.2% 59.9% 43 FOOTHILL BLVD AMELIA AVE CATARACT AVE 17,785 16:45 1824 10.3% 51.4% 44 FOOTHILL BLVD BARRANCA AVE GRAND AVE 12,510 7:30 1147 9.2% 52.2% 45 FOOTHILL BLVD CITRUS AVE BARRANCA AVE 12,529 7:30 1113 8.9% 53.0% 46 FOOTHILL BLVD CULLEN AVE ELWOOD AVE 9,792 7:45 922 9.4% 57.5% 47 FOOTHILL BLVD ELWOOD AVE LORAINE AVE Segment under construction 48 FOOTHILL BLVD GLENDORA AVE CULLEN AVE 11,982 17:00 1110 9.3% 50.3% 49 FOOTHILL BLVD GRAND AVE GLENDORA AVE 17,065 16:30 1435 8.4% 52.1% 50 FOOTHILL BLVD LONE HILL AMELIA AVE 5,029 17:00 532 10.6% 55.1% 51 FOOTHILL BLVD LORAINE AVE VALLEY CENTER AVE 12,383 7:45 1431 11.6% 52.1% 52 FOOTHILL BLVD VALLEY CENTER AVE LONE HILL AVE 14,687 7:30 1335 9.1% 52.2% notes:
K-Factor: Proportion of ADT occuring in Peak Hour
D-Factor: Proportion of ADT occuring in heavier direction Page 1 G-54
Item #6. Page 953
Meeting Date: 11/14/2023 / Packet Page #: 958
City of Glendora - 2017 Citywide Traffic Counts
ID Street From To ADT
Peak
Hour
Peak
Total
KFactorDFactor
53 GLADSTONE ST BARRANCA AVE GRAND AVE 14,864 6:15 1525 10.3% 53.8% 54 GLADSTONE ST BONNIE COVE AVE SUNFLOWER AVE 20,470 16:45 1772 8.7% 56.4% 55 GLADSTONE ST GLENDORA AVE BONNIE COVE AVE 20,316 16:45 1734 8.5% 56.9% 56 GLADSTONE ST GRAND AVE GLENDORA AVE 16,048 6:15 1367 8.5% 54.4% 57 GLADSTONE ST SUNFLOWER AVE VALLEY CENTER AVE 21,373 17:00 1783 8.3% 50.8% 58 GLADSTONE ST VALLEY CENTER AVE LONE HILL AVE 19,738 16:45 1698 8.6% 51.0% 59 GLENDORA AVE BASELINE RD GLADSTONE ST 18,046 17:00 1531 8.5% 55.6% 60 GLENDORA AVE ADA AVE ROUTE 66 15,603 16:30 1333 8.5% 52.6% 61 GLENDORA AVE BENNETT AVE FOOTHILL BLVD 5,702 14:30 509 8.9% 50.3% 62 GLENDORA AVE FOOTHILL BLVD ADA AVE 10,242 14:30 893 8.7% 52.8% 63 GLENDORA AVE GLADSTONE ST JUANITA AVE 13,444 7:30 1173 8.7% 51.3% 64 GLENDORA AVE JUANITA AVE ARROW HWY 13,123 17:00 1094 8.3% 51.2% 65 GLENDORA AVE LEADORA AVE BENNETT AVE 3,650 7:30 383 10.5% 54.0% 66 GLENDORA AVE MAUNA LOA AVE BASELINE RD 23,598 17:00 1943 8.2% 53.5% 67 GLENDORA AVE ROUTE 66 MAUNA LOA AVE 20,359 17:00 1682 8.3% 55.0% 68 GLENDORA AVE SIERRA MADRE AVE LEADORA AVE 2,442 7:30 284 11.6% 55.0% 69 GLENDORA MOUNTAIN ROAD SIERRA MADRE AVE BIG DALTON CANYON RD 936 15:15 87 9.2% 50.4% 70 GLENDORA MARKETPLACE LONE HILL 1ST STOP SIGN 10,778 12:30 978 9.1% 51.9% 71 GLENWOOD AVE ROUTE 66 FOOTHILL BLVD 3,347 14:15 415 12.4% 68.4% 72 GRAND AVE ADA AVE ROUTE 66 21,782 14:30 1798 8.3% 50.2% 73 GRAND AVE BASELINE RD JUANITA AVE 25,736 16:45 1940 7.5% 