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31732
BOX 5 TRACT NUMBER / TITLE / PROJECT REVIEW 31681 - ANDALUSIA @ CORAL OK ' 31681 -1 - ANDALUSIA @ CORAL 31681 -2 - ANDALUSIA @ CORAL s? 31681 -1 & 2 - ANDALUSIA @ CORAL OK t rExtra cop erence ,o . w /- notes? 31681 -4 - ANDALUSIA OK 31732 - PALIZADA OK 31733 - PALIZADA OK 31732 AND 31733 ADDENDUM / PALIZADA OK MDS 680 -00 15- Oct -08 Nuisance water Disposal System - .(NWDS) - Tract 31732 NWDS Requirement - Maxwell Plus Drywell system per. Manuf Detail ., •' Retention. Basin #1 Required capacity - 5 gpd per 1000 sf of pervious surface 5 gpd s w . 27.5 1 Onsite pervious % - 50 % Total Onsite pervious area - 50/100 x 27.5 Ac 13.8 Ac Required. Percolation capacity,- -, T, 1.3.8 x 43560/1.000 x 5 -'_r •i .. '. 2,995 = tt.. MDS 680 -00 15- Oct -08 Nuisance water Disposal System - .(NWDS) - Tract 31732 NWDS Requirement - Maxwell Plus Drywell system per. Manuf Detail ., •' Retention. Basin #1 Required capacity - 5 gpd per 1000 sf of pervious surface 5 gpd s Total Landscaped & Hardscape Tributary Area ( Excl Ret Basin) 27.5 Ac Onsite pervious % - 50 % Total Onsite pervious area - 50/100 x 27.5 Ac 13.8 Ac Required. Percolation capacity,- -, T, 1.3.8 x 43560/1.000 x 5 -'_r •i .. '. 2,995 = tt.. gpd Percolation test rate - per Hilltop Geotechnical Report, dated 6/2/2005 5 gpd /sf Required drywell sidewall area - 2995 gpd / 5 gpd/sf 599 sf Available sidewall - 13 ft depth drywell - 13ft x 3.141.6 x 6ft 245 - sf Available percolation capacity per 13 ft depth drywell - = 245 x 5 1,225 ;:.:: gpd - Use 3 Maxwell Drywells - -.. _. :.: _ '...3 x 1225 - ,;. ` . 3,676 ,: ' : gpd, Retention Basin #2 Required capacity - 5 gpd per 1000 sf of pervious surface 5 gpd s Total Landscaped & Hardscape Tributary Area ( Excl Ret Basin) 16.3 Ac Onsite pervious % - 50 % Total Onsite pervious area - 50/100 x 16.3 Ac 8.2 Ac .Required Percolation capacity =r -t. r. •. r %., ':'.(8.2 x'43560/1000 ):x 5 .;:, . T. 1,775, , "•r gpd,, Percolation test rate per Hilltop Geotechnical Report, dated 6/2/2005 5 gpd /sf Required drywell sidewall area - 1775 gpd / 5 pd /sf 355 sf Available sidewall - 13 ft depth drywell - 13ft x 3.1416 x 6ft 245 sf Available percolation capacity er 13 ft depth d ell =:- .,; . 245 x 5'a' . =.;:; `,: ' x.1,225 .,.. ` : gpd Use 2 Maxwell Drywells - , 2 x -1225` gpd- MDS 680 -02 1 1 15- 00-08 Nuisance water - Disposal System - (NWDS) ' ' Tract 31733, NWDS Requirement - Maxwell Plus Drywell system per Manuf Detail Retention Basin "L." Required capacity - 5 gpd per 1000 sf of pervious surface 5 gpd s Total Landscaped & Hardscape Tributary Area ( Excl Ret Basin) 15.0 Ac Onsite pervious % - 50 % Total Onsite pervious area - 50/100 x 15.0 Ac 7.5 Ac Required Percolation capacity - 7.5 x 43560/1000 x 5 1,634, ;! gpd Percolation test rate - per Hilltop Geotechnical Report, dated 6/2/2005 5 gpd /sf Required drywell sidewall area - - 1634 gpd / 5 gpd /sf 327 Sf Available sidewall - 13 ft depth drywell - 13ft x 3.1416 x 6ft 245 Sf Available percolation capacity per 13 ft depth d ell- 245 x 5 •. 1,225- - gpd Use 2 Maxwell Drywells -, . 2 x ,1225 2,450 gpd . Retention Basin "M" Required capacity - 5 gpd per 1000 sf of pervious surface 5 gpd s Total Landscaped & Hardscape Tributary Area ( Excl Ret Basin) 10.3 Ac Onsite pervious % - 50 % Total Onsite pervious area - 50/100 x 10.3 Ac 5.2 Ac 'Required Percolation capacity'- 5.2 x 4356011000 x 51 1,122 gpd Percolation test rate - per Hilltop Geotechnical Report, dated 6/2/2005 5 gpd /sf Required drywell sidewall area - 1122 gpd / 5 gpd /sf 224 Sf Available sidewall - 13 ft depth drywell - 13ft x 3.1416 x 6ft 245 sf Available percolation capacity er 13 ft depth d ell- `245 x 5 1,225 • gpd Use 2 Maxwell Drywell - 2 x 1225 2,450 gpd Retention Basin "N" Required capacity - 5 gpd per 1000 sf of pervious surface 6 gpd s Total Landscaped & Hardscape Tributary Area ( Excl Ret Basin) 1.3 Ac Onsite pervious % - 50 % Total Onsite pervious area - 50/100 x 1.3 Ac 0.7 Ac Required Percolation capacity - 0.7 x 43560/1000 x 5 142 gpd Percolation test rate - 'per Hilltop Geotechnical Report, dated 6/2/2005 2 gpd /sf Required drywell sidewall area - 142 gpd / 2 gpd/if 71 sf Available sidewall - 13 ft depth drywell - 13ft x 3.1416 x 6ft 245 sf Available percolation capacity per 13.ftdepth d ell -. 245 x 2 . 490 1- gpd Use 1 Maxwell Drywell - ' r 1 x 490 490 t. gpd Retention Basin "O" Required capacity - 5 gpd per 1000 sf of pervious surface 5 gpd s Total Landscaped & Hardscape Tributary Area ( Excl Ret Basin) 7.0 Ac Onsite pervious % - 50 % Total Onsite pervious area - 50/100 x 7.0 Ac 3.5 Ac Required Percolation capacity -: 3.5 x 43560/1000 x 5' . 762 ,,. gpd - Percolation test rate - per Hilltop Geotechnical Report, dated 6/2/2005 2 gpd /sf Required drywell sidewall area - 762 gpd / 2 gpd /sf 381 sf Available sidewall - 13 ft depth drywell - 13ft x 3.1416 x 6ft 245 sf Available percolation capacity er,.13 ft depth d ell- . , : 245 x 2::,> °.: ::, ".; ^A 490' tr gpd Use 2 Maxwell Drywelis - t ,:2 x 490 ,, - °980 gpd MOS 680 -00 1 1 15- 00-08 Nuisance water Disposal System - (NWDS) Tract 31732 NWDS Requirement - Maxwell Plus Drywell system per Manuf Detail Retention Basin #1 Required capacity - 5 gpd per 1000 sf of pervious surface 5 gpd s Total Landscaped & Hardscape Tributary Area ( Excl Ret Basin) 27.5 Ac Onsite pervious % - 50 % Total Onsite pervious area - 50/100 x 27.5 Ac 13.8 Ac -Required Percolation capacity - (13.8 x 43560/1000) x 5. 21995 gpd Percolation test rate - per Hilltop Geotechnical Report, dated 6/2/2005 5 gpd /sf Required drywell sidewall area - 2995 gpd / 5 pd /sf 599 sf Available sidewall - 13 ft depth drywell - 13ft x 3.1416 x 6ft 245 sf Available percolation capacity per 13 ftde th drywell - 245 x 5 1,225 1 gpd . Use 3 Maxwell Drywells - 3 x 1225 3,676 1 gpd Retention Basin #2 Required capacity - 5 gpd per 1000 sf of pervious surface 5 gpd s Total Landscaped & Hardscape Tributary Area ( Excl Ret Basin) 16.3 Ac Onsite pervious % - 50 % Total Onsite pervious area - 50/100 x 16.3 Ac 8.2 Ac Required Percolation capacity - 8.2 x 43560/1000 x 5 1,775 gpd Percolation test rate - per Hilltop Geotechnical Report, dated 6/2/2005 5 gpd /sf Required drywell sidewall area - 1775 gpd / 5 pd /sf 355 sf Available sidewall - 13 ft depth drywell - 13ft x 3.1416 x 6ft 245 sf Available percolation capcityper, 13 ft depth. d ell - 245 x 5 1,225. Use 2 Maxwell Drywells -. 2 x.1225 2,450 gpd 4 � � MDS 680 -00 15 -50-08 - Nuisance water Disposal System - (NWDS) Tract 31732 ' NWDS Requirement - Maxwell Plus Drywell system per Manuf Detail Retention Basin #1 Required capacity - 5 gpd per 1000 sf of pervious surface 5 gpd s Total Landscaped & Hardscape Tributary Area ( Excl Ret Basin) 27.5 Ac Onsite pervious % - 50 % Total Onsite pervious area - 50/100 x 27.5 Ac - 13.8 Ac Required Percolation capacity - (13.8 x 43560/1000) x 5 :.; 2,995 ",:a.:., gpd" Percolation test rate - per Hilltop Geotechnical Report, dated 6/2/2005 5 gpd /sf Required drywell sidewall area - 2995 gpd / 5 gpd /sf 599 sf Available sidewall - 13 ft depth drywell - 13ft x 3.1416 x Eft 245 sf Available percolation capacity per 13 ft depth drywell - 245 x 5 1,225 '. -'� gpd.. Use 3 Maxwell Drywells - 3 x 1225 3,676 - pff Retention Basin #2 Required capacity - 5 gpd per 1000 sf of pervious surface 5 gpd s Total Landscaped & Hardscape Tributary Area ( Excl Ret Basin) 16.3 Ac Onsite pervious % - 50 % Total Onsite pervious area - 50/100 x 16.3 Ac 8.2 Ac Required Percolation capacity 8.2 x 43560/1000 x 5 1,775; gpd' 'Percolation test rate - per Hilltop Geotechnical Report, dated 6/2/2005 5 gpd /sf Required drywell sidewall area - 1775 gpd / 5 gpd /sf 355 sf _Available sidewall - 13 ft depth drywell - 13ft x 3.1416 x 6ft 245 sf Available percolation capacity per 13 ft depth drywell - __x _: 245 x 5 _ i '. '. • 'z•`. `.y_ 1,225 ` °,` •.::_ _gpd Use 2 Maxwell Drywells -'• :` . - °'' .' ,r '_ '. ,._ `2x.1225. _ , , : x:2,450 :., . . -gpd , = r r ' r 4 31732 FLOOD HYDROGRAPH ROUTING PROGRAM. Copyright (c) CIVILCADD /CIVILDESIGN, 1989 2004 Study date:' 0.2/17/75 1 ---=--------------=------------=----=----------=-------------------=- Tract _31732, 1 ` Basin #1 • `-1 =hour -� -J Program License Serial Number 4027 -----=-------------------------------------------------------------- * * * * * * * * * * * * * * * * * * * ** HYDROGRAPH INFORMATIJN * * * * * * * * * * * * * * * * * * * * ** From study /file name: 62800a11J0.rte HYDROGRAPH DAT ? * * * * ** ** * ** * * ** * * * * * * * * * * * *.* Number of intervals = 75 Time interval = 5.0 (Min.) Maximum /Peak flow rate = 37.102 (CFS) Total volume = 2.971 (Ac-,Ft) . - Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 _ Peak.(CFS) 0.000 0.000 3.000 0.000 0.000' i Vol (Ac.Ft) 0.000 0.000 0.000. 0.000 0.000 +++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 0.000 to Point /Station 0.000 * * ** RETARDING BASIN ROUTING * * ** User entry of depth - outflow- storage data -------------------------------------------------------------------- Total. number of inflow hydrograph intervals = 75 Hydrograph time unit = 5.000 (Min.) Initial depth in storage basin 0.00(Ft_) - ---------------- - -----------------------------------------------.--- ---------------------------------------------- --------------- ------- Initial basin depth = 0.00 (Ft.) .Initial basin storage = 0.00 (Ac.Ft) Initial basin outflow = 0.00 (CFS) ----- ------ - ----------------- --------------= ------------------------ Depth vs. Storage and Depth vs. Discharge data:. Basim Depth Storage Outflow (S- 0 *dti2) (S +O *dt /2) (Ft.) (Ac.Ft) (CFS) . (Ac.Ft) (Ac.Ft) -------- - - - - -- ------------------------------------------------------ 0:000 0.000 0:000 0.000 0.000 1.000 0.960 1.914 0.953 0.967 2.000 2.360 2.815 2.350 2.370 3.000 3.900, 3. 0-81 3.889 3.911 Hydrograph Detention Basin Rou --ing / Graph values: 'I'= unit inflow; 'O'= outflow at time shown ' Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0' 9.3' 18.55 27.83 37.10 (Ft.) 0.083 0.06 0.00 0.000 O 0.167 0.23 0.00 0.001 O i i i 0.00 0.250 0.54 0.01 0.004 O 0.00 0.333 1.00 0.02 0.009 O i 0.01 0.417 1.75 0.04 0.018 02 0.500 3.04 O,. 07 0.034 O I 0.04 0.583 4.78 0.12 0.061 O I I I 0.06 0.667 6.58 0.20 0.099 O I i 0.10 0.750 8..51 0.30 0.149 O 0.16 0.833 11.40 0.43 0.215 O 1 jI 0,22 0.917 15.02- 0.60 0.302 O I 6.32 1.000 18..65 0.82 0.413 O I ' .0.43 1.083 22.59 1.09 0.549 O I I 0.57 1:167 28.24 1.43 0.715 10 ' I 0.75 1.250 35.18 1.84 0.922 10 ' I 0.96 1.333 .37.10 2.04 1.158 10 I 1.14• 1.417 31.62 2.18 1.380 10 I ` I 1.30 1.500 25.44 2.30 1.561 10 I 1.43 i 1.583 20.39 2.39 1.703 O II ' � 1.53 1.667 16.26 2.46 1.812 O I I 1.61 "1.750 13.57 2.52 1.898 O ' I ` 1.67 1.833 '11.71 2.56 1.967 O I 1.72 1.917 10.34 2.60 2.025 O I 1.76 2.000 9.03 2.63 2.074 O 1.80 2.083 8.08. 2.66 2.115 �, O I 1.82 4- 2.167 7.29 2.68 2.149 O I ( I 1.85 2.250 6.40 2.70 2.178 ' O I ( ( 1.87 2.3"33 5..89 2.71 2.202 O I '' 1:89 2.417 5.28 2.73 2.221 0"1 I 1.90 2.500 4.95 2.74 2.238 O 1 , 1.91 2.583 4456 2.75 2.252 , 0I I I 1.92 2.667 4.27 2.75 2.263 0I ( 1.93 2.750 3.85 2.76 2.272 OI I 1.94 2.833 3.55 2.76 2:279 02 1.94 1 2.917 3:11 2.77' 2.282 + 0 4 ( I I 1.94 '3.000 2.90 2.77 2.284 0 j 3.083 2.74 2:77 2.284 0 �. 1.95 1 I 1.95 3.167 2:61 2.77 2.284 0 4 4 1.9 .3.250 2.41 2.76 2.282 0 I I 1.94 3.333 2.21 2.76 2.279 JIO , 1.94 3.417 2_'14 2.76 2.275 IIO , I 1.94 ! 3.500 2"_01 2.76 2.271 JIO 4 I I 1.94 3.583 1.80 2.75 2.265 JIO 1.93 3.667 1.68 2.75 2.258 ,IO I 1.93 3.750 1.61 2.74 2.2.50 110. I i 1.92 I 3.833 1.53 2.74 2.242 JIO 1 92 '3 .917 1.37 2.73 2.233 �IO I i , 1.91 4.000 1.26 2.73 2.223 110 I. 1.90 4.083 1.19 2.72 2.213 JIO I I" 1.90 4.167 1.13 2.71 2.202 1-0 1.89 4.250 0.99 2.71 2.191 I 0 I I I 1 -88 4.333 0.88 2.70 2.179 T O ` ( 1.87. 4.417 0.83 2.69 2.166 I O , I I 1.86 4.500 0.79 2.68 .2.153 I O , , 1.85 " 4.583 0.68 2.67 2.140 I O ' , I 1.84 4.667 0.58 2.66 2.126 I O I 1.83 4.750 0.56 2.66 2:111 I O I I 1.82 x.833 0.57 2.65 2.097 I O 1.81 4.917 (1:59 2.64 2.003 I O I I .1.80 5.000 0.61 2.63 2.069 I,0 I I 1.79 5.083 0.60 2.62 2.055 I O �. I -1.78 5.167 0.59 2.61 2.041 I O I I 1.77 } 5.250 0.58 2.60 2.027 I O I , 1.76 5.3.33 0.57 2.59 2.013 I 0 I '1.75 N 1.74 1.73 1.72 1.71 1.70 1.69 1.68 1.67 1.66 1.64 1.63 1.62 1.61 1.60 1.58 1.57 1.56 1.55 1.54 1.52 1.51 1.50 1.49 1.48 1.47. 1.45 1.44 1.43 1.42 1.41 1.40 1.39 1.38 1.36 1.35 1..3.4 1.33 1.32 1.31 1.30 1.29 1.28 1.27 1.26 1.25 1.24 1.23 1.21 1.20 1.19 1.18 1.17 1.16 1.15 1.14 1.13 1.12 1.11 1.10 1.09 1.08 1.07 1.06 1.05 1.04 1.04 5.417 0.54 2.58 1.999 I 0 5.500 0.50 2.57 1.985 I 0 5.583 0.43 2.56 1.971 I 0 5.667 0.32 2.55 1.955 I 0 5:750 0.29 2.54 1.940 I 0 5.833 0.27 2.53 1.924 I 0 5.917 0.25' 2.52 1.909 I 0 6.000 0.23 2.51 1.893 I 0 6.083 0.22' 2:50 1.871 I O 6.167 0.04 2.49 1.861 I 0 . 6.250 0.01 2.48 1.844 I 0 6.333 0.06 2.47 .1.827 I 0 6:417 0.00 2.46 1.810 I 0 6.500 0.00 2.45 1..793. I O 6.583 0.00 2.44 1.776 I 0 6..667 0.00 2.43 1.759 I 0 6.750 0.00 2.42• 1.'743 I 0 6.833 0:00 2.41 1.726 I 0 6.917 0.00 2.40 1.710 I 0 7.600 0.00 2.39 1.693 I 0 7.083 0.00 2.38 1.677 1 0 7.167 0.00 2.36 1.660 I 0 77250 0.00 2.35 1.644 I 0 7.333 0.00 2.34 1.628 I 0 7.417 .0.00 2.33 1.612 I 0 7.500 0.00 2.32 1.596 I 0 7.583 0.00 2.31 1.580 IO 7..667 0.00 2.30 1.564 IO 7:750 0.00 2.29 1.548 IO 7.833 0.00 2.28 1.532 IO 7.917 0.00 2.27 1.517 I0. 3.000. 0.00 2.26 1.501 IO .3.083 0.00 2.25 1.486 IO 3..167 0.00• 2.24 1.470 IO 3:250 0.00 2.23 1.455 IO 3.333 0.00 2.22 1.439 IO 8.417 0.00 2.21 1.424 IO 3.500 0.00 2.20 1.409 IO 8.583. 0.00 2.19 1.394 IO 8.667 0.00 2.18 1.379 IO 8.750 0.00 2.17 1.364 IO 3:833 0.00 2.16 1.349 IO 3.'917 0.00 2.15 1.334 IO 9:000 0.00 2.15 1.319 IO 9.083 0.00 2.14 1.304' IO 9.167 0.00 2.13 1.290 IO 9.250 0.00 2.12 1.275. IO 9.333 0.00 2.11 1.260 IO 9:417 0.00 2.10' 1.246 IO 9.500 0.00 2.09 1.232 IO 9.583 :0.•00 •2.08 1.217 IO 9.667 0.00 2.07 1.203 IO 9.750 0.00 2.06 1.189 IO 9.833 0:00 2.05 1.175 IO .9.917 0.00 2.04 1.160 10 10.000 0.00 2.03 1.146 IO . 10.083 0.00 2.02• 1.132 IO .10.167 0.00 2.02 1.119 IO 10.250 0.00 2.01 1.105 .10 10.333 0.00 2.00 1.091 IO 10.417 0.00 1.99 1.077 IO 10.500 0.00 1.98 1.063 IO 10.583 0.00 1.97 1.050 IO 1.0.667 0.00 1.96 1.036 IO 10.750 0.00 1.95 .1.023 IO 10.833 0:00 1.95 1.009 IO N 1.74 1.73 1.72 1.71 1.70 1.69 1.68 1.67 1.66 1.64 1.63 1.62 1.61 1.60 1.58 1.57 1.56 1.55 1.54 1.52 1.51 1.50 1.49 1.48 1.47. 1.45 1.44 1.43 1.42 1.41 1.40 1.39 1.38 1.36 1.35 1..3.4 1.33 1.32 1.31 1.30 1.29 1.28 1.27 1.26 1.25 1.24 1.23 1.21 1.20 1.19 1.18 1.17 1.16 1.15 1.14 1.13 1.12 1.11 1.10 1.09 1.08 1.07 1.06 1.05 1.04 1.04 16. 917 0:00 1.94 0.996 IO I I I I 1.03 1_.000 0.0 0 1.93 0.983 IO I I I I 1.02 11.083 0.00 1.92 0.969 IO I I. I I 1.01 11.167 0.00 1.91 0.956 IO 11.250 0.00 1.88 0.943 IO I I I I 0.98 11.333- 0.00 1.85 0.930 IO I I I I 0,97 11..417 0.00 1.83 0.918 IO I I I I 0.96' Ia..5.00 0.00. 1.80 0.965 IO I I I I 0.94 1 -.583 0.00 1.78 0.893 IO I I I I 0.93 11. 667 0 .00 1.76 0.881 IO I I I 0;92 11.750 0.00 1.73 0.869 IO I I I I 0.90 11.833 0.00 1.71 0.857 IO I ( I I 0.89 11.917 0.00 1.68 0.845 IO I I I I 0.88 .12.000 0:00 1.66 0.834 IO I I I I 0.87 12.083 0.00 1.64 0:822 IO I I I I 0.86 12.167 0.00 1:62 0:811 IO I I, I I 12.250 0.00 1:59 .0.800 IO I I I' I Q.84 0.83 12.333 0..00. 1.57 .0.789 10 I I I I 0.82 12.417, 0.00 1.55 0.778 IO I I I 1 0.81 12.500 0.00 1.53 0.768 IO I I I I 0.80 12.583 0.00" 1.51 0.757 IO I I I I 0.79. 12.667 0.00 1.49 0.747 IO I I I I 0,78 12:750• 0.00 1.47 - 0.737 TO I I I I 0.77 12.833 0.00" 1.45 0.727' IO I I I I 0.76 12.917 0.00 1.43 0.717 IO I I I I 0.75 1- 000 0.00 1.41 0.707 IO I ( I I 0.74 13.083 0.00 1.39 0.697 TO I I I I 0.73 i 13.167 0.00 1:37 0.688 IO I I I I 0.72 13.250 0.00 1:35 0.678 IO I I i I 0.71 13.333 0.00 1:33 0.669 IO I I I' I 0.70 1':.417 0.00 1.32 0.660 IO I I I I 0.69 12- 500 0.00 1.30 0.651 IO I I I I 0.68 583 0.00 1.28 0.642 10 I I I I 0-.67 13.667 0.00 1.26 0:633. IO I I I I 0.66 1 =:.750 0.00 1.25 0.625 IO I I I I 0.65 13.833 0.00 1.23 0.616 IO I I I I 0.64 1 = ;:917 0.00 -1.21 0.608 IO I I I 0.63' 14.000 0.00 1.20 0.600 IO + I I I' 0.62 14.083 0.00 1.18 0.591 IO I I I I 0.62' .14.167 0.00 .1.16 0.583 IO I' I I I 0.61 14.250 0.0.0 1.15 0.575 O I I I I 0.60 14.333 0.00 1.13 0.568 0 I I I I. 0.59 14.417 0.00 1.12 6.560 0 I I I I 0.58 14:500 0.00 1.10 0.552, O I I I I 0.58 14.583 0.00 1.09 0.545 0 I I I- I 0.57 14.667 0.00 1.07 0.537 0 I I I I 0.56 14:750 0.00 1.06 0.530 0 I I I I 0.55 14.833 0.00 1.04 0.523 0 I I I 0.54 14 -.917 0.00 1.03 6.516 0 I I I I 0.54 15•.000 0.00 1.01 0.508 0 I I I I 0.53 16.083 0.00 1.00 . 0.502 O I I I I 0.52 15.167 0.06 0.99 0.495 .0 I I I I 0.52 15 -.250 0.00 0.97 0.488 .O I I' I I 0.51 . 15.333 0.00 0.96 0.481 0 I ( ( I. 0.50 15.417 0.00 0.95 0.475 0 I I I I 0.49 15.500 0.00 0.93 0.468 0 I I I I 0.49 15.583 0.00 0.92 0.462 0 I I I 0.4B 15.667 0.00 0.91 0.456 0 I I I 0. 47 15.750. 0.00 0.90 0.449 0' I I I. I 0.47 15:833 0.00 0.88 0.443 0 I I I I' 0.46 15.917 0.00 0.87 0:437 0 I I I I 0.46 16.000 0.00 0.86 0.431 0 I I I I 0445 16:083 .0.00 0.85 0.425 0 I I. I I 0.44 16.167 0.00 0.84 0.420 0 I I I I 0.44 16.250 0.00 0.83 0.414 0 I I I i 0.43 16.333 0.00 0.81 0.408 0 I I I I 0.43 f. 16:417 0.00 0.80 0:403 O ( ( ( 0.42 ,16.500 0.00 0.79 0.397 O ( ( ( 0.41 16.583 0.00 0.78 0:392 O ( ( ( 0.41 16:667 0.0.0 0:77 0:386 O ( ( ( 0.40 16:750 6.00 0:76 0.381 .0 I ( 16.833 0.00 0.75 0.376 O I I ( 0.39 16.917 0.00 0.74 0.371 O ( ( ( ( 0.39 1 ?:000 0.00 0.73 0.366 O ( I ( ( 0.38 17.083 0.00 0.72 0.361 O I ( ( ( 0.38 17.167 0.00 0.71 0.356, O ( ( ( ( 0.37 174250 0.00 0.70 0.351 O 1 7.333 0.0.0 0.69 0.346 O i i I ( 0.36 1 77.417 0.00 0.68 0.341 O ( ( I ( 0.36 17.500 0.00 0.67 0.337 O ( ( ( I 0.35 1 ?.583 0.00 0.66 0.332 O Ij 17 .6 67 0.00 0.65 0.328 O ( ( ( 0.34 17.750 0.00 .0:64 0.323 O ( ( ( ( 0.34 17.833 0.00 0.64 0.319 O 17.917 0.00 0.63 0.314 O ; i i f 0.33 18.000 0.00 .0.62 0.310 O ( 0.32 '18.083 0.00 0.61 0.306 O ( ( ( ( 0.32 18.167 0.00 0.60 0.302 O ( 0.31 18.250 0.00 0.59 0.298 O ( ( ( ( 0.31 .18.333 0.00 0.59 0.294 O 18.417 0.00 0.58 0.290 O I I ( ( 0.30 18.500 0.00 0'.57 0.286 O ( ( ( ( 0:30 18.583 0.00 0.56 0.282 O ( ( ( 0.29 18.667 0.00 0.55 0.278 O ( ( ( ( 0.29 , 18.750 0.00 0.55 0.274 .0 ( I ( 0.29 7.8.833 0.00 0.54 0.270 O ( ( ( 0.28 18.917 0.00 0.53 0.267 O ( I ( ( 0.28 19.000 0.00 0.52 0.263 O ( I ( 0,27 19.083 0.00 0.52 0.259 O ( ( I ( 0.27 19.167 0.00 0.51 0.256 O ( I I ( 0.27 19:250 0.00 0.50 0.252 O ( ( ( ( 0.26 % 19.333 0:00 0.50 0.249 O ( I I ( 0.26 19.'417 0.00 0.49 0.246 O (. ( ( ( 0.26 19.500 0.00 0.48 0.242 .0 ( I ( 0.25 l 19.583 0.•00 0.48 0.239 0 I 0:25 19.667• 0.00 0.47 0.236 0 ( ( ( .0.25 19.750 0.00 0.46 0.232 0 I I I ( 0.24 19.833 0.00 0.46 0.229 0 ( ( ( ( 0.24 19.917 0.00 0.45, 0.226 0 I 0.24 20.000 0.00 0.44 0.223 O ( ( ( 0.23 20.083 0,.00 6.44 0.220 O ( I I I 0.23; 20.167 0.00 0.43 0.217 0 I ( 0.23 20.250 0.00 0.'43 0.214 O ( ( ( 0,22 I 20.333 0.0.0 0.42 0.211 O I ( ( 0,22 20.417 0.00 0.42 0.208 O I ( ( ( 0.22 20.500 0.00 0.41 0.205 O I ( ( ( 0.21 20.583 0.00. 0.40 0.203 O ( ( ( 0.21 20.667 0.00 0.40 0.200 O ( ( I ( 0.21 20.750 0.00 0.39 0.197 0 I ( ( 0.21. 20.833 0.00 0.39 0.194 0 ( ( ( 0.20 20.917 0.00 0.38 0.192 0 ( ( ( 0.20 2 =_000 0.00 0.38 0.189 O ( ( ( ( 0.20 22.083 0.00 0.37 0.187 O ( ( I I 0..19 2:.167 0.00 0.37 0.184 0 ( ( ( 0.19 2.250 0.00 0.36 0.182 O ( ( ( ( 0.19 2_.333 0.00 0.36 0.179 0 ( ( ( ( 0.19 2:..417 0.00 0.35 0.177 0 ( ( ( ( u. -I 2 =.500 0.00 0.35, 0.174 O I ( ( 0.18 21.583 0.00 0.34 0.172 O ( ( ( ( 0.18 j 2'.667 0.00 0.34 0.170 O ( ( 0.18 21.750 0.00 0.33. 0.167 O ( ( I 0.17 21.833 0.06 0.33 0.165 0 (. ( ( ( 0.17 i- 21.917 0.00• 0.32 0.163. O 22.000 0.00 0.32 0.160 O 22.083 0.00 0.32 0.158 O 22.:16'7 0..00 0.31 0.156 O - 22.250 0:00• 0.31 0.154 O j 22.333 0:00 0.30 0.152 O 22.417 0.00 0.30 0.150 O 22.500 0.00 0.29 0.148 O 22'.583 0.00 0.29 0.146 O 22.667 0.00. , 0.29 0.144 0 22.750 0.•00 0.28" 0.142 O 22. 8,33 0.00, 0.28 0.140 O ! 22.917 0.00 0.28 0.138 0 23.000 0.00 0.27 0.136 O 23.'083 0.00 0.27 0.134 O 23.167 0.00 0.26 0.132 0' 23.250 0.00 0.26 0.131 O 23.333 0.00 0.26 0.129 0 23.417 0.00 0.25 0.127 O 23.500 0.00 0.25 0.125 O 23.583 0:00 0.25 .0.124 '0 23.667 0.00• 0.24 0.122 O _23.750 0.00 0.24. 0.120 0 23.833 0.00 0.24 0.119 o 23.917 0.00 0.23 0'.117 0 24.000 0.00 0.23 0.115 O 24.083 0.•00 0.23 0.114 O .24.167 0.00 0.22 0.112 O l 24.250 0 -Ob. 0.22 0.111 O 24.333 0:00 0.22 0.109 O 24.417 0.00 0.21 0.108 0 24.500 0.00 6.21 0.106 -0 24.583 0.00 0.21 0.105 0 24.667 .0•.00 0.21 0.103 O 24.750 0.00 0.20 0.102 'O 24.833 0.00 0.20 0.101 0 24.917 0.00 0.20 0.099 0 25.000 0.00 0.20 0.098 O 25.083 0.00 0.19 0.097 0 25.167 0.00 0.19 0.095 O 25.250 0.00 0.19 0.094 O 25.333 0.00 0.18 0.093 O 25.417 0.00 0.18 0.091 .0. 25.500 0.00 0.18' 0.090 O 25.583 0.00 0.18 0.089 O 25..667 0.00 0.17 0.088 O 25.750 0.00 0.17 0.086 O 25 .833 0.00 0.17 0.085 O 25.917 0.00, 0.17 0.084 O 26.000 0:00 0.17 0.083 O 26.083 0.00 0.16 0.082 0 26:167 0.00 0.16 0.081 .0 . 26.250 0.00 0.16 -0.080 0 26.333 0.00 0.16 0.0.79 O 26.41? 0.00 0.15 0.077 O ' 26.500 0.00 0.15 0.076 0 26..583 0.00 0.15 0.075 O 26.667 0.00 0.15• 0.074 0 26.750 0.00 0.15 0.073 0 26.833 0.00 0.14 0.072 O 26.917 0.00 0.14 0.071- 0 27.000 0.00 0.14 0.070 O 27.083 0.00 0.14 0.069 O 1 27.167 0.00 0.14 0.068 0 27.250 0.00 0.13 0.068 0 2 7.333 0.00 0.13 0.067 0 0.17 0.17 0.16 0.16' '0.16 0.16 0.16 0.15 0.15 0.15 0.15 0-15 15 0.14 0.14 0.14 0.14 0.14 0.13 0.13 0.13 0.13 0.13 0.13 0.12 0.12 0.12 6.12 0.12 0.12 . 0.11 0.11 0.11 0.11 0.11 0.11 0.10 0.10 0.10 0.10 0.10 0.10 0.10 0.10 0.09 0:09 0.09 0.09 0.09 0.09 0.09 0.69 6.08 0.08 0.08 0.08 0.08 0.08 0.08 0.08 0.68 0.07 0-07 0.07 0.07 0.07 0.07 271 . 417 0.00 0 .13 . 0 .066 O 0.07 27.500 0.00 0.13 0.065 0 I I I I 0.07 27:583 0.00 0.13 0.064. O I L. I 0..07 27.667 0.00 0:13 0.063 0 I I I I 0.07 27.750 0.00 0.12 0.062 0 I' I I I 0.06 27.833 0.00 0.12 10.061 O 27.917 0.06 0.12 0.061 O I I I 0.06 28:000 0.00 0.12 0.060 0 I I I I 0.06 28.083 0.00 0.12 0.059 0 I I I I 0..06 .28.167 0.00 0.12 0.058 0 I I I I. 0.06 26.250 0.00 '0.111 0.057 O I I I I 0.06 28.333 0:00 0.11 0.057 O I ( I (` 0.06 28..417 0.00 0.11 0.056 0 I ( I I 0.06 28.500 0.00 0.11 0.055 0. I I I I 0.06 28.583 0.00 0.11 .0.054 O I I I I 0.06 26.667 0.00 0.11 0.053 0 I I I I 0:06 28..750 0.00 0.11 0.053 0 I I. I I 0.05 28.833 0.00 0.10 0.052 O I I I I .0.05 28.917 0:00 0.10 0.051 0 I I I I 0.05 29.000 0..00 0.10 0.051 0 I I I } 0..05 29.083 0.00 0.10 0.050 0 I I I I 0.05 Remaining water in basin = i 0.05 (Ac.Ft) ******* * * * * * * * * * * * * * ** * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 349 Time interval 5.0 (Min..) Maximum /Peak flow rate = 2.766 (CFS) Total volume 2.921 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5. Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0..000 0.000 0..000 0.000 i I . t 3t ?32. FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004 Study date: 02/17/05 1 -- - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -=- - - - - - - - Tr 62800 rBasin #2 _ -- -.1 -hour - - -------------------------------------------------------------- - - - - -- Program License Serial Number 4027 } * * * * * * * * * * * * * * * * * * * ** HYDROGRAPH INFORMATION * * * * * * * * * * * * * * * * * * * * ** From study /file name: 62800ce1100.rte ******* ** * * * * ** * *.** * *** ** * * *HYDROGRAPH DATA * * * * * * * * * *. ** ** ** * * * * * * ** * * ** Number of intervals 90 Time interval = 5.0 (Min.) Maximum /Peak flow rate = 18.680 (CFS) Total volume = 1.700 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 01.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000. 0.000 i Process from Point /Station 0.000 to Point /Station 0.000 * * ** RETARDING BASIN ROUTING * * ** i User entry of depth- outflow - storage data -------=------------------------------------------------------------ Total number of inflow hydrograph intervals = 90 Hydrograph time unit = 5.000 (Min.) Initial depth in storage basin = 0.00(Ft.) i Initial basin. depth = 0..00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin outflow 0.00 (CFS) ------------- -.------------------------- ---------------- -------------- Depth vs. Storage and Depth vs. Discharge. data.: - Basin Depth Storage Outflow (S- 0*dt /2) (S +O *dt /2) (Ft.) (Ac.Ft) (CFS) (Ac.Fi) (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 0.500 0.053 0.658 0.051 0.055 1.500 0:719 1.334 0.714 0.724 2.500 1.777 .2.121 1.770 1.784 3.500 3.276 3.004 3.266 3.286 Hydrograph Detention Basin Routing l�--------------------------------------------------------------- - - - - -- J Graph values: 'I'= unit inflow; '0' --outflow at time shown w Time Inflow. Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 4.7 9.34 14.01 18.68 (Ft_) 0.083 0.03 0.00 0.000. O I 0.00 0.167 0.10. 0.01 0.000 O i I 0.00 0.250 0.22 0.02 0.002 O I I I 0.01 0.333 0.41 0.04 0.003 O I I f 0.03 0.417 0.66 0.08 0.007 OI �. f 0.06 0.500 1.05 0.15 0,012 OI 1 0.11 0.583 1.66 0.25 0.020 0 I I 0.19 0.667 2.54 0.40 .0.032 O • I 0.30 0.750 3.57 0.62 0.050 10 I 0.47 0.833 4.98 0.68 0.075 10 I 0.53 0.917 6.58 0.72 0.110 I 0.59 1.000 8.16 0.76 0.155 IO O I 0.65 1.083 9.73 0.82 0.211 10 I 0.74 1.167 11.45 0.89 0.279 10 I 0.84 1.250 14.04 0.97 0.360 10 I 0.96 1.333 16.94 1.07 0.460 10 I I. 1.11 1.417 18:68 1.19 0.575 0 I 1.28 1.500 16.76 1.30 0.688 1 0 I I 1.45 1.583 14.05 1.38 0:785 1 0 I 1.56 1.667 11.70 1.44 0.864 1 0 I I I 1.64 1.750 9.74 1.49 0.927 0 I 1.70 1.833 8.02 1.53 0.978 ) O I ' 1.75 1.917 6.85 1.56 1.019 0 I I , 1.78 2.000. 6.01 1.58 1.052' I 0 I I 1.82 . 2.083 5.41 1.60 1:'081 0 1.84 2.167 4.88 1.62 1.105 O I 1.86 2:250 4.35 1.64 1.125 O 1.88 2.333 3.95 1.65 1.143 0 I 1.90 2.417 3:66 1.66 1.158 I O I I 1.91 2.500 3.31 1.67 1.170 O I I 1.93 2.583 3.00 1.68 1.180 0 I I I 1.94 2.667 2.82 1.68 1.189 0 I , 1.94 2.750 2.55 1.69 .1..196 0 I I 1.95. 2.833 2.42 1.69 1.201 O I 1.96 2.917 2.28 1.70 1.206 I OI I 1.96 3.000 2.14 .1.70 1.209 0I I 1.96 3'.083 2.03 1..70 1.212 OI 1.97 3.167 3.250 1.84 1.73 1.70 1.70 1.213 1 .214 OI 0 I I 1.97 ) I. 1 . 