51.6% 74 GRAND AVE BENNETT AVE FOOTHILL BLVD 13,015 14:15 1250 9.6% 55.2% 75 GRAND AVE FOOTHILL BLVD ADA AVE 17,945 14:15 1528 8.5% 50.6% 76 GRAND AVE JUANITA AVE ARROW HWY 23,056 16:30 1776 7.7% 51.3% 77 GRAND AVE LEADORA AVE BENNETT AVE 8,035 14:15 788 9.8% 51.1% 78 GRAND AVE MAUNA LOA AVE BASELINE RD 33,839 14:30 2439 7.2% 52.0% 79 GRAND AVE ROUTE 66 MAUNA LOA AVE 31,434 14:30 2349 7.5% 51.5% 80 GRAND AVE SIERRA MADRE AVE LEADORA AVE 6,032 14:30 592 9.8% 52.4% 81 JUANITA AVE BONNIE COVE AVE SUNFLOWER AVE 2,341 7:15 243 10.4% 52.5% 82 JUANITA AVE GLENDORA AVE BONNIE COVE AVE 2,972 7:30 307 10.3% 52.5% 83 JUANITA AVE GRAND AVE GLENDORA AVE 2,398 7:30 216 9.0% 55.3% 84 JUANITA AVE SUNFLOWER AVE VALLEY CENTER AVE 1,862 16:30 173 9.3% 51.8% 85 LEADORA AVE BARRANCA AVE GRAND AVE 1,325 7:30 182 13.7% 51.6% 86 LEADORA AVE CULLEN AVE LIVE OAK AVE 1,350 7:30 180 13.3% 50.8% 87 LEADORA AVE GLENDORA AVE CULLEN AVE 1,413 7:30 170 12.0% 53.3% 88 LEADORA AVE GRAND AVE GLENDORA AVE 1,475 7:30 188 12.7% 50.8% 89 LEADORA AVE LIVE OAK AVE LORAINE AVE 1,538 7:30 181 11.8% 53.5% 90 LEADORA AVE LORAINE AVE VALLEY CENTER AVE 552 13:45 167 30.2% 52.2% 91 LEADORA AVE YUCCA RIDGE BARRANCA AVE 495 7:30 53 10.7% 51.7% 92 LIVE OAK AVE BENNETT AVE LEADORA AVE 1,901 14:15 205 10.8% 52.7% 93 LIVE OAK AVE FOOTHILL BLVD BENNETT AVE 1,987 16:00 183 9.2% 52.3% 94 LIVE OAK AVE LEADORA AVE SIERRA MADRE AVE 1,429 7:30 183 12.8% 55.2% 95 LIVE OAK AVE SIERRA MADRE AVE PALM AVE 1,569 8:00 150 9.5% 51.0% 96 LONE HILL AVE AUTO CENTRE DR GLADSTONE ST 34,709 12:30 2769 8.0% 52.3% 97 LONE HILL AVE FOOTHILL BLVD PALOPINTO AVE 11,542 7:45 917 7.9% 51.2% 98 LONE HILL AVE PALOPINTO AVE ROUTE 66 14,629 7:30 1360 9.3% 53.0% 99 LONE HILL AVE PETUNIA AVE AUTO CENTRE DR 38,920 16:45 2735 7.0% 53.0% 100 LONE HILL AVE ROUTE 66 PETUNIA AVE 33,901 17:15 2572 7.6% 50.8% 101 LORAINE AVE BENNETT AVE FOOTHILL BLVD 8,596 7:30 1067 12.4% 55.6% 102 LORAINE AVE FOOTHILL BLVD STEFFEN AVE 7,590 7:30 926 12.2% 53.9% 103 LORAINE AVE LEADORA AVE BENNETT AVE 5,445 7:30 686 12.6% 51.4% 104 LORAINE AVE PALM AVE SIERRA MADRE AVE 1,815 7:45 251 13.8% 53.5% 105 LORAINE AVE SIERRA MADRE AVE LEADORA AVE 3,177 7:30 507 15.9% 50.6% 106 LORAINE AVE STEFFEN AVE ROUTE 66 9,636 7:30 1042 10.8% 50.7% notes:
K-Factor: Proportion of ADT occuring in Peak Hour
D-Factor: Proportion of ADT occuring in heavier direction Page 2 G-55
Item #6. Page 954
Meeting Date: 11/14/2023 / Packet Page #: 959
City of Glendora - 2017 Citywide Traffic Counts