97 _y 3.333 1.57 1.70 1.214 0 I I 1.97 I 3.417 1.42 1.70 1.212 O I 1.97 3.500 1.37 1.70 1.210 0 ( 1.96 3.583 1.30 1.70 1.208 0 I I 1.96 3.667 1.25 1.70 1.205 O I I 1.96 3.750 1.18 1.69 1.201 0 ` 1.96 3.833 1.11 1.69 1.198 110 1 I 1.95 3.917 1.07 1.69 1.194 1I0 f 1.95 4.000 1.01 1.68 1.189 lIO , 1.94 4.083 6.96 1.68 1.184 JIO I , 1.94 4.167 0.89 1.68 1.179 JIO' f I 1.93 4.250 0.81 1.67 1.173 IIO I I 1.93 4.333 0.79 1.67 1.167 110 I 1.92 4.417 0.76 1.66 1.161 I I I 1.92 4.500 0.73 1.66 1.155 110 I0 I 1.91 4.583 0.68 1.65 1.148 I0 4. 667 '0.61 1.65 .1 1.42 110 i 1.90 4.750 0.59 1.64 1.134 IIO ( , 1,69 4.833 0.57 1.64 1.127 I 0 I , 1.89 4._917 0.54 1.63. 1.120 I 0 I I 1.88 5.000 0.48 1.63 .1.112 I 0 ` 1.87 5.083 0..42 1.62 1.104 I 0 1.86 5.167_ 0.40 1.61 1.095 I O. 1.86 5.250 0.39 1.61 1.087 I O I 1.85 5..33,3 0.37 5.417 0.32 5.500 0.27 5.583• 0.26 5.667 0.26 __. 5.750 0.27 5.833 0.28 5.917 0.29 6.000 0.29 6.083 0.29 6.167 0.28 6.250 0.28 6.333 0.27 -- 6.417 0.26 6.500 0.25 6.583 0.24' 6.667 0.20 = 6.750 6.15 6:833 0.14 6.917 0.13 7.000 0.13 T 1.083 0.12 7.167 0.11 7.250 6.09 7.333 0.05 7.417 '0.01 7.500 0.00 7.583 0.00 7.667 0.00 7.750 0.00 7.833 .0.00 7.917 0.00 _.. 8.000 0.00 8.683 0.00 8.167 0.00 8.250 0.00 - 8.333 0.00 8.417 0:00 8.500 0.00 B.S83 0.00 8.667 0.00 8.756 0.00 8.833 0.00 8.917 0.00 9.000 0. 0.0 9.683 0.00 9.167 0.00 9.250 0.00 9.333 0.00 9.417 0.00 9..500 0.00 9.563 0.00 9.667 0.00 9.75,0 0.00 9.833 0.00 - 9.917 0.00 10.000 0.00 10.083 0.00 10.167 0.00 10.250 0.00 10.333 0.00 10'.417 0.00 10.500 0.00 10..583 0.00 10.667 0.00 ..10;750, 0.00 1.60 1.079 I 0 1.60 1.070 I 0 1.59 1.061 I 0' 1.58 1.052 I 0 1.57 1.043 I 0 1.57 ..1.034 I 0- 1.56 1.025 I 0 1.56 1.016 I 0 1.55 1.00B I 0 1.54 0.999 I 0 1.54 0.990 I 0 1.53 0.982 'I 0 1..52 0.973 I 0 1.52 0.964 I 0 1.51 0.956 10' 1.50 0•.947, I 0 1:50 0.938 I 0 1.49 0:92.9 -1 0 1.48 0.920 I 0 1.46 0.911 I 0 1.47 0.901 I 0 1.46 0.892 I 0 1.46 0:883. I 0 1.45 0.873 I 0 1.44 0.864 I O 1.43 0.854 I 0 1.43 .0.B44 I 0 1.42 0.835 I 0 1.41 0.825 I 0 1.41 0.815 I 0 1.40 0.806 I O 1.39 6.796 I O 1.38 0.786 I 0 1.38 0.177 I 0 1.37 0.767 I '0 1.36 0.758 I 0 1.36 0.749 I 0, 1.35 0.739 I 0 1.34 0.730 I 0 1.34 0.721 I 0 1.33 0:712 I 0 1.32 0.703 I 0 1.31 0.694 1 0 1.36 0.685 I 0 1.29 0.676 I 0 1..28 0.667 I 0 1.27 .0.658 I 0 1.26 0.649 I 6 .1.25 0.641 I 0 1.25 0.632 I 0 1.24 0.623 I 0 1.23 0.615 I 0' 1.22 0.607 I 0 1.21 0:598 10. 1.20 0.590 I 0 1.19 0.582 I 0 1.19 0.573 I 0 1.18 0.565 I 0 1.17 0.557 I 0 1.16 0.549 IO 1.15 0.541 IO 1.15' 0.533 IO 1.14 0.525 IO 1.13 0.518 I0 1.12 0.510 •IO 1.11 0.502 IO 1.84 1.83 1.82 1.81 1.81' 1.80 1.79 1.78 1.77 1.76 1.76 1.15 1.74 1.73 1.72 1.72 1.71 1.70 1.69 1:68 1..67 1.66 1.65 1.65 1.64 .1.63 1.62 1.61 1.60 1,59 1.5B' 1.57 1.56 1.55 1.55. 1.54 1.53 1.52 1.51 1.50 1.49 1.48 1.46 1.45 1.43 1.42 1.41 1.40 1.38 1.37 1.36 1.34 -1.33. •1.32 1.31 1.29 1.28 1.27 1.26 1:24 1.23 1.22 1.21 1.20 1.19 1.77 10.833 0.00 1:11 0.494 10 ( I I I 1.16 10.917 0.00 1.10 0.487 10 I I I 1.15 11.000 0.00 1.09 0.479 10 I I I 1.14 .11.083 0.00 1.08 0.472 IO I I I I 1.13 - -.1 11.167 0.00 1.08. 0.464 10 , I I I 1.12 11.250 0.00 1.07 0.457 10 I 1.11 ` 11.333 0.00 1.06 0.450 IO I I I 1.10 11.417 0.00 1.05 0.442 IO I I I 1.08 11.500 0.00 1.05 0.435 IO 1.07 ' 11.583 0.00 1.04 0.428 IO I I I I 1.06 11:667 0.00 1.03 0.421 IO I I I 1.05 11.750 0:00 1.02 0.414 IO I , I I 1.04 11.833 0.00 1.02 0.407 IO I I I I 1.03 11.917 0.00 1.01 0.400 IO I I I I 1.02 12.000 0.00 1.00 0.393 IO I ( I 1.01 12.083 0.00 1.00 0.386 IO I I I 1.00 12:167 0.00 0.99 0.379 IO I I I I ,0:99 12.250 0.00 0.98 0.372 IO I I I 0.98 12.333 0.00 0.98 0.366 IO I , I 0.97 12.417 0.00' 0.97 0.359 IO I I I I 0.96 12.500 0.00 0.96 0.352 IO 0.95 12.583 0.00 0.96 0.346 IO I I I I 0.94 12.667 0.00 0.95 0.339 IO I I I I 0.93 . 12.750 0.00 0.94 0.333 IO I I I I 0.92 12:833 0.00 0.94 0.326 IO I I I I 0.91 12.917 0.00 0.93 6.320 IO I I I I •0.90 13.000 0.00 0.92 .0.313 IO I I I I 0.89 13.083 0.00 0.92 0.301 IO I I I I 0.88 t 13.167 0.00 0.91 0.301 IO I I I I 0,87 13.250 0.00 0.90 0.295 IO I I I I 0.86 13:333 0.00 0.90 0.288 IO I I I I 0.85 i .13.417 0.00 0.89 0.282 IO I I I I 0.84 13.500 0.00 0.88 0.276 IO I' I I I 0.83 13.583 0.00 6.88 0.270 IO I I I I 0.83 13.667 ,0.00 0.87 0.264 IO I I I I 0,82 13:750 0.00 0.87 0.258 IO I I I I 0.81 13.833 0.00 0.86 0:252 IO I I I I 0.80 13.917 0.00 0.85 0.246 IO I I I I 0.79 14.000 0.00 0.8.5 0.240 IO I I I I 0..78 14.083 0.00 0.84 0.234 IO I I. I 0.77 14.167 0.00 0.84 0.229 IO I I I 0.76 14.250 0.00 0.83 0.223 IO I I I I 0.76 14.333 0.00 0.82 0.217 IO I I I I 0.75 14.417 0.00 0.82 0.212 IO I I I I 0.74 14.500 0.00 0.81 0..206 IO I I I I 0.73 14.583 0.00 0.81 0.200 IO I I I I 0.72 e.l 14.667 0.00 0.80 0.195 IO I I I. I 0.71 ! 14.750 0.00 0.80 0.189 IO I I I ( 0.70 .14.833 0.00 0.79 0.184 IO I I I I 0.70. 14.917 0.00 0.79 0.178 IO I I I I 0.69 15.000 0.00 0.78 0.173 IO I I I I 0.68 15.083 0.00 0.77 0.168 IO I I I 0.67 15.167 0.00 0.77 0.162 IO I I ( I 0.66 15.250 0.00 0.76 0.157 IO I I I I 0'66 15.333 0.00 0.76 0.152 IO I I I I 0.65, - 15.417 0.00 0.75 0.147 10 I I I 0.64 15.500 0.00 0.75 0.141 IO ' ( I I 0.63 15.583 0.00 0.74 0.136 IO I I I I 0.63, 15.667 0.00 0.74 0.131 •IO I ( I I 0.62 15.750 0.00 0.73 0.126 IO I I I ) 0.61 15.833 0.00 0.73 0.121 IO I I I I 0.60 j 15.917 0.00 0.72 0.116 IO I I I I 0.59 16.000 0.00 0.72 0:111 IO I I I I 0.59 1 16.083 0.00 0.71 0.106 IO I I I I 0.58 16.167 0.00 0.71 0.101 IO I I I I. 0.57 16.250 0.00 0.70 0.097 IO I I I I 0.57 16,.;333 0.00 0.70 0.092 IO I 0.56 16.417 0.00 0.69 0.087 IO I I I 0.55 16.500 0.00 0.69 0.082 IO f 0.54 16.583 0.00 0.68 0.077 IO I ` ` 0.54 16.667 0.00 0.68 0.073 IO ! 0.53 16.750 0:00 0.67 0.068 IO I I 0.52 16.833 0.00 0.67 0.064 IO I I. 0.52 16.917 0.00 0.66 0.059 IO I I I I 0.51 17.000 0.00 0.66 0.054 IO I f I f 0.50 17.083 0.00 0.62 0.050 IO 4 I I I 0.47 17.167 0.00 0.57 0.046 0 I I I 0.43 17..250 0.00 0.52 0.042 0 I� '17.333 0.00 0.48 0.039 O i I { f I 0.36 17.417 0.00 0.44 0.035 O I 17.500 0.00 0.40 0.033 O I i i 0.31 .17.583 0.00 0:37 0.030 0 I 0.28 17,.667 0.00 0.34 0.027 O 17.750 0.00 0.31 0.025 O i I I I 0.24 17.833 0.00 0.29 0.023 0 I I j I 0.22 17.917 0.00 0.26 0.021 O 18.000 0.00 0.24 0.019 0 i I I , 0.18 18.083 0.00 0.22 0.018 0 I I 0.17 18.167 0.00 0.20 0.016 0 I I I I 0.15 3.8.250 0.00 0.19 ;• 0.015 0 I I l I 0.14 18.333 0.00 0..17 0.014 0 I I I I 0.13 18.417 0.00 0.16 0.013 O 0.12 18.500 0.00 0.14 0.012 O I 4 I I 0.11 18.583 0.00 0..13 0.011 0 f 18.667 0.00 0.12 0.010 0 i I I 0.09 18.750 0.00 0.11 0.009- 0 I I I 0.09 18:833 0.00 0.10 0.008 0 I I I 0.08 18.917- 0.00' 0.09 0.008 0 I i 0.07 Remaining.water in basin = 0.01 (Ac.Ft) ******* ** * * * * * * * * * * * * * ** * * * *HYDROGRAPH Number of intervals. 227 Time interval = 5.0 '(Min.) Maximum /Peak flow rate = 1.702 (CFS) Total volume .= 1.692 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 -------------------------------------------------------------- - - - - -- �C '5�1 MDS 680 -00 15- Oct -08 Nuisance water Disposal System'- (NWDS) Tract 31732 NWDS Requirement - Maxwell Plus Drywell system per Manuf Detail Retention Basin #1 ' Required capacity - 5 gpd per 1000 sf of pervious surface 5 gpd s Total Landscaped & Hardscape Tributary Area ( Excl Ret Basin) 27.5 Ac Onsite pervious % - 50 % Total Onsite pervious area - 50/100 x 27.5 Ac 13.8 Ac Required Percolation capacity ' ,•:.(13.8 x 43560/1000 ) x 5::.. ' ., ; . „ ; , 2,995 _ ` - gpd. Percolation test rate - per Hilltop Geotechnical Report, dated 6/2/2005 5 gpd /sf Required drywell sidewall area - 2995 gpd / 5 gpd /sf 599 sf Available sidewall - 13 ft depth drywell - 13ft x 3.1416 x 6ft 245 sf Available percolation capacity er.13 ft de th drywell = ; :.; .245 x 5 gpd Use 3 Maxwell. Drywells =- ... ,. , . ' - :�:..r, ;... �'_ 3 x 1225 ,.' :._ .. 3,676. gpd Retention Basin #2 Required capacity - .. 5 gpd per 1000 sf of pervious surface 5 gpd s Total Landscaped & Hardscape Tributary Area ( Excl Ret Basin) 16.3 Ac Onsite pervious % - 50 % Total Onsite pervious area - 50/100 x 16.3 Ac 8.2 Ac ,SRequired Percolation capacit ;; lo,' 8.2.x 43560/1000 x 1,775 t t #: gpd; ,4, Percolation test rate - per Hilltop Geotechnical Report, dated 6/2/2005 5 gpd /sf Required drywell sidewall area - 1775 gpd / 5 pd /sf 355 sf Available sidewall - 13 ft depth drywell - 13ft x 3.1416 x 6ft 245 sf Available percolation, 6a0acity per..13ftdepth'drywe11,7--,,,"-,,,,.- 245 x-5, 7`gpdc Use 2.Maxwell D ells -. r:'__ ,:, . r*.. 2 x 1225 __ 2,450 �., :gPd. ' y • K � A�wo 60N e I NO • TRAM 6 33G,S - K MDS 680.02 rr ^ • ' 15- Oct -08 Nuisance water Disposal System - (NWDS) F 4� � Tract 31733 NWDS Requirement - Maxwell Plus Drywell system per Manuf Detail Retention Basin "L" Required capacity - 5 gpd per 1000 sf of pervious surface 5 gpd s Total Landscaped & Hardscape Tributary Area ( Excl Ret Basin) 15.0 Ac Onsite pervious % - 50 % Total Onsite pervious area - 50/100 x 15.0 Ac 7.5 Ac 'Required Percolation capacity - 7.5 x 43560/1000 x 5 1,634 gpd Percolation test rate - per Hilltop Geotechnical Report, dated 6/2/2005 5 gpd /sf Required drywell sidewall area - 1634 gpd / 5 pd /sf 327 sf Available sidewall - 13 ft depth drywell - 13ft x 3.1416 x 6ft 245 sf 'Available percolation capacity er 13 ft depth d ell- 245 x 5 1,225 gpd Use 2 Maxwell Drywells - 2 x 1225 2,450 gpd Retention Basin "M" Required capacity - 5 gpd per 1000 sf of pervious surface 5 gp s Total Landscaped & Hardscape Tributary Area ( Excl Ret Basin) 10.3 Ac Onsite pervious % - 50 % Total Onsite pervious area - 50/100 x 10.3 Ac 5.2 Ac Required Percolation capacity - 5.2 x 43560/1000 x 5 ' 1,122 gpd Percolation test rate - per Hilltop Geotechnical Report, dated 6/2/2005 5 gpd /sf Required drywell sidewall area - 1122 gpd / 5 gpd/sf 224 sf Available sidewall - 13 ft depth drywell - 13ft x 3.1416 x 6ft 245 sf Available percolation capacity er 13 ft depth d ell=.... 245x5,, 1,225 gpd Use 2 Maxwell Drywell -. _ 2 x..1225 2,450. ,: „gpd . Retention Basin "N" Required capacity - 5 gpd per 1000 sf of pervious surface 5 gpd 0 s Total Landscaped & Hardscape Tributary Area ( Excl Ret Basin) 1.3 Ac Onsite pervious % - 50 % Total Onsite pervious area - 50/100 x 1.3 Ac 0.7 Ac Required Percolation capacity 0.7 x 43560/1000 x 5 142 gpd Percolation test rate - per Hilltop Geotechnical Report, dated 6/2/2005 2 gpd /sf Required drywell sidewall area - 142 gpd / 2 gpd/sf 71 sf Available sidewall - 13 ft depth drywell - 13ft x 3.1416 x 6ft 245 sf Available percolation capacity per 13 ft depth d ell -_ . ; ` .245x 2 '.. , �7; :490 '. gpd Use 1 Maxwell Drywell - 1 x 490 . 490 gpd Retention Basin "O ". Required capacity - 5 gpd per 1000 sf of pervious surface 5 gpd s Total Landscaped & Hardscape Tributary Area ( Excl Ret Basin) 7.0 Ac Onsite pervious % - 50 % Total Onsite pervious area - 50/100 x 7.0 Ac 3.5 Ac Required. Percolation capacity, - 3.5 x 43560/1000 x'5 762 gpd Percolation test rate - per Hilltop Geotechnical Report, dated 6/2/2005 2 gpd /sf Required drywell sidewall area - 762 gpd / 2 gpd /sf 381 sf Available sidewall - 13 ft depth drywell - 13ft x 3.1416 x 6ft 245 sf Available percolation capacity per.13 ft depth d ell - -_,, 245 x 2 490 -gpd Use 2 Maxwell Drywells - 2 x 490, 980 gpd rr ^ • ' F 4� � 4� � l 1 i MDS 680 -02 1 1 15- Oct -08 Nuisance water Disposal System - (NWDS) Tract 31733 NWDS Requirement - Maxwell Plus Drywell system per Manuf Detail 1 i MDS 680 -02 1 1 15- Oct -08 Nuisance water Disposal System - (NWDS) Tract 31733 NWDS Requirement - Maxwell Plus Drywell system per Manuf Detail Retention Basin "L." Required capacity - 5 gpd per 1000 sf of pervious surface 5 gpd s Total Landscaped & Hardscape Tributary Area ( Excl Ret Basin) 15.0 Ac Onsite pervious % 50 % Total Onsite pervious area - 50/100 x 15.0 Ac 7.5 Ac Required Percolation capacity (7.5 x 43560/1000 ) x 5 1,634 gpd Percolation test rate - per Hilltop Geotechnical Report, dated 6/2/2005 5 gpd /sf Required drywell sidewall area - 1634 gpd / 5 pd /sf 327 sf Available sidewall - 13 ft depth drywell - 13ft x 3.1416 x Eft 245 sf Available percolation capacity per 13 ftdepth d ell -. 245 x 5 1,225- gpd Use 2 Maxwell Drywells - 2 x 1225. 2,450 gpd Retention Basin "M" equired capacity - 5 gpd per 1000 sf of pervious surface 5 gpd s Total Landscaped & Hardscape Tributary Area ( Excl Ret Basin) 10.3 Ac Onsite pervious % - 50 % Total Onsite pervious area - 50/100 x 10.3 Ac 5.2 Ac Required Percolation capacity - (5.2 x 43560/1000) x 5 1,122 gpd Percolation test rate - per Hilltop Geotechnical Report, dated 6/2/2005 5 gpd /sf Required drywell sidewall area - 1122 gpd / 5 gpd /sf 224 sf Available sidewall - 13 ft depth drywell - 13ft x 3.1416 x 6ft 245 sf Available percolation capacity per 13 ft depth d ell- 245 x 5 1,225 gpd Use 2 Maxwell Drywell - 2 x 1225 2,450 gp Retention Basin "N" Required capacity - 5 gpd per 1000 sf of pervious surface 5 gp s Total Landscaped & Hardscape Tributary Area ( Excl Ret Basin) 1.3 Ac Onsite pervious % - 50 % Total Onsite pervious area - 50/100 x 1.3 Ac 0.7 Ac Required Percolation capacity - i 0.7.x 43560/1000 x 5 r 142,: gpd- Percolation test rate - per Hilltop Geotechnical Report, dated 6/2/2005 2 gpd /sf Required drywell sidewall area - 142 gpd / 2 gpd/sf 71 sf Available sidewall - 13 ft depth drywell - 13ft x 3.1416 x 6ft 245 sf ;Available percolation capacity per 13 ftde th d ell- . 245 x 2 490 gpd Use 1 Maxwell Drywell - 1 x 490 490. gpd Retention Basin "O" Required capacity - 5 gpd per 1000 sf of pervious surface 5 gpd s Total Landscaped & Hardscape Tributary Area ( Excl Ret Basin) 7.0 Ac Onsite pervious % - 50 % Total Onsite pervious area - 50/100 x 7.0 Ac 3.5 Ac Required Percolation capacity = , r " - 3.5 x 43560/1000) x 5 762 „gpd Percolation test rate - per Hilltop Geotechnical Report, dated 6/2/2005 2 gpd /sf Required drywell sidewall area - 762 gpd / 2 gpd/sf 381 sf Available sidewall - 13 ft depth drywell - + 13ft x 3.1416 x 6ft 245 sf Available percolation capacity er 13 ftdepth d ell- 245 x -2 490, gpd Use 2 Maxwell Drywells - 2 x 490 98T gpd F i I f. MDS 680 -02 15- Oct-08 Nuisance water Disposal System - (NWDS) Tract 31733 NWDS Requirement - Maxwell Plus Drywell system per Manuf Detail Retention Basin "L" Required capacity - 5 gpd per 1000 sf of pervious surface 5 gpd s Total Landscaped & Hardscape Tributary Area ( Excl Ret Basin) 15.0 Ac Onsite pervious % - 50 % Total Onsite pervious area - 50/100 x 15.0 Ac 7.5 Ac Required Percolation capacity 7.5 x 43560/1000 x 5 1,634 gpd Percolation test rate - per Hilltop Geotechnical Report, dated 6/2/2005 5 gpd /sf Required drywell sidewall area - 1634 gpd / 5 gpd /sf 327 sf Available sidewall - 13 ft depth drywell - 13ft x 3.1416 x 6ft 245 sf Available percolation capacity er 13 ft depth drywell- 245 x 5 1,225 gpd , Use 2 Maxwell Drywells - 2 x 1225 2,450 .. ; . gpcT Retention Basin "M" Required capacity - 5 gpd per 1000 sf of pervious surface 5 gpd s Total Landscaped & Hardscape Tributary Area ( Excl Ret Basin) 10.3 Ac Onsite pervious % - 50 % Total Onsite pervious area - 50/100 x 10.3 Ac 5.2 Ac Required Percolation capacity (5.2 x 43560/1000) x 5 1,122:- gpd Percolation test rate - per Hilltop Geotechnical Report, dated 6/2/2005 5 gpd /sf Required drywell sidewall area - 1,122 gpd 15 gpd /sf 224 sf Available sidewall - 13 ft depth drywell - 13ft x 3.1416 x 6ft 245 sf Available percolation capacity per 13 ftdepth drywell- s 245 x 5 1,225 gpd Use 2 Maxwell Drywell - 2 x 1225 2,450 gpd' Retention Basin "N" Required capacity - 5 gpd per 1000 sf of pervious surface 5 gpd s Total Landscaped & Hardscape Tributary Area ( Excl Ret Basin) 1.3 Ac Onsite pervious % - 50 % Total Onsite pervious area - 50/100 x.1.3 Ac 0.7 Ac Required Percolation capacity - - 0.7 x 43560/1000 x 5 142,.. gpd Percolation test rate - per Hilltop Geotechnical Report, dated 6/2/2005 2 gpd /sf Required drywell sidewall area - 142 gpd / 2 gpd/sf 71 sf Available sidewall - 13 ft depth drywell - 13ft x 3.1416 x 6ft 245 sf Available percolation capacity per 13 ftdepth drywell- - 245 x 2 490 gpd Use 1 Maxwell Drywell - 1. x 490 , 490 gpd Retention Basin "O" Required capacity - 5 gpd per 1000 sf of pervious surface 5 gpd s Total Landscaped & Hardscape Tributary Area ( Excl Ret Basin) 7.0 Ac Onsite pervious % - 50 % Total Onsite pervious area - 50/100 x 7.0 Ac 3.5 Ac .Required Percolation capacity - 3.5 x.43560/1000 x 5 762 gpd Percolation test rate - per Hilltop Geotechnical Report, dated 6/2/2005 2 gpd /sf Required drywell sidewall area - 762 gpd / 2 gpd/sf 381 sf Available sidewall - 13 ft depth drywell - 13ft x 3.1416 x 6ft 245 sf Available percolation capacity er 13 ftdepth drywell- 245 x 2 - 490 gpd Use 2 Maxwell Drywells - 2 x 490 980 a (Z Wf-D BMW 11V FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2001 Study date: 12/16/08 MDS Consulting, Irvine; CA - SIN 841 * * * * * * * * * * * * * * * * * * * ** HYDROGRAPH INFORMATION * * * * * * * * * * * * * * * * * * * * ** From study /file name: 31733L24100.rte ******* * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number. of intervals = 295 Time interval = 5.0 (Min.) Maximum /.Peak flow rate = 6.851 (CFS) Total volume = 2.910 (Ac.Ft) Status-of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream.5 Peak (CFS)_ 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 +±+++++++++++++++++++++++++++++±+++++++ + + + + + + + + + + + + + + + + + + + + + ± + + + + + + + ++ Process.from Point /Station 0.000 to Point /Station 0.000 * * ** RETARDING BASIN ROUTING * * ** User entry of depth - outflow- storage data ---------------------------=--------=------------------------------- Total number of inflow hydrograph intervals = 295 Hydrograph time unit = 5.000 (Min.) Initial depth in storage basin '= 0.00(Ft.) ----------------------------------------------------------=--- - - - - -- -------------------------------------- Initial basin depth = 0.00 (Ft.) -------- -- --------------------- Initial basin storage.= 0.00 (Ac.Ft) Initial basin outflow = 0.00 (CFS) ---------------------------------------------=---------------- - - - - -- Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S- O *dt /2) (S +0 *dt /2) (Ft.) (Ac.Ft) (CFS). (Ac.Ft) (Ac.Ft) __... 0.000 0.._000 0.000 0_.000_.. 0.000 . 1.000 0.260 0.706 0.258 0.262 2'.000 0.648 0.973 0.645 0.651 .3..000 1:140 1.180 1.136 1.144 4:000. 1.764 1.450 1.759 1.769 .5.000 2.476 1.626 2.470 2.482 -------------------------------------------------------------------- Hydrograph --------------------------------------------=------------------ Detention Basin Routing - - - - -- . Graph values: 'I'= unit inflow; 'O'= outflow at time shown Time. Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0. 1.7 3.43 5.14 6.85 (Ft.) 0.083 0.06 0.00 0.000 O I I I 0..00 0.167 0.21 0.00 0.001 O. 0.00 + st l J 477- 0.250 0.333 0:417 0.500 0.583 0.667 0.750 0.833 0.917 1.000 .1.083 1.167 1.250 1.333 1.417 1.500 1.583 1.667 1.750 1..833 1.917 2.000. 2.083 2.167 2.250 2.333 2.417 2.500 2.583 2.667 2.750. 2.833 2.917 3.000 3.083 3.167 3.250 3.333 3.417 3.500 3.583 3.667 3.750 3.833 3.917 4.000, 4.083 4.167 4.250 4.333 4.417 4.500 4.583 4.667 4.750 4.833 4.917 5.000 5.083 5.167 5.250 5.333 5.417 5.500 0.26 0.01 0.31 0.01 0.40 0.02 0.43 0.03 0.44 0.03 0.45 0.04 0.45 0.05 0.48 0.06 0.56 0.07 0.58 0.07 0.56 0.08 0.49 0.09 0..47 0.10 0.46 0.11 0.46 0.11 0.46 .0.12 0.45 0.13 0.45 0.13 0.45 0.14 0.48 0.14 0.56 .0.15 0.58 0.16 0.59 0.17 0.60 0.17 0.60 0.18 0.60 0.19 0.61 0.20 0.61 0.21 0.64 0:21 0.71 -0.22 0.74 0.23 0.75 0.24 0.75 .0.25 0.7.5 0.26 0.76 0.27 0.76 0.28. 0.76 0.29 0.76 0.29 0.76 0.30 0.76 0.31 0.76 0.32 0.76 0.33 0.76 0.34 0.79 0.34 0.86 0.35 0.89 0.36 0.90 0.37 0.90 0.38 0.91 0.39 0.94 0.40 1.01 0.41 1.04 0.42 1..05 0.44 1.05 0.45 1.06 0.46 1.09 0.47 1.17 0.48 1.19 0.49 1.14 0.51 0.99 0.52 0.95 0,.53 0.96 0.53 1.02 0.54 1.04 0.55 0.003 OI 0.005 OI 0.007 0I 0.010 OI 0.012 0 I 0.'015 0 I 0.018 0 I 0.021 0 I 0..024 0 I' 0.028 0 I 0.031 0 I 0.034 0 I 0.037 0 I 0.039 0 I. 0.042 0 I 0.044 0 I. 0.046 0 I 0.048 0 I 0.051 0 I 0.053 0 I 0.056 0 I 0.058 0 I 0.061 0 I 0.064 0 I 0.067 0 I 0.070 0.I 0.073 0 I 0.076 0 I 0.078 0 I 0.082 JO .I 0.085 10 I 0.089 jO I 0.092 10 I 0.095 10 I 0.099 10 I 0.102 10 I 0.105 10 I 0.10.9 10 I 0.112 10 I 0.115 10 I 0.118 10 I 0.121 10 I 0.124 10 I 0.127 IO I 0.130 10 I 0.134 10 I 0.137 10 I 0, 141 10 I 0.144 10 I 0.. 14 8 0 I 0.152 10 I 0.156 10 I 0.160 O I 0.164 0 I 0.169 0 I 0.173 0 I 0.177 I 0 I 0'. 182 I 0 ` I 0.187 0 2. 0.190 0 I 0.194 0 .I 0.196 0 I 0.200 0 I 0.203 0 I . 0.01 0.02 0.03 0:04 0.05 0.06 0.07 0.08 0.09 0.11 0'.12 0.13 0.14 0.15 0.16 0.17 0.18 0.19 0..19 0'.26 0.21 0.22 0.24 0.25 0.26 0.27 .0.28 0.29 0.30 0.31 0.33 0.34 0.35 0.37 0.38 0.39 0.41 0'.42 0.43 0.44 0.45 0.46 0.48 0.49 0.50 0.51 0.53 0.54 0.56 0.57 0.58 0.60 0.62 0.63 0.65 0.66 0.68 0.70 0.72 0:73 0.74 0.76. 0.77 0.78 G 0.79. 0.81 0.82 0.84 0.86 0.87 0.89 0.91 0.92 0.94 0.96 0.98 1.00 1.01 1.02 1.04 1.05 1.07 1.08 . 1.09 1.11 1.12 1.14 1.15 1.17 1.19 1.20 1.2.2 1.24 1.26 1.28' 1.31' 1. 33 1.36 1.38 1.41 1.43 1.46 1.49 1.52 1.55 1.57 1.58 1.58 1.58 1.58 1.58 1.59 1.59 1.60 1.61 1.62 1.63 1.65 1.67 1.69 1 7.1 1.74 1.76 1.79 1.81 1.83 1:84 1.85 5.583 1.08 0.56 0.206 0 I 1 5.667, 1.16 0.57 0.210 O I 5.750 1.19 0.58 0.214 0 I 5.833 1.20 0.59 0.219 0 I 5.917 1.21 0.60 0.223 0 I 6.000 1.21 0.62 0.227 0 I 6.083 1:24 0.63 0.231 0 I 6.167 1.32 0.64 0.235 0 I 6.250 1.34 0.65 0:240 0 I 6.333 ..1.35 0.66 0.245 0 I 6.417 1.36 0.68 0.250 I 0 I 6.500 1.36 0.6.9 0.254 O I , 6.583 1.39 0.70 0,.259 0 I 6.667 1.47 0.71 -0.264 0 I 6.750 1.49 0.71 0.269 0 I 6.833 1.50 0.72 0.275 O Il 6.917 1.51 0.72 0.280 0 Il 7.000 1.51 0.72 0.285 0 Il 7.083 1.51 0.73 0.291 O Il 7.167 1.51 0.73 0.296 0 Il 7.250 1.51" 0.73" 0.302' 0 Il 7.333 1.54 0.74 0.307 O Il 7.417 1.62 0.74 0.313 0 Il 7.500 1.64 .0.75 0.319 O Il 7.583 1.68 0.75 0.325 0 Il 7.667 1.77 0.76 0.332 I 0 I 7.750 1.79 0.76. 0.339 0 I 7.833 1..83 0.77 0.346 0 I 7.917 1.92 0.77 0.354 O I 8.000 1.94 0.78 0.362 1 0 JI 8.083 2.02 0.78. 0.370 0 �I .8.167 2.17 0.79 0.379 0 I I 8:250 2.22 0.79 0.389 0 I 8.333 .2.25 0.80 .0.399 0 I 8.417 2.26 0.81 0.409 0 I 8.500 2.26 0.82 0.419 ` O I 8.583 2.30 0.82 0.429 0 I 8.667 2•.38 0.83 0.439 0 I 8.750 2.40 0.64 0.450 I 0 I 8.833 2.44 0.84 0.461 0 I 8.917' 2.52 0.85 0.472 0 I 9.000. 2.04 0.86 0.482 0 1I 9.083 0.90 0.86 0.486 0 9.167 0.85 0.86 0.486 IO 9.250 0.80 0.86 0.486 �. IO 9.333 0.85 0.86 0.485 IO �• 9.417 1.02 0.86 0.486- 0 9.500 1.08 0.86 0.487 OI 9.583 1.18 0.86 0.489 OI 9.667 1.39 0.87. 0.492 0 I 9.750 1..47 0.87 0.496 O I 9.833 .1.59 0.87 0.500 0 Il 9.917 1.80 0.88 0.506 0 I 10.000. 1.88. 0.88 0.513 0 I 10.083 1.99 0.88 0.520. 0 1I 10.167 .2.16 0.89 0.528 0 I 1.0.250 2.22 0.90 0.537 0 2• 10.333 2.24 0.90 0.546 0 I I 10.417 2.26. 0:91 0.556" 0 I 10.500 2.26. 0.92 0.565 .0 I 10.583 2.11 0.92 0.574 '0 �I 10.667 1.72 0.93 0.580 0 I 10.750 1.62 0.93 0.585 O I� 10.833 1.59 0.93 0.590 0 I'l 0.79. 0.81 0.82 0.84 0.86 0.87 0.89 0.91 0.92 0.94 0.96 0.98 1.00 1.01 1.02 1.04 1.05 1.07 1.08 . 1.09 1.11 1.12 1.14 1.15 1.17 1.19 1.20 1.2.2 1.24 1.26 1.28' 1.31' 1. 33 1.36 1.38 1.41 1.43 1.46 1.49 1.52 1.55 1.57 1.58 1.58 1.58 1.58 1.58 1.59 1.59 1.60 1.61 1.62 1.63 1.65 1.67 1.69 1 7.1 1.74 1.76 1.79 1.81 1.83 1:84 1.85 10.917 1.58 0.94 0.595 I 0 II I I I 1.86 . j 11.000 1.59 0.94 0.599 I O II I I I 1.87 11.083 1.54 0.94 0.603 I 0 II I I I 1.88. 11.167 1.39 0.94 0.607 I 0 I I I I I 1.89 11.250 1.37 0.95 0.610 I 0 I I I I I .1.90. 11.333 1:37 .0.95 .0.613 I 0 I I I I I 1.91 11.417 1.38 0.95 0.616 I 0 I I I I I 1.92 .11.500 1.40_ 0.95 0.619 I -0 I I I I I 1.92 11.583 1.29 0.95 0.621 I, O I I I I I 1.93, 11.667 0.98 0.96 0.623 I 0 I I I I 1.93 11.750 0.90 0.96 0.623 I O I I I I 1.93 11.833 0.94 0.96 0.622 I 0, I I I I 1.93 11.917 1.11 0.96 0..623 I OI I I I I 1..94 12.000 1.17 0.96 0.624 I OI I I I I 1.94 12.083 1.61 0.96 0.627 I O II I I I 1.95 12.167 2.86 0.96 0.636 I O I I I I I 1.97.,,. 12:250 3.25 0.97 0.651 I, O I II I I 2.01 12.333 3.50 0.98 0.667 I 0 I 2 I I 2.04 12.417 3.78. 0.99 0.685 I 0. I II I I 2.08 12.500 3.89 1.00 0.705 I 0 I I I I I 2.12 . 12.583 4.10 1.01. 0.726 I O I I I I I 2.16 12.667 4.47 1.02 0.748 I 0 I I I I I 2.20 '12.750 4.61 1.03 0.772 I O I I I I I 2.25 12.833 4.74 1.04 0.798 I O I I I I I 2.30 12.917 4.96 1.05 0.824 I 0 I I II I 2.36 13.000 5.04 1.06 0.851 I O I I II I 2.41 13.083 5.43 1.07 0.880 I O I I' II I 2.47 13.167 6.29 1.'08_ 0.913 I 0 I I I I I 2.54 13.250 6.58 1.10 0:949 I 0 I I I I I 2.61 13.333 6.72 1.12 0.988 I 0 I I I II 2.69 13.417 6.80 1.13 1.026 I 0. I I I II 2.77 13.500• 6.85 1.15 1.066 I 0 I I I II 2.85 13.583 6.17 1.16 1.102 I 0 I I I I I 2.92 13.667 4.38 1.18 1.131 I O' I I I I I 2:98 13.750 3.83 1.18 1.151. I 0 I II I I 3.02 13.833 3.61 1.19 1.168 I 0 I I I I 3.05. 13.917 3..50 1.20 1.184_ I 0 I I I I 3.07 14.000 3.45 1.21 1.200 I 0 I I I I 3.10 14.083 3.69 1.21 1.216 I 0 I II I I 3.12 14.167 4.36 1.22 1.2.36 I 0 I I I ( I 3.15 14.250 -4.59 1.23 1.258 I O I I I I' I 3.19 14.'333 4.63. 1.24 1.281 I O I I. I I I 3.23 14.417 4.54 1.25 1.304 I 0 I I ? I I 3.26 14.500 4.53 1.26 1.327 I O I I I I I 3.30 14.583 4.54. 1.27 1.349 I 0 I I I I I 3.34 14.667 4.56 1.28 1.372 I 0 I I I I I 3.37 14.750 4.57 1.29 17395 I 0 .I I I I I 3.41 14.833 4.52 1.30 1.417 I 0 I I 'I I I 3.44 _ 14.317• 4.38 1.31 1..439 I 0 I I I I I 3.48' 15.000 4.34 1.32 1.460 I 0 I I I I I 3.51 15.083 4.28 1.33 1.480 I 0 I I I I I 3.55 15.167 4.12 1.34 1.500 I 0 I I I I I 3.58 15.250 4.08 1.34 1.519 I .O I I I I I 3.61 15.333 4.01 1.35 1.537 I 0 .I I I I I 3.64 . 15.417 3.85 1.36 1.555 I 0 I II I I 3.67 15.500 3.81 1.37 1..572., I 0 II I 3.69 15.583 3.54 1.37 1.588• I 0 I I I 3.72 15.667 2.89 1.38 1:'601 I 0 I I I I I 3. 74' 15.750 . 2.69 1.38 1.610 I O .I I I I. I 3.75 15.833 2.62 1.39 1:619 I O I I I I I 3:77 15.917 2.59. 1.39 1.627 I O I. I I I I 3.78. 16.000 2,.58 1.39 1.636 I O I I I. I I 3.79 16.083 2.19 1.40 1.642 I 0 ,. I I I I I 3.81 16.167 1.19 1.40 1.644 I IO I i I. I .3.81 . 16.250 0.88 1.40 1.642 I I O I I I I 3.80 16.333 0.74 1.40 1.638 I I 0 I I I I 3.80 16.417 6.•67 1.39 1:633 I I 0 I I I I 3-79 16.500 0.64 1.39 1.628 I I 0 I I I I 3.78 '16.583 0.59 1.39 1.623 I I 0 I I I I 3.77 16.667 0.50 1.39 1.617 I I 0 I I I I 3.76 16.750 0.48 1.38 1.611 I I O I I. I.. I 3.75 16.833 0.46 1.38 1.605 I I 0 I I I I '3.74 16.917 0.46 1.38 1.598 I I 0 I I I I 3.73 17.000 0.46 1.38 1.592 I I 0 I I I I 3.72 17.083 0.52 1..37 1.586 I I 0 I I, I I 3:71 17.167 0.67 1.37 1.580 I I 0 I I I I 3.71 17.250 0.71 1.37 1.576 I I 0 I I I I 3.70 17.333 0.73 1.37 1.571 I I 0 I I I ( 3.69 17.417 0.75 1.36 1.567 I I 0 I I I I 3.68 17.500 0.75 1.36 1.563 I I 0 I I I I 3.68 17.583 0.75 7.'36 1.559 I I 0 I I I I 3.67 17.667 0.76 1.36_ 1.554 I I O I I I I 3.66 17.750 0.76 1.36 1.550 I I 0 I I I I 3.66 17.833 0.73 1:36 1.546 I I O I I -;I. I 3.65 17.917 0.65' 1:35 1.541 I I 0 I I I I 3.64 18.000 0.63 1.35 1.536 I I 0 I I I I 3.64 18.083 .0.62 1.35 1.531 I I 0 I I I I 3.63 18.167 0.61 1.35 1.526 I I O I I I I 3.62 18.250 0.61 1.34 1.521 I.I 0 I I I I 3.61 18.333 0.61 1.34. 1.516 I I 0 I I I I 3.60 18.417 0.61. 1.34 1.511 I I 0 I I I I 3.59 18.500 0.61 1.34 1.506 I.I b I I I I 3.59 18.583 0.57 1.34, 1.501 I I O I I I I 3.58 18.667 0.50 1.33 1.495 I I 0 I I I I 3.57 18.750 0.48 1.33 1.490 I I 0 I I I I 3.56 18.833 0.43 1.33 .1.484 I I 0 I I I I 3.55 18.917 0.35 - 1.33 1.477 II 0 I I I I 3.54 19.000 0._33 1.32. 1.470 II 0 I I I I 3.53 19.083 0.34 1.32 1.464 II 0 I I I I 3.52 19.167 0.41 1.32 1.457 II 0 I I I I 3.51 19.250 0.44 1.31 1.451 I I 0 I I I { 3.50 19.333 0.47 1.31 1.445 I I 0 I I I I 3.49 19.417 0.55 1.31 1.440 I I 0 I I I I 3.48 19.500 0.58 1.31 1.435 I I 0 I I I I 3.47 19.583 0.56 1.31 1.429 I I 0 I I I I 3.46 19.667 0.49 1.30 1.424 I I 0 I I I I 3.46 19.750 0.47 1.30 1.418 I I 0 I I I I 3.45 19.833 0.43 1.30 1.413 I I 0 I I I I 3.44 19.917 0.35 1.30 1.406 II 0 I I I I 3.43 20.000 0.33 1.29 1.400 II 0 I I I' I 3.42 20.083 0.34 1.29 1.393 II 0 I I I I 3.41 20.167 0.41 1.29 1.387 -II O I I I I 3.40 20.250 0.44 1:28 1.381 I I. 0 I I I I 3.39 20.333 0.44 1.28 1.375 I I 0 I I I I 3.38 20.417 0.45 1.28 1.370 I I 0 I I I I 3..37 20.500 0.45 .1.28 1:364 I I 0 I I I I 3.36 20.583 0.45 1.27 1.358 I I. 0 I I' I I 3.35- 20.667 0.45 1.27 1.353 I I O I I I I 3.34 20.750 0.45 1.27.. 1.347 I I 0 I I I I, 3.33 20.833 0.42 1.27 1.341 0 I 3.32 20.917 0.35 1.26 1.335 11 I 0 I I 3.31 21:000 0.32 1.26 1.329 II 0 I I I I 3.30 '21.08.3 0.34 1.26 1.322 II O I I I I 3.29 21.167 0.41 1.26 1.316 II 0 I I I I 3.28 21. 250 0.44 1.25 1.311 I I 0 I I I, I 3.27 21.333 0.41 1.25 1..305 II 0 I I I I" 3,26 21.417 0.34 1.25 1.299 II 0 I I I I 3.25 21.500 0..32 .,1.25 1.293 II 0 I. I I I 3.24 21.583 0. 34 1.24 1.286 II 0 { { I I 3.23 21.667 0.41 1.24 1.280 II 0 I I I I 3.22 21.750 0.44 1.24 1.275 .I. I 0 { { I I 3.22 21.833 0.41 1.24 1.269 II 0 I I I { 3.21 21.9.17 0.34 1.23 1.263 II 0 I I I I 3.20 22.000 0.32 1.23 1.257 II 0 { I I { 3.19 22.083 .0.34 1.23 1.251 II 0 I I I { 3.18 22.167 0.41 1.23 1.245 II 0 { I I i 3.17 22.250 0.44 1.22 1.240 I I 0 I I I I 3.16 22.333 0.43 1.22 1.234 II 0 I I I I .3.15 22.417 0.34 1.22 1.228 II 0 I I I { 3.14 22.500 0.32 1.22 1.222, II 0 I { I { 3.13 22.583 0.31 1.21 1.216 II 0 I I I I 3.12 22.667 0.31 1.21 1.210 {I 0 { { I I 3.11 22.750 0.31 1-.21 1.204 II 0 I I I I 3.10 22.833 0.30 1.20 1.197 II 0 { I I I 3.09 22.917 0.30 1.20 1.191 II _'O I I I. I 3.08 23.000 0.30 1.20 1.185 II 0 I I I I 3.07 23.083 0.,30 1.20 1.179 II 0 I { I I 3.06 23.167 0.30 1.19 1.173 II 0 I { I I 3.05 23.250 0.30 1.19 1.166 II 0 I I I. I 3.04 23.333 0.30 1.19 1.160 'II 0 I { I I 3.03 23.417 0.30 1.19 1.154 II 0 I I I I 3.02 23.500 0.30 1.18 1.148, II 0 I I I I 3.01 23.583 0.30 1.18 1.142 II 0 I { { { 3.00 23.667 0.30 1.18 1.136 II 0 I I I { 2.99 .23.750 0.30 1.18 1.130 II 0 I { { I 2.98 23.833 0.30 1.17 1.124 II 0. I I I I 2.97 23.917 0.30 1.17 1.118 II 0 I I { I 2.96 24.000 0.30 1.17 1.112 II 0 I I { I 2.94 24.083 0.24 1.17 1.106 II 0 I I I I 2.93` 24.167 0.09 1.16 1.099 I 0{ I I I 2.92, 24.250 0.04 1.16 1.092 I 0 I I I I 2.9.01 24.333 0.,02 1.16 1.084 I 0 I { { { 2.89' 24.417 0.01 1.15 1.076 I 0{ I I I 2.87; 241.500 0.01 1.15 1.068 I 0 I I I I 2.85; 24.583 0.00 1.15 1.060 I 0 I I { { 2.84 24.667 0.00 1.14 1.052 I 0 I { { I 2.82 24.750 0.00 1.14 1.044 I 0{ I I I 2.81 24.833 0.00 1.14 1.037 I 0 I { { { 2.79 24.917 0.00 1.13 1.029 I- 0. I { { I- 2.77'. 25.000 0.00 1.13 1.021 I 0 I I I I 2.76' 25.083 0.00 1.13 1.013 I 0 I I" I I 2.74, 25.167 0.00 1.12 1.0.05 I 0 I { { { 2.73: 25.250 . 0.00 1.12 0.998 I 0 { I I I 2.71 25.333 0.00 1.12 0.990 I 0 I I I I 2.70' 25.417 0.00 1.11 0.982 I 0 I' { { { 2.68' 25.500 0.00 1.11 0.975 I 0 I I I I 2.66 25.583 0.00 1.11 0.967 I 0 I I { I 2.65 25.667 0.00 1.10 0.959 I 0 I I I { 2.63 25.750 0.00 1.10 0.952 I 0 { { I { 2.62 25.833 0.00 1.10 0.944 I 0 I I I I 2.60 25.917 0,00 1.09 , 0.937 I 0 { i I I 2.59 26.000 0.00 1.09 0.929 I 0 I I' { { 2•57 26.083 0.00 1.09 0.922 I 0 I I. I {_ 2.56 26.167 10.00 1.09 0.914 I O I I I -I 2.54 26.250. .. 0.00 1.08. 0.907 I 0 I I. { I 2.53 26.333 0.00 1.08 0.899 I O I I I { 2:51 26.417 0.00 1.08 0..892, I 0 26.500 0.00 1.07 0.885 I 0 I { I. I 2.48 26.583 0.00, 1.07 0.877 I 0 I { I I 2.47 26.667 0.00 1.07, 0.870 1 0 I { { { 2.45 26.750 0.00 1.06 0.862 I 0 I I I I 2.44 26.833 0.00 1.06 0:855 I O I I { I 2.42 1 26.917 0.00 1.06. 0.848 I 0 27.000 0.00 1.05 0.841 I 0 27.083 0.00 1.05 0.833 I 0 27.167 0.00 1.05 0.826 I O 27.250 0.00 1.04 0.819 I 0 27.333. 0.00 1.04 0.812 I 0 27.417 0.00. 1.04 0.805 I 0 27.500 0.00 1.04 0.797 I O 27.583 0.00 1.03 0.790 .I 0 27.667 0.00 1.03 0.783 I O 27.750 0.00 1.03 .0.776 I 0 27.833 0.00 1.02 0.769 I 0, 27.917 0.0,0 1.02 0.762 I 0 28.000 0.00 1.02 0.755 I 0 28.083 0.00 1.02 0:748 I O 28.167 0.00 1.01 0.741 I 0 28.250 0.00 1.01 0.734 I O 28.333 0.00 1.01 0.727 I 0 28.417 0.00 1.00 0.720 I 0 28.500 0.00 .1.00 0.713 I 0 28.583 0.00 1.00 0.706 I 0 .28.667 0.00 0.99 0.700 I O 28.750 0.00 0.99 0.693 I 0 28.833 0.00 0..99. 0.686 I 0 28.917 0.00 0.99 0.679 I 0 29.000 0..00 0.98 0.672 I 0 29.083 0.00 0.98 0.666 I 0 29.167 0.00 0.98 0.659 I 0 29.250 0.00 0.97 0.652 I 0 29.333 0.00 0.97 0.645 I 0 29.417 0.00 0.97 0.639 I 0 29.500 0.00 0.96 0.632 I 0 29.583 0.00 0.96 0.625 I 0 29.667 0.00 0.95 0.619 I 0 29.750 0.00 0.95 0_.612 I 0 29.833 0.00 0.94 0.606 I 0 29.917 .0.00 0.94 0.599 I 0 30.000 0.00 0.94 0.593 I 0 30.083 0.00 0.93 0.586 I O 30.167 0.00 0.93 0.580 I 0 30.250 0.00 0.92 0.574 I 0 30.333 0.00 0.92 0.567 I 0 30.417 0.00 0.91- 0.561 I O 30.500 0.00 0.91 0.555 I 0 30.583 0.00 0.90 0.548 I 0 30.667 0.00 0.90 0.542• I 0 30.750 0.00 0.90 0.536 I 0 30.833 O.QO 0.89 0.530 I 0 30.917 0.00 0.89 0.524 I 0 31.000 0.00 0.88 0.518 I 0• 31.083 0.00. 0.88 0.512 I 0' 31.167 0.00 0.88 0.506 I 0 31.250 0.00 0.87 0.5.00 I 0 31.333 0.00 0.87 0.494 I 0 31.417 0.00 0.86 0.488 I 0 31.500 .0.00 0.86 0.482 1 0 31.583 0.00 0.85 0.476 I 0 31.667 0.00 0.85 0.470 I 0 31.750 0.00 0.85 0.464 I. 0 31.833 .0.00 0.84 0.458 1 0 31.917 0.00 0.84 0.453 I 0. 32.000 0.00 0.83 0.447 I 0 32.083 0.00 0.83 0.441 I 0 32.167 0.00 0.83 0.435 I 0 2.41 2.39 2.38 2.36 2.35 2.33' 2.32 2.30 2.29 2.27 2.26 .2.25 2.23 2.22 2.20 2.19 . 2.17 2.16 2.15 2.13 2.12 2.10 2.09 2.08 2.06 2.05 2.04 -2:02 2.01 1.99 1.98 .1.96 1.94 1.92 1.91 1.89 1.87 1.86 1.84 1.82 .1.81 1.79 1.78 1.76 1.74 1.73 1.71 1.70 1.68. 1.66 1.65 1.63 1.62 1.60 1.59 1.57 1.56 1.54 1.53 1.51 1.50 1.48 1.47 1.45 32.250 0.00 0.82 0.430 T O I i I I 1.44 32.333 0.00 0.82 0.424 I 0 I I I I 1.42 32.417 0.00 0.81 .0.418 I 0 I. I I I .1.41 32.500 0.00 0.81 0.413 10 I I I I 1.39 32.583 0.00 0.81 0.407 I 0 I I I I 1.38 32.667 0.00 0.80 0.402 I 0 I I I I 1.37 32.750 0.00 0.80 0.396 I 0 I I I I 1.35 32.833 0.00 0.80 0.391 I 0 I I I I 1.34• 32.917 0.00 0.79 0.385 I 0 I I I I 1.32 33.000 0.00 0.79 0.380 I 0 I I I I 1.31• 33.083 0.00 0.78 0.374 I 0 I I I I 1.29 33.167 0.00 0.78 0.369 I 0 I I I I 1.28 33.250 0.00 0.78 0.364. I 0 I I I I 1.27 33.333 0.00 0.77 0.358 I 0 I I I I 1.25 33.417 0.00 0.77 0.353 I 0 I I I I 1.24 33.500 0.00 • 0.77 0.348 I 0 I I I I .1.23.. 33.583 0.00 0.76' 0.342 I 0 I I I I 1.21 .3 3.667 `0.00 0.76 0.337 I 0 I I I I 1.20 33.75.0 0.00 0.76 0.332 I 0 I I I I 1.19 33.833 0.00 0.75 0.327 I 0 I I I I 1.17 33.917 0.00 0.75 0.322 I 0 I I I I. 1.16 34.000 0:00 0.74 0.316 I 0 I I I- I 1.15 34.083 0.00 0.74 0.311 I 0 I I I I 1.13 34.167 0.00. 0.74 0.306 I O I I I. I 1.12 34.250 0.00 0.73 0.301 I 0 I I I I 1.11 34.333 0.00 0.73 0.296' I 0 I I I I 1.0.9 34.417 0.00 0.73 0.291 I 0 I I I I 1.08 34.500 0.00 .0.72 0.286. I 0 I I I I 1.07 34.5'83 0.00 .0.72 0.281 I 0 I I I I 1.05 34.667 0.00 0.72 0.276 I 0 I I I 1.04 34.750 0.00 0.71 0.2'71 I 0 I I I I 1.03 34.833 0.00 0.71 0.266 I 0, I I I I 1.02 34.917 0.00 0.71 0.261 I 0 I I I I 1.00 35.000 0.00 0.70 0.257 I 0 I I I I 0.99 35.083 0.00 0.68 0.252 I 0 I I I I 0.97 35.167 0.00 0.67 0.247 I 0 I I I I 0.95 35.250 0.00 0.66 0.243 I 0 I I I I 0.93 35.333 0.00 0.65 0.238 I 0 I I I I 0.92 35.417 0.00 0.63 .0.234 I 0 I I I I 0.90 35.500 0.00 0.62 0.229 I 0. I I I I 0.88 35.583 0.00 0.61 0.225 I 0 I I I I 0.87 35.667 0.00 0.60 0.221 10 I I I I 0.85 35.750 0.00 0.59 0.217 I 0 I I I I 0.83 35.833 0.00 0.58 0.213 I 0 I I I' I 0.82 35.917 0.00 0.57 0.209 I 0 I I I I 0.80 36.000 10.00 0.56 0.205 I 0 I I I I 0.79 36.083 0.00 0.55 0.201 I O I I I 10. 77. 36.167 0.00 0.54 0.197 I 0 I. I I I 0.76 36.250 0.00 0.53 0.194 I 0 I I I i 0.75 36.333 0.00 .0.52 0.190 I 0 I I I I 0.73. 36.417 0.00 0.51 0.187. 10 I I I I 0.72 . 36.500 0.00 0.50 0.183 I 0 I I I I 0.70 .36.583 0.00 0.49 0.180 I 0 I I I I 0.69 36.667 0.00 0.48 0.176 I 0 I I. I I 0.68 36.750 0.00 0.47 0.173 I 0 I I I I' 0.67 36.833 0.00 0.46 0.170 I 0 I I I 0.65 36.917 0.00 0.45 0.167 I 0 I I I I 0.64 37.000 0.00 0.44 0..164 I "0• I I I I 0.63 37.083 0.00 -0.44 0.161 I 0 I I I I 0.62 J37.167 0.00 0.43 .0.158 I O I I I I 0.61 37.250 .0.00 .0.42', 0.155 IO I I I I 0.60 37.3133 0.00 0'.41 0.152 I0 I I I I 0.58 37.417 0.00 0.41 0.149 IO . I I I I 0.57 .37.500 0.00 0.40 0.146 IO I I I I 0.56 . 37.583 0.00 0.39 0.144 IO I I I I 0.55 37.667 0.00 0.38 0.141 I0 I I I I 0.54 37.750 0.00 0.38 0.138 IO I I I I 0.53 37.833 0.00 0.37 0.136 I0 I I I I 0.52 37.917 0.00 0.36 0.133 I0 I I I I 0.51 38.000 0.00 0.36 0.131 IO I I I I 0.50 38.083 0.00 0.35 0.128 I0 I I I I 0.49 38.167 0.00 0.34 0.126 IO I I I I 0.48 38.250 0.00 0.34 0.124 IO I I I I 0.48 38.333 0.00 .0.33 0.121 IO I I I I 0.47 38.417 0.00 0.32 0.119 IO I I I I 0.46 38..500 0.00 0.32 0..117 IO I I I I 0.45 38.583 0.00 0.31 0.115 IO I I I I' 0.44 38.667 0.00 0.31 0.113 IO I I I I 0.43 38.750 0.00 0.30 0.111 IO I I i I 0.43 38.833 0.00 0.29 0.109 IO I I I I 0.42 38.917 0.00 0.29 0.107 IO I I I I 0.41 39.000 0.00 0.28, 0.105 I0 I I I I 0.40 39.083 0.00 0.28 0.103 IO I I I I 0.39 39.167 0.00 0.27 0.101 IO I I I I 0.39 39.250 0.00 0.27 0.099 IO I I I I 0.38 39.333 0.00 0.26 0.097 IO I I I I 0.37 39.417 0.00 0.26 0.095 IO I I I I 39.500 0.00 0.25 0.093 IO I I I .0.37 I 0.36 39.583 0.00 0.25 0.092 I0 I I' I I 0.35 39.667 0.00 0.24 0.090 IO I I I I 0.35 39.750 0.00 0.24 0.088 IO I I I I 0.314. 39.833 0.•00 0.24 0.087 IO I I I I 0.33 39.917 0.00 0.23 0.085 IO I I I I 0.33 40.000 0.00 0.23, 0.084 IO I I I I 0.32 40._083 0.00 0.22 0.082 IO I I I I 0.32 40.167 0.00 0.22 '0.080 IO I I I I 0.31 40.250 0.00 0.21 0:079 IO I I I I 0.30 40.333 0.00 0.21 0.078 0 I I I I 0.30 40.417 0.00 0.21 0.076 0 I I I I 0.29 40.500 0.00 0.20 0.075 0 I I I 1 0.29 40.583 0.00 0.20 0.073 O I I I I' 0.28 40.667 0.00 0.20 0.072 0 I I I I 0.28 40.750 0.00 0.19 0.071 0 I I I I 0.27 40.833 0.00 0.19 0.069 O I I I I 0.27 40.917 0.00 0.18 0.068 0 I I I I 0.26 41.000 0.00 0.18 0.067 0 I I I I .0.26. 41.083 0.00 0.18 0.066 0 I I I I 0.25 41.167. 0.00 0.17 0.064 0 I I I I 0.25 41.250 0.00 0.17 0.063 0 I I I I 0.24 41.333 0.00 0.17 0.062 O I I I I 0.24 41.417 0.00 0.17 0.061 0 I I I I 0.23 41.500 0.00 .0.16 0.060 0 I I I I 0.23 41.583, 0.00 0.16 0.059 0 I I I I 0.23 41.667 0.00 0.16 0.0.57 0 I I I I 0.22 41.750. 0.00 0.15 0.056 0 I I I I 0:22 41.833 0.00 0.15 0.055 O, I I I I 0.21 41.917 0.00 0.15 0.054 'O I I I I '0.21 42:000 0.00 0.14 0.053 0 I I I I 0.21 42.083 0.00 0.14 0.052 0 I I I I 0.2.0 42.167 0.00 0.14 0.051 0 I I I I 0.20 42.250 0.00 0.14 0.050 0 I I I I 0.19 42.333 0.00 0.13 0.049 0 I I I I 0.19 42.417 0.00. 0.13 0.049 0. I I I I 0.19 42.500 0.00 0.13 0..048, O I I I I 0.18 42.583 0.00 0.13 0.047 O I I I I 0.18 42.667 0.00 0.12 0.046 0 I I I I 0.18 42.750 0.00 0.12 0.045 O I I I I. 0.17 42.833 0.00 0.12 0.044 0 .' I I I I 0.17 42.917 0.00 0.12 0.043 0 I. I i I 0.17 43.000 0.00 0..12 0.043 0 I I I I 0.16 43.083 0.00 0.11 0.042 0 I I I I 0.16 43.167 0.00 0.11_ 0.041 O I I I I 0.16 43.250 0.00 0.11 0.040 0 I I I I 0.15 43.333 0.00 0.11 0.040 0 I I I I 0.15 43.417 0.00 0.11 0.039 O I I I I 0.15 43.500 0.00 0.10 0.038 0 I I I I 0.15 43.583. 0.00 0.10 0.037 0 I I I I 0.14 43.667 0.00 0.10 0.037 0' I I I I 0.14 Remaining water in basin = 0.04 (Ac.Ft) ******* * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 524 Time interval = 5.0 (Min.)' Maximum /Peak flow rate = 1.398 (CFS) Total volume = 2:873 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2. Stream 3 Stream 4. Stream 5.'. Peak' (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000.. 0.000 -------------------------------------------------------------- - - - - -- +affn-c nnN4ziii TING PLANNERS • ENGINEERS • SURVEYORS 17320 Redhill Avenue, Suite 350 Irvine, CA 92614 1 P Job No: By: Date: SHT OF i '6M- -0-S CONSULTING PLANNERS • ENGINEERS • SURVEYORS 17320 Redhill Avenue, Suite 350 Irvine, CA 92614 Job No: By: Date: SHT OF f�tl15E9 P�SIN ''Ln FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD /CIVILDESIGN, 1989 -_2001 Study date: 12/16/08 MDS Consulting, Irvine, CA - SIN 841 -------------------------------------------------------------------- * * * * * * * * * * * * * * * * * * * ** HYDROGRAPH INFORMATION * * * * * * * * * * * * * * * * * * * * ** From study /file name: 31733L24100.rte * r****** * * * * * * * * * * * *' * * * ** * * *HYDROGRAPH DATA * * * * * * ** * * * * ** ** * * * ** * *. * * * ** Number of intervals 295 Time interval 5.0 (Min.) Maximum /Peak flow rate = 6.851 (CFS) Total-.volume = 2.910 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft). 0.000 0.000 0.000 0.000. 0:000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 0.000 to Point /Station 0.000 * * ** RETARDING BASIN ROUTING * * ** User entry of depth - outflow- storage data Total number of inflow hydrograph intervals,= 295 Hydrograph time unit = 5.000 (Min.) Initial depth in storage basin. 0.00(Ft.) -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - - - - - - - - - - - - - - - - - Initial basin depth = 0.00 (Ft.) Initial basin storage = 0'.00 (Ac:Ft) Initial basin outflow = 0.00 (CFS) --------------------------------------------------------------------- ------------------------------'-------------------------------------- Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S- O *dt /2) (S= 0 *dt /2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) ------------------------- -------------------------------------------- 0.000 0.000 0.000 .0.000 0.000 1.000. 0.260 0.706 0.258 0.262 2.000 0.648 0.973, 0.645 0.651 3.000 1.140 1.180 1.136 1.144 4.000 1.764 1.450 1.759 1.769 5.000 2.476 1.626 2.470 2.482 ------------------------------`-----------------=-------------------- Hydrograph Detention Basin Routing - ----=------------------------------------- -------------- - ----------- Graph values: .I'= ..unit inflow; 101= outflow at time shown 1 ---------=------------------------------------------------------ 1 Time Inflow .Outflow. Storage Depth (Hours). (CFS) (CFS) (Ac.Ft) .0 1.7 3.43 '5.14 6.85 (Ft.) 0.083, 0.06. 0.00 0.000 0 I I I I 0.00 0.167 0.-21 0.00 0.001 0 I I I I 0.00 0.250 0.26 0.01 0.003 OI J 0.333 0.31 0.01 0.005 OI 0.417 0.40 0.02 0.007 OI 0.500 0.43 0.03 0.010 OI I" 0:583 0.44 0.03 0.012 0 I 0.667 0.45 0.04 0.015 O I 0.750 0.45 0.05 0.018 0 I 0..833 0.48 0.06 0.021 0 I 0.917 0.56 0.07 0.024 0 I 1.000 0.58 0.07 0.028 0 I 1.083 0.56 0.08 0.031 0 I 1.167 0.49 0.09 0.034 0 I 1.250 0.47 0.10 0.037 0 .1 1.333 0.46• 0.11 0,039 0 I 1.417 0.46 0.11 0.042 0 I 1.500 0:46 0.12 0.044 0 I 1.583 0.45 0.13 0.046 0 I 1.667 0.45 0.13 .0.048 0 I -1..750 0.45 0.14 0.051 0 I 1.833 0.48 0.14 0.053 0 I 1.917 0.56 0".15 0.056 0 I 2.000 0.58 0.16 0..058 0 I 2.083 0.59 0.17 0.061 0 I 2.167 0.60 0.17 0..064 0 I 2.250 0.60 0.18 0.067 O I 2.333 0.60 0.19 0.070 '0 I 2.417 0:61 0.20 0.073 0 I 2.500 0.61 0.21 0.076 0 I 2.583 0.64 0.21 0.078 0 I 2.667 0.71 0.22 0.082 10 I 2.750 0.74 0.23 0.085 1.0 I 2.833 0.75 0.24 0.089 10 I 2.917 0.75 0.25 0.092 10 I 3.000 0.75 0.26 0.095 IO I 3.083 0.76 0.27 0.099 IO I 3.167 0.76 0.28 0.102 IO I 3.250 0.76 0.29 0.105 10 I 3.333 0.76 0.29 0.109 jO I 3.417 0.76 0.30 0.112 10 I 3..500 0.76 0.31 0.115 10 I .3.583. 0.32 0.118 10 I 3.667 0.76 0.33• 0.121 10•I 3.750 0.76 0.34 0.124 10 I .3.833 0.79 0.34. 0.127 10 I 3.917 0.86 0.35 0.130 IO I 4.000 0.89 0.36 0.134 10 I 4.083 0.90 0.37 0.137 IO I 4.167 0.90 0.38 0.141 IO I 4. _250 -1.0- . I 4.333 0.94 0.40 0.148 10 I 4.417 1.01 0.41 0.152 10 I .1 4.500 1.04 0.42 0.156 IO I 4.583 1.0'5 0.44 0.160 1 0 I 4.667 1.05 0.45 0.164 0 I 4.750 1.06 0. -46 0.169 1 0 I 4.833 1.09 0.47 0.173 0 I 4.917 1.17 0.48 0.177 I 0 1 5.000 1.19 0.49 0.182 0 I 5.083 1.14 0.51 0.187 0 I 5.167 0.99 0.52 0.190 I 0 I I. 5.250 0.95 0.53 0.194 O I. 5.333 0.96 0.53 0.196 0'1 5.417 1.02 0.54 0.20'0 0 I 5.500 1.04 0.55 0.203 •0 I 0.01. 0.02 0.03 0.04 0.05 0.06 0.07 0.08 0.09 0.11 0.12 0.13 0.14 0.15 0.16 0:17 0.18 0.19 0.19 0.20 0.21 0.22 0.24' 0.25 0.26 . 0..27 0.28 0.29 0.30 0.31 033 0.34 0.35 0.37 .0.38 0.41 0.42 0.43 0.44 0.45 0.46 0.48 0.49 0.50 0.51 0.53 0.54 �.. 0-5-6. 0.57 0.58 0.60 0..62 0:63 0.65 0.66 0.68 0.70 0.72 0.73.. . 0.74 0.76 0.77 0.78 l 5.583 1.08 0.56 0.206 { O I I I I { 0.79 5.667 1.16 0.57 0.210 O I 0.81 5.750 1.19 0.58 0.214 I O I I I I I 0.82 5.833 1.20 0.59 0.219 O I I { { { 0.84 5.917 1.21 0.60 0.223 { 0 I I I I { 0.86 6.000 1.21 0.62 0:227 0 I { { { { 0.87 6.083 1.24 0.63 0.231 { 0 I { { { { 0.89 6.167 1.32 0.64 0.235 0 I { { { 0.91 6.250. 1.34 0.65 0.240 { O I { { ) { 0.92 6.333 1.35 0.66 0.245 { 0 I { { { { 0.94 6.417 1.36 0.68 0.250 0 I { { { { 0.96 6.500 1.36 0.69 0.254' { O I { { { { 0.98 6'.583 1.39 0.70 0.259 O I { 1.00 6.667 1.47 0.71 0.264 { O I { { { { 1.01 6.750 1.49 0.71 0.269 0 I { { { 1.02 6.83.3 1.50 0.72 0.27.5 { O I{ { { { 1.04 6.917 1.51 0.72 0.280 0 I{ { { 1.05 7.000 1.51 0.72 0.285 { 0 I{ I I I 1.07 7.083 1.51 0.73 0.291 { O Il { { { 1.08 7.167 1.51 0.73 0.296 { 0 I{ I I I' 1.09 7.250 1.51 0.73 0.302 I 0 I1 { { 1.11 7.333 1.54 0.74 0.307 { O I{ { { { 1.12 7.417 1.62 0.74 0.313 I 0 Il { 1.14 7.500 1.64 0.75 0.319 ) 0 I) { { { 1.15 7.583 1.68 0.75 0.325 0 II { { I 1.17 7.667 1.77 0.76 0.332 { O I { { ) 1.19 7.750 1.79 0.76 0.339 { 0 I { { 1.20 7.833 1.83 0.77 0.346 { 0 I { { { 1.22 7.917 1.92 0.77 0.354 { 0 I { { { 1.24 8.000 1.94 0.78 0.362 ) 0 )I ) ) 1.26 8.083 2.02 0.78 0.370 { 0 {I { { { 1.28 8.167 2.17 0.39 0.379 ) 0 ) I { { { 1.31 8.250 2.22 0.79 0.389 { O { I { { { 1.33 8.333 2.25 0.80 0.399 { O { I { { { 1.36 8.417 2.26 0.81 0.409 { 0 I I { { { 1.38 - 8.500 2.26 0.82 0.419 { O { I { { ) 1.41 8.583 2.30 0.82 0.429 { O { I { { { 1.43 8.667 2.38. 0.83 0.439 { O { I { { 1.46 8.750 2.40 0.84 0.450 { 0 { I ) { { 1:49 8.833 2.44 0.84 0.461 { 0. { I { { 1.52 8.917 2.52 0.85 0.472 O I { { { 1.55 9.000 2.04 0.86 0.482 { 0 II { { { 1.57 19.083 " 0.90 0.86 0.486 I 0 { { 1..58 9.167 0.85 0.86 0.486 { IO { { { { '1.5.8 9.250 0.80 0.'86 0.486 { IO { { { 1.58 9.333 0.85 0.86 0.485 I IO I { { { 1.58 9.417 1.02 0.86 0.486 { O I { I ) 1.58 9.500 1.08 0.86 0.487 { OI { I' I I 1.59 9.583 1.18 0.86 0.489 { OI { { { 1.59 9.667 1.39 0.87 0.492 { 0 I { ) ) { 1.60 9.750 1.47 0.87• 0.496 { 0 I ) { { 1.61 9:833 1.59 0.87 0.500 ) O I{ { { ) 1.62 9.917 1.80 0.88 0.506 { 0 I { { { 1.63 10.000 1.88 0.88 0.513 { 0 I ) { ) 1.65 10.083 1.99 0.88 0.520 ). 0 {I { ) 1.67 I I 1.69 10.250 2.22 0.90 0.538 l p I I 1.71 10.333 2.24 0.90 0..546 O { I { { ) 1.74 10.417 2.26 0.91 0.556 { O {'I ( { { 1.76' 10.500 2.26 0.92 .0.565 { O ) I { ) 1.79 10.583 2:11 0.92 0.574 { 0 II {. { { 1.81 10.667 1.72 0.93 0.580 { 0 I ) 1.83 10.750 1.62 0.93 0.585 { 0.• II I I I 1.84 10.833 1.59 0.93 0.590 { 0 LI { { 1.85 . 10.917 1.58 0.94 0.595 0 I 11.000 1.59 0.94 ,0.599 0 I 11.083 1.54 0.94 0.603 0 I 11.167 1.39 0.94 0.607 0 I 11.250 1.37 0.95 0.610 0 I 11.333 1.37 0.95 0.613 0 I 11.417 1.38 0.95 0.616 0 I 11.500. 1.40 0.95 0.619 0 I 11.583 1.29 0.95 0.621 0 I 11.667 0.98 0.96 0.623 0 11.750 0.90 0.96 0.623 0 11.833 0.94 0.96 0.622 0 11.917 1.11 0.96 0.623 OI 12.000 1.17 0.96 0.'624 OI 12.083 1.67 0. 96 0.627 0 I 12.167 2.86 0.96 .0.636 0 12.250 3.25 0.97 0.651 0 12.333 3.50 0.98 0.667 0 12.417 3.78 0.99 0.685. 0 12..500 3.89 1.00 0.705 I 0 12.583 4.10 1.01 0.726 O 12.667 4.47 1.02 0.748 I 0 12.'750 4.61 1.03 0.772 0 12.833 4.74 1.04 0.798 I 0 12.917 4.96 1.05 0.824 0 13.000 5.04 1.06 0.851 I 0 13.083 5.43 1.07 0.880 0 13.167 6.29 1.08 0.913 0 13.250 6.58 1.10 0.949 0 13.333 _6.72 1.12 0.988 0 13.417 6.80 1.13 1.026 0 13.500 6.85 1.15 1.066 0 13.583 6.17 1.16 1.102 I. 0 13.667 4.38 1:18 1.131 0 13.750 3.83 1.18. 1.151 0 13.833 3.61 1.19 1.168 0 13.917 3.50 1.20 1.184 0 14.000 3.45 1.21 0 14.083 3.69 1.21 1.216 0 14.167 4.36 1.22 1.236 0 14.250. 4.59 1.23 1.258 0 14.333 4.63 1.24 1.281 0 14.417 4.54 1.25 1.304 0 14.500 4.53 1.26 1.327 0 14.583 4.54 1.27 1.349 0 14.667 4.56 1:28 1.372 0 14.750 4.57 1.29 1.395 0 14.833 4.52 1.30 1.417 0 14.917 4.38 1.31 1.439 I O 15.000 4.34 1.32 1.460 0 15.083 4.28 1.33 1.480 �, 0 15.167 4.12 1.34 1.500 I O 15.250 4.08 1.34 1.519 0 15.333 4.01 1.35 1.537 0 15.417 3.85 1.36 1.555 0 15.500 3.81 1.37 1.572 0 I 15.583 3.54 1.37 1.588 0 15.667 2.89 1.38 1.601 0 15.750 2.69 1.38 .1.610 0_ 15.833 2.62 1.39 1.619 0 15.917 2.59 1.39 1.627. I. 0 16.000 2.58 1.39. 1.636 , 0 16.083 2.19 1.40 1.642. 0 16.167 1.19 1.40 1.644 ,. IO I � I. 7 I I I I I I I I I c I I I I I 1.86 1.87 1.88 1.89 1.90 1.91 1.92 1.92 1.93 1.93 1.93 1..93 1.94 1.94 1.95 1.97 2.01 2.04 2.08 2.12 2.16 2.20 2.25' 2.30 2.36 2.41 2.47 2.54 2.61 2.69 2.77 2.85 2.92 2.98 3.02 3.05 3.07 3.10 3.12 3.15 3.19 3.23 3.26 3.30 3.34 3.37 3.41 3.44 3.48 3.51 3'.55 3.58 3.61 . 3.64 3.67 3.69 3.72 3.74 3.75 3.77 3.78 3.79 3.81 3.81 � I II I I I �I I I I I I I I I I I • � I I I I. I �I II I II I •� I I I � I c I I I I I 1.86 1.87 1.88 1.89 1.90 1.91 1.92 1.92 1.93 1.93 1.93 1..93 1.94 1.94 1.95 1.97 2.01 2.04 2.08 2.12 2.16 2.20 2.25' 2.30 2.36 2.41 2.47 2.54 2.61 2.69 2.77 2.85 2.92 2.98 3.02 3.05 3.07 3.10 3.12 3.15 3.19 3.23 3.26 3.30 3.34 3.37 3.41 3.44 3.48 3.51 3'.55 3.58 3.61 . 3.64 3.67 3.69 3.72 3.74 3.75 3.77 3.78 3.79 3.81 3.81 16.250 0.88 1.40 1.642 I I 0 } 16.333 0.74 1.40 1.638 I I 0 16.417 0.67 1.39 1.633 I 0 16.500 0.64 1.39 1.628 I 0 16.583 0.59 1.39 1.623 I 0 16.667 0.50 1.39 1.617 I I 0 16.750 0.48 1.38 1.611 I I 0 16.833 0.46 1.38 1.605 I 0 16.917 0.46 1.38 1.598 I 0. 17.000 0.46 1.38 1.592 I I 0 17.083 0.52 1.37 1.586 I 0 17.167 0.67 1.37 1.580 I 0 17.250 0.71 1.37. 1.576 I I 0 17.333 0.73 1.37 1.571 I 0 17.417 0.75 1.36 1.567 I I 0 17.500 0.75 1.36 1.563 I 0 17.583 0.75 1.36 1.559 I 0 17.667 0.76 1.36 1.554 I I 0 17.750 .0.76 1.36 1.550 I 0 17.833 0.73 1.36 1.546 I 0 17.917 0.65 1.35 1.541 I 0 18.000 0.63 1.35 1.536 I 0 18.083 0.62 1.35 1.531 I 0 18.167 0.61` 1.35 1.526 I 0 18.250 0.61 1.34 1.521 I 0 18.333 0.61 1.34 1.5.16 I 0 18 .417 0:61 1.34 1.511 I 0 18.500 0.61 1.34- 1.506 I I .0 18.583 0.57 1.34 1.501 .I O 18.667 0.50 1.33 1.495 I I 0 1 18.750 0.48 1.33 1.490 I 0 18.833 0.43 1:33, 1.484 1•I 0 18.917 0.35 1.33 1.477 II 0 19.000 0.33 1.32 1.470 'JI 0 19.083 0.34 1.32 1.464 1I 0 19.167 0.41 1.32 1.457 1I 0 19.250 0.44" 1.31 1.451 I 0 19.333 0.47 1.31 1.445 I 0 19.417 0.55 1.31 1.440 I I 0 19.500 0.58 1.31 1.435 I 0 19.583 0.56 1.31 1.429 I 0 19.667 0.49 1.30 1.424 I 0 19.75.0 0.47 1.30 1.418 I 0 19.833 0.43 1.30 1.413 I 0 19.917 0.35 1.30 1.406 1I 0 20.000 .0.33 1.29 1.400 1I 0 20.083 0.34• 1.29 1.393 'II 0 20.167 0.41 1.29 1.387 11 0 0_. 4 4 ._.1.._ 2 8 . _ 1.3 81 I_ _O, 20.333 0.44 1.28 1.315 I 0 20.417 0.45 1.28 1.370 I. 0 20.500 0.45 1.28 1.364 I 0 20.583 0.45 1.27 1.358 I I. 0 20.667 0.45 1.27 1.353 .I 0 20.750 0.45 1.27 1.347 I I 0 20.833 0.42 1.27 1.341 0 20.917, 0.35' 1.26 1.335 II I 0 21.000 0.32 1.26 1.329 11 0 1 21.083 0.34 1.26 1.322 1I 0. 1 1 21 . 1.67' 0.41 :. 1.26 1.316 1 I 0 . 21.250. 0.44 1.25 1.311 I 0 21.333 0.41 1.25 1.305 1I .0 1 21.417 0.34 1.25 1.299 1I 0 21.500 0.32 1.25 1.293 JI',' 0 3.80 3.80 3.79 3.78 3.77 3.76 3.75 3.74 3.73 3.72 3.71 3.71 3.70 3.69 3.68 3.68 3.67 3.66 3.66 3.65 3.64 3.64 3.63 3.62 3.61 3.60 3.59 3.59 3.58 3.57 3.56 3.55 3.54 3.53 3.52 3.51 3.50 3.49 3.48 3.47 3.46 3.46 3.45 3.44 3.43 3.42 3.41 3.40 3.38 3.37 3.36 3.35 3.34 3.33 3.32 3.31 3.30 3.29 3.28 3.27 3.26 3.25 3.24 21.583 0.34 1.24 1.286 1I 0 21.667 0.41 1.24 1':280 II 0 21.750 0.44 1.24 1.275 1 I 0 21.833 0.41 1.24 1.269 1I 0 21.917 0.34 1.23 1.263 1I 0 22.060 0.32 1.23 1.257 1I 0 22.083 0.34 1.23 1.251 1I 0 22.167 0.41 1.23 .1.245 1I 0 22.250 0.44 1.22 1.240 I I 0 22.333 0.41 1.22 1.234 II 0 22.417 0.34 1.22 1.228 II 0 22.500 0.32 1.22 1.222 II 0 22.583 0.31 1.21 1.216 1I 0 22.667 0.31 1.21 1.210 II 0 22.750 0.31 1.21 1.204 1I 0 22.833 .0.30 1.20 1.197 II 0 22.917 0.30 1.20 1.191 lI O 23.000 0.30 1.20 1.185 1I 0 23.083 0.30 1.20 1.179 II 0 23.167 0.30 1.19 1.173 1I 0 23.250 0.30 1.19 1.166 1I 0 23.333 0.30 1.19 1.160 'JI 0 23.417 0.30 1.19 1.154 JI 0 23.500 0.30 1.18 1.148 1I 0 23.583 0.30 1.18 1.142 II 0 23._667 0.30 .1.18 1.136 1I 0 23.750 0.30 1.18 1.130 1I 0 23.833 0.30 1.17 1.124 1I 0 23.917 0.30 1.17 1.118 1I 0 24.000. 0.30 1.17 1.112 II 0 24.083 0.24 1.17 1.106 1I 0 24.167 0.09 1.16 1.099 I 0 24.250 0.04 1.16 1.092 I 0 24.333 0.02 1.16 1.084 I 0 24.417 0.01 1.15 1.076 I 0 24.500 0.01 1.15 1.068 I 0 24.583 0.00 1.15 1.060 I 0 24.667 0.00, 1.14 1.052 I 0 24.750 0.00 1.14 .1.044 I 0 24.'833 0.00 1.14 1.037 I 0 24.917 0.00 1.13 1.029. I 0 25.000 0.00 .1.13 1.021 I 0 25.083 0.00 1.13 1.013 I 0 25.167 0.00 1.12 1.005 I 0 .25.250 0.00 1.12 0.998 I 0 25.333 0.00 1.12 0.990 I 0 25.417 0.00 .1.11 0.982 I 0 25.500 0.00 1.11 0.975 I 0' 25.583 . 