ID Street From To ADT
Peak
Hour
Peak
Total
KFactorDFactor
107 MAUNA LOA AVE BARRANCA AVE GRAND AVE 3,723 7:30 431 11.6% 52.5% 108 MAUNA LOA AVE GRAND AVE GLENDORA AVE 3,879 7:45 470 12.1% 54.3% 109 MAUNA LOA AVE E/O GLENDORA 2,329 7:45 224 9.6% 50.2% 110 PALM AVE LIVE OAK AVE LORAINE AVE 1,415 7:45 160 11.3% 51.8% 111 PASADENA AVE ADA AVE ROUTE 66 1,605 14:15 176 11.0% 62.1% 112 PASADENA AVE S/O ROUTE 66 2,111 7:45 223 10.6% 54.3% 113 ROUTE 66 BARRANCA AVE GRAND AVE 23,800 16:45 1758 7.4% 52.7% 114 ROUTE 66 COMPROMISE LINE RD LONE HILL AVE 32,092 7:30 2620 8.2% 50.7% 115 ROUTE 66 ELWOOD AVE LORAINE AVE 28,454 7:45 2340 8.2% 51.0% 116 ROUTE 66 GLENDORA AVE PASADENA AVE 29,636 14:45 2294 7.7% 52.2% 117 ROUTE 66 GRAND AVE VERMONT AVE 24,352 14:30 1829 7.5% 54.2% 118 ROUTE 66 LONE HILL AVE AMELIA AVE 18,647 16:45 1809 9.7% 50.2% 119 ROUTE 66 LORAINE AVE COMPROMISE LINE RD 30,252 7:30 2600 8.6% 50.9% 120 ROUTE 66 PASADENA AVE ELWOOD AVE 28,150 7:45 2299 8.2% 51.8% 121 ROUTE 66 VERMONT AVE GLENDORA AVE 23,381 14:45 1755 7.5% 54.1% 122 SIERRA MADRE AVE BARRANCA AVE GRAND AVE 7,840 7:00 872 11.1% 51.5% 123 SIERRA MADRE AVE CULLEN AVE LIVE OAK AVE 6,608 7:30 660 10.0% 50.1% 124 SIERRA MADRE AVE GLENDORA AVE CULLEN AVE 5,500 7:30 550 10.0% 60.8% 125 SIERRA MADRE AVE GRAND AVE GLENDORA AVE 7,179 7:15 747 10.4% 50.6% 126 SIERRA MADRE AVE LIVE OAK AVE LORAINE AVE 5,605 7:30 615 11.0% 52.4% 127 SIERRA MADRE AVE LORAINE AVE VALLEY CENTER AVE 5,582 7:30 595 10.7% 51.1% 128 SIERRA MADRE AVE YUCCA RIDGE BARRANCA AVE 7,707 7:30 776 10.1% 50.3% 129 SUNFLOWER AVE ARROW HWY JUANITA AVE 14,708 7:30 1182 8.0% 56.3% 130 SUNFLOWER AVE GLADSTONE ST 210 FREEWAY 18,902 7:15 1587 8.4% 57.2% 131 SUNFLOWER AVE JUANITA AVE GLADSTONE ST 14,618 7:30 1145 7.8% 56.0% 132 VALLEY CENTER AVE ALLEN AVE GLADSTONE ST 560 19:00 57 10.2% 51.5% 133 VALLEY CENTER AVE COMPROMISE LINE RD PALOPINTO AVE 2,991 7:45 391 13.1% 51.3% 134 VALLEY CENTER AVE FOOTHILL BLVD SIERRA MADRE AVE 6,454 7:30 654 10.1% 50.9% 135 VALLEY CENTER AVE GLADSTONE ST JUANITA AVE 5,880 16:30 525 8.9% 57.2% 136 VALLEY CENTER AVE JUANITA AVE ARROW HWY 7,358 17:00 662 9.0% 56.3% 137 VALLEY CENTER AVE PALOPINTO AVE FOOTHILL BLVD 4,645 7:45 581 12.5% 54.9% 138 VERMONT AVE FOOTHILL BLVD NORTH ADA 4,120 14:15 392 9.5% 53.8% 139 VERMONT AVE MEDA AVE FOOTHILL BLVD 2,473 7:30 284 11.5% 51.5% 140 VERMONT AVE NORTH ADA ROUTE 66 3,803 14:30 349 9.2% 53.1% 141 VERMONT AVE ROUTE 66 COLORADO AVE 1,244 14:15 123 9.9% 60.7% notes:
K-Factor: Proportion of ADT occuring in Peak Hour
D-Factor: Proportion of ADT occuring in heavier direction Page 3 G-56
Item #6. Page 955
Meeting Date: 11/14/2023 / Packet Page #: 960
COG-08
Traffic Noise Calculations
Roadway Segment
Existing No
Project
Existing Plus
Project
Project Noise
Increase
Glendora Avenue - Leandora Avenue to Bennet Avenue 3,650 3,703 0.1 Leandora Avenue - Glendora Avenue to Cullen Avenue 1,413 1,466 0.2 Leandora Avenue - Grand Avenue to Glendora Avenue 1,475 1,528 0.2 Bennett Avenue - Glendora Avenue to Cullen Avenue 4,670 4,723 0.0 Bennett Avenue - Grand Avenue to Glendora Avenue 5,056 5,109 0.0 Whitecomb Avenue - Glendora Avenue to Vista Bonita Avenue 365 0.6 418 ADT Volumes
dBA CNEL
Increae
G-57
Item #6. Page 956
Meeting Date: 11/14/2023 / Packet Page #: 961
CORNERSTONE BIBLE CHURCH EXPANSION INITIAL STUDY
CITY OF GLENDORA
Appendix
August 2023
Appendix H Trip Generation and VMT Screening
Analysis
Item #6. Page 957
Meeting Date: 11/14/2023 / Packet Page #: 962
CORNERSTONE BIBLE CHURCH EXPANSION INITIAL STUDY
CITY OF GLENDORA
Appendix
PlaceWorks
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Item #6. Page 958
Meeting Date: 11/14/2023 / Packet Page #: 963
Urban Planning ■ Due Diligence ■ Entitlements ■ CEQA/NEPA ■ Development Services ■ Management ■ Public Outreach 2 Park Plaza, Suite 1120 ■ Irvine, Calif. 92614
949.794.1180 ■ [email protected]
Date: June 17, 2021
Prepared by: Alex J. Garber
To: Jorge Estrada
Site: Cornerstone Bible Church, 400 N Glendora Avenue, Glendora, CA 21741 (EPD Project Number 21-071)
Subject: Trip Generation and VMT Screening Analysis
The Cornerstone Bible Church is located at 101 E Whitecomb Avenue in the City of Glendora. The Church is 6,560 square-feet (sf) and has the 230 seats. The Church was built in 1931 and has been in continuous operation on the site. The church currently has 2 Sunday services and meetings/classes throughout the week. The proposed Cornerstone Bible Church expansion proposes the construction of a new 9,380 sf church building with 350 seats and a basement for classrooms. The new church building will be located at 400 N Glendora Avenue, bounded by Glendora Avenue to the west and Whitcomb Avenue to the south, in the city of Glendora. The original Church building will be retained on-site and used for meeting and office space. Information was provided by the Church describing the anticipated operation with the expansion.
The Church would add one Sunday service, and relocate the existing services, meetings, and classes. The following breakdown shows the proposed building usage:
New Worship Center:
Sunday: 3 services at 8am, 9:30am, and 11am
Monday: None
Tuesday: Women’s Study (9:30am)
Wednesday: Children’s Study (5:30pm)
Thursday: Mom’s Ministry (9:30am) and Worship Band Rehearsal (6:30pm) Friday: None
Saturday: Special Events (men’s breakfast, Christmas Concert) Lower-Level Classrooms:
Sunday: Infants and toddlers; Elementary grades 1-5 (during services) Monday: None
Tuesday: Infants and toddlers during Women’s Study (9:30am) Wednesday: Infants and toddlers (9:30am) Elementary small groups (5:30pm) Thursday: Infants and toddlers during Mom’s Ministry (9:30am) Friday: None
Saturday: None
Original Church Worship Center:
Sunday: Youth Bible Studies
Monday-Friday: 10 Staff Offices
Tuesday: Youth Group (Jr & Sr High students (5:30pm)
H-1
Item #6. Page 959
Meeting Date: 11/14/2023 / Packet Page #: 964
Cornerstone Bible Church
Trip Generation and VMT Screening Analysis
2 Saturday: None
EPD has prepared an analysis of the project trip generation and a vehicle miles traveled (VMT) screening analysis to determine if a LOS-based traffic analysis or VMT analysis would be required for the project.
Project Trip Generation
As noted in the project description, the new worship space would expand the worship area by 120 seats.
According to information provided by the Church, there would be no increase in the number of groups meeting on-site or the attendance at groups and meetings. All of the improvements to existing facilities are intended to accommodate existing groups and meetings that are already held on-site. These meeting would utilize the upgraded space or space previously used for worship. However, to provide a conservative analysis, EPD assumed that the attendance at existing group meetings would increase by the same proportion as the increase in worship space.
The trip generation for the increased worship space was calculated using trip rates from the Institute of Transportation Engineers, Trip Generation, 10th Edition, 2017. Land Use Code 560 – Church using the rate per seat.
As shown in Table 1, the project is expected to generate 53 net new daily weekday trips including 14 net new weekday trips during the AM peak hour and 13 net new weekday trips during the PM peak hour.
Since the highest activity at the site would be during church services on Sunday, so Table 1 also shows the project is expected to generate 145 daily Sunday trips, with 65 AM peak hour of the generator trips.
The City of Glendora’s Traffic Impact Analysis Guidelines, which indicates all intersections with 50 or more weekday peak hour trips must be analyzed in a Traffic Impact Assessment (TIA). Based on the Weekday peak hour net trip generation of 14 trips, the project should not be required to prepare a TIA.
Vehicle Miles Traveled
Background
Senate Bill (SB) 743 was signed by Governor Brown in 2013 and required the Governor’s Office of Planning and Research (OPR) to amend the CEQA Guidelines to provide an alternative to LOS for evaluating Transportation impacts. SB743 specified that the new criteria should promote the reduction of greenhouse gas emissions, the development of multimodal transportation networks and a diversity of land uses. The bill also specified that delay-based level of service could no longer be considered an indicator of a significant impact on the environment. In response, Section 15064.3 was added to the CEQA Guidelines beginning January 1, 2019. Section 15064.3 - Determining the Significance of Transportation Impacts states that Vehicle Miles Traveled (VMT) is the most appropriate measure of transportation impacts and provides lead agencies with the discretion to choose the most appropriate methodology and thresholds for evaluating VMT. Section 15064.3(c) states that the provisions of the section shall apply statewide beginning on July 1, 2020.