0..00 1.11 0.967 I 0 25.667 0.00 1.10 0.959 I 0 25.750 0.00 1.10 0.952 I O 25.833 0.00 1.10 0.944 I 0 25.917 0.00 1.09 0.937 I 0 26.000 0.00 1.09 0.929. I 0 26.083 0.00 1.09 0.922 I 0 26.167 0.00 .1..09 0.914 I 0 26.250 0.00 1.08 0.907 I 0 26.333 0.00 1.08 0.899 I 0 26.417 0.00 .1.08 0.892 I 0 26.500 0..00 1.07 0.885_ I' 0. .26.583 0.00 1.07 0.877 I' 0. 26.667 0.00 1.07 0.870.. I . 0 .26.750 0.00 1.06 0.862 I 0 26.833 0.00 1.06 6.855 I 0 3.23 3.22 3.22 3.21, 3.20 3.19 3.18 3.17 3.16, 3.15 3..14 3.13 3.12 3.11 3.10 3.09 3.08 3:07 3.06 3 05 3.04 3.03 3.02 3.01 3.00 2.99 2.98 2.97 2.96 2.94 2.93 2.92 2.90 2.89 2..87 2.85 2.84 .2.82 2..81 2.79 2.77 2.76 2.74 2.73 2.71 2.70 2.68 2.66 2.65 2.63 2.62 2.60. 2.59. 2.57 2.56 2.54 2.53 2.51 2.50 2.48 2.47 2.45 2.44 2.42 26..917 0.00. 1.06 0.848 I O I I I I 2.41 27.000 0.00 1.05 0.841 I 0 I I I I :2.39 27.083 0.00 1.05 0.833 I 0 I I I I 2.38 27.167 0.00 1.05 0.826 I 0 I I I I 2.36 27.250 0.00 1.04 0.819 I 0 I I I I 2.35 27.333 0.00 1.04 0.812 I 0 I I I I 2.33 27.417 0.00 1.04 0.805 I 0 I I I I 2.32 27.500 0.00 1.04 0. "797 I 0 I I I I .2.30 27.583 .0.00 1.03 0.'790 I 0 I I I I 2.29 27.667 0.00. 1.03 0.783 I 0 I I I. I 2.27 27.750 0.00 1.03 -0.776 I 0 I I I I 2.26 27.833 0.00 1.02 0.769 I 0 I I I I 2.25 27.-917 0.00 1.02 0.762 I 0 I I I I 2.23 28.000 0.00 1.02 0.755 I 0 I I I I 2.22 28.083 0.00 1.02 0.748 I 0 I I I I 2.20 28.167 0.00 1.01 0.741 I 0 I I I I 2.19 28.250 0.00 1.01 0.734 I 0, I I I I 2.17 " 28.333 0.00 1.01 0.727 I 0 I I I I 2.16 28.417 0.00 1.00 0. 720 I 0 I I I I 2.15. 28.500 0.00 1.00 0.713 I O I I I I 2.13 28.583 0.00 1.00 0.706 I 0 I 2.1 I 2.12 28.667." 0.00 0.99 0.700 I O 2.10 28.750 0.00 0.99 0.693 I 0 I I I I 2.09 28:833 0.00 0.99 0.686 I 0 I I 2.08 2.08 28.917 0.00 0.99 0.679 I 0 I I I I 2.06 29.000 0.00 0.98 0.672 I 0 I. I I I 2.05 29.083 0.00 0.98 0.666 I 0 I I I I" 2.04 29.167 0.00 0.98 0.659 I 0 I I I I 2.02 29.250 0.00 0.97 0.652 I 0 I I I I 2 A 29.333 0.00 0.97 0.645 I 0 I I I I. 1.99 29:417 0.00 0.97 0.639 I 0 I, I I I 1.98 ' 29.500" 0.00. 0.96 0.632 I 0 I I I I 1.96 29.583 0.00 0.96 0.625 I 0 I I I I 1.94, 29.667 0:00 0.95 0.619 I 0, I I I I 1.92 29.750 0.00 0.95 0.612 I O I I I I 1.91 29.833 0.00 0.94 0.606 I 0 I I I I 1.89 29.917 0.00 0.94 0.599 I 0 I I I I 1.87 30.000" 0.00 0.94 0.593 I 0 I I i I 1.86 30.083 0.00 0.93 0.566 I 0 I I I I 1.84 30.167 0.00 0.93 0.580 I 0 I I I I 1.82 30.250 0.00 0.92 0.574 I 0 I I I" I 1.81 30.333 0.00 0.92 0.567 I 0 I I I" I 1.79 . 30.417 0.00 0.91 0..561 I 0 I I I ) 1.78 30.500 0.00 0.91 0.555 I 0" I I I I 1.76 30.583 0.00 0.90 0.548 I 0 I I I I 1.74 30.667 0.00 .0.90 0.542 I 0 I I I I 1.73 30.750 0.00" 0.90 0.536 I 0 I I I I 1.71 30.833 0.00 0.89 0.530 I 0 I I I I 1.70 - - --- - - - - -- 30.917 _ 0.00 0.89 _0_. 524....I. ..'. Q . I ...__..I_ . ....:. _._.I_ I_ - ....1_..68.. _."_.. 31.000 0.00 0.88 0.518 I 0 I I I I 1.66 31.083 0.00 0.88 0.512 I 0 I I I I 1.65 31.167 0.00 0.88 0.506 I 0 I I I I 1.63 31.250 0.00 0.87 0.500 I 0 I I I I 1.62 31.333 0."00 0.87 0.494 I 0 I I I I 1.60 31.417 0.00 0.86 0.488 I O I I I I 1.59 31.500 0.00 0.'86 0.482 I 0'" I "` I I I 1.57. 31.583 0.00 0.85 0.476 I 0 I I I I 1.56 31.667 0.00 0.85 0.470 . "I O I I I I 1.54 31.."750 0.00 0.85 0.464 I. 0 I I I I 1.53 " " 31.833 0.00 0 ".84 0.458 "•I 0 I I I I 1:51 31.917 0.00. 0.84 0.453 I. O I I I I 1.50 32.000 0.00 0.83 0.447 I 0. I I I I 1:4R`' 32.083 .0.00 0.83 0.441 I 0 I I I I 1.47 32.167 0.00 0.83 0.435 I. 0 I I I I 1.45. 32.250 32..333 32..417 32.500 32.583 32.667 32.750 32.833 32.917 33.000 33.083 33.167 33.250 33.333 33.417 33.500- 33.583 33.667 33.750 33.833 33.917 34-.000 34.083 34.167 34.250 34.333 34.417 34.500 34.583 34.667 34.750 34.833 34.917 35.000 35.083 35.167 35.250 35.333 35.417 35.500 . 35.583• 35.667 35.750 35.833 35.917 36.000 36.083 36.167 36.250' 36.333 36.417 36.500 36.583 36.667 36.750 36.'833 36.917 37.000.` 37.083 37.167 37.2.50 37.333 37.417 37.500 0.00 0.82 0.00 0.82 0.00 0.81 0.00 0.81 0..00 0.81 0.00 0.80 0.00 0.80 0.00 0.80 0.00 0.79 0.00 0.79 0.00 0.78 0.00 0.78 0.00 0.78 0.00 0.77 0.00 0.77 0.00 0.77 0.00 0.76 0.00 0.76 0.00 0.76 0.00 0.75 0.00 0.75 0.00 0.74. 0.00 0.74 0:00 0.74 0.00 0.73 D.00 0.73 0.00 0.73 0.00 0.72 0.00 0.72 0.00 0.72 0.00 0.71 0.00 .0.71 0.00 0.71 0.00 0.70 0.00 0.68 0.00 0.67 0.00 0.66 0.00 0.65 0.00 0.63 0.00 0.62 0.00 0.61 0.00 .0.60 0.00 0.59 0.00 0.58 0.00 0.57 0.00 0.56 0.00 0.55 0.00 0.54 0.00 0.53 0.00 0.52 0.00 0.51 0.00 0.50 0.00 0.49 0.00 0.48 0.00 0.47 0.00 0.46 0.00 0.45' 0.00 •0.44 0.00 0.44 0.00 0.43 0.00 0.42 0.00 0.41 0.00 0.41 0.00 -0.40 0.430 I 0 0:424 I 0 0.418 I 0 0.413 I 0 0.407 I 0 0.402 I 0 0.396 I 0 0.391 I 0 0.385 I 0 0.380 I .0 0.374 I 0 0.369 I 0 0.364 I O 0.358 I 0 0.353 I 0 0.348 I 0 0.342 I 0 0.337 I 0 0.332 I 0 0.327 I 0 0.322 I 0 0.316 I 0 0.311 I 0 0.306 I 0 0.301 I 0 0.296 I 0 0.291 I 0 0.286 I 0 0.281 I 0 0.276 I 0 0.271 I 0 0.266 I 0 0.261 I 0 0.257 I 0 '0.252 I 0 0.247 I 0 0.243 - I 0 0.238 I 0 0.234 I 0 0.229 I 0 0.225 I 0 0.221 I 0 0.217 I 0 0.213 I O 0.209 I 0 0.205 I 0 0.201 I 0 0.197 I 0 0.194 I 0 0.190 I 0 0.187 1 0 0.183 I 0 0.180 I O 0.176 I 0 0.173 I 0 0.170 I 0 0.167 I.0 0.164 I 0 .0 . 161 1 0 0.158. I 0 0.155 IO 0.152 10 0.149 IO" 0.146 IO 1.44 1.42 1.41 1.39 1.38 1.37 1.35 1.34 .1.32 1.31 1.29 1.28 1:27 . 1.25 1.24 1.23 1.21 1.20 1.19 1.17 1.16 1.15 1.13 1.12 1.11 1.09 1.08 1.07 1.05 1.04 1.03 1.02 1.00 0.99 0.97 0.95 0.93 0.92 0.90 0.88 0.87 0.85 0.83 0.82 0.80 0.79 0.77 0.76 0.75 0.73 0.72 0.70 0.69 0.68 .0.67 0.65 0.64 0.63 0.62 0.61 0.60. _ 0.58 0.57 0.56 37.583 0.00 0.39 0.144 IO I I I I .0.55 37.667 0.00 0.38 0.141 IO I I I I 0.54' 37.750 0.00, 0 A 8 0.138 IO I I I I 0.53 37.833 0.00 0'.37 0.136 IO I I I I 0•.52 37.917 0.00 0.36 0.133 IO I I I I 0.51 38.000. 0.00. 0.36 0.131 IO I I I I 0.50 38.083 0.00 0.35 0.128 IO I I I I 0.49 38.167 0.00 0.34 0.126 IO I I I I 0.48 38.250 0.00 0.34 0.124 IO I I I I 0.48 38.333 0.00 0.33 0.121 IO I I I I 0.47 38.417. 0.00 0.32 0.119 IO I I I I 0.46 38.500 0.00 0.32 0.117 IO I I I I 0.45 38.583 0.00 0.31 0.115 IO I I I I 0.44 . 38.667 0.00 0.31 0.113 IO I I I I 0.43' 38.750 0.00 0.30 .0.111 IO I I I I .0.43 38.833 0.00 0.29 0.109 IO I I I I 0.42' 38.917 0.00 0.29 0.107 IO I I I I 0.41 39:000 0.00 0.28 0.105 IO I I I I 0.40 39.083 0.00 0.28 0.103 IO I I I I 0.39 39.167 0.00 0.27 0.101 IO I I I I 0.39 39.250 0.00 0.27 0.099 IO I I I 1 0.38 39.333 0.00 0.26 '0.097 IO I, I I I 0.37 39.417 0.00 0.26 0.095 IO I I I I 0.37. 39.500 0.00 0.25 0.093 IO I I I I 0-.36. 39.583 0.00 0.25 0.092 'I0 I I I I 0.35 39.667 0.00 0.24 0.090 10 I I I I 0.35 39.750 0.00 0.24 0.088 IO I I I I 0.34 39.833 0.00 0.24 0.087 IO I I I I 0.33 39.917 0.00 0.23 0.085 IO I I I I 0.33 40.000 0.00 0.23 0.084 IO I I I I 0.32 40.083 0.00 .0.22 0.082 IO I I I I 0.32. 40.167 0.00 0.22 0.080 IO I I I I 0.31 40.250 0.00 0.21 0.079 IO I I I I 0.30 40.333 0.00 0.21 0.078 0 I I I I 0.30 40.417 0.00, 0.21 0.076 O I I I I 0`29 40.500" 0.00 0.20 0.075 0 I I I I •0.29 40.583" 0.00 0.20 0.073 O I I I I 0.28 40.667 0.00 0.20 0.072 0 I I I I 0.28 40.750 0.00 0.19 0.071 .0 I I I I 0.27 40.833 0.00 0.19 0.069 0 I I I I 0 "•27 40.917 0.00 0.18 0.068 0 I I I I 0.26 41.000 0.00 0.18 0.067 0 I I I I 0.26, 41.083 0.00 0.18 0.066 0 I I I I 0.25 41.167 0.00 0.17 0.064 0 I I I I 0'.25 41.250 0.00 0.17 0.063 0 I I I I 0.24 41.333 0.00 0.17 0.062 0 I I I I 0.24 41.417,. 0.00 0.17 0.061 0 I. I i I 0.23 41.500 0.00 0.16 0:060 0 I I I I 0.23 41.583 0.00 0.16 0.059 _0" I I i I 0.23 X41.667 0.00 0.16 0.057 .0 I I I I 0 -22 41.750 0.00 0.15 0.056 0 I I I I 0.22 41.833 0.00 0.15 0.055 0 I I I I 0.21 41.917 0.00 0.15 0.054 0 I I I I 0.21 42.000 0.00 .0.14 0.0.53 0 I I I I 0.21 42.083 0.00 0.14 0.052 0 I I I I 0.20 42.167 0.00 0.14 0.051 0 I I I 0.20 42.250 0.00' 0.14 0.050 0 I I 0.19 42.333 0.00 0.13 0.049 0 I I I I 0.19 42.417 0.00 0.13 0.049 0 I I I ( 019 42.500 0.00 0.13. 0.048 0 I .. I I I. 0.18 42.583 0.00 0.13 0.047 O I I I I 42.667 .0.00 0.12 0.046 '0 0.18 42.750 0.00 0.12 0.045 0 I I I I 0.17 42.833 0.00 0.12 . 0.044 0 I I I I 0.17 42.917 0.00 0.12 0.043 O I I I I 0.17 43.000 0.00 0.12 0.043 0 ( I I I 0.16 43.083 0.00 0.11 0.042 0 I I I I 0.16 43.167 0.00 0.11 0.041 0 I I I I 0.16 43.250 0.00 0.11_ 0.040 0 I I I I 0.15 43.333 0.00 0.11 0.040 0 I I I I 0.15 43.417 0.00 0.11 0.039 0 I I I I 0.15 43.500 0.00 0.10 0.038 0 I I I I 0.15 43.583 0.00 0.10 0.037 O I I I I 0.14 43.6.67 0.0.0 0.10 0.037 0 I I I I 0.. i4 Remaining water in basin = 0.04 (Ac.Ft) ******* * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals 524 Time interval = 5.0 (Min.) Maximum /Peak flow rate = 1.398 (CFS) Total volume = 2.873 (Ac.Ft) :Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.0.00 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 MD it CONSULTING PLANNERS • ENGINEERS.* SURVEYORS 17320 Redhill Avenue, Suite 350 Irvine, CA 92614 Job No: By: Date: — SHT OF MD'S CONSULTING PLANNERS • ENGINEERS • SURVEYORS 17320 Redhill Avenue, Suite 350 i—A— re 09RI A Job No: By: - ` . ;. 31?33 FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2001 Study date: 06/02/06 -------------------------- _7 ---------------------------- 7 ---------------- FRetention Basin "M "/ bottom basin = 406.0 depth = 5.86' water surface elevation = 411.86 -------------------------- =----------------------------------------- MDS Consulting, Irvine, CA -,SIN 841 -------------------------------------------------------------------- ********************* HYDROGRAPH INFORMATION * * * * * * * * * * * * * * * * * * * * ** From study /file name: 31733m24100.rte ******* * * * * * * * * * * ** * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 292 Time interval = 5.0 (Min.) Maximum /Peak flow rate = 4.483 (CFS) Total volume = 1.893 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ++++++++++++++++++++++++++++++++++++++++ . + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 0.000 to Point /Station 0.000 * * ** RETARDING BASIN ROUTING * * ** User entry of depth - outflow- storage data -------------------------------------------------------------------- Total number of inflow hydrograph intervals = 292 Hydrograph time unit = 5.000 (Min.) Initial depth in storage basin = 0.00(Ft.) -------------------------------------------------------------- - - - - -- ----------------------------=-------------------------------------- Initial basin depth = 0.00 (Ft.) - Initial basin storage = 0.00 (Ac.Ft) Initial basin --------------------------------------------------------------------- outflow = 0.00 (CFS) -------------------------------------------------------------------- Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S- O *dt /2) (S +O *dt /2) (Ft.) --------------------------------------------------------------------- (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) . 0.000 0.000 0.000 0.000 0.000 1.000 0:117 0.235 0.116 0.118 2.000 0.264 0.294 0.263 0:265 3.000 0.448 0.368 0.447 0.449 4.000 0.668 0.442 0.666 0.670 5.000 J 6.000 0.927 1.329 0.502 0.805 0.925 1.326 0.929 1.332 -------------------------------------------------------------------- Hydrograph --------------------------------------------------------------- Petention.Basin Routing - - - - -- Graph values: 'I'= unit inflow; 101= outflow at time shown - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Time Inflow Outflow Storage - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 1.1 2.2,� 3.36 4.48 (Ft.) 0.083 0.08 0.00 0.000 0 I' I I 0.00' 0.167 0.17 0.00 0.001 01 i 0.01 0 .01 0.250 0.19 0.00 0.002 OI I 0.02 0.333 0.23 0.01 0.004 OI I I I 0.03 0.417 0.28 0.01 0.005 0 1 0.05 0 .05 0.500' 0.29 0.01 0.007 0 I 0.06 0.583 0.29 0.02 0.009 O I i 0.08 0.667 0.30 0.02 0.011 0 I i I { 0.09 0.750 0.30 0.03 0.013 0 I 0.11 0.833 0.33 0.03 0.015 0 I I I I 0.13 0.917 0.38 0.03 0.017 0 I I I I I 0.15 1.000 0.39 0.04 0.020 0 1 0 .17 i 0.17 2 1.083 0.35 0.04 0.02 0 I I 0.19 1.167 0.31 0.05 0.024 0 I 0.20 1.250 0.30 0.05 0.026 0 I I I I 0.22 1.333 0.30 0.05 0:027 0 I I { I I 0.23 1.417 0.30 0.06 0.029 O 1 0 .25 i 0.25 1.500 0.30 0.06 0.031 0 I I 0.26 1.583 0.30 0.06 0.032 0 I 0.27 1.667 0.30 0.07 0.034 0 I I { I 0.29 1.750 0.30 0.07 0.035 O I I I { I 0.30 1.833 0.33 0.07 0.037 0 I i i i 0.32 1.917 0.38 0.08 0.039 0 I i 0.33 2.000 0.39 0.08 0.041 0 I 0.35 2.083 .0.39 0.09 0.043 O I I I' I ( 0.37 2.167 0.39 0.09 0.045 O I i i i 0.39 2.250 0.39 0.09 0.047 0 I i 0.40 2..333 0.39 0.10 0.049 0 1 0 .42 i 0.42 2.417 0.39 0.10 0.051 0 I I 0.44 2.500. 0.39 0.11 0.053 0 I I I I 0.46 2.583 0.43 0.11 0.055 0 I I I I { 0.47 2.667 0.48 0.12 0.058 .0 1 0.49 0 .49 2.750 0.49 0.12 0.060 0 I 0.51 2.833 0.49 0.13 0.063 0 I ( { I I 0.54 2.917 0.49 0.13 0.065 O I I I I 0.56 3.000 0.49 0.14 0.068 0 I { I I I 0.58 3.083 0.49 0.14 0.070 IO I I I I { 0.60 3.167 0.49 0.15 0.073 IO I I I I I 0.62 3.250 0.49 0.15 0.075 10 I I I I I 0.64 3.333 0.49 0.16 0.07.7 IO I I I. I 0.66 3.417 0.49 0.16 0.080 IO I I I I I 0.68 3.500 0.49 0.16 0.082 10 I I I I I. 0.70 3.583 0.49 0.17 0.084 10 I I I I { 0.72 3.667 0.49 0.17 0.086 IO I I I I { 0.74 3.750 0.49 0.18 0.088 IO I I I { I 0.76 3.833 0.53 0.18 0.091 10 I I I { I 0.78 3.917 '0.58 0.19 0.093 10 I { { I { 0.80 4.000 0.59 0.19 0.096 IO I I I I I 0.82 4.083 0.59 0.20 0.099 IO I I I I 0.84 4.167 0.59 0.20 0.101 IO I I I I I 0.87, 4.250 0.59 0.21 0.104 10 I 1 0.89 4.333 0.63 0.21 0.107 IO I I { I { 0.91 4.417 0.67 0.22 0.110 IO I 0.94 4.500 0.68 0.23 0.113 0 I I. I I I 0..96 4.583 0.69 0.23 0.116 IO I I I { I 0.99 4.667 0.69 0.24 0.119 IO I I I I [ 1.01 4.750 0.69 0.24 0.122 10 I .1 I 1.04 4.833 0.73 0.24 0.126 IO I I I { { 1.06 4.917 0.77 0.24 0.129 IO I I I I 1.08 5.000 0.78 0.24 0.133 10 I 1 1.11 5.083 0.71 0.24 0.136 IO I { { I I 1.13 5.167 0.62 0.24 0.139 IO I I .5.250 0.60 0.24 0.142 IO I 1 I { 1.17 5.333 \� 0.63 0.25 0.144 IO I I I I I 1.18 5.417 0.67 0.25 0.147 IO I I I I I 1.20 5.500 0.68 0.25 0.150 IO I I •I I I 1.22 5.583 0.73 0.25 0.153 IO I I I I I 1.25 5.667 0.77 0.25 0.157 IO I 1 1 I I 1.27 5.750 0.78 0.25 0.160 IO I I I I I 1.29 5.833 0.79 0.25 0.164 IO I I I I 1 1.32 5.917 0.79 0.26 0.167 IO I I I I I 1.34 6.000 0.79 0.26 0.171 IO I. I I I I 1.37 6.083 0.83 0.26 0.175 IO I I I I I 1.39 6.167 0.87 0.26 0.179 IO I I I i 1.42 6.250 0.88 0.26 0.183 IO I I I I I 1.45 6.333 0.88 0.26 0.187 IO I I I I I 1.48 6.417 0.89 0.27 0.192 IO I I .I I I 1.51 6.500 0.89 0.27 0.196 IO I I I I I 1.54 6.583 0.92 0.27 0.200 IO I I I I I 1.57 6.667 0.97 0.27 0.205 10 I I I I I 1.60 6.750 0.9.8 0.27 0.210 IO I I I I I 1.63 6.833 0.98 .0.27 0.215 IO II I I I' 1.67 6.917 0.98 0.28 0.220 IO II I I I 1.70 7.000 0.98 0.28 0.225 IO II I I I 1.73 7.083 0.98 0.28 0.229 IO II I I I 1.76 7.167 0.98 0.28 0.234 I O II I I I 1.80 7.250 0.98 0.28 0.239 0 II I I I 1.83 7.333 1.02 0.29 0.244 I O II I I 1.86 7.417 1.07 0.29 0.249 , 0 II I I I 1.90 7.500 1.08 0.29 0.255 10 II I I I 1.94 7.583 1.12 0.29 0.260 10 II I I I 1.97 7.667 1.17 0.29 0.266 10 I I I I 2.01 7.750 1.18 0.30 0.272 10 I I I I 2.04 ��. 7.833 1.22 0.30 0.278 10 I I I I 2.08 7.917 1.27 0.30 0.285 0 II I I I 2.11 8.000 1.28 0.31 0.291 10 II I I I 2.15 8.083 1.35 0.31 0.298 I 0 II I I 2.19 8.167 1.45 0.31 0.306 10 I I I I i 2.23 8.250 1.47 0.31 0.314 10 I I I I I 2.27 8.333 1.47 0.32 0.322 10 I I I I I 2.31 8.417 1.48 0.32 0.330 10 I I I I I 2.36 8.500 1.48 0.32 .0.338 10 I I I I I 2.40 8.583 1.51 0.33 0.346 10 I I I I 2.44 8.667 1.56 0.33 0.354 10 I I I I I 2.49 8.750 1.57 0.33 0.363 10 I I I I I 2.54 8.833 1.61 0.34 0.371 10 I I I I I 2.58 8.917 1.66 0.34 0.380 I O I I I I I 2.63 9.000 1.02 0.34 0.387 10 II I I I 2.67 9.083 0.42 0.34 0.390 10 I I I I 2.68 9.167 0.47 0.34 0.390 I OI I i I I 2.69 9.250 0.47 0.35 0.391 I OI I I I I 2.69 9.333 0.57 0.35 0.392 I O I I I I i 2.70 9.417 0.69 0.35 0.394 10 I I I I I 2.71 9.500 0.73 0.35 0.397 0 I I I i I 2.72 9.583 0.84 0.35 0.400 10 I I I I I 2.74 9.667 0.95 0.35 0.404 10 I I I I I 2.76 9.750 0.99 0.35 0.408 10 II I I I 2.78 9.833 1.10 0.35 0.413 I O II I I I 2.81 9.917 1.22 0.36 0.418 I 0 I I 2.84 10.000 1.26 0.36 0.424 10 I I I I 2.87 10.083 1.35 0.36 0.431 0 II I I 2.91 10.167 1.45 0.36 0.438 10 I I I I I 2.94 10.250 1.47 0.37 ,0.445 10 I I i I 2.99 10.333 1.47 0.37 0.45.3 10 I' I I I I 3.02 10.417 1.48 0.37 0.461 O I I I 3.06 10.500 1.48 0.37 0.468 10 I.I I I I 3.09 10.583 1.28 0.38 0.475 I 0 II I I 3.12 10.667 1.05 0.38 0.480 I O II I I I 3.15 10.750 1.01 0.38 0.485 10 II I I I 3.17 10.833 1.01 0.38 0.489 I 0 II I I 1 3.19 10.917 1.02 0.38 0.494 10 II I I I 3.21 11.000 1.03 0.38 0.498 I O II I I I 3.23 11.083 0.97 0.39 0.502 10 I I I I 3.25 11.167 0.88 0.39 0.506 10 I I I I I 3.26 11.250 0.88 0.39 0.509 10 I I I I 3.28 11.333 0.89 0.39 0.513 0 I I I I I 3.29 11.417 0.90 0.39 0.516 10 I I I I I 3.31 11.500 0.92 0.39 0.520 10 I I I I 3.33 11.583 0.76 0.39 0.523 1,0 I I I I I 3.34 11.667 0.58 0.39 0.525 10 I I I I I 3.35 11.750 0.55 0.39 0.526 I OI I I I 3.35 11.833 0.64 0.39 0.527 10 I I I I I 3.36 11.917. 0.75 0.40 0.529 10 I I I I I 3.37 12.000 0.78 0.40 0.532 10 I I I 3.38 12.083 1.39 0.40 0.537 I O II I I I 3.40 12.167 2.11 0.40 0.546 I 0 I II I 3.45 12.250 2.27 -0.41 0.558 10 I I I I 3'.50 12.333 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I 0 I I I I 4.92 26.917 0.00 0.50 0.902 I 0 I I I I 4.90 27.000 0.00 0.50 0.899 I O I I I I 4.89' 27.083 0.00 0.49 0.896 I 0 I I I I 4.88 27.167 0.00 0.49 0.892 I 0 I I I 4.87 27.250 0.00 0.49 0.889 I 0 I I I I 4.85 27.333 0.00 0.49 0.885 I 0 I I I I 4.84 27.417 0.00 0.49 0.882 I 0 I I I I 4.83 27.500 0.00 0.49 0.879 I 0 I I I I 4.81 27.583 0.00 0.49 0.875 I 0 I I I I 4.80 '27.667 0.00 0.49 0.872 I 0 I I I I 4.79 27.750 0.00 0.49 0.868 2 0 I I I I 4.77 27.833 0.00 0.49 0.865 I 0 I I I I 4.76 27.917 0.00 0.49 0.862 I 0 I I I I 4.75 28.000 0.00 0.49 0.858 10 I I I I 4.74 28.083 0:00 0.49 0.855 I 0 I I I I 4.72 28.167 0.00 0.48 0.852 I 0 I I I I 4.71 28.250 0.00 0.48 0.848 I 0 I I I I 4.70 28.333 0.00 0.48 0.845 I 0 I I I I 4.68 28.417 0.00 0.48 0.842 I 0 I I I I 4.67 28.500 0.00 0.48 0.838 I O I I I I 4.66 28.583 0.00 0.48 0.835 I 0 I I I I 4.65 28.667 0.00 0.48 0.832 I 0 I I I I 4.63 28.750 0.00 0.48 0.828 I 0 I I I I 4.62 28.833 0.00 0.48 0.825 I 0 I I I I 4.61 28.917 0.00 0.48 0.822 I O I I I I 4.59 29.000 0.00 0.48 0.819 I 0 I I I I 4.58 29.083 0.00 0.48 0.815 I 0 I I I I 4.57 29.167 0.00 0.48 0.812 I 0 I I I I 4.56 29.250 0.00 0.47 0.809 I 0 I I I I 4.54 29.333 0.00 0.47 0.806 I 0 I I I I 4.53 29.417 0.00 0.47 0.802 I O I I I I 4.52 29.500 0.00 0.47 0.799 I 0 I I I I 4.51 29.583 0.00 0.47 0.796 I 0 I I I I 4.49 29.667 0.00 0.47 0.792 I 0 I I I I 4.48 29.750 0.00 0.47 0.789 I 0 I I I I 4.47 29.833 0.00 0.47 0.786 I 0 I I I I 4.46 29.917 0.00 0.47 0.783 I O I I I I 4.44 30.000 0.00 0.47 0.780 I 0 I I I I 4.43 30.083 0.00 0.47 0.776 I 0 I I I I 4.42 30.167 0.00 0.47 0.773 I 0 I I I I 4.41 30.250 0.00 0.47 0.770 I 0 I I I I 4.39 30.333 0.00 0.46 0.767 I 0 I I I I 4.38 30.417 0.00 0.46 0.764 I 0 I I I I 4.37 30.500 0.00 0.46 0.760 .I 0 I I I I 4.36 30.583 0.00 0.46 0.757 I 0 I I I I 4.34 30.667 0.00 0.46 0.754 I 0 I I I I 4.33 30.750 0.00 0.46 0.751 I 0 I I I I 4.32 30.833 0.00 0.46 0.748 I 0 I I I I 4.31 30.917 0.00 0.46 0.744 I 0 I I I I 4.30 31.000 0.00 0.46 0.741 I 0 I I I I 4.28 31.083 0.00 0.46 0.738 I 0 I I I I 4.27 31.167 0.00 0.46 0.735 I 0 I I I I 4.26 31.250 0.00 0.46 0.732 I 0 I I I I 4.25 31.333 0.00 0.46 0.729 I 0 I I I I 4.23- 31.417 0.00 0.46 0.726 I. 0 I I I I 4.22 31.500 0.00 0.45 0.722 I O I I I I 4.21 31.583 0.00 0.45 0.719 I 0 I I I I 4.20 31.667 0.00 0.45 0.716 I 0 I I I. I 4.19 31.750 .0.00 0.45 0.713 I 0 I I I I 4.17 31.833 0.00 0.45 0.710 I 0 I I I I 4.16 31.917 0.00 0.45 0.707 I 0 I I I I 4.15 32.000 0.00 0.45 0.704 I O I I I I 4.14 32.083 0.00 0.45 0.701 I 0 I I I I 4.13 1 32.167 0.00 0.45 0.698 I 0 I I I I 4.11 J 32.250 0.00 0.45 0.694 I 0 I I I I 4.10. 32.333 0.00 .0.45 0.691 I 0 I I I I 4.09 32.417 0.00 0.45 0.688 I 0 I I I i. 4.08 32.500 0.00 0.45 0.685 I 0 I I I I 4.07 32.583 0.00 0.45 0.682 .I 0 I I I I 4.05 32.667 0.00 0.44 0.679 I 0 I I I I 4.04 32.750 0.00 0.44 0.676 I 0 I I I I 4.03 32.833 0.00 0.44 0.673 I O 4.02 32.917 0.00 0.44 0.670 I 0 I I I 4.01 33.000 0.00 0.44 0.667 I 0 3 99 33.083 0.00 0.44 0.664 I 0 I I I I 3.98 33.167 0.00 0.44 0.661 I 0 3.97 33.250 0.00 0.44 0.658 I 0 I I I I 3.95 33.333 0.00 0.44 0.655 I O 3.94 33.417 0.00 0.44 0.652 I 0 I I I I 3.93 33.500 0.00 0.44 0.649 I 0 I I I I 3.91 33.583 0.00 0.43 0.646 I 0 3.90 33.667 0.00 0.43 0.643 I 0 I I I 3.89 33.750 0.00 0.43 0.640 I 0 I I' I 3.87 33.833 0.00 0.43 0.637 I O I I I I 3.86 33.917 0.00 0.43 0.634 I O I I I 3.84 34.000 0.00 0.43 0.631 I 0 I I I I 3.83 34.083 0.00 0.43 0.628 I O I I I I 3.82 34.167 0.00 0.43 0.625 I 0 I I I 3.80 34.250 0.00 0.43 0.622 I 0 I I I I 3.79 34.333 0.00 0.43 0.619 I O I I I I 3.78 34.417 0.00 0.42 0.616 I O I I I 3.76 34.500 0.00 0.42 0.613 I 0 I I I 3.75 34.583 0.00 0.42 0.610 I O I I I I 3.74 34.667 0.00 0.42 0.607 I 0 I I I 3.72 34.750 0.00 0.42 0.604 I 0 I I I I 3.71 34.833 0.00 0.42 0.602 I O I I I I 3.70 34.917 0.00 0.42 0.599 1 0 I I I 3.69 35.000 0.00 0.42 0.596 I 0 I I. I I 3.67 35.083 0.00 0.42 0:593 I O I I I I 3.66 35.167 0.00 0.42 0.590 I 0 I I I I 3.65 35.250 0.00 0.41 0.587. I 0 I I I 3.63 35.333 0.00 0.41 0.584 I 0 I I I I 3.62 35.417 0.00 0.41 0.582 I O I I I I 3.61 35.500 0.00 0.41 0.579 I 0 I I I 3.59 35.583 0.00 0.41 0.576 I 0 I I I I 3.58 35.667 0.00 0.41 0.573 I 0 I I I I 3.57 35.750 0.00 0.41 0.570 I 0 I I I 3.56 35.833 0.00 0.41 0.567 I O I I I I 3.54 35.917 0.00 0.41 0.565 I 0 I I I I 3.53 36..000 0.00 0.41 0.562 10 I I I 3.52 36.083 0.00 0.41 0.559 I 0 I I I I 3.50 36.167 0.00 0.40 0.556 I 0 I I I I 3.49 36.250 0.00 0.40 0.553 I 0 I I I I 3.48 36.333 0.00 0.40 0.551 I 0 3.47 36.417 '0.00 0.40 0.548 I 0 I I I I 3.45 36.500 0.00 0.40 0.545 I 0 3.44 3.6.583 0.00 0.40- 0.542 I O I I I I 3.43 36.667 0.00 0.40 0.540 I 0 I I I I 3.42 36.750 0.00 0.40 0.537 I 0 I I I I 3.40 36.833 0.00 0.40 0.534 I 0 3.39 36.917 0.00 0.40 0.531 I O I I I I 3.38 37.000 0.00 0.40 0.529 I 0 3.37 i 3.37 37.083 0.00 0.39 0.526 I 0 I 3.35 37.167 0.00 0.39 .0.523 I 0 I I I I 3.34 37.250 0.00 0.39 0.521 I 0 i i i 3.33 37.333 0.00 0.39 •0.518 I 0 i 3.32 37.417 0.00 0.39 0.515 1 0. i 3.31 37.500 0.00 0.39 0.512 1 0 i I I 3.29 37.583 0.00 0.39 0.510 1 0 I I I I 3.28 37.667 0..00 0.39 0.507 I 0 I I I I 3.27 37.750 0.00 0.39 0.504 I 0 I I I I 3.26 .37.833 0.00 0..39 0.502 1 0 3.24 37.917 0.00- 0.39 0.499 10 I I I I 3.23 38.000 0.00 0.38 0.496 I 0 I I I I 3.22 38.083 0.00 0.38 0.494 I 0 3.21 38.167 0.00 0.38 0.491 10 I I ( I 3.20 38.250 0.00 0.38 0.489 1 0 I I 3.18 38.333 0.00 0.38 .0.486 I 0 I I I I 3.17 38.417 0.00 0.38 0.483 10 I I I I 3.16 38.500 0.00 0,38 0.481 I 0 I I I I 3.15 38.583 0.00 0.38 0.478 1 0 I I I I 3.14 38.667 0.00 0.38 0.475 I O I I I I 3.12 38.750 0.00 .0.38 0.473 I 0 I I I I 3.11 38.833 0.00 0.38 0.470 I 0 I I I I 3.10 38.917 0.00 0.37 0.468 I 0 I I I I 3.09 39.000 0.00 0.37 0.465 I 0 I I I I •3.08 39.083 0.00 0.37 0.463 I 0 I I I I 3.07 39.167 0.00 0.37 0.460 I 0 I I I I 3.05 39.250 0.00 0.37 0.457 I 0 I I' I I 3.04 39.333 0.00 0.37 0.455 I 0 I I I I 3.03 39.417 0.00 0.37 0.452 I 0 I I I I 3.02 39.500 0.00 0.37 0.450 I 0 I I I I 3.01 39.583 0.00 0.37 0.447 I 0 I I I I 3.00 39.667 0.00 0.37 0.445 1,0 I I I I 2.98 39.750 0.00 0.37 0.442 I 0 I I I I 2.97 39.833 0.00 0.36 0.440 I 0 I I I I 2.95 39.917 0.00 0.36 0.437 I 0 I I I I 2.94 40.000 0.00 0.36 0.435 I 0 I I I I 2.93 40.083 0.00 0.36 0.432 I 0 I I I I 2.91' 40.167 0.00 0.36 0.430 I 0 I I' I I 2.90 - 40.250 0.00 0.36 0.427 I 0 I I I I 2.89 40.333 0.00 0.36 0.425 I 0 I I I I 2.87 40.417 0.00 0.36 .0.422 1 0 I I I I 2.86 40.500 0.00 0.36 0.420 I 0 I I I I 2.85 40.583 0.00 0.36 0.417 I 0 I I I I 2.83 40.667 0.00 0.35 0.415 I 0 I I I I 2.82 40.750 0.00 0.35 0.412 I 0 I I I I 2.81 40.-833 0.00 0.35 0.410 I 0 I I I I 2.79 40.917 0.00 0.35 0.408 I 0 I I I I 2.78 41.000 0.00 0.35 0.405 I 0 I I I I 2.77 41.083 0.00 0.35 0.403 I 0. I I I I 2.75 41.167 0.00 0.35 0.400 I 0 I I I I 2.74 41.250 0.00 0.35 0.398 1 0 I I I I 2.73 41.333 0.00 0.35 0.396 I 0 I I I I 2.72 41.417 0.00 0.35 0.393 1 0 I I I I 2.70 41.500 0.00 0.35 0.391 I 0 I I I i 2.69 41.583 0.00 0.34 0.388 I 0 I I I I 2.68 41.667 0.00 0.34 0.386 I 0 I I I I 2.66 41.750 0.00 0.34 0.384 I 0 I I I I 2.65 41.833 0.00 0.34 0.381 I 0 I I I I 2.64 41.917 0.00 0.34 0.379 I 0 I I I I 2.63 42.000 0.00 0.34 0.377 I 0 I I I I 2.61 42.083 0.00 0.34 0.374 I 0 I I I I 2.60 42.167 0.00 0.34 0.372 I 0 I I I I 2.59• 42.250 0.00 0.34 0.370 I 0 I I I I 2.57 42.333 0.00 0.34 0.367 I 0 I I I I 2.56 42.417 0.00 0.33 0.365 I 0 I I I I 2.55 42.500 0.00 0.33 0.363 I 0 I I I I 2.54 42.583 0.00 0.33 0.361 I 0 I I I I 2.52 42.667 0.00 0.33 0.358 I 0 I I I I 2.51 42.750 0.00 0.33 0.356 I 0 I I I I 2.50 42.833 0.00 0.33 0.354 I 0 I I I I. 2.49 43.000 0.00 0.33 0.349 I 0 I I I I 2.46 43.083 0.00 0,33 0.347 I 0 I I I I 2.45 43.167 0.00 0.33 0.345 I 0 I I I I 2.44 43.250 0,.00 0.33 0.342 I 0 I I I I 2•43 43.333 0.00 0.32 0.340 10 I I I I 2.41 43.417 0.00 0.32 0.338 I 0 I I 2.40 43.500 0.00 0.32 0.336 I 0 I I I I 2.39 43.583 0.00 0.32 0.333 I O I I I I 2.3 .8 43.667. 0.00 0.32 0.331 I 0 I I ( I 2.37 43.750 0,.00 0.32 0.329 I 0 I' I I I 2.35 43.833 0.00 0.32 0.327 1 0 I I I I 2.34 43.917 0.00 0.32 0.325 I 0 2.33 44.000 0.00 0.32 0.322 I 0 I I I I 2.32 44.083 0.00 0.32 0.320 I 0 I I I I 2.31 44.167 0.00 0.32 0.318 I 0 2.29 44.250 0.00 0.31 0.316 I O I I I I 2.28 44.333 0.00 0.31 0.314 I 0 I I I I 2.27 44.417 0.00 0.31 0.312 I 0 2.26 44.500 0.00 0.31 0.309 I 0 I I I I 2.25 44.583 0.00 0.31 0.307 I 0 I I I 2.24 44.667 0.00 0.31 0.305 I O I I I I 2.22 44.750 0.00 0.31 0.303 I 0 2.21 44.833 0.00 0.31 0.301 I 0 I I I I 2.20 44.917 0.00 0.31 0.299 10 I I I 2.19 45.000 0.00 0.31 0.297 I 0 I I I 2.18 45.083 0.00 0.31 0.295 I 0 I I I I 2.17 45.167 0.00 0.31 0.292 I 0 I I I 2.15 45.250 0.00 0.30 0.290 I O I I I I 2.14 45.333 0.00 0.30 0.288 I 0 I I I I 2.13 45.417 .0.00 0.30 0.286 I 0 I I I I 2.12 45.500 0.00 0.30 0.284 I 0 I I I I 2.11 45.583 0.00 0.30 0.282 I 0 I I I 2.10 45.667 0.00 0.30 0.280 I 0 I I I I 2.09 45.750 0.00 0.30 0.278 I 0 I I I I 2.08 45.833 0.00 0.30 0.276 I 0 I I I I 2.06 45.917 0.00 0.30 0.274 I 0 I I I I 2.05 46.000 0.00 0.30 0.272 I 0 I I I I 2.04 ' 46.083 0.00 0.30 0.270 I 0 I I I I 2.03 46.167 0.00 0.30 0.268 I 0 I I 2.02. 46.250 0.00 0.29 0.266 I 0 I I I I 2.01 46.333 0.00 0.29 0.264 I 0 I I I I 2.00 46.417 0.00 0.29 0.262 I 0 I I I I 1.98 46.500 0.00 0.29 0.259 I 0 I I I I 1,97 46.583 0.00 0.29 0.257 I 0 I I I 1.96 46.667 0.00 0.29 0.255 I 0 I I I I 1.94 46..750 0.00 0.29 0.253 I 0 I I 1.93 46.833 0.00 0.29 0.251 I 0 I I I I 1.91 46.917 0.00 0.29 0.249 I 0 I I I I 1.90 47.000 0.00 0.29 0.248 I 0 I I I I 1.89 47.083 0.00 0.29 0.246 I 0 I I I I 1.87 47.167 0.00 0.29 0.244 I 0 I I 1.86 47.250 0.00 0.29 0.242 I 0 I I I I 1.85 47.333 0.00 0.28 0.240 I 0 I I I I 1.83 47.417 0.00 0.28 0.238 I 0 I I I I 1.82 '47.500 0.00 0.28 0.236. I 0 I I 1.81 47.583 0.00 0.28 0.234 I 0 I I I I 1.79 47.667 0.00 0.28 0.232 I 0 I I I I 1.78 47.750 0.00 0.28 0.230 I 0 I I I 1.77 47.833 0.00 0.28 0.228 IO I I I I 1.76 47.917 0.00 0.28 0.226 IO I I I I 1.74 48.000 0.00 0.28 0.224 IO I I I I 1.73 48.083 0.00 0.28 0.222 IO I I I I 1.72 48.167 0.00 0.28 0.220 IO I I I 1.70 48.250 0.00 0.28 0.218 IO I "' .. I I I 1.69 48.333 0.00 0.27 0.217 IO I I I I 1.68 48.417 0.00 0.27 0.215 IO I I I I 1.66 48.500 0.00 0.27 0.213 IO I I I I 1.65 48.583 0.00 0.27 0.211 IO I I I I 1.64 48.667 0.00 0.27 0.209 IO I I I I 1.63 48.750 0.00 0.27 0.207 IO I I I I 1..61 48.833 0.00 0.27 0.205 IO I I I I 1.60 48.917 0.00 0.27 0.203 IO I I I I 1.59 �.. 49.000 0.00 0.27 0.202 IO I I I I 1.58 49.083 0.00 0.27 0.200 IO I I I 1.56 49.167 0.00 0.27 0.198 IO I I I I 1.55 49.250 0.00 0.27 0.196 IO I I I I 1.54 49.333 0.00 0.27 0.194 IO 1.53 49.417• 0.00 0.27 0.192 IO I 1.51 49.500 0.00 0.26 0.191 IO 1.50 49.583 0.00 0.26 0.189 IO I I 1.49 49.667 0.00 0.26 0.187 IO I 1.48 49.750 0.00 0.26 0.185 IO I 1.46 49.833 0.00 0.26 0.183 IO I I 1.45 49.917 0.00 0.26 0.181 IO I I 1.44 5.0.000 0.00 0.26 0.180 IO I I I 1.43 50.083 0.00 0.26 0.178 IO �_ I 1.41. 50.167 0.00 0.26 0.176 IO I I 1.40 50.250 0.00 0.26 0.174 IO I I 1.39 50.333 0.00 0.26 0.173 IO I 1.38 50.417 0.00 0.26 0.171 IO I I I 1.37 50.500 0.00 0.26 0.169 IO I 1.35 50.583 0.00 0.26 0.167 IO I I I. 1.34 50•.667 0.00 0.25 0.166 IO 1.33 50.750 0.00 0.25 0.164 IO 1.32 50.833 0.00 0.25 0.162. .I0 I 1.31 50.917 0.00 0.25 0.160 IO I 1.29 51.000 0.00 0.25 0.159 IO I 1.28 51.083 0.00 0.25 0.157 IO I 1.27 51.167 0.00 0.25 0.155 IO I I I 1.26 51.250 0.00 0.25 0.153 IO I 1.25 51.333 0.00 0.25 0.152 IO I I 1.24 51.417 0.00 0.25 0.150 IO I 1.22 51.500 0.00 0.25 0.148 IO I I 1.21 51.583 0.00 0.25 0.147 IO I I 1.20 51.667 0.00 0.25 0.145 IO I 1.19 51.750 0.00 0.25 0.143 IO I 1.18 51.833 0.00 0.24 0.141 IO I I 1.17 51.917 0.00 0.24 0.140 IO I I 1.15 52.000 0.00 0.24 0.138 IO I I I 1.14 52.083 0.00 0.24 0.136 IO I 1.13 52.167 0.00 0.24 0.135 IO I 1.12 52.250 0.00 0.24 0.133 IO I I I 1.11 52.333 0.00 • 0.24 0.131 IO I I 1.10 52.417 0.00 0.24 0.130 IO I 1.09 52.500 0.00 0.24 0.128 IO I I I 1.08 52.583 0.00 0.24 0.126 IO I I I 1.06 52.667 0.00 0.24 0.125 IO 1.05 52.750 0.00 0.24 0.123 IO I 1.04 52.833 0.00 0.24 0.122 IO I 1.03 52.917 0.00 0.24 0.120 IO 1.02 53.000 0.00 0.24 0.118 IO 1.01 53.083 0.00 0.23 0.117 IO I 1.00 53.167 0.00 0.23 0.115 IO 0.98 53.250 0.00 0.23 0.113 IO I 0.97 53.333 0.00 0.22 0.112 IO I I, 0.96 53.417 0.00 0.22 0.110 IO I I 0.94 53.500 0.00 0.22 0.109 IO I I I 0.93 53.583 0.00 0.22 .0.107 IO 0.92 53.667 0.00 0.21 0.106 IO I I I 0.91 53.750 0.00 0.21 0.104 IO I 0.89 53.833 0.00 0.21 0.103 IO I 0.88 53.917 0.00 0.20 0.102 IO 0.87 54.000 0.00 0.20 0.100 IO I I I 0.86 54.083 0.00 0.20 0.099 IO I I I 0.84 54.167 0.00 0.20 0.097 IO I I 0.83 54.250 0.00 0.19 0.096 I0 I 0.82 54.333 0.00 0.1.9 0.095 IO I 0.81 54.417 0.00 0.19 0.094 IO I 0.80 54.500 0.00 0.19 0.092 IO 0.79 54.583 0.00 0.18 0.091 IO I 0.78 54.667 0.00 0.18 0.090 IO .0.77 54.750 0.00 0.18 0.088 IO I 0.76 " , r •! 54.833 0.00 0.18 0.087 IO I I I I 0.75 54.917 0.00 0.17 0.086 IO I I I I 0.74 55.000 0.00 0.17 0.085 IO I I I I 0.73 55.083 0.00 _0.17 0.084 IO I I I I 0.72 55.167 0.00 0.17 0.083 IO I I I I 0.71 55..250 0.00 0.16 0.081 I0 I I I I 0.70 55.333 0.00 0.16 0.080 IO I , I I 0.69 55.417 0.00 0.16 0.079 IO I I I I 0.68 55.500 0.00 0.16 0.078 IO I I I I 0.67 55.583 0.00 0.15 0.077 IO I I I I 0.66 55.667 0.00 0.15 0.076 IO I I I I 0.65 55.750 0.00 0.15 0.075 IO I I. I I 0.64 55.833 0.00 0.15 0.074 IO I I I I 0.63 55.917 0.00 0.15 0.073 IO I I I I 0.62 56.000 0.00 0.14 0.072 IO I I I I 0.61 56.083 0.00 0.14 0.071 IO I I I 0.61 56.167 0.00 0.14 0.070 IO I I I I 0.60 56.250 0.00 0.14 0.069 O I I I I 0.59 56.333 0.00 0.14 0.068 O I I I I 0.58 56.417 0.00 0.13 0.067 O I I I I 0.57 56.500 0.00 0.13 0.066 O I I I I 0.57 56.583 0.00 0.13 0.065 O I I I I 0.56 56.667 0.00 0.13 0.064 0 I I I I 0.55 56.750 0.00 0.13 0.063 O I I I I 0.54 56.833 0.00 0.13 0.063 O I I I I 0.54 56.917 0.00 0.12 0.062 0 I I I I 0.53 57.000 0.00 0.12 0.061 0 I I I I 0.52 57.083 0100 0.12 0.060 O I I I I 0.51 57.167 0.00 0.12 0.059 O I I I I 0.51 57.250 0.00 0.12 0.058 O I I I I 0.50 57.333 0.00 0.12 0.058 O I I I I 0.49 57.417 0.00 0.11 0.057 0 i I I I 0.49 57.500 0.00 0.11 0.056 O I I I I 0.48 57.583 0.00 0.11 0.055 O I I I I 0.47 57.667 0.00 0.11 0.055 0 I I I I 0.47 57.750 0.00 0.11 0.054 0 I I I I 0.46 57.833 0.00 0.11 0.053 O I I I I 0.45 .57.917 0.00 0.11 0.052 O I I I I 0.45 58.000 0.00 0.10 0.052 O I I I I 0.44 58.083 0.00 0.10 0.051 O I I I I 0.43 58.167 0.00 0.10 0.050 O I. I I I 0.43 58.250 0.00 0.10 0.049 O I I I I 0.42 Remaining water in basin = 0.05 (Ac.Ft) ******* * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * *** * * * ** Number of intervals = 699 Time interval = 5.0 (Min.) Maximum /Peak flow rate = 0.762 (CFS) Total volume = 1.844 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000• 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 1 } FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD /CIVILDESIGN, 1989.- 2001 Study date: 06/01/06 -- - - - - - - - - - --- - - - - - - - - - - - - -- - - - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - - - - - - - Retention Basin - "N-" bottom of basin = 411.5 depth = 1.08' water surface elevation = 412.58 -------------------------------------------------------------------- MDS Consulting, Irvine, CA - SIN 841 -------------------------------------------------------------------- ********************* HYDROGRAPH INFORMATION * * * * * * * * * * * * * * * * * * * * ** `3p 33 From study /file name: 31733n24100.rte r****** * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * *r * ** Number of intervals = 290 Time interval = 5.0 (Min.) Maximum /Peak flow rate = 0.905 (CFS) Total volume = 0.382 (Ac.Ft) Status of hydrographs-being held in storage Stream 1 Stream 2 Stream 3' Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + +' + + ++ Process from Point /Station 0.000 to Point /Station 0.000 * * ** RETARDING BASIN ROUTING * * ** User entry of depth - outflow- storage data -------------------------------------------------------------------- Total number of inflow hydrograph intervals = 290 Hydrograph time unit = 5.000 (Min.) Initial depth in storage basin = 0.00(Ft.) -------------------------------------------------------------------- -------------------------------------------------------------------- Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin outflow ----------------------=---------------------------------------------- = 0.00 (CFS) ----=---------------------=----------------------------------------- Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S- 0 *dt /2). (S +O *dt /2)' (Ft.) (Ac.Ft) --------------------------------------------------------------------- (CFS) (Ac.Ft) (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 0.500 0.029 0.115 0.029 0.029 11500 0.258 0.460 0.256 0.260 2.500 0.729 0.943 0.726 0.732 = - ---------------------------------------------------- j ----- - - - - -- Hydrograph ------------------------------=------------------------ Detention Basin Routing --------- - - - - - Graph values: 'T'= unit inflow; n'= outflow at time shown --------------------------------------------------------------------- Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 0.2 0.45 0.68 0.91 (Ft.) 0.083 0.02 0.00 0.000 0 0.00 0.167 0.04 0.00 0.000 OI I I I I 0.00 0.250. 0.04 0.00 0.001 OI i 0.01 0.333 0.05 0.00 0.001 OI i I I 0.01 . 0.417 0.06 0.00 0.001 0 I 0.02 0.500 0.06 0.01 0.002 O I I I I I 0.03• 0.583 0.06 0.01 0.002 0 I 0.03 0.667 0.06 0.01 0.002 0 I I I I I 0.04 0.750 0.06 0.01 0.003 0 I 0.04 0.833 0:07 0.01 0.003 0 I I I I 0.05 0.917 0.08 0.01 0.003 0 1 0 .06 i 0.06 " 1.000 0.08 0.02 0.004 0 I I 0.07 1.083 0.07 0.02 0.004 0 I 0.07 1.167 0.06 0.02 0.005 0 I I I I I 0.08, 1.250 0.06 0.02 0.005 0 I 0.08 1.333- 0.06 0.02 0.005 0 I I I I I 0.09 1.417 0.06 0.02 0.005 0 I 0.09 1.500 0.06 0.02 0.006 0 I I I I I 0.10 1.583 0.06 0.02 0.006 0 I I I I I 0.10 1.667 0.06 0.02 0.006 0 I I I I I 0.11 1.750 0.06 0.03 0.006 '0 I I I I I 0.11 1:833 0.07 0.03 0..007 0 I I I I I 0.11, 1.917 0.08 0.03 0.007 0 I I I I I 0.12 2.000 0.08 0.03 0.007 I0I I I I I 0.13 2.083 0.08 0.03 0.008 IOI I I I I 0.13 2.167 0.08 0.03 0.008 IOI I I I I 0.14 2.250 0.08 0.03 0.008 IOI I I I I 0.14 2.333 0.08 0.03 0.009 IOI I I I I 0.15 2.417 0.08 0.04 0.009 IOI I I I I 0.15 2.500 0.08 0.04 0.009 IOI I I I I 0.16 2.583 0.09 0.04 .0.010 IO I I I I I 0.17 2.667 0.10 0.04 0.010 IO I I I I I 0.17 2.750 0.10 0.04 0.010 IO I I I I I 0.18 2.833 0.10 0.04 0.011 IO I I I I I 0.19 2.917 0.10 0.04 0.011 IO I I I I I 0.19 3.000 0.10 0.05 0.012 IO I I I I I 0.20 3.083 0.10 0.05 0.012 IO I I I I I 0.20 3.167 0.10 0.05 0•.012 IO I I I I I 0.21 3.250 0.10 0.05 0.013 IO I I I I I 0.22. 3.333 0.10• 0.05 0.013 IO I I I I I 0.22 3.41,7 0.10 0.05 0..013 IO I I I I I 0.23 3.500 0.10 0.05 0.014 IO I I I I I 0.23 3.583 0.10 0.06 0.014 IO I I I I I 0.24 3.667 0.10 0.06 0.014 IO I I I I I 0.24 3.750 0.10 0.06 0.014 I OI I I I I 0.25 3'.833 0.11 0.06 0.015 I OI I I I I 0.26 3.917 0.12 0.06 0.015 10 I I I I I 0.26 4.000 0.12 0.06 0.016 10 I I I I I 0.27 4.083 0.12 0.06 0.016• 10 I I I I I 0.28 4.167 0.12 0.06 0.016 10 I I I I I 0.28 4.250 0.12 0.07 0.017 10 I I I I I 0.29 4.333 0.13 0.07 0.017 10 I I I I I 0.29 4.417 0.14 0.07 0.018 10 I I I I I 0:.30 4.500 0.14 0.07 0.018 10 I I I , I 0.31 4.583 0.14 0.07 0.018 10 I I I I I 0.32 4.667 0.14 0.08 0.019 I I 0.33 4.750 0.14 0.08 0.019 10 0 I I I 0.33 4.833 0.15 0.08 0.020 10 I I I I I 0.34 4.917 0.16 0.08 0.020 10 I I I' I I 0.35 5.000 0.16 0.08 0.021 I'0 I I I I I 0.36 5.083 0.14 0.08 0.021 1.0 I I I I I 0.37 5.167 0.12. 0.09 0.022 0I I I I 0.37 5.250. 0.12 0.09 0.022 I OI I I 0.38 5.333 0.13 0:09 0.022 I OI I I I I 0.38 5.417 0.14 0.09 0.022 I 0I I I I I 0.39 5.500 0.14 0.09 0.023 I OI I I I I 0.39 5.583 0.15 0.09 0.023 10 I I I I 0.40 5.667 0.16 0.09 0.024 10 I I I I 0.41 5.750 0.16 0.10 0.024 10 I I I I 0.41 5.833 0.16 0.10 0.024 10 I I I I I 0.42 5.917 0.16 0.10 0.025 0 I I I I 0.43 6.000 0.16 0.10 0.025 10 I I I 0.44 6.083 0.17 0.10 0.026 10 I I I I I 0.44 6.167 0.18 0.10 0.026 10 I I I I 0.45 6.250 0.18 0.11 0.027 10 I I I I I 0.46 6.333 0.18 0.11 0.027 0 I I I i 0.47 6.417 0.18 0.11 0.028 10 I I I I 0.48 6.500 0.18 0.11 0.028 10 I I I I I 0.48 6.583 0.19 0.11 0.029 0 I I I I 0.49 6.667 0.20 0.12 0.029 I 0 I I I I I 0.50 6.750 0.20 0.12 0.030 I 0 II I I 0.50 6.833 0.20 0.12 0.030 I 0 II 1 I I 0.51 6.917 0.20 0.12 0.031 I 0 II I 0.51 7.000 0.20 0.12 0.031 I 0 II I I I 0.51 7.083 0.20 0.12 0.032 I 0 II I I I 0.51 7.167 0.20 .0.12 0.032 I 0 II I I I 0.52 7.250 0.20 0.12 0.033 0 Il I I 0.52 7.333 0.21 0.12 0.034 I 0 II I I I 0.52 7.417 0.22 0.12 0.034 I 0 II I I I 0.52 7.500 0.22 0.12 0.035 I 0 II I I I 0.53 7.583 0.23 0.12 0.036 I 0 I I I 0.53 7.667 0.24 0.13 0.036 I 0 I I I I 0.53 7.750 0.24 0.13 0.037 I 0 I I I 0.54 7.833 0.25 0.13 0.038 0 I I I I 0.54 7.917 0.26 0.13 0.039 I 0 II I I I 0.54 8.000 0.26 0.13 0.040 I 0 II I I I 0.55 8.083 0.28. 0.13 0.041 I 0 II I I I 0.55 8.167 0.30' 0.13 0.042 I 0 I I I I I 0.56 8.250 0.30 0.14 0.043 I 0 I I I I 0.56 8.333 0.30 0.14 0.044 I 0 I I I I I 0.56 8.417 0.30 0.14 0.045 0 I I I I I 0.57 8.500 0.30 0.14 0.046 I 0 I I I I I 0.57 8.583 0.31 0.14 0.047 I 0 I I I I 0.58 8.667• 0.32 0.14 0.048 0 I I I I I 0.58 8.750 0.32 0.15 0.050 I 0 I I I 0.59 8.833 0.33 0.15 0.051 0 I I I I I 0.59 8.917 0.34 0.15 0.052 I 0 I I I I 0.60 9.000 '0.15 0.15 0.053 I 0 I I I 0.60 9.083 0.07 0.15 0.052 I I 0 I I I I 0.60 9.167 0.09 0.15 0.052 I 1-0 I I I I 0.60 9.250 0.10 0.15 0.051 I I 0 I I I 0.60 9.333 0.12 0.15 0.051 I IO I I I I 0.60 9.417 0.14 0.15 0.051 I 0 I I i 0.60 9.500 0.15 0.15 0.051 I .0 I I I I 0.60 -- 9_.583.. .._ 0.18 _0.15. 0.051 9.667 0.20 0.15 0.051 i 01 I I I I 0.60 9.750 0.20 0.15 .0.052 I 0 II I I 0.60 9.833 0.23 0.15 0.052 I 0 I I I I 0.60 9.917 0.25 0.15 0.053 I 0 I I I I 0.60 10.000 0.26 0.15 0.054 I 0 II I i 0.61 10.083 0.28 0.15 0.054 I 0 II I I I 0.61 10.250 0.30 0.16 0.056 I 0 I I I I I 0.62 10.333 0.30 0.16 0.057 I 0 I I I I I 0.62 10.417 0.30 0.16 0.058 I 0 I I I I I 0.63 10.500 0..30 0.16 0.059 0 I I I I I 0.63 10.583 0.24 0.16 0.060 I 0 I I 0.64 10.667 0.20 0.16 0.060 I 0 I i I I 0.64 10.'750 0.20 0.16 0.061 I 0 II I I I 0.64 10.833 0.20 0.16 0.061 I 0 Il I I I 0.64 10.917 0.21 0.16 0.061 I 0 II I I I 0.64 11.000 0.21 0.16 0.061 I 0 II I I I 0.64 11.083 0.19 0.16 0.062 I OI I 0.64 11.167 0.18 0.16 0.062 OI I 0.64 11.250 0.18 0.16 0.062 I OI 0.64 11.333 0.18 0.16 0.062 OI I 0.64 11.417 0.18 0.16 0.062 OI 0.64 11.500 0.19 0.17 0.062 OI I I 0.65 11.583 0.14 0.17 0.062 IO 0.64., 11.667 0.11 0.16 0.062 I 0. I I 0.64 11.750 0.11 0.16 0.062 I I 0 I I 0.64 11.833 0.14 0.16 0.061 IO 0.64 11.917 0.16, 0.16 0.061 I 0 I I 0.64 12.000 0.16 0.16 0.061 I 0 0.64 12.083 0.34 0.16 0.062 0 I I 0.64 12.167 0.45 0.17 0.063 0 I 0.65 12.250 .0.47 0.17 0.065 0 I 0.66 12.333 0.50 0.17 0.067 I 0 0.67. 12.417 0.52 0.18 0.070 0 I I 0.68 12.500 0.52 0.18 0.072 0 I 0.69 12.583 0.58 0.18 0.075 0 I 0.70 12.667 0.61 0.19 0.078 0 I 0.71 12.750 0.62 0.19 0.080 I 0 I I 0.72 12.833 0.65 0.20 0.083 0 I I 0.74 12.917 0.67 0.20 0.087 Ol I Il 0.75 13.000 0.67 0.21 0.090 Ol I I1 I 0.77 13.083 0.80 0.21 0.093 Ol I I I 0.78 13.167 0.88 0.22 0.098 Ol Il 0.80 13.250 0.90 0.23 0.102 .01 1 Il 0.82 13.333 •0.90 0.23 0.107 I 0 Il 0.84 13.417 0.90 0.24 0.112 0 I II 0.86 13.500 0.91 0.25 0.116 I 0 I I 0.88 } 13.583 0.64 0.25 0.120 0 I I 0.90 13.667 0.46 0.25 0.122 I IO I 1 0.90 13.750 0.44 0.26 0.123 10 Il 1 .0.91 13.833 0.44 0.26 0.124 10 Il 1 0.92 13.917 0.44 0.26 0.126 10 Il 1 I 0.92 14.000 0.45 0.26 0.127 I 10 Il 1 1 0.93 14.083 0.55 0:26 0.128 IO I I 1 1 0.93 14.167 0.62 0.27 0.131 10 I 1 1 0.94 14.250 0.63 0.27 0.133 IO I 1 1 0.95 14.333 0.61 0.28 0.135 10 I I 0.96 14.417 0.59 0.28 0.138 10 I 0.97 14.500 0.59 0.28 0.140 I 10 I I I 0.98 14.583 0.60 0.29 0.142 I 0 I 0.99 14.667 0.60 _0.29 0.144 10 I I I 1.00 14.750 0.60 0.29 0.146 I 0 I I 1.01 14.833 0.58 0.29 0.148 0 I I 1.02 14.917 0.57 0.30 0.150 I 0 I I 1.03 15.000 0.57 0.30 0.152 0 I I 1.04 15.083 0.54 0.30 0.154 I 0 I I 1.04' 15.167 0.53 0.31 0.155 I 0 I 1.05 15.250 •0.53 0.31 0.157 I 10 I I I 1.06 15.333 0.51 0.31 0.158 I 0 II 1 1 1.07 15.417 0.50 0.31 0.160 0 II I 1.07 15.500 0.50 0.31 0.161 I 10 lI I I 1.08 15.583 0.40 0.32 0.162 0 I 1.08 15.750 0.33 0.32 0.162 I 10 I I 1.08 15.833 0.33 0.32 0.162 I 0 I I 1.08 15.917 0.34 0.32 0.163 I O 1.08 16.000 0.34 0.32 0.163 I O 1.08. 16.083 0.19 0.32 .0.162 I I 0 I 1.08 . 16:167 0.09 .0.31 0.161 I I 1.08 16.250 0.08 0.31 0.160 I 10 I O I I 1.07 16.333 0.08 0.31 0.158 I 0 I 1.06 16.417 0.08 0.31 0.156 I 0 1.06 16.500 0.08 0.30 0.155 3 I 0 I 1.05 J / i 16.583 0.07 0.30 0.153 I 0 I 1.04 16.667' 0.06 0.30 0.152 I I I O I I.- 1.04 16.750 0.06 0.30 0.150 I , O , 1.03 16.833 0.06 0.29 0.148 I 0 1.02 16.917 0.06 0.29 0.147 I I I 0 1.01 17.000 0.06 0.29 0.145 I I 0 I 1.01 17.083 0.08 0.29 0.144, I I 10 I 1.00 17.167 0.10 0.29. 0.142 i I 0 0.99 17.250 0.10 0.28 0.141 I 0 I 0.99 17.333 0.10 0.28 0.140 I 10 I I I 0.98 17.417 0.10 0.28 0.139 I IO 1 1 1 0.98 17.500 0.10 0.2.8 0.137 I ,O 1 0.97 17.583 0.10 0.28 0.136 I 10 I 0.97 17.667 0.10 0.27 0.135 I I IO 1 I I 0.96 17.750 0.10 0.27 0.134 I 10 1 1 1 0.96 17.833 0.09 0.27 0.132 I 10 I I I 0.95 17.917 0.08 0.27 0.131 I 10 1 1 1 0.95 18.000 0.08 0.27 0.130 I I IO 1 1 1 0.94 18.083 0.08 0.27 0.129 I 10 1 1 I 0.93 18.167 0.08 0.26 0.127 I I 10 1 1 1 0.93 18.250 0.08 0.26 0.126 I 10 1 1 1 0.92 18.333 0.08 0.26 0.125 I 10 1 I 0.92 18.417 0.08 0.26 0.124 I 10 1 0.91 18.500 0.08 0.26 0.122 I 10 I I I 0.91 18.583 0.07 0.25 0.121 I 0 0.90 18.667 0.06 0.25 0.120 I O I 0.90 18.750 0.06 0.25 0.118 I 0 0.89 18.833 0.05 0.25 0.117 1I 0 0.88 18.917 0.04 0.25 0.116 lI 0 0.88 19.000 0.04 0.24 0.114 II 0 0.87 19.083 0.05 0.24 0.113 1I 0 0.87 19.167 0.06 0.24 0.112 I I 0 0.86 19.250 0.06 0.24 0.110 I 0 0.86 19.333 0.07 0.24 0.109 I 0 I 0.85 19.417 0.08 0.23 0.108 I•I 0 0.85 19.500 0.08 0.23 0.107 I 0 0.84 ,.19.583 0.07 0.23 0.106 I 0 0.84 19.667 0.06 0.23 0.105 I 0 0.83 19.750 0.06 0.23 0.104 I I 0 0.83 19.833 0.05 0.23 0.103 1I Ol , 0.,82 19.917 0.04 0.22 0.101 lI Ol 1 0.82 20.000 0.04 0.22 0.100 II Ol 0.81 20.083 0.05 0.22 0.099 lI 01 0.80 20.167 0.06 0:22 0.098 I Ol I 1 I 0.80 20.250 0.06 0.22 0.097 I Ol 1 1 0.80 20.333 0.06 0.22 0.096 I I Ol I 1 1 0.79 20.417 0.06 0.21 0.094 I Ol 1 11 I 0.79 20.500 0.06 0.21 0.093 I Ol I 1 1 0.78 20.583 0.06 0.21 0.092 I I Ol I 1 1 0.78 20.667 0.06 0.21 0.091 I Ol I 1 1 0.77 20.750 0.06 0.21 0.090 I I Ol I 1 1 0.77 20.833 0.05 0.21 0.089 lI OI I 1 1 0.76 20.917 0.04 0.20 0.088 1I 0l I 1 1 0.76 21.000 0.04 0.20 0.087 1I Ol I 1 1 0.75 21.083 0.05 0.20 0.086 1I Ol I I 1 0.75 21.167 0.06 0.20 0.085 I I Ol 0.74 21.250 0.06 0.20 0.084 I 0 1 I I I. 0.74 21.333 0.05 0.20 0.083 JI O 1 I 1 1 0.74 21.417 0.04, 0.19 0.082 II 0 1 1 1 1 0.73 21.500 0.04 0.19 0.081 II - 0 I 0.73 21.583 0.05 0.19 0.080 lI 0 �. �. 0.72 21.667 0.06 0.19 0.079 I 0 0.72 21.750. 0.06 0.19 0.078 I 0 0.71 21.833 0.05 0.19 0.077 1I 0 I I I 0.71 21.917 0.04 0.19 0.076 II 0 1 1 1 1 0.71 22.000 0.04 0.18 0.075 1I 0 1 1 1 1 0.70 22.083 0.05 0.18 0.074 II 0 I I i I 0.70 } 22.167 0.06 0.18 0.073 I I 0 I I I I 0.69 " 22.250 0.06 0.•18 0.072 I I 0 I I I I 0.69 22.333 0.05 0.18 0.072 II 0 I I I I 0.69 22.417 0.04 0.18 0.071 II 0 I I I I 0.68 22.500 0.04 0.18 0.070 II 0 I I I I 0.68 22.583 0.04 0.17 0.069 II 0 I I I I 0.67 22.'667 0.04 0.17 0.068 II 0 I I 1 I 0.67 22.750 0.04 0.17 0.067 II 0 I I I I 0.67 22.833 0.04 0.17 0.066 II. 0 I I I I 0.66 22.917 0.04 0.17 0.065 II 0 I I I I 0.66 23.000 0.04 0.17 0.064 II 0 I I I I -0.65 23.083 0.04 0.17 0.063 II 0 I I I I 0.65 23.167 0.04 0.17 0.063 II 0 I I I I 0._65 23.250 0.04 0.16 0.062 II 0 I I I I 0.64 23.333 0.04 0.16 0.061 II 0 I I I I 0.64 23.417 0.04 0.16 0.060 II 0 I I I I 0.64 23.500 0.04 0.16 0.059 II 0 I I I I. 0.63 23.583 "0.04 0.16 0.058 II 0 I I I I 0.63 23.667 0.04 0.16 0.057 II 0 I I I I 0.62 23.750 0.04 0.16 0.057 II 0 I I I I •0.62 23.833 0.04 0.16 0.056 II 0 I I I I 0.62 23.917 0.04 0.15 0.055 II 0 I I I I 0.61 24.000 0.04 0.15 0.054 II 0 I I I I 0.61 24.083 0.02 0.15 0.053 I 0 I I I I 0.61 24.167 0.00 0.15 0.052 I 0 I I I , 0.60 24.250 0.00 0.15 0.051 I 0 I I I I 0.60 24.333 0.00 0.15 0.050 I O I I I I 0.59 24.417 0.00. 0.15 0.049 I 0 I I I I 0.59 24.500 0.00 0.14 0.048 I 0 I I I I 0.58 24.583 0.00 0.14 0.047 I 0 I I I I 0.58 24.667 0.00 0.14 0.046 I 0 I I I I 0.58 24.750 0.00 0.14 0.045 I 0 I I I I 0.57 24.833 0.00 0.14 0.045- I 0 I I I I 0.57 24.917 0.00 0.14 0.044 I 0 I I I I 0.56 25.000 0.00 0.14 0.043 I 0 I I I I 0.56 25.083 0.00 0.13 0.042 I 0 I I I I 0.56 25.167 0.00 0.13 0.041 I 0 I I I I 0.55 25.250 0.00 0.13 0.040 I .0 I I I I 0.55 25.333 0.00 0.13 0.039 I 0 I I I I 0.54 25.417 0.00 0.13 0.038 I 0 I I I I 0.54 25.500 0.00 0.13 0.037 I O I. I I I 0.. 54 25.583. 0.00 0.13 0.036 I O I I I I 0.53 25.667 0.00 0.12 0.035 I 0 I I I i 0.53 25.750 0.00 0.12 0.035 I 0 I I I I 0.52 25.833 0.00 0.12 0.034 I. 0 I I I I 0.52 25.917 0.00 0.12 0.033 I 0 I I I I 0.52 26.000 0.00 0.12 0.032 I 0 I I I I 0.51 26.083 0.00 0.12 0.031 I 0 I I I I 0.51 26.167 0.00 0.12 0.030 I 0 I I I I 0.51 26.250 0.00 0.12 0.030 I 0 I I I I 0.50 26.333 0.00 0.11 0.029 I O I I I I 0.50 26.417 0.00 0.11 0.028 10 I I I I 0.48 26.500 0.00 0.11 0.027 10 I I I I 0.47 26.583 0.00 0.11 0.027 10 I I I I 0.46 26.750 0.00 0.10 0.025. I O I I I I 0.43 Remaining water in basin = 0.02•(Ac.Ft) ******* * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 321 Time interval = 5.0 (Min.) Maximum /Peak flow rate = ,0.316 (CFS) Total volume = 0.357 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 31733 FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2001 Study date: 06/01/06 ---------------------------------------------------------------------- Retention Basin "O"; bottom basin = 411.5 depth = 1.59' water surface elevation = 413.09 -------------------------------------------------------------------- MDS Consulting, Irvine, CA - SIN 841 -------------------------------------------------------------------- ********************* HYDROGRAPH INFORMATION * * * * * * * * * * * * * * * * * * * * ** 'From study /file name: 31733024100.rte ******* * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 291 Time interval = 5.0 (Min.) Maximum /Peak flow rate = 3.103 (CFS) Total volume = 1.310 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 0.000 to Point /Station 0.000 * * ** RETARDING BASIN ROUTING * * ** User entry of depth- outflow- storage data -------------------------------------------------------------------- Total number of inflow hydrograph intervals = 291 Hydrograph time unit = 5.000 (Min.) Initial depth in storage basin = 0.00(Ft.) -------------------------------------------------------------- - - - - -- -------------------------------------------------------------------- Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin --------------------------------------------------------------------- outflow = 0.00 (CFS) Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S- O *dt /2) (S +O *dt /2) (Ft.) --------------------------------------------------------------------- (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 0.500 0.103 0.414 0.102 0.104 1.000 0.305 0.810 0.302 0.308 1.500 0.521 0.865 0.518 0.524 2.500 1.001 0.961 0.998 1.004 3.500 1.529 1.058 1.525 1.533 1 -------------------------------------------------------------------- Hydrograph Detention Basin Routing Graph values: 'I'= unit inflow; 101= outflow at time shown --------------------------------------------------------------- - - - - -- i Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 0.8 1.55 2.33 3.10 (Ft.) 0.083 0.06 0.00 0.000 0 I I I I 0.00 0.167 0.12 0.00 0.001 OI I I I I 0.00 0.250 0.13 0.01 0.002, OI I I I I 0.01 0.333 0.17 0.01 0.003 OI I I I I 0.01 0.417 0.20 0.02 0.004 0 I I I I I 0.02 0.500 0.20 0.02 0.005 0 I I I I I 0.02 0.583 0.20 0.03 0.006 0 I I I I I 0.03 0.667 0.20 0.03 0.007 0 I I I I I 0.04 0.750 0.20 0.03 0.009 0 I I I I I 0 -04 0.833 ' 0.23 0.04 0.010 0 I I I' I I 0.05 0.917 0.26 0.05 0.011 0 I I I I I 0.06 1.000 0.27 0.05 0.013 0 I I I I I 0.06 1.083 0.24 0.06 0.014 0 I I I I I 0.07. 1.167 0.21 0.06 0.015 0 I I I I I 0.07 1.250 0.21 0.07 0.016. 0 I I I I I 0.08 1.333 0.20 0.07 0.017 0 I I I I I 0.08 1.417 0.20 0.07 0.018 0 I I I I I 0.09 1.500 0.20 0.08 0.019 0 I I I I I 0.09 1.583 0.20 0.08 0.020 O I I I I I 0.10 1.667 0.20 0.08 0.021 0 I I I I I 0.10 1.750 0.20 0.09 0.022 0 I I I I I 0.11 1.833 0.23 0.09 0.023 0 I I I I I 0.11 1.917 0.26 0.10 0.024 0 I I I I I 0.11 2.000 0.27 0.10 0.025 IOI I I I I 0.12 2.083. 0.27 0.10 0.026 IOI I I I I 0.13 2.167 0.27 0.11 0.027 IOI I I I I 0.13 2.250 0.27 0.11 0.028 IOI I I I I 0.14 2.333 0.27 0.12 0.029 IOI I I I I 0.14 2.417 0.27 0.12 0.030 IOI I I I I 0.15 2.500 0.27 0.13 0.031 IOI I I I I 0.15 2.583- 0.30 0.13 0.032 IO I I I I I 0.16 2.667 0.33 0.14 0.034 IO I I I I I 0.16 2.750 0.34 0.14 0.035 IO I I I I I 0.17 2.833 0.34 0.15 0.036 IO I I I I I 0.18 2.917 0.34" 0.15 0.038 IO I I I I I 0.18 3.000 0.34 0.16 0.039 IO I I I I I 0.19 3.083 0.34 0.16 0.040 IO I I I I I 0.20 3.167 0.34 0.17 0.042 IO I •I I I I 0.20 3.250 0.34 0.17 0.043 IO I I I, I I 0.21 3.333 0.34 0.18 0.044 IO I I I I I 0.21 3.417 0.34 0.18 0.045 IO I I I I I 0.22 3.500 0.34 0.19 - 0.046 IO I I I I I 0.22 3.583 0.34 0.19 0.047 IO I I I I I 0.23 3.667 0.34 0.19 0.048 IO I I I I I 0.23 3.750 0.34 0.20 0.049 I OI I I I I 0.24 3.833 0.37 0.20 0.050 I OI I I I I 0.24 3.917 0.40 0.21 0.051 I O I I I I I 0.25 4.000 0.41 0.21 0.053 10 I I I I I 0.26 4.083 0.41 0.22 0.054 10 I I I I I 0.26 4.167 0.41 0.22 0.055 10 I I I I I 0.27 4.250 0.41 0.23 0.057 10 I I I I I 0.28 4.333 0.44 0.23 0.058 10 I I I I I 0.28 4.417 0.47 0.24 0.060 10 I I I I I 0.29 4.500 0.47 0.25 0.061 10 I I I I I 0.30 4.583 0.48 0.25 0.063 10 I I I I I 0.30 4.667 0.48 0.26 0.064 I O I I I I I 0.31 4.750 0.48 0.26 0.066 10 I I I I I 0.32 4.833 0.51 0.27 0.067 10 I• I I I I 0.33 4.917 .0.54 0.28 0.069 10. I I I I I 0.33 5.000 0.54 0.28 0.071 10 I I I I I 0.34 5.083 0.48 0.29 0.072 10 I I I I I 0.35 5.167 0.42 0.29 0.073 I OI I I I I 0.36 5.250 0•.41 0.30 0.074 I OI I I I I 0.36 5.333 0.44, 0.30 0.075 I 01 I I i. I, 0.36 ' 5.417 0.47 0.31 0.076 I OI I I I I 0.37 5.500 0.47 0.31 0.077 I OI I I 0.37 5.583 0.51 0.32 0.078 10 I I I I I 0.38 5.667 0.54 0.32 0.080 10 I I I I 0.39 5.750 0.54 0.33 0.081 0 I I I I 0.39 5.833 0.54 0.33 0.083 I O I I I I I 0.40 5.917 0.54 0.34 0.084 10 I I I I 0.41 6.000 0.54 0.34 0.086 10 I I I I I 0.42 6.083 0.57 0.35 0.087 10 I I I I I 0.42 6.167 0.61 0.36 0.089 10 I I I I I 0.43 6.250 0.61 0.36 0.090 10 I I I I I 0.44 6.333 0.61 0.37 0.092 0 I I I I 0.45 6.417 0.61 0.38 10 .094 10 I I I I I 0.46 6.560 0.61 0.38 0.095 0 I I I I 0.46.; 6.583 0.64 0.39 0.097 I 0 I I I I I 0.47 6.667. 0.67 0.40 0.099 I 0 I I I I• 0.48 6.750 0.68 0.41 0.101 I 0 II I I I 0.49 6.833 0.68 0.41 0.103 0, II I I I 0.50 6.917 0.68 0.42 0.104 I 0 II I I I 0.50 7.000 0.68 0.42 0.106 0 II I I I 0.51 7.083 0.68 0.42 0.108 I 0 II I I I 0.51 7.167 0.68 .0.43 0.110 I 0 II I I I 0.52 7.250 0.68 0.43 0.112 I 0 II 0.52 7.333 0.71 0.43 0.113 I O II I I I 0.53 7.417 0.74 0.44 0.115 0 II I 0.53 7.500 0.75 0.44 0.117 I 0 II I I I 0.54 7.583 0.78 0.45 0.120 0 I I I 0.54 7.667 0.81 0.45 0.122 I 0 I I I I 0.55 ' 7.750 0.82 0.46 0.125 I 0 I I I I 0.55 7.833 0.85 0.46 0.127 I 0 I I I I 0.56 7.917 0.88 0.47 0.130 I 0 II I I I 0.57 8.000 0.88 0.47 0.133 0 II I I I 0.57 8.083 0.95 0.48 0.136 I 0 1I I 0.58 8.167 1.01 0.48 0.139 I 0 I.I I I 0.59 8.250 1.02 0.49 0.143 I 0 I I I I I 0.60 8.333 1.02 0.50 0.146 I 0 I I I I 0.61 . 8.417 1.02 0.51 0.150 I 0 I I I I I 0.62 8.500 1.02 0.51 0.153 I 0 I I I I 0.62 8.583 1.05 0.52 0.157 0 I I I I I 0.63 8.667 1.08 0.53 0.161 I 0 I I I I I 0.64 8.750 1.09 0.53 0.165 0 I I I I I '0.65 8.833 1.12 0.54 0.168 I 0 I I I I I 0.66 8.917 1.15 0:55 0.172 0 I I I I I 0.67 9.000 0.65 0.55 0.175 I OI I I I I 0.68 9.083 0.27 0.55 0.174 I I 0 I I I I 0.68 9.167 0.32 0.55 0.172 I I 0 .I I I I 0.67 9.250 0.32 0.55 0.171 I I 0 I I 0.67 9.333 0.41 0.54 0.170 I IO I I I I 0.66 1.___,9_._417 ..0..48 0, 54 0...169 _. .I. IO I _ I I _ L -. _0. -...66 9.500 0.51 0.54 0.169 0 I I I I 0.66 9.583 0.59 0.54 0.169 I OI i I I I 0.66 9.667 0.67 0.54 0.169 I OI I 0.66 9.750 0.69 0.55 0.170 I 0 II I I I 0.67 9.833 0.77 0.55 0.171 I .0 II I I I 0.67 9.917 0.85 0.55 0.173 I 0 I I I I 0.67 10.000 0.87 0.56 0.175 I 0 II I I I 0.68 10.083 0.94 0.56 0.178 0 1I I I I 0.68 10.167 1.01 0.57 0.181 I 0 I.I I I I 0.69 10.250 1.02 0.57 0.184 I 0 I I I 0.70 10.333 1.02 0.58 0.187, I 0 I I I I I 0.71 10.417 1..02 0.58 0.190 I 0 I I I 1 0.71 10.500 1.02 0.59 0.193 I 0 I I I I { 0.72 10.583 0.87 0.59 0.195 I 0 I I I 0.73 10.667 0.71 0.60 0.196 I OII I I I 0.73 10.750 0.69 0.60 0.197 I OII I I 0.73 10.833 0.69 0.60 0.198 I OII I I I 0.73 10.917 0.71 0.60 0.198 OIl 0.74 11.000 0.72 0.60 0.199 OIl 0.74 11.083 0.66 0.60 0.200 0 I I 0.74 11.167' 0.61 0.60 0.200 0 0.74 11.250 0.61 0.60 0.200 0 0.74 11.333 0.61 0.60 0.200' 0 0.74 11.417 0.62 0.60 0.200 0 I 0.74 11.500 0.63 0.60 0.200 I 0 0.74 11.583 0.51 0.60 0.200 IO 0.74 11.667 0.39 0.60 0.199 I 0 0.74 11.750 0.38 .0.60 0.198 I 0 I 0.73 11.833 0.45 0.60 0.196 I 0 0.73 11.917 0.52 0.60 0.196 IO 0.73- 12.000 0.55 0.59 0.195 IO 0.73 12.063 1.02 0.60 0.196 0 I '0.73 12.167 1.49 0.61 0.201 I 0 I II I I 0.74 12.250 1.59 0.62 0.207 0 I 0.76 12.333 1.69 0.63 0.214 0 0.78 12.417 1.77 0.65 0.222 I 0 I I I 0.79 12.500 1.79 0.66 0.230 0 I 0.81 12.583 1.94 0.68 0.238 0 I 0.83 12.667 2.08 0.70 0.247 0l I 0.86 12.750 2:12 0.72 0.257 Ol I 0.88 12.833 2.20 0.73 0.266 01 I 0.90 12.917 2.28 0.75 0.277 Ol 0.93 13.000 2.30 0.78 0.287 Ol II 0.96' 13.083 2.64 0.80 0.299 0 I 0.98 13.167 2.98 0.81 0.313 0 I I 1.02 13.250 3.05 0.82 0.328 0 Il 1.05 13.333 3.08 0.82 0.343 0 Il 1.09 13.417 3.09 0.82 0.359 0 Il 1.12 13.500 3.10 0.83 0.375 0 Il 1.16 13.583 2.39 0.83 0.388 0 I 1.19 13.667 1.67 0.83 0.396 0 1.21 13.750 1.55 0.83 0.401 0 Il 1.22 13.833 1.51 0.84 0.406 0 Il 1.23 13.917 1.52 0.84 0.411 0 II 1.25 14.000 1.53 0.84 0.416 0 1.26 14.083 1.80 0.84 0.421 0 I I 1.27 14.167 2.08 0.84 0.429 0 I 1.29 14.250 2.14 0.84 0.438 0 I 1.31 14.333 2.10 0.85 0.446 0 1.33 14.417 2.04 0.85 0.455. I 0 I I I I 1.35 14.500 2.04 0.85 0.463 I 0 I I I 1.37 14.583 2.04 0.85 0.471 0 I I 1.38 14.667 2.05 0.85 0.479.. 0 I 1.40 14.750 2.06 0.86 0.488 0 I I I 1.42 14.833 2.00 0.86 0.496 0 I I 1.44 14-.917 .1...95 0 -. -8-6 0_..5.0.3 �. 0.. 1- A6 15.000 1.94 0.86 0.511 0 I 1.48 15.083 1..88 0.86 0.518 0 I 1.49 15.167 1.83 0.87 0.525 0 I 1.51 15.250 1.82 0.87 0.532 0 I I 1.52 15.333 1.76 0.87 0.538 0 I 1.54 15.417 1.71 0.87 0.544 I 0 1.55 15.500 1.70 0.87 0.550 I 0 1.56 15.583 1.44 0.87 0.555 0 I 1.57 15.667 1.19 0.87 0.558 0 I 1.58 15.750 1.15 0.87 0.560 10 I 1.58 15.833 1.14 0.87 0.561 10 I 1.58 15.917 1.15 0.87 0.563 1 10 I 1.59 16.000 1.16 0.87 0.565 1 [O I 1.59 16.083 0.77 0.87 0.566 1 IlO 1.59 16.167 0.37 0.87 0.564 1 I 10 1.59 16.250 0.30 0.87 0.560 1 I 10 1.58 16.333 0.27 0.87 0.556 1 I 0 1.57 16.417 0.27 0.87 0.552 I 0 I 1.56 16.500 0.27 0.87 0.548 I 0 1.56 16.583 0.24 0.87 0.544 I 0 1.55 16.667 0.21 0.87 0.539 I 0 I 1.54 16.750 0.21 0.87 0.535 I 0 , 1.53 16.833 0.20 0.87 0.530 I 0 1.52 16.917 0.20 0.87 0.525 I I 0 1.51 17.000 0.20 0.86 0.521 I 0 I 1.50 17.083 0.26 0.86 0.517 , 1 0 1.49 17.167 0.33 0.86 0.513 I 0 1.48 17.250 0.34 0.86 '.0.509 I 0 1.47 17.333 0.34 0.86 0.505 1 0 I I 1.46 17.417' 0.34 0.86 0.502 1 0 , 1.46 17.500 0.34 0.86 0.498 1 0 I 1.45 17.583 0.34 0.86 0.495 I 0 1.44 17.667 0.34 0.86 0.491 I I 0 I I 1.43 17.750 0.34 0.86 0.488 I 0 1.42 17.833 0.31 0.86 0.484 I I 0 1.41 17.917 0.28 0.85 0.480 I I 0 I 1.41 18.000 0.27 0.85 0.476 I 0 1.40 18.083 0.27 0.85 0.472 1 0 1.39 18.167 0.27 0.85 0.468 I 0 I 1.38 18.250 0.27 0.85 0.464 I 0 1.37 18.333 0.27 0.85 0.460 I 0 1.36 18.417 0.27 0.85 0.456 I O 1.35 18.500 0.27 0.85 0.452 I 0 1.34 18.583 0.24 0.85 0.448 I 0 1.33 18.667 0.21 0.85 0.444 I I 0 1.32 18.750 0.21 0.84 0.440 I I 0 1.31 18.833 0:17 0.84 0.435 1I 0 1 1 1 1.30 } 18.917 0.14 0.84, 0.430 II 0 I 1.29 19.000 0.14 0.84 0.425 1I 0 1 1 1 1.28 19.083 0.17 0.84 0.421 1I 0 1 1 1 1.27 19.167 0.20 0.84 0.416 I I 0 1.26 19.250 0.20 0.84 0.412 I I 0 .1.25 19.333 0.23 0.84 0.408 I I O 1.24 19.417 0.26 0.84 0.404 I I 0 1.23 19.500 0.27 0.83 0.400 1 0 1.22 19.583 0.24 0.83 0.396 I I 0 1.21 19.667 0.21 0.83 0.391 I 0 1.20 19.750 0.21 0.83 0.387 I 0 1.19 19.833 0.17 0.83 0.383 1I 0 1 1 1 1.18 19.917 0.14 0.83 0.378 1I 0 1 1 1 1.17 20.000 0.14 0.83 0.373 1I 0 1 1 1 1.16 20.083 0.17 0.83 0.369 II 0 1 1.15 20.167 0.20 0.83 0.364 I 0 I 1.14 20.250 0.20 0.82 0•.360 I 0 1.13 20.333 0.20 0.82 0.356 I 0 1.12 _ 2.0_._4.17... .0...2.0 _0_._82 0...3.52 I I _0. 1:11 20.500 0.20 0.82 0.347 I 0 •1.10 20.583 0.20 0.82 0.343 I I 0 1.09 20.667 0.20 0.82 0.339 I 0 1.08 20.750 0.20 0.82 0.335 I 0 I 1.07. 20.833 0.17 0.82 0.330 II 0 1.06 20.917 0.14 0.82 0.326 1I 0 1.05 21.000 0.14 0.81 0.321 1I 0 I 1.04 21.083 0.17 0.81 0.317 II 0 1.03 21.167 0.20 0.81 0.312 I I 0 1.02 21.250 0.20 0.'81 0.308 I 0 1.01 21.333 0.17 0.81 0.304 1I 0 11.00 21.417 0.14 0.80 0.299 11 0 0.99 21.500 0.14 .0.79 0.295 1I 0 I I 0.97 21.583 0.17 0.78 0.290 1I 0 0.96 21.667 0.20 0.77 0.286, I Ol 0.95 21.750 0.20 0.77 0.282 I OI I 0.94 21.833 0.17 0.76 0.278 1I Ol 1 0.93 `c 21.917 0.14 0.75 0.274 II OI I I I 0.92 22.000 0.14 0.74 0.270 II OI I I I 0.91 22.083 0.17 0.73 0.266 II OI I I I 0.90 22.167 0.20 0.73 0.262 I I OI I I I 0.89 22.250 0.20 0.72 0.259 I I OI I I I 0.89 22.333 0.17 0.71 0.255 II OI I I i 0.88 22.417 0.14 0.70 0.251 II OI I I I 0..87 22.500 0.14 0.70 0.247 II OI I I I 0.86 22.583 0.14 0.69• 0.244 II OI I I I 0.85 22.667 0.14 0.68 0.240 II OI I I I 0.84 22.750 0.14 0.67 0.236 II 0 I I I I 0.83 22.833 0.14 0.67 0.232 II 0 I I I I 0.82 22.917 0.14 0.66 0.229 II 0 I I I I 0.81 23.000 0.14 0.65 0.225 II 0 I I I I 0.80 23.083 0.14 0.65 0.222 II O I I I I 0.79 23.167 0.14 0.64 0.218 II 0 I I I I 0.79 23.250 0.14 0.63 0.215 II 0 I I I I 0.78 23.333 0.14 0.63 0.211 II O I I I I 0.77 23.417 0.14 0.62 0.208 II O I I I I 0.76 23.500 0.14 0.61 0.205 II 0 I I I I 0.75 23.583 0.14 0.61 0.201 II 0 I I I I 0.74 23.667 0.14 0.60 0.198 II 0 I I I I 0.74 23.750 0.14 0.59 0.195 II 0 I i I I 0.73 23.833 0.14 0.59 0.192 II 0 I I I I 0.72 23.917 0.14 0.58 0.189 II 0 I I I I 0.71 24.000 0.14 0.58 0.186 II 0 I I I I 0.70 24.083 0.08 0.57 0.182 I 0 I I I I 0.70 24.167 0.02 0.56 0.179 I 0 I I I I 0.69 24.250 0.00 0.56 0.175 I 0 I I I i 0.68 24.333 0.00 0.55 0.171 I 0 I I I I 0.67 24.417 0.00 0.54 0.168 I 0 I I I I 0.66 24.500 0.00 0.53 0.164 I 0 I I I I 0.65 24.583 0.00 0.53 0.160 I 0 I I I I 0.64 24.667 0.00 0.52 0.157 I 0 I I I I 0.63 24.750 0.00 0.51 0.153 I 0 I I I I 0.62 24..833 0.00 0.51 0.150 I 0 I I I I 0.62 24.917 0.00 0.50 0.146 I 0 I I I I 0.61 25.000 0.00 0.49 0.143 I 0 I I I I 0.60 25.083 0.00 0.49 0.139 I 0 I I I I 0.59 25.167 0.00 0.48 0.136 I 0 I I I I 0.58 25.250 0.00 0.47 0.133 I 0 I I I I 0.57 25.333 0.00 0.47 0.130 I 0 I I I I 0.57 25.417 0.00 0.46 0.126 I 0 I I I I 0.56 25.500 0.00 0.45 0.123 I 0 I I I I 0.55 25.583 0.00 0.45 0.120 I 0 I I I I 0.54 25.667 0.00 0.44 0.117 I 0 I I I I 0.53 25.750 0.00 0.44 0.114 I 0 I I I I 0.53 25.833 0.00 0.43 .0.111 I 0 I I I I 0.52 25.917 0.00 0.42 0.108 I 0 I I I i 0.51 26.000 0.00 0.42 0.105 I 0 I I I I 0.51 26.083 0.00 0.41 0.102 I 0 I I I I 0.50 26.167 0.00 0.40 0.100 I 0 I I I I 0.48 26.250 0.00 0.39 0.097 I 0 I I I I 0.47 26.333 0.00 0.38 0.094 I 0 I I I I 0.46 26.417 0.00 0.37 0.092 I 0 I I I I 0.44 26.500 0.00 0.36 0.089 I 0 I I I I 0.43 26.583 0.00 0.35 0.087 I 0 I I I I 0.42 26.667 0.00 0.34 0.084 I 0 I I I I 0.41 26.750 0.00. 0.33 0.082 I 0 I. I I I 0.40 }` 26.833 .0.00 0.32 0.080 I 0. I I, I I 0.39 26.917 0.0.0 0.31 0.078 I 0 I I I I 0.38 27.000 0.00 0.30 0.075 I 0 I I I I 0.37 27.083 0.00 0.30 0.073 I 0 I I I I 0.36 27.167 0..00 0.29 0.071 I 0 I I I I 0.35. 27.250 0.00 0.28 0.069 I 0 I I I I 0.34 27.333 0.00 0.27 0.068 I 0 I I I I 0.33 27.417 0.00 0.26 0.066 I 0 I 0.32 27.500 0.00 0.26 0.064 I O •0.31 27.583 0.00 0.25 0.062 I 0 0.30 27.667 0.00 0.24 0.060 I O I 0.29 27.750 0.00 0.24 0.059 I 0 01.29 27.833 0.00 0.23 0.057 I 0 I I 0.28 27.917 0.00 0.22 0.056 I 0 0.27 28.000 0.00 0.22 0.054 I 0 I 0.26 28.083 0.00 0.21 0.053 I 0 I 0.26 28.167 0.00 0.21 0.051 I 0 I 0.25 28.250: 0.00 0.20 0.050 I 0 I I 0.24 28.333 0.00 0.19 0.048 I 0 0.24 28.417 0.00 0.19 0.047 IO I 0.23 28.500 0.00 0.18 0.046 IO I 0.22 28.583 0.00 0.18 0.045 IO 0.22 28.667 0.00 0.17 0.043 IO 0.21 28.750 0.00 0.17 0.042 IO I 0.20 28.833 0.00 0.16 0.041 I0 0.20 28.917 0.00 0.16 0.040 IO 0.19 29.000 0.00 0.16 0.039 IO I 0.19 29.083 0.00 0.15 0.038 IO 0.18 29.167 0.00 0.15 0.037 IO I I 0.18 29.250 0.00 0.14 0.036 IO I 0.17 29.333 0.00 0.14 0.035 IO 0.17 29.417 0.00 0.14 0.034 IO I I 0.16 29.500 0.00 0.13 0.033 IO 0.16 29.583 0.00 0.13 0.032 IO I 0.16 29.667 0.00 0.13 0.031 IO I I 0.15 29.750 0.00 0.12 0.030 IO I 0.15 29.833 0.00 0.12 0.029 I0 0.14 29.917 0.00 0.12 0.029 IO I I 0.14 30.000 0.00 0.11 0.028 IO I 0.14 30.083 0.00 0.11 0.027 IO 0.13 30.167 0.00 0.11 0.026 IO 0.13 30.250 0.00 0.10 0.026 IO I I 0.12 30.333 0.00 0.10 0.025 IO 0.12 30.417 0.00 0.10 0.024 IO 0.12 Remaining water.in basin = 0.02 (Ac.Ft) *** r*** * * * *r * * * * * ** * * *** * * * *HYDROGRAPH DATA ** * * *** * * * * * * * * * * * * * * * * * * * ** Number of intervals = 365 Time interval = 5.0 (Min.) Maximum /Peak flow rate = 0.874 (CFS) Total volume = 1.286 (Ac.Ft) Status of hydrographs being held in storage Peak (CFS) 0.000 .0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 PLANNERS ENGINEERS SURVEYORS TRANSMITTAL 7 8 -900 Avenue 47•, SU Le 208 t To: C City of La Quinta - Public Works D ti La Quinta, CA 92253 Address: 7 78495 Calle Tampico J Job #: 68000 \02 VOICE: 760-7714013 L La Quinta, CA 92253 ' Attention: P Paul Goble S Subject: Amended Tr. No. 31732 FAX: 760 -771 X073 and 31733 E -MAIL: mdsirvineomdsconsuiting.net F From: B Barrett Bruchhauser c cc: NO. OF ITEMS: D DESCRIPTION: Hilltop Soils Report for reference RECEIVED JAN 8 2009 ` THE ABOVE ITEMS, MESSAGE: ARE SUBMITTED: AT YOUR REQUEST (— FOR YOUR REVIEW (— FOR YOUR FILES Paul, FORYOURAPPROVAL For your use and reference, as was to be included with revised storm drain ►-- FOR YOUR USE plans for plan check as submitted yesterday for 2nd plan check. (- FOR YOUR INFO PC No. 08245 & 08246 THE ABOVE ITEMS ARE TRANSMITTED: Thank you. HEREIMTH Barrett FVT VIA DELIVERY r UNDER SEPARATE COVER r r - GEOTECHNICAL INVESTIGATION TENTATIVE TRACTS 31732 & 31733 SEC MONROE STREET AND AVENUE 60 LA QUINTA, CALIFORNIA - Prepared By- Sladden Engineering 39 -725 Garand Lane, Suite G Pahn Desert, California 92211 (760) 772 -3893 sma (W'Sladden Engineering 6782 Stanton Ave., Suite A, Buena Park, CA 90621 (714) 523 -0952 Fax (714) 523 -1369• 39 -725 Garand Ln., Suite G, Palm Desert, CA 92211 (760) 772 -3893 Fax (760) 772 -3895 March 18, 2004 PacificUS Real Estate Group 2 North Lake Avenue, Suite 800 Pasadena, California 91' 101 Project No. 544 -4116 04 -03 -204 Attention: Mr. Ron Coleman Subject: Geotechnical Investigation Project: Tentative Tract No. 31732 & 31733 SEC Monroe Street & Avenue 60 La Quinta, California Presented herewith is the report of our Geotechnical -Investigation at the approximately 80 acre site of the proposed residential subdivisions located on the southeast comer of Monroe Street and Avenue 60 in the City of La Quinta, California. The investigation was performed in order to provide recommendations for site preparation and to assist in foundation design for the proposed single- family residences and the related site improvements. . This report presents the results of our field investigation and laboratory testing along with conclusions and recommendations for foundation .design and site preparation. This report completes our original scope of services as .outlined in our proposal dated February 25, 2004. We appreciate the opportunity to provide service to you on this project. If you have any questions regarding this report, please contact the undersigned. Respectfully submitted, QROFESS /�q' SLADDEN ENGIN, ERING ��Q�'��( L. ANON, y m� O 0 No. C 45389 Z � Exp.9 /30/06 Brett L. AndeitsW ' Principal Engineer �'�p Civ.►L SER1ma Copies: 6 / PacificUS Real Estate Group Richard L. Richins Sr. Engineering Geologist GEOTECHNICAL INVESTIGATION TENTATIVE TRACT NO. 31732 & 31733 SEC MONROE STREET AND AVENUE 60 LA QUINTA, CALIFORNIA March 18, 2004 TABLE OF CONTENTS INTRODUCTION........................................................................................ ............................... 1 SCOPEOF WORK ...................................................................................... ............................... 1 PROJECT DESCRIPTION ..........................:................................................ ............................... 1 GEOLOGY AND SEISMICITY .................................................................. ............................... 2 SUBSURFACE CONDITIONS ................................................................... ............................... 2 LIQUEFACTION......................................................................................... ............................... 3 CONCLUSIONS AND RECOMMENDATIONS ............................ . ..................................... I.... 3 FoundationDesign ...:............................................................................... ............................... 4 Settlements..... :....................................................................................... ............................... 4 Lateral Design ............................: - ........ 5 .................................. . ................ ............................... RetainingWalls ..................................................................................... ............................... 5 ExpansiveSoils ...................................................................................... ............................... 5 Concrete Slabs -on- Grade ....................................................................... ............................... 5 SolubleSulfates ...................................:................................................. ............................... 5 Tentative Pavement Design ................................................................... ............................... 6 Shrinkageand Subsidence ..................................................................... ............................... 6 GeneralSite Grading ............................................................................. ............................... 6 1. Site Clearing ................................................................................ ............................... 6 2. Preparation of Building and Foundation Areas ........................... ............................... 6 3. Placement of Compacted Fill ...................................................... ...........................::.. 7 4 Preparation of Slab and Pavement Areas .........................:........... ............................... 7 5. Testing and Inspection ......... ......................................................... ............................... 7 GENERAL... ......................................................................................... ............ 8 .......................... REFERENCES............................................................................................ .................I..........1 -: 9 APPENDIX A - Site Plan and" Boring Logs Field Exploration APPENDIX B - Laboratory Testing Laboratory Test Results APPENDIX C - 1997 UBC Seismic Design Criteria March 18, 2004 -1- Project No. 544 -4116 04 -03 -204 INTRODUCTION This report presents the results of our Geotechnical Investigation performed in order to provide recommendations for site preparation and to assist in the design and construction of the foundations for the proposed residential structures. The approximately 80 acre site of the proposed residential tracts is located on the southeast corner of Monroe Street and Avenue 60 in the City of La Quinta, California. It is our understanding that the proposed project will include 2 residential subdivisions along with various associated site improvements. The associated site improvements will include paved roadways,'concrete driveways, walkways and patios, underground utilities, and landscape areas. Tentative Tract Maps 31732 and 31733 prepared by Tetra Tech, Inc. were utilized for our investigation. SCOPE OF WORK The purpose of our investigation was to determine certain engineering characteristics of the near surface soils on the site in order to develop recommendations for foundation design and site preparation. Our investigation included field exploration, laboratory testing, literature review, engineering analysis and the preparation of this report. Evaluation of hazardous materials or other environmental concerns was not within the scope of services provided. Our investigation was performed in accordance with contemporary geotechnical engineering principles and practice. We make no other warranty, either express or implied. PROJECT DESCRIPTION The approximately 80 acre site of the 2 proposed residential subdivisions is located on the southeast corner of.Monroe Street and Avenue 60 in the City of La Quinta, California. It is our understanding that the project will consist of 197 and 127 single - family residences for tracts 31732 and 31733 respectively. It is our understanding that the proposed residences will be of relatively lightweight wood -frame construction and will be supported by conventional shallow spread footings and concrete slabs on grade. The associated site improvements are expected to include paved roadways, concrete walkways, patios, driveways, landscape areas and various underground utilities. The majority of the subject property is presently vacant and the ground surface is covered with scattered brush and weeds. Monroe Street forms the western edge of the site and is paved. Avenue 60 and Avenue 61 form the northern and southern site boundaries, respectively. The subject site and surrounding properties are fairly level throughout as a result of previous agricultural use. Scattered debris was observed on the ground surface throughout the subject site. Overhead and underground utilities exist within the subject properties and along the nearby street. Irrigation pipes exist along the property boundaries and also traverse the site. Based upon our previous experience with lightweight residential structures, we expect that isolated column loads will be less than 20 kips and wall loading will be less than to 2.0 kips per linear foot. Grading is expected to include minor cuts and fills to match the nearby elevations and to construct slightly elevated building pads to accommodate site drainage. This does not include removal and recompaction of the bearing soils within the building areas. If the anticipated foundation loading or site grading varies substantially from that assumed the recommendations included in this report should be reevaluated. Sladden Engineering March 18, 2004 -2- Project No. 544 -4116 04 -03 -204 GEOLOGY AND SEISMICITY The project site is located within the southwestern Coachella Valley that is part of the broader Salton Trough geomorphic province. The Salton Trough is a northwest trending depression that extends from the Gulf of California to the Banning Pass. Structurally the Salton Trough is dominated by several northwest trending faults, most notable of which is the San Andreas system. A relatively thick sequence of sedimentary rocks have been deposited in the Coachella Valley portion of the Salton Trough from Miocene to present times. These sediments are predominately terrestrial in nature. _ with some lacustrian and minor marine deposits. The mountains surrounding the Coachella Valley are composed primarily of Precambrian metamorphic and Mesozoic granitic rock. The Coachella Valley is situated in one of the more seismically active areas of California. The San Andreas fault zone is considered capable of generating a maximum credible earthquake of magnitude 8.0 and due to its proximity to the project site (approximately 13.0 kilometers) should be considered the design fault for the project. Seismic activity along the nearby faults continues to affect the area and the Coachella Valley is considered one of the more seismically active regions in California. A computer program and pertinent geologic literature were utilized to compile data related to earthquake fault zones in the region and previous seismic activity that may have affected the site. E.Q. Fault Version 3.00 (Blake) provides a compilation of data related to earthquake faults in the region. The program searches available databases and provides both distances to causitive faults -and the corresponding accelerations that may be experienced on the site due to earthquake activity along these faults. The attenuation relationship. utilized for this project was based upon Joyner & Boore (1987) attenuation curves. The information generated was utilized in our liquefaction evaluation The site is not located in any Earthquake Fault zones as designated by the State but is mapped in Riverside County's Liquefaction Zone and Ground Shaking Hazard Zone N. Several significant.. seismic events have occurred within the Coachella Valley during the past 50 years. The events include Desert Hot Springs - 1948 (6.5 Magnitude), Palm Springs - 1986 (5.9 Magnitude), Desert Hot Springs - 1992 (6.1 Magnitude), Landers - 1992 (7.5 Magnitude) and Big Bear - 1992 (6.6 Magnitude). SUBSURFACE CONDITIONS The soils underlying the site consist primarily of silty sands, sandy silts and clayey silts. As is typical for the area, the silty sand, sandy silt and clayey silt layers are inconsistently interbedded and vary in thickness. Silty sands were the most prominent soils within our exploratory borings but numerous prominent sandy silt and clayey silt layers were also encountered. The sandy silts and silty sands encountered near the existing ground surface appeared somewhat loose. Sampler penetration resistance (as measured by field blow counts) indicates that in -place density generally increases with depth. Relatively undisturbed samples indicated dry density varying from 88 to 116 pounds per cubic foot. The site soils were dry near the surface in most of our borings but several sandy silt and clayey silt layers were found to have high moisture content. Measured moisture content varied from 2 to 39 percent. Sladden Engineering March 18, 2004 -3- Project No. 544 -4116 04 -03 -204 Laboratory testing indicates that the surface soils within the upper 5 feet consist primarily of a somewhat inconsistent mixture of silty sands and sandy silts. Expansion testing indicates an expansion index of 0 for the near surface silty sands that are classified as "very low" expansion category soils in accordance with Table 18 -I -B of the 1997 Uniform Building Code. Groundwater was encountered at depths of approximately 23 to 29 feet -below existing grade within our borings. Groundwater should not be a factor in foundation design or construction. LIQUEFACTION Liquefaction occurs with sudden loss of soil strength due to rapid increases in pore pressures within cohesionless soils as a result of repeated cyclic loading during seismic events. Several conditions must be present for liquefaction to occur including: the presence of relatively shallow groundwater, generally loose soils conditions, the susceptibility of soils to liquefaction based upon grain -size characteristics and the generation of significant and repeated seismically induced ground accelerations. Liquefaction affects primarily loose, uniform grained cohesionless sands with low relative densities. In the case of this project site, several of the factors required for liquefaction to occur are present. As previously indicated, groundwater was encountered at depths ranging from approximately 23 to 29 feet below existing grades. Several relatively uniform grained silty sand layers were encountered within our borings. The site is located near prominent active fault systems. Due to. the presence of groundwater, the potential for liquefaction affecting the site was further evaluated. Several silty sand layers encountered near and below the present groundwater surface appear susceptible to liquefaction based upon grain -size characteristics. Liquefaction potential within these silty sand layers was evaluated using methods presented by H.B. Seed in 1985 and subsequently modified by Seed and others and presented within Special Publication 117. The calculated safety factors are included in Appendix A. Our analyses suggest that majority of the silty sand layers encountered within our borings are generally considered too dense to be susceptible to liquefaction, but liquefaction potential was indicated within some of the deeper silty sand layers. CONCLUSIONS AND RECOMMENDATIONS Based upon our field investigation and laboratory testing, it is our opinion that the proposed residential development is feasible from a soil mechanic's standpoint provided that the recommendations included in this report are considered in building foundation design and site preparation. Due to the somewhat loose condition of the surface soils and the potential for liquefaction related settlements, remedial grading is recommended for the building areas. We recommend that remedial grading within the proposed building areas include the overexcavation and recompaction of the primary foundation bearing soils. Specific recommendations for site preparation are presented in the Site Grading section of this report. Based upon the generally dense condition of the majority of the near surface sand layers, and the presence of prominent layers of non - liquefiable silts and clays, it is our opinion that the potential for liquefaction affecting the site is limited to the deeper silty sand layers. The remedial grading recommended for building areas will result in the construction of a uniform compacted soil mat beneath all footings. In our opinion, liquefaction related mitigation measures in addition to the site grading and foundation design recommendations included in this report should not be necessary. Sladden Engineering March 18, 2004 -4- Project No. 544 -4116 04 -03 -204 The site is located in one of the more seismically active areas in California. Design professionals should be aware of the site setting and the potential for earthquake activity during the anticipated life of the structure should be acknowledged. The accelerations that may be experienced on the site (as previously discussed) should be considered* in design. The seismic provisions included in the Uniform Building Code for Seismic Zone 4 should be considered the minimum design criteria. Pertinent 1997 UBC Seismic Design Criteria is summarized in Appendix C. Caving did occur within our boring and the potential for caving should be expected within deeper excavations. All excavations should be constructed in accordance with the normal CalOSHA excavation criteria. On the basis of our observations of the materials encountered, we anticipate that the near surface sandy silts and silty sands will be classified by CalOSHA as Type B or C. Soil conditions should be verified in the field by a "Competent person". employed by the Contractor. The near surface soils encountered during our investigation were found to be non - expansive. Laboratory testing indicated an Expansion Index of 0 for the near surface silty sands that corresponds with the "very low" expansion category in accordance with UBC Table 18 -I -B. The following recommendations .present more detailed design criteria that have been developed on the basis of our field and laboratory investigation. The recommendations are based upon non - expansive soils criteria. Foundation Design: The results of our investigation indicate that either conventional shallow continuous footings or isolated pad footings that are supported upon properly compacted soils may be expected to provide adequate support for the proposed structure foundations. Building pad grading should be performed as described in the Site Grading Section of this report to provide for uniform and firm bearing conditions for the structure foundations. Footings should extend at least 12 inches beneath lowest adjacent grade. Isolated square or rectangular footings should be at least 2 feet square and continuous footings should be at least 12 inches wide. Continuous footings may be designed using an allowable bearing value of 1500 pounds per square foot (psf) and isolated pad footings may be designed using an allowable bearing pressure of 1800 psf. The allowable bearing pressures are applicable to dead and frequently applied live loads. The allowable bearing pressures may be increased by 1/3 to resist wind and seismic loading. Care should be taken to see that bearing or subgrade soils are not allowed to become saturated from the ponding of rainwater or irrigation. Drainage from the building area should be rapid and complete. The recommendations provided in the preceding paragraph are based on the assumption that all footings will be supported upon properly compacted engineered fill soils. All grading should be performed under the testing and inspection of the Soils Engineer or his representative. Prior to the placement of concrete, we recommend that the footing excavations be inspected in order to verify that they extend into compacted soil and are free of loose and disturbed materials. . Settlements: Settlements resulting from the anticipated foundation loads should be minimal provided that the recommendations included in this report are considered in foundation design and construction. The estimated ultimate settlements are calculated to be approximately one inch when using the recommended bearing values. The potential for liquefaction related seismic settlements of less than 2 inches should be acknowledged. As a practical matter, differential settlements between footings can be assumed as one -half of the total settlement. Sladden Engineering March 18, 2004 -5- Project No. 544 -4116 04 -03 -204. Lateral Design: Resistance to lateral loads can be provided by a combination of friction acting at the base of the slabs or foundations and passive earth pressure along the sides of the foundations. A coefficient of friction of 0.40 between soil and concrete may be used with consideration to dead load forces only. A passive earth pressure of 250 pounds per square foot, per foot of depth, may be used for the sides of footings that are poured against properly compacted native or approved non - expansive import soils. Passive earth pressure should be ignored within the upper 1 foot except where confined (such as beneath a floor slab). Retaining Walls: Retaining walls may be necessary to accomplish the proposed construction. Lateral pressures for use in retaining wall design can be estimated using an equivalent fluid weight of 40 pcf for level free - draining native backfill conditions. For walls that are to be restrained at the top, the equivalent fluid weight should be increased to 60 pcf for level free - draining native backfill conditions. Backdrains should be provided for the full height of the walls. Expansive Soils: Due to the prominence of "very low" expansion category soils near the surface, the expansion potential of the foundation bearing soils should not be a controlling factor in foundation or floor slab design. Expansion potential should be reevaluated subsequent to grading. Concrete Slabs -on- Grade: All surfaces to receive concrete slabs -on -grade should be underlain by a minimum compacted non - expansive fill thickness of 24 inches, placed as described in the Site Grading Section of this report. Where slabs are to receive moisture sensitive floor coverings or where dampness of the floor slab is not desired, we recommend the use of an appropriate vapor barrier or an adequate capillary break. Vapor barriers should be protected by sand in order to reduce the possibility of puncture and to aid in obtaining uniform concrete curing. Reinforcement of slabs -on -grade in order to resist expansive soil pressures should not be necessary. However, reinforcement will have a beneficial effect in containing cracking due to concrete shrinkage. Temperature . and shrinkage related cracking should be anticipated in all concrete slabs -on- grade. Slab reinforcement and the spacing of control joints should be . determined by the Structural Engineer. Soluble Sulfates: The soluble sulfate concentrations of the surface soils were determined to be 3,966 parts per million (ppm), which is generally potentially corrosive with respect to concrete. The use of Type V cement and specialized sulfate resistant concrete mix designs will most likely be necessary.. Sulfate testing should be performed subsequent to grading and final concrete mix designs should be selected accordingly. Tentative Pavement Design: All paving should be underlain by a minimum compacted fill thickness of 12 inches (excluding aggregate base). This may be performed as described in the Site Grading Section of this report. R -Value testing was not conducted during our investigation but based upon the silty nature of the surface soils, an R -Value of approximately 40 appears appropriate for preliminary pavement design. The following preliminary pavement sections are based upon a design R -Value of 40. Sladden Engineering March 18, 2004 -6- Project No. 544 -4116 04 -03 -204 On -site roadways subjected to auto and light truck traffic (Traffic Index = 5.5) Use 3.0 inches of asphalt on 6.0 inches of Class 2 base material Aggregate base should conform to the requirements for Class 2 Aggregate base in Section 26 of CalTrans Standard Specifications, January 1992. Asphaltic concrete should conform to Section 39 of the CalTrans Standard Specifications. The recommended sections should be provided with a uniformly compacted subgrade and precise control of thickness and elevations during placement. Pavement and slab designs are tentative and should be confirmed at the completion of site grading when the subgrade soils are in- place. The final pavement design sections will likely be determined by Riverside County dependent upon testing performed by County personnel. This will include sampling and testing of the actual subgrade soils and an analysis based upon the specific traffic information typically performed by the County. Shrinkage. and Subsidence: Volumetric shrinkage of the material that is excavated and replaced as controlled compacted fill should be anticipated. We estimate that this shrinkage could vary from 20 to 25 percent. Subsidence of the surfaces that are scarified and compacted should be between 0.1 and 0.3 tenths of a foot. This will vary depending upon the type of equipment used, the moisture content of the soil at the time of grading and the actual degree of compaction attained. These values for shrinkage and subsidence are exclusive of losses that will occur due to the stripping of the organic material from the site and the removal of oversize material. General Site Grading: All grading should be performed in accordance with the grading ordinance of the City of La Quinta, California. The following recommendations have been developed on the basis of our field and laboratory testing and are intended to provide a uniform compacted mat of soil beneath the building slabs and foundations. 1. Site Clearing: Proper site clearing will be very important. Any existing vegetation, palm trees, roots, slabs, foundations, abandoned underground utilities or irrigation lines should be removed from the proposed building areas and the resulting excavations should be properly backfilled. Soils that are disturbed during site clearing should be removed and replaced as controlled compacted fill under the direction of the Soils Engineer. 2. Preparation of Building and Foundation Areas: In order to provide adequate and uniform bearing conditions, we recommend overexcavation throughout the proposed building areas. The building areas should be overexcavated to a depth of at least 3 feet below existing grade or 2 feet below the bottom of the footings, whichever is deeper. The exposed soils should then be scarified to a depth of 1 foot, moisture conditioned and recompacted to at least 90 percent relative compaction. The excavated material may then be replaced as engineered fill material as recommended below. Additional removals may be necessary in the vicinity of major palm tree root bulbs. 3. Placement of Compacted Fill: Within the building pad areas, fill materials should be_ spread in thin lifts, and compacted at near optimum moisture content to a minimum of 90 percent relative compaction. Imported fill material shall have an Expansion Index not exceeding 20. Sladden Engineering March 18, 2004 -7- • Project No. 544 -4116 04 -03 -204 The contractor shall notify the Soils Engineer at least 48 hours in advance of importing soils in order to provide sufficient time for the evaluation of proposed import materials. ". The contractor shall be responsible for delivering material to the site that complies with the project specifications. Approval by the Soils Engineer will be based upon material delivered to the site and not the preliminary evaluation of import sources. Our observations of the materials. encountered during our investigation indicate that compaction within the native soils will be most readily obtained by means of heavy rubber tired equipment and/or sheepsfoot compactors. A uniform and near optimum moisture- content should be maintained during fill placement and compaction. 4. Preparation of Slab and Paving Areas: All surfaces to receive asphalt concrete paving or exterior concrete slabs -on- grade, should be underlain by a minimum compacted fill thickness of 12 inches. This may be accomplished by a combination of overexcavation, scarification and recompaction of the surface, and replacement of the excavated material as controlled compacted fill. Compaction of the slab and pavement areas should be to a minimum of 90 percent relative compaction. 5. Testing and Inspection: During grading, tests and observations should be performed by the Soils Engineer or his representative in order to verify that the grading is being performed in accordance with the project specifications. Field density testing shall be performed in accordance with applicable.ASTM test standards. The minimum acceptable degree of compaction shall be 90 percent of the maximum dry density as obtained by the ASTM D1557 -91 test method. Where testing indicates insufficient density, additional compactive effort shall be applied until retesting indicates satisfactory compaction. Sladden Engineering March 18, 2004 -8- Project No. 544 -4116 04 -03 -204 GENERAL The findings and recommendations presented in this report are based upon an interpolation of the soil conditions between boring locations and extrapolation of these conditions throughout the proposed building area. Should conditions encountered during grading appear different than those indicated in this report, this office should be notified. This report is considered to be applicable for use by PacificUS Real Estate Group for the specific site and project described herein. The use of this report by other parties or for other projects is not authorized. The recommendations of this report are contingent upon monitoring of the grading operations by a representative of Sladden Engineering. All recommendations are considered to be tentative pending our review of the grading operations and additional testing, if indicated. If others are employed to perform any soil testing, this office should be notified prior to such testing in order to coordinate any required site visits by our representative and to assure indemnification of Sladden Engineering. We recommend that a pre job conference be held on the site prior to the initiation of site grading. The purpose of this meeting will be to assure a complete understanding of the recommendations presented in this report as they apply to the actual grading performed. Sladden Engineering March 18, 2004 -9- Project No. 544 -4116 - 04 -03 -204 REFERENCES ASCE Journal of Geotechnical Engineering Division, April 1974. Boore, Joyner and Fumal (1994) Estimation of Response Spectra and Peak Accelerations from North American Earthquakes, U. S. Geological Survey, Open File Reports 94 -127 and 93 -509. Finn, W. E. Liam, (1996) Evaluation of Liquefaction Potential for Different Earthquake Magnitudes and Site Conditions, National Center for Earthquake Engineering Research Committee. Joyner and Boore, (1988) Measurements, Characterization and Prediction of Strong Ground Motion, ASCE Journal of Geoteclmical Engineering, Special Publication No. 20. Lee & Albaisa (1974) "Earthquake Induced Settlements in Saturated Sands ". Seed and Idriss (1982) Ground Motions and Soil Liquefaction During Earthquakes, Earthquake Engineering Research Institute Monograph. Seed, Tokimatsu, Harder and Chung, (1985), Influence of SPT Procedures in Soil Liquefaction Resistance Evaluations, ASCE Journal of Geotechnical Engineering, Volume 111, No. 12, December. Rogers, Thomas H., Geologic Map of California, Santa Ana Map Sheet. Riverside County, 1984, Seismic Safety Element of the Riverside County General Plan Sladden Engineering APPENDIX A FIELD EXPLORATION For our field investigation, 13 exploratory borings were excavated on March 5 and March 6, 2004 using a truck mounted hollow stem auger rig (Mobile B -61) in the approximate locations indicated on the site plan included in this appendix. Continuous log of the materials encountered were prepared on the site by a representative of Sladden Engineering. Boring logs are included in this appendix. - Representative undisturbed samples were obtained within our boring by driving a thin- walled steel penetration sampler (California split spoon sampler) or a Standard Penetration Test (SPT) sampler with a 140 -pound hammer dropping approximately 30 inches (ASTM D1586). The number of blows required to drive the samplers 18 inches was recorded (generally in 6 inch increments). Blowcounts are indicated on the boring log. The California samplers are 3.0 inches in diameter, carrying brass sample rings having inner diameters of 2.5 inches. The standard penetration samplers are 2.0 inches in diameter with an inner diameter of 1.5 inches. Undisturbed samples were removed from the sampler and placed in moisture sealed containers in order to preserve the natural soil moisture content. Bulk samples were obtained from the excavation spoils and samples were then transported to our laboratory for further observations and testing. g. ! 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North .i7.� Approximate Boring Locations J Proposed 80 -acre Residential Development S.E.C. Monroe Street and Avenue 60 / La Quinta, California Date: 3 -5 -04 Borin No. 1 Job No.: 544 -4116 y � 0 ° DESCRIPTION A REMARKS o CO O _ Sandy Silt: Grey brown, clayey ML 5 10/14/27 Silty Sand: Grey brown, SM - -- 4 - -- 16% passing #200 _ fine grained 10 6/8/8 " " " --- 3 - 14% passing #200 i5 _ 5/6/6 Sandy Silt: Brown, clayey ML - -- 27 - -- 69% passing #200 P g _20 1/-11/12 Sand: Grey brown, SP /SM - -- 14 - -- 12% passing 9200 slightly silty, fine grained _ Groundwater a 24' 25 6/8/8 Sand Silt: Brown Y ML - -- 30 - -- 58% passing #200 - slightly clayey 30 6/9/15 " - -- 16 - -- 1 I% passing 4200 35 6/10/10 Silty Sand: Grey brown, SM - -- 25 - -- 34% passing #200 very silty, fine grained 40 11/17/20 Sand: Grey brown, SP /SM --- 23 - 10% passing 4200 slightly silty, fine grained 45 - 5/6/8 - -- 24 - 9% passing #200 so - 5/6/9 - 23 --- 14% passing #200 ' Total Depth = 51.5' _ m Standard Penetration Note: The stratification lines No Bedrock represent the P� approximate ss boundaries between the soil types; the transitions may be gradual. Proposed 8.0 -acre Residential Development S.E.C. Monroe Street and Avenue 60 / La Quinta, California Date: 3 -5 -04 BorinLrr No. 3 Job No.: 544 -4116 CU C o o DESCRIPTION a� >, A — c . .. o. REMARKS A� to U U ' ° Sand: Grey brown, SP /SM - slightly silty, fine grained 5 - 15/15/20 " 105 1 - -- I i 9% passing 9200 10 17/20/25 Silty Sand: Grey brown, SM 116 7 1 24% passing #200 - fine grained 15 - Sand: Grey brown, SP /SM _ 8/10/14 slightly silty, fine grained 92 8 --- 9% passing #200 " Total Depth = 16.5' - - Recovered Sample No Bedrock - No Groundwater 20 25 30 .35 40 45 50 Note: The stratification lines 55 represent the approximate boundaries between the soil ty pes; the transitions may be gradual. Proposed 80 -acre Residential Development S.E.C. Monroe Street and Avenue 60 / La Quinta, California Date: 3 -5 -04 Baring No. 4 Job No.: 544-4116 DESCRIPTION A 1 c. REMARKS a.w E A cam-, rn U CA n o U o Silty Sand: Grey brown, SM - very silty, fine grained 5 17/25/28 " 98 2 - -- 47% passing #200 10 9/15/18 Clayey Silt: Grey brown, sandy ML 88 13 - -- 82% passing #200 9/12/20 Sand: Grey brown, SP /SM 99 10 - - 15% passing #200 _ slightly silty, fine grained 20 5/9/14 " " 100 19 - -- 13% passing 9200 Total Depth =.21.5' - - Recovered Sample I v�edrock - No Groundwater 25 30 35 40 45 50 _ _ Note: The stratification lines 55 represent the approximate boundaries between the soil types; the t'rarisitions "may be`gradua Proposed 80 -acre Residential Development S.E.C. Monroe Street and Avenue 60 / La Quints; California Date: 3 -5 -04 Borin No.6 Job No.: 544-4116 CU DESCRIPTION A o REMARKS y E ice.. A'S ii U Cq j ° o U 0 Sandy Silt: Grey brown, clayey ML 5 1 1/1 1/14 88 14 - -- 75% passing #200 10 8/13/19 Silty Clay: Grey brown CL 94 -10 - -- 96% passing #200 15 10/15/20 Silty Sand: Grey brown , SM 98 7 ___ 33 / passing #200 - very silty, fine grained 20 13/14/17 Clayey Silt: Grey brown, sandy ML'jj 92 26 - -- 82% passing #200 - Total Depth = 21.5' - - Recovered Sample T edrock - N o Groundwater 25 30 35 40 45 50 _ Note: The stratification lines 55 represent the approximate boundaries between the soil types; the transitions may be gradual. Proposed 80 -acre Residential Development S.E.C. Monroe Street and Avenue 60 / La Quints, California Date: 3 -5 -04 Borine No. 9 Job No.: 544.-4116 .s DESCRIPTION A o REMARKS w a°- 8 L c cz, a i; A� cn U C Cl) a o U Clayey Silt: Grey brown, sandy ML 5 6/8/10 Silty Clay: Grey brown CL 88 23 - -- 93% passing #200 10 4/8/12 94 28 - -- 95% passing #200 15 Silty Sand: Grey brown, SM - 9/12/17 very silty, fine grained 93 18 - -- 34% passing #200 -. Total Depth = 16.5' - - Recovered Sample VBedrock - N_ o Groundwater 20 25 30 35 40 45 50 Note: The stratification lines 55 :represent the approximate boundaries between the soil types; the transitions may be gradual. ' Proposed 80 -acre Residential. Development S.E.C. Monroe Street and Avenue 60 / La Quinta, California Date: 3 -S -04 Boriniz No. 11 Job No.: 544 -4116 ar y � o `O DESCRIPTION >; A o REMARKS E CU G =. ri U pq rig ow o o U 0 Sand: Grey brown, SP /SM -. slightly silty, fine grained 5 8/12/16 " - -- 5 - -- 8% passing #200 10 2/4/5 Clayey Silt: Grey brown ML - -- 33 - 89% passing #200 is _ - 9/12/17 Sand: Grey brown, Sp/S - -- 9 - -- 11% passing #200 _ slightly silty, fine grained 20 3/4/7 Clayey Silt: Brown, sandy ML - -- 31 - -- 78% passing #200 2s - 2/6/7 Sandy Silt: Brown, clayey ML --- 31 - -- 69% passing #200 _ 3 Groundwater cJ 29' 30 _ 3/4/12 Sand: Grey brown, SP /S - -- 19 - -- 17% passing #200 - slightly silty, fine grained 35 2/5/11 Silty Clay: Grey brown CL ___ 32 - -- 90% passing #200 40 _ 2/4/10 Sandy Silt: Grey brown, clayey ML - -- - 12 - -- 66% a passing #200 45 _ 5/7/10 Clayey Silt: Grey brown, sandy ML --- 29 --- 79% passing #200 so Sand: Brown, fine grained SP - 5/ with scattered thin silt layers -- 25 -- 7% passing 4200 Total Depth = 51.5' - - T Standard Penetration Sample Note: The stratification lines No Bedrock 55 represent the approximate boundaries between the soil types; the transitions may be gradual. APPENDIX B Laboratory Testing Laboratory Test Results APPENDIX B LABORATORY TESTING Representative bulk and relatively undisturbed soil samples were obtained in the field and returned to our laboratory for additional observations and testing. Laboratory testing was generally performed in two phases. The first phase consisted of testing in order to determine the compaction of the existing natural soil and the general engineering classifications of the soils underlying the site. This testing was performed in order to estimate the engineering characteristics of the soil and to serve as a basis for selecting samples for the second phase of testing. The second phase consisted of soil mechanics testing. This testing including consolidation, shear strength and expansion testing was performed in order to provide a means of developing specific design recommendations based on the mechanical properties of the soil. CLASSIFICATION AND COMPACTION TESTING Unit Weight and Moisture Content Determinations: Each undisturbed sample was weighed and measured in order to determine its unit weight. A small portion of each sample was then subjected to testing in order to determine its moisture content. This was used in order to determine the dry density of the soil in its natural condition. The results of this testing are shown on the Boring Logs. Maximum Density - Optimum Moisture Determinations: Representative soil types were selected for maximum density determinations. This testing was performed in accordance with the ASTM Standard D1557 -91, Test Method A. The results of this testing are presented graphically in this appendix. The maximum densities are compared to the field densities of the soil in order to determine the existing relative compaction to the soil. This is shown on the Boring Log, and is useful in estimating the strength and compressibility of the soil. Classification Testing: Soil samples were selected for classification testing. This testing consists of mechanical grain size analyses and Atterberg Limits determinations. These provide information for developing classifications for the soil in accordance with the Unified Classification System. This classification system categorizes the soil into groups having similar engineering characteristics. The results of this testing are very useful in detecting variations in the soils and in selecting samples for further testing. . SOIL MECHANIC'S TESTING Direct Shear Testing: One bulk sample was selected for Direct Shear Testing. This testing measures the shear strength of the soil under various normal pressures and is used in developing parameters for foundation design and lateral design. Testing was performed using recompacted test specimens, which were saturated prior to testing. Testing was performed using a strain controlled test apparatus with normal pressures ranging from 800 to 2300 pounds per square foot. Expansion Testing: One bulk sample was selected for Expansion testing. Expansion testing was performed in accordance with the UBC Standard 18 -2. This testing consists of remolding 4 -inch diameter by 1 -inch thick test specimens to a moisture content and dry density corresponding to approximately 50 percent saturation. The samples are subjected to a surcharge of 144 pounds per square foot and allowed to reach equilibrium. At that point the specimens are inundated with distilled water. The linear expansion is then measured until complete. Consolidation Testing: Four relatively undisturbed samples were selected for consolidation testing. For this testing one -inch thick test specimens are subjected to vertical loads varying from 575 psf to 11520 psf applied progressively. The consolidation at each load increment was recorded prior to placement of each subsequent load. The specimens were saturated at the 575 psf or 720 psf load increment. Gradation ASTM C117 & C136 Project Number: 544-4116 March 17, 2004 Project Name: Monroe & Ave. 60 Sample ID: Boring I @ 5' Sieve Sieve* Percent Size, in Size, mm Passing 111 25.4 100.0 3/411 19.1 100.0 1/2" 12.7 100.0 3/8" 9.53 100.0 #4 4.75 100.0 #8 2.36 100.0 #16 1..18 100.0 #30 0.60 98.0 #50 0.30 86.0 #100 0.15 44.0 #200 0.074 16.0 100 90 80 70-. . ...... cn --- ------- 60 -7 a. 5; 50 ------ 40 - 1 4 30 .. . ........ 20 - 10 100.000, 10.000 1.000 0.100 0.010 0.001 Sieve Size, mm 6radation Sladden Engineering Revised 11/20/02 — Gradation ASTM C117 &.C136 Project Number: 544 -4116 March 17, 2004 Project Name: Monroe & Ave. 60 .Sample ID: Boring 1 @ 10' Sieve Sieve Percent Size, in Size; mm Passing 1 " 25.4 100.0 3/4" 19.1 100.0 1/2" 12.7 100.0 3/8" 9.53 100.0 , #4 4.75 100.0 #8 2.36 100.0 #16 1.18 100.0 #30 0.60 100.0 #50 0.30 80.0 #100 0.15 49.0 #200 0.074 14.0 100 -.—.- 90 80 70 60 P-4 so 40 30 20 10 0 100.000 10.000 1.000 0.100 0.010 0.001 Sieve Size, mm Gndalion Sladden Engineering Revised I I /20/02 : .. 1 , Sladden Engineering Revised I I /20/02 One Dimensional Consolidation A.STM D2435 & D5333 Job Number: 544-4116 Job Name: Monroe & Ave. 60 Sample ID: Boring 3 @ 5' Soil Description: Sand 0 -2 -3 -4 -5 -6 -7 -8 -9 -10 0.0 March 17, 2004 Initial Dry Density, pcf. 100.1 Initial Moisture, %: I Initial Void Ratio: 0.666 Specific Gravity: 2.67 % Change in Height vs Normal Presssure Diagram —e — Before Saturation —6 - -After Saturation 9 Rebound --*— Hydro Consolidation 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Consolidation Sladden Engineering Revised 11/20/02 4- . .... ..... ... r _T LEI- — — -- - . . . . ... .... T I- -j . . . . . . . . . . . . . . . . i. J T -I- r I j- 1 .4 .. ..... - 4 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Consolidation Sladden Engineering Revised 11/20/02 One Dimensional Consolidation ASTM D2435 & D5333 Job Number: 544-4116 Job Name: Monroe & Ave. 60 Sample ID: Boning 3 @ 10' Soil Description: Silty Sand I - 0 -2 -3 -4 -5— -6 ,-7 -8 -9 March 17, 2004 Initial Dry Density,.pcf- 111.0 Initial Moisture, %: 7. Initial Void Ratio: 0.502 Specific Gravity: 2.67 % Change in Height vs Normal Presssure Diagram 0 Before Saturation 6 After Saturation 9 Rebound Hydro Consolidation 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7-0 Consolidation Sladden Engineering Revised H/70/02 . ..... ..... . -------- 7t . . . . . . . . ....... .. • 11r 'T . ......... L 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7-0 Consolidation Sladden Engineering Revised H/70/02 One Dimensional Consolidation ASTM D2435 & D5333 Job Number: 544 -4116 Job Name: Monroe & Ave. 60 Sample ID: Boring 8 @ 5' Soil Description: Sand 1 01 _1 -2 -3 -5 -6 -7 -8 -9 10 March 17, 2004 Initial Dry Density, pcf: 98.1 Initial Moisture, %: 3 Initial Void Ratio: 0.699 Specific Gravity: 2.67 % Change in Height vs Normal Presssure Diagram - 0 Before Saturation -A -After Saturation - 9 Rebound -f -Hydro Consolidation 0.0 0.5 1.0 .1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 Consolidation Sladden Engineering Revised 11/20/02 ..CCEEC -� 'E =CMM CC ■■ CMM1 ■.. _ ■■■■■ �ECCCM ' E� ■■■■■■ ■■ E E -:CCEM E�SMMMOMMC::C:E -CCCME ■■■■! E� l-■CEC CE' ■ iC M M-01 ■�CEE::E?:C::=- ::C=:CCCCC= �sC��I E ML. 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E5 C C . a ■ EC® ■ ■c 0.0 0.5 1.0 .1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 Consolidation Sladden Engineering Revised 11/20/02 I� One Dimensional Consolidation ASTM D2435 & D5333 Job Number: 544 -4116 Job Name: Monroe & Ave. 60 Sample ID: Boring 8 @ 10' Soil Description: Sandy Silt 1 0� -1 -2 -3 -4 -5 -6 -7 -8 -9 10 March 17, 2004 Initial Dry Density, pcf 91.5 Initial Moisture, %: 16 Initial Void Ratio: 0.822 Specific Gravity: 2.67 % Change in Height vs Normal Presssure Diagram --0 Before Saturation —6 After Saturation —e Rebound. --*—Hydro Consolidation - 1 I I 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 Consolidation Sladden Engineering Revised 11/20/02 ON ME M �g::EEEEEEEBEEEEEEEEEEMO EEC OMMM EEEE MMOM ■mm ■ ■ai��i�r�� ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■■ ■ is ■.■■■■■■■■■■■■ ■ ■■ ■■■.■ma■ ■ice \■ ■ ■i■i■ii ■.■.■ ■� ■■MM■■■■ ■ii■ ■i■ ■■ ■ ■ ■ ■ ■i ■ ■ ■ ■. ■ ■MM ■MamMMMMMMMM .......o......... 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M �E.�; C M MCC EE WE C M M - 1 I I 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 Consolidation Sladden Engineering Revised 11/20/02 Maximum Density/Optimum Moisture 145 140- .135 - 130 - II 12 120 115 110 105 Inn Max Density March 17, 2004 ASTM D-1557 A Rammer Type: Machine ASTM D698/D1557 Project Number: 544-4116 Project Name: Monroe & Ave. 60 Lab ID Number: Sample Location: Bulk 13 @ 0-5' Description: Sandy Silt Maximum Density: 113 pef 'Optimum Moisture: 14.5% Sieve Size % Retained 3/4" #4 0.0 145 140- .135 - 130 - II 12 120 115 110 105 Inn Max Density March 17, 2004 ASTM D-1557 A Rammer Type: Machine I .0 5 10 Is 20 Moisture Content, % Sladden Engineering 25 Revised 12/03/02 GIVA MEMIS MEN mom NMI L < ----- Zero Air Voids Lines, sg =2.65, 2,70, 2,75 EMM MUM— I .0 5 10 Is 20 Moisture Content, % Sladden Engineering 25 Revised 12/03/02 ANAHEIM TEST LABORATORY 3008 S. ORANGE AVENUE SANTA ANA, CALIFORNIA 92707 PHONE (714) 549 -7267 SLADDEN ENGINEERING: 6782 STANTON. AVE. - SUITE A BUENA PARK, - CA. 90621 ATTN: BRETT /DAVE PROJECT: #544 -4116 BULK 13 @ 0 -5' DATE: 3/16/04 P.O. No. Chain of Custody Shipper No. Lab. No. A -4723 Specification: Material: SOIL ANALYTICAL REPORT CORROSION SERIES SUMMARY OF DATA pH SOLUBLE SULFATES SOLUBLE CHLORIDES' MIN. RESISTIVITY per CA. 417 per,CA. 422 per CA. 643 ppm ppm ohm -cm 6.9 3,966. 1,507 600 max ORM N2 eua�u� u�?iSaQ 0IWSiaS 39(1 L661 xi(Imaddd 1997 UNIFORM BUILDING CODE SEISMIC DESIGN INFORMATION The International Conference of Building. Officials 1997 Uniform Building Code contains substantial revisions and additions to the earthquake engineering section in Chapter 16. Concepts contained in the code that will be relevant to construction of the proposed structures are summarized below. Ground shaking is expected to be the primary hazard most likely to affect the site, based upon proximity to significant faults capable of generating large earthquakes. Major fault zones considered to be most likely to create strong ground shaking at the site are listed below. Fault Zone Approximate Distance From Site Fault Type 1997 UBC San Andreas 13.0 km A San Jacinto 27.0 km A Based on our field observations and understanding of local geologic conditions, the soil profile type judged applicable to this site is SD', generally described as stiff or dense soil. The site is located within UBC 'Seismic Zone 4. The following table presents additional coefficients and factors relevant to seismic mitigation for new construction upon adoption of the 1997 code. Near - Source Near - Source Seismic Seismic Seismic Acceleration Velocity Coefficient Coefficient Source Factor, N,, Factor, N,, C" Cv San Andreas 1.0 1.08 0.44N, 0.64N, San Jacinto 1.0 1.0 0.44N, 0.64N„ * * * E Q F A U L T * * * Version 3.00 * DETERMINISTIC ESTIMATION OF PEAK ACCELERATION FROM DIGITIZED FAULTS JOB NUMBER: 544 -4116 DATE: 03 -26 -2004 JOB NAME: S.E.C. Monroe Street & Avenue 60 La Quinta, California CALCULATION NAME: Test Run Analysis FAULT - DATA -FILE NAME: CDMGFLTE.DAT SITE COORDINATES: SITE LATITUDE: 33.6115 SITE LONGITUDE: 116.2318 SEARCH RADIUS: 100 mi ATTENUATION RELATION: 5) Boore et al. (1997) Horiz. - SOIL (310) UNCERTAINTY (M= Median, S= Sigma): M Number of Sigmas: 0.0 DISTANCE MEASURE: cd_2drp SCOND: 0 Basement Depth: 5.00 km Campbell SSR: Campbell SHR: COMPUTE PEAK HORIZONTAL ACCELERATION FAULT -DATA FILE USED: CDMGFLTE.DAT MINIMUM DEPTH VALUE (km): 0.0 --------- - - - - -- EQFAULT SUMMARY --------- - - - - -- ----------------------------- DETERMINISTIC SITE PARAMETERS ----------------------- - - - - -- Page 1 I (ESTIMATED MAX. EARTHQUAKE EVENT ( APPROXIMATE I------------------------------- ABBREVIATED I DISTANCE I MAXIMUM I PEAK JEST. SITE FAULT NAME I mi (km) IEARTHQUAKEI SITE (INTENSITY I I MAG.(Mw) I ACCEL. g IMOD.MERC., SAN ANDREAS - Coachella I 8.1( 13.1)1 7.1 1 0.289 1 IX SAN ANDREAS - Southern I 8.1( 13.1)1 7.4 1 0.339 1 IX SAN JACINTO -ANZA I 17.1( 27.6)1 7.2 1 0.179 1 VIII SAN JACINTO- COYOTE CREEK I 18.8( 30.2)1 6.8 1 0.136 1 VIII BURNT MTN. I 24..5( 39.4)1 6.4 1 0.090 1 VII EUREKA PEAK 1 25.3( 40.7)1 6.4 1 0.088 1 VII SAN ANDREAS - San Bernardino I 25.8( 41.5)1 7.3 1 0.139. 1 VIII SAN JACINTO - BORREGO I 28.5( 45.9)1.• 6.6 1 0.089 1 VII BRAWLEY SEISMIC ZONE I 35.3( 56.8)1 6.4 1 0.068 1 Vh EARTHQUAKE VALLEY I 35.9( 57.7)1 6.5 1 0.071 1 VI PINTO MOUNTAIN I 37.0( 59.6)1 .7.0 1 0.090 1 VII EMERSON So. - COPPER MTN. 1 37.8( 60.8)1 6.9 1 0.084 1 VI1 PISGAH- BULLION MTN.- MESQUITE LK 1 38.6( 62.1)1 7.1 1 0.092 1 VII LANDERS 1 39.6( 63.7)1 7.3 1 0.100 1 VII ELSINORE- JULIAN 1 40.1( 64.5)1 7.1 1 0.089 1 VII' SAN JACINTO -SAN JACINTO VALLEY I 40.4( 65.0)1 6.9 1 0.080 1 VII ELMORE RANCH I 42.3( 68.1) 1 6.6 1 0.066 1 VI NORTH FRONTAL FAULT ZONE (East) 1 .44.6( 71.7)1 6.7 1 0.081 1 VII ELSINORE- COYOTE MOUNTAIN 1 45.3( 72.9)1 6.8 1 0.069 1 VI SUPERSTITION MTN. (San Jacinto) 1 46.3( 74.5)1 6.6 1 0.061 1 V.I SUPERSTITION HILLS (San Jacinto)( 47.2( 75.9)1 6.6 1 0.060 1 VI ELSINORE- TEMECULA 1 47.8( 76.9)1 6.8 1 0.066 1 VI JOHNSON VALLEY (Northern) 1 50.3( 81.0)1 6.7 1 0.060 1 VI CALICO - HIDALGO 1 51.6( 83.0) 1 7.1 1 0.073 1 VII LENWOOD- LOCKHART -OLD WOMAN SPRGSI 56.3( 90.6)1 7.3 1 0.076 1 VII NORTH FRONTAL FAULT ZONE (West) 1 56.4( 90.8)1 7.0 1 0.079 1 VII IMPERIAL 1 61.5( -99.0)1 7.0 1 0.061 1 VI HELENDALE - S. LOCKHARDT 1 64.x( 103.0)1. 7.1 1 0.062 1 VI SAN JACINTO -SAN BERNARDINO 1 64.2( 10:3.4)1 6.7 1 0.050 1 VI ELSINORE -GLEN IVY 1 64.2( 103.4)1 6.8 1 0.053 1 .VI LAGUNA SALADA 1 64.5( 103.8)1 7.0 1 0.058 1 VI CLEGHORN 1 72.7( 117.0) 1 6.5 1 0.041 1 V ROSE CANYON 1 75.1( 120.9)1 6.9 1 0.049 1 VI NEWPORT- INGLEWOOD (Offshore) 1 75.7( 121.9)1 6.9 I 0.049 1 VI CHINO- CENTRAL AVE. (Elsinore) 1 78.4( 126.1) 1 6.7 1 0.052 1 VI CUCAMONGA 1 79..7( 128.3) 1 7.0 1 0.060 1 VI WHITTIER 1 82.6( 132.9) 1 6.8 1 0.043 1 VI SAN ANDREAS - Mojave 1 88.9( 143.1) 1 7.1 1 0.048 1 VI SAN ANDREAS - 1857 Rupture 1 88.9( 143.1)1 7.8 1 0.069 1 VI CORONADO BANK 1 89.8( 144.5)1 7.4 1 0.056 1 VI DETERMINISTIC SITE PARAMETERS -=--------------------- - - - - -- Page 2 (ESTIMATED MAX. EARTHQUAKE EVENT 1•APPROXIMATE I------------------------------- ABBREVIATED I DISTANCE I MAXIMUM I PEAK' JEST. SITE FAULT NAME I . mi (km) 1EARTHQUAKEI SITE (INTENSITY I 1 MAG.(Mw) I ACCEL. g IMOD.MERC. SAN JOSE 1 90.8( 146.1)1 6.5 1 0.042 1 VI SIERRA MADRE 1 93.7( 150.8)1 7.0 1 0.053 1 .VI ELYSIAN PARK THRUST J 95.1( 153.1)1 6.7 1 0.045 1 VI GRAVEL HILLS - HARPER LAKE 1 95.7( 154.0)1 6.9 1 0.041 1 V NEWPORT - INGLEWOOD (L.A.Basin) 1 97.4( 156.8)1 6.9 1 0.040 1 V -END OF SEARCH- 45 FAULTS FOUND WITHIN THE SPECIFIED SEARCH RADIUS. THE SAN ANDREAS - Coachella FAULT IS CLOSEST TO THE SITE. IT IS ABOUT 8.1 MILES (13.1 km) AWAY. LARGEST MAXIMUM - EARTHQUAKE SITE ACCELERATION: 0.3386 g CALIFORNIA FAULT MAP S.E.C. Monroe Street & Avenue 60 / La Quinta MAXIMUM EARTHQUAKES S.E.C. Monroe Street & Avenue 60 / La Quinta 1 1 10 Distance (mi) EARTHQUAKE MAGNITUDES & DISTANCES S.-E.C. Monroe Street& Avenue 60 / La Quinta 7.75 7.50 7.25 a� 7.00 c� 6.75 .1 1 10 Distance (mi) Liquefaction Analysis Boring No.: _ l 1- - -_ Job name: Proposed Residential Development Job No.: 544 -4116 _I S.E.C. Monroe Street & Avenue 60 La Qumta, California i i Water @ 15 amex = 0.5 -_ --L - -- i I - Sand ^i - - -- -- .. - -•- - -- --- ._._.._. ------ - - - - -- ---- �_ -__ - �•-- - - - - -- �- .-- _- i- __.__...- , - - -- Corrected - silt Blowcounts CSRE F.S F.S. or clay, y, _ _Approx. Depth(ft.) Soil Dens. _ Sigma(0) ! Sigma(0)bar, Tons /ft^2 Cr, N -. N, rd tauW/Sigma(0)effectivel CSRL _ CSRUCSRE (Symbol) 15.0. 105 1575 ~ 1575 0.788 1.127 12 13.5 0.98 0.319 N /A* N /A* silt _ 1_05_ 2100 1788 1.058 23 I 24.3 0.96 0.366_ 1.00 2.7 sand _20.0 _ -_ 25.0 105 _ i 2625 -r 2001 _0.894 I 1.001 1..000 16 _ i 16.0 0.94 0.401 N /A* N /A* silt _ _ 30.0 105 _3150-7 i 2214 1.107 0.950 24 22.8 0.92 0.425 N /A* N /A* silt_ 35.0 105 I 3675 2427 - -' - - -- 1.214 0.908 20 i 18.2 0.89 0.438 1.00 2.3 sand _40.0 _ 105 4200 _ 2640 1.320 0.870 37 - 32.2 0.85 0.439 1.00 2.3 ; sand' 45_.0 105 i 4725 l 2853 1.427 0.837 14 i 11.7 0.82 0.441 0 5 0.3 j sand _ _ _ 50.0 105 5250 3066 1.533 ! 0.808 ! 15 12.1 0.77 _ 0.429 0.15 0.4 sand- - N /A* =Silts & Clays are considered non - liquefiable -_ �@ 45'=> (5ft)x(12in /ft)x0.02= 1.2in - @@ 50'=> I (5ft)x(12in /ft)x0.02= 1.2in 2.41 n , _ i I ' Total Settlement= Liquefaction Analysis Boring No.: 11- _ •: Job name: jProposed Residential Development F Job No.; 544 -4116 jS.E.C. Monro e Street & Avenue 60 I i La Quinta, California J Water @ 15 atnaz 01 5 ' -- ..._._..._. - - - - --- - - - - -- - -- — a _ Sand` Corrected I I i silt Approx.. Blo_wcounts I _ CSRE _ F.S. or clay; —1 _ Depth(ft.) Soil Dens. Sigma(0) ; Sigma(0)bar Tons /ft ^2 _ CN N j Ni rd tau,,,/Sigma(0)effective CSRL CSRL /CSRE (Symbol) i _ 15.0._. 105 1575 1575 0.788 1.127 29 32.7 0.98 0.319 1.00 3.1 sand _ 20.0 _ -105 1 2100 1788 0.894 1.058 5 5.3 0.96 0.366 N /A* N /A* silt f_ 2625 2001 1.001 1.000 5 5.0 0.94 0.401 j N /A* N/A- __...._25.0.__ _105 _ 30.0 105_ '; 3150 t 2214 1.107 0.950 10 9.5 0.92 0.425' 0.25 0.6 sand 105 3675 —f— 1 1.214 0.908 3 2.7 0.89 —_ 0.438 N /A` N/A* clay 40.0 105 4200 i 2640 1.320 0.870 8 7.0. 0.85 0.439 N/A N/A silt _ _ —_ 45.0 105 4725 2853 1.427 0.837 17 14.2 0.82 0.441 N /A' N /A* silt _ _, 50.0 i 105 5250 3066 1.533 0.808 11 ' 8.9 0.77 0.429 I 0.18 j . 0.4 sand N /A* =Silts & Clays are considered non - liquefiable * *Blow counts "N" converted based on correlation between California Sampler and Standard Penetration Sampler. 30' => (5ft)x(12in /ft)xO.025= 1.5in _ I @ 50'_- - > (5ft)x(12in /ft)xO.025= 1.5in t 3.Oin '�— ! Total Settlement= j I Liquefaction Analysis Boring No.: 112 Job name: !Proposed Residential Development 4-4116 I S.E.C. Monroe Street &.Avenue 60 11-a Quinta, California Water @115 amax*: 0.5 Sand, Corrected Silt Approx. Blowcounts CSRE F.S. or clay; Depth(ft.) Soil Dens. F�7igma(()) Sigma(0)bar Tons/ft12 CN N N, r, tau,/Sigma(0)effectivel CSRL CSRUCSRE (Symbol) 0 105 1 1575 1575 0.788 i 1.127 26 29.3 0.98 0.319 1.00 3.1 sand 20.0 105 2100 1788 0.894 1.058 8 8.5 0.96 0.366 N/A* N/A* silt 105 2001 1.001 1 1.000 8 8,0 0.94 0.401 N/A* N/A* silt --.25.0 .30.0 105 .2625 5-0- 2214 1.107 1 0.950 7 6.7 0.92 0.425 N/A' N/A* clay 35.0 105 36 2427 1 214 ---------- 0.908 2 3 20.9 0.89 0.438 1.00 2.3 sand 40.0 105 1 4900 2640 1.320 0.870 32 27.9 0.85 0.439 1.00 2.3 sand 45.0 1 5 4725 2853 -0 1.427 1 0.837 25 20.9 0.82 0.441 0.18 -0.4, sand 50.0 105 5 3066 1.533 1 0.808 24 19.4 U7 0.429 0.26 0.6 sand N/A*=Silts & Cla are,considered non - y liquefiable t�1-6w,c-ou-nts "N" converted based on correlation between California Sampler and Standard Penetration Sampler. (5ft)x(12in/ft)xO.015= 0.9in @ 45'=> (5ft)x(12in/ft)xO.01= 0.6in (5ft)x(12in/ft)xO.015= 0.9in L Total Settlement= 1 2.5in Uquefachon.Aoolysio - B Job name: Proposed Residential Del Job N6.: 544-4116 S.E.C. Monroe Street & Avenue 60 ;La Quinta, California silt Depth(ft.) Soil Dens. Sigma(0) Sigma(0)barl TonS/ftA 2 CN N N, rd tau,/Sigma(0)effective CSRL CSRUCSREI (Symbol) 105 2100 1788 0.894 1.058 37 1.00 2.7 105 1 2625 2001 1.001 1;000 21 21.0 0.94 0.401 0.30 0.7 sand sand 50.0 105 5250 3066 1.533 0.808 21 sand -;–*B—Ic�w–c–ounts "N" converted based on correlation between California Sampl r and Standard Penetration Sampler. Total Settlement= 2.7in (ice REPORT OF GEOTECHNICAL STUDY PROPOSED RESIDENTIAL SUBDIVISIONS TENTATIVE TRACT NOS. 31732 & 31733 SOUTHEAST CORNER OF MONROE STREET AND AVENUE 60 LA QUINTA AREA OF RIVERSIDE COUNTY, CALIFORNIA PROJECT NO.: 504 -A05 REPORT NO.: 2 APRIL 22, 2005 SUBMITTED TO: KB HOME 41 -517 GORE STREET INDIO, CA 92201 PREPARED BY: HILLTOP GEOTECHNICAL, INC. 786 SOUTH GIFFORD AVENUE SAN BERNARDINO, CA 92408 t HILLTOP GEOTECHNICAL INCORPORATED April 22, 2005 786 S. GIFFORD AVENUE • SAN BERNARDINO • CALIFORNIA 92408 hilltopgphgeotech.com • FAX 909 - 890-9055 . 909 - 890 -9079 KB Home Project No.: 504 -A05 41 -517 Gore Street Report No.: 2 Indio, CA 92201 Attention: Mr. Dave Twedt Subject: Report of Geotechnical Study Report, Proposed Residential Subdivisions, Tentative Tract Nos, 31732 & 31733, Southeast Corner of Monroe Street and Avenue 60, La Quinta Area of Riverside County, California. References: 1 Hilltou Geotechnical. Inc__ Ann] 21. 200.5_ F,n.r)i.rnn.m.,on.tn.l. 504 -A05.2 April 22, 2005 Page 2 Gentlemen: According to your request, we have completed a geotechnical study for the design. and construction of the proposed residential subdivisions. We are presenting, herein, our findings and recommendations. The findings of this study indicate that the project site is suitable for the proposed residential subdivisions provided the recommendations presented in the attached report are complied with and incorporated into the design and construction of the project. If you have any questions after reviewing the findings and recommendations contained in the attached report, please do not hesitate to contact this office. This opportunity to be of professional service is sincerely appreciated. Respectfully submitted, e r Foss/ o HILLTOP GEOTECHNICAL INC. CC254 yT r Exp:; /31/u7 ;.rE H CAUfO Mark Hulett, CEG No. 1623 DonaldL. Curran, GE No. 254 President Senior Engineer Date Signed:' 5 _ S Sundaramooi by Srirajan, EIT Staff Engineer SS/MH /DLC /em Distribution: (4) Addressee HILLTOP GEOTECHNICAL, INC. 4. 504 -A05.2 April 22, 2005 Page i TABLE OF CONTENTS Section Title PaLre No.. INTRODUCTION .............. ............................... .. 1 AUTHORIZATION ........................................... 1 PURPOSE AND SCOPE OF STUDY ............................ 1 PREVIOUS SITE STUDIES .... ............................... 5. PROJECT DESCRIPTION / PROPOSED DEVELOPMENT ........ 5 FIELD EXPLORATION AND LABORATORY TESTING ................. 7 FINDINGS........................ ............................... 8 SITE DESCRIPTION ........... ............................... 8 ENGINEERING GEOLOGIC ANALYSIS ........................ 9 Regional Geologic Setting . ............................... 9 Local Subsurface Conditions ............................ 11 Earth Materials. Description ........................ 11 Groundwater ..... ............................... 12 Surface Water .... ............................... 12. Site Variations ... ............................... 12 Faulting and Regional Seismicity ......................... 13 Secondary Seismic Hazards ............................. 16 Liquefaction .................. 17 Seismically Induced Subsidence ..................... 20 Seiching ......... ............................... 21 Tsunamis ........ ............................... 21 OTHER GEOLOGIC HAZARDS ............................... 21 Flooding ............... .......................:....... 21 Landslide .............. ............................... 21 CONCLUSIONS AND RECOMMENDATIONS ........................ 22 GENERAL................. ............................... 22 SITE PREPARATION RECOMMENDATIONS .................... 23 General ................ ............................... 23 Final Grading Plan Review .............................. 25 Clearing and Grubbing .................................. 25 Excavation Characteristics .............................. 26 Suitability of On -Site Materials as Fill .................... 27 HILLTOP GEOTECHNICAL, INC. 504 -A05.2 April 22, 2005 Page ii Section Title TABLE OF CONTENTS Page No. Removal and Recompaction .............:............... 27 Import Material ........ ............................... 29 Fill Placement Requirements ............................ 29 Compaction Equipment .. ............................... 30 Shrinkage, Bulking, and Subsidence ...................... 30 Abandonment of Existing Underground Lines ............... 31 Fill Slopes ............. ............................... 32 CutSlopes ......... ............................... 33 Fill- Over -Cut Slopes .... ............................... 33 Loose Material on Slope Face ............................ 34 -Slope Creep .......................................... 34 Slope Protection ........ ............................... 34 Temporary Roads ....... ............................... 35 Protection of Work ....... ............................... 35 Observation and Testing . ............................... 35 Soil Expansion Potential . ............................... 36 . Soil Corrosion Potential .. ............................... 37 CBC.SEISMIC DESIGN CRITERIA ............................ 37 FOUNDATION DESIGN RECOMMENDATIONS ................. 39 General .............. ........................:...... 39 `Slab -on- Ground Foundation' System ...................... 40 `Post- Tensioned Slab -on- Ground' System ................... 40 Foundations for Property Perimeter Block Walls .......... :. 42 Foundation Size ........ .. ..................... . 42 Depth of Embedment ........................ ... 42 Footing Setback ... ............................... 42 Bearing Capacity .. ............................... 43 Settlement ....................................... 43 Lateral Capacity ........ ............................... 43 Interim Foundation Plan Review ........................... 44 Final Foundation Design Recommendations ................ 45 Foundation Excavations . ............................... 45 SLAB-ON-GRADE FLOOR RECOMMENDATIONS ............... 45 `Slab -on- Ground Foundation' System. ....................... 46 `Post- Tensioned Slab -on- Ground' System .. ................... 46 NTapor Barrier / Moisture Retarder Recommendations ........ 46 HILLTOP GEOTECHNICAL, INC. 504 -A05.2 April 22, 2005 Page ill TABLE OF CONTENTS Section Title Page No. EXTERIOR CONCRETE SLABS ................................ 47 RETAINING WALL RECOMMENDATIONS .................. 47 Static Lateral Earth Pressures ........................... 48 Foundation Design ...... ............................... 49 Subdrain ............................................. 49 Backfill............... ............................... 51 V -Drain Design ........ ............................... 52 Observation and Testing ................................ 52 CORROSION POTENTIAL EVALUATION ...................... 53 Concrete Corrosion .... ............................... 54 Metallic Corrosion ...... ............................... 55 SWIMMING POOL RECOMMENDATIONS ..................... 56 SLOPE STABILITY EVALUATION ............................ 58 PRELIMINARY PAVEMENT RECOMMENDATIONS ............. 58 POST - GRADING CRITERIA ... ............................... 63 SLOPE MAINTENANCE AND PROTECTION RECOMMENDATIONS . ............................... 63 UTILITY TRENCH RECOMMENDATIONS ................... 65 FINISH SURFACE DRAINAGE RECOMMENDATIONS .......... 67 PLANTER RECOMMENDATIONS ............................. 68 LIMITATIONS ................... ............................... 69 REVIEW, OBSERVATION, AND TESTING ..................... 69 UNIFORMITY OF CONDITIONS ............................. 70 CHANGE IN SCOPE ......... ............................... 70 TIME LIMITATIONS ......... ............................... 70 PROFESSIONAL STANDARD .. ............................... 71 CLIENT'S RESPONSIBILITY ... ............................... 71 APPENDIX A FIELD EXPLORATION ...... ............................... A -1 LABORATORY TESTING PROGRAM ......................... A -4 CLASSIFICATION .... ............................... A -4 IN -SITU MOISTURE CONTENT AND DRY DENSITY ...... A -4 EXPANSION TEST .... ............................... A -5 SOLUBLE SULFATE TEST ............................. A -5 HILLTOP GEOTECHNICAL, INC. 504 -A05.2 April 22, 2005 Page.iv TABLE. OF CONTENTS Section Title . Page No. SIEVE ANALYSIS ............................... *..... A -5 CONSOLIDATION TESTS ............................. A -6 ATTERBERG LIMITS ... ............................... A -7 `Exploratory Excavation Location Plan' .......... Plate Nos. la-and lb `Subsurface Exploration Legend' ........................ Plate No. 2 `Subsurface .Exploration Logs' ................ Plate Nos. 3 through 9 `Summary of Laboratory Test Results' ....... Plate Nos. 10 through 12 `Consolidation Test Results' ........................... Plate No. 13 `Maximum Dry Density / Optimum Moisture Content Test Results' ........................... Plate No. 14 `Atterberg Limits Test Results' ........................ Plate No. 15 APPENDIX B GRADING SPECIFICATIONS ............................... B -1 GENERAL PROVISIONS .............................. B -1 General Intent ... ............. .I................. B -1 Observation and Testing ................ :........ B -2 Preparation of Areas to Receive Fill ................ B -3 Fill Material .... ............................... B -4 Placing and Compaction of Fill .................... B -5 Cut Slopes ...... ............................... B -7 Engineering Observation ......................... B -7 Season Limits ... ............................... B -7 SPECIAL PROVISIONS ................................. B -8 APPENDIX C TECHNICAL REFERENCES . ............................... C -1 I� • '�Dh��7�iE Sladden Engineering, Appendix A ..................