VMT Screening Analysis
The City of Glendora adopted VMT Screening thresholds on July 14, 2020. These screening thresholds were used to determine if projects would require a vehicle miles traveled (VMT) analysis. The screening thresholds provide criteria for projects that would be considered to have a less-than significant impact on VMT and therefore could be screened out from further analysis. If a project meets one of the following criteria, then H-2
Item #6. Page 960
Meeting Date: 11/14/2023 / Packet Page #: 965
Cornerstone Bible Church
Trip Generation and VMT Screening Analysis
3 the VMT impact of the project is considered less-than significant and no further analysis of VMT would be required:
- Small projects that generate less than 250 daily vehicle trips. - The project is located within a Transit Priority area. - The project is a retail project less than 50,000 square feet. - The project is constructing affordable housing (4 percent reduction per home). - The project is a redevelopment project.
- The project is a community serving project.
The project would meet the criteria for a small project and redevelopment project as the net new daily trips is 53 on weekdays and 145 on Sundays. In addition, the project would be classified as a community serving project. Therefore, the project would screen out of VMT and is presumed to have a less than significant impact on VMT.
If you have any questions about this information, please contact me at (949) 794-1194 or [email protected].
H-3
Item #6. Page 961
Meeting Date: 11/14/2023 / Packet Page #: 966
Cornerstone Bible Church
Trip Generation and VMT Screening Analysis
4 Table 1: Cornerstone Bible Church Trip Generation
Land Use Units Daily In Out Total In Out Total Daily In Out Total Trip Rates
Church1
Seats 0.44 1.21 0.26 0.28 0.54
Existing Trip Generation
Existing2 230 Seats 101 10 0 10 0 10 10 278 61 63 124
Classes2 10 0 10 10 0 10
Existing Total 101 20 0 20 10 10 20 278 61 63 124
Proposed Trip Generation
Proposed3 350 Seats 154 17 0 17 0 17 17 424 93 96 189
Classes3 17 0 17 17 0 17
Proposed Total 154 34 0 34 17 17 33 424 93 96 189
Net Trip Generation 53 14 0 14 7 7 13 145 32 33 65
TSF = Thousand Square Feet
AM Peak Hour PM Peak Hour Peak Hr of Generator
Weekday Sunday
1 Trip rates from the Institute of Transportation Engineers, Trip Generation, 10th Edition, 2017. Land Use Code 560 - Church by number of Seats 2 Chruch schedule and office space was provided by the church and used to determine the Weekday peak hour volumes, as a conservative analysis assuming all trips would occur durring the peak hour.
3 The ratio of capacity increase was used for the increase in office trips and class trips during the weekday peak hour H-4
Item #6. Page 962
Meeting Date: 11/14/2023 / Packet Page #: 967
September 2023 | Response to Comments Received on the Public Draft Initial Study/MND
CORNERSTONE BIBLE CHURCH EXPANSION
City of Glendora
Prepared for:
City of Glendora
Contact: Mark Carnahan, City Planner
Community Development Department
Planning Division
116 East Foothill Boulevard
Glendora, California 91741
626.914.8253
Prepared by:
PlaceWorks
Contact: Jorge Estrada, Senior Associate
3 MacArthur Place, Suite 1100
Santa Ana, California 92707
714.966.9220
[email protected]
www.placeworks.com
Item #6. Page 963
Meeting Date: 11/14/2023 / Packet Page #: 968
Item #6. Page 964
Meeting Date: 11/14/2023 / Packet Page #: 969
September 2023 Page 1
1. Response to Comments
The following is a list of agencies that submitted comments on the public draft Initial Study/Mitigated Negative Declaration for the Cornerstone Bible Church Expansion Project during the public review period, which extended from August 17 to September 15, 2023. Comment letters and specific comments are given letters and numbers for reference purposes.
Number
Reference Commenting Agency/Person Date of Comment Page No.
Agencies
A1 Los Angeles County Sanitation Districts September 5, 2023 3 Item #6. Page 965
Meeting Date: 11/14/2023 / Packet Page #: 970
CORNERSTONE BIBLE CHURCH INITIAL STUDY /MND RESPONSE TO COMMENTS
CITY OF IRVINE
Response to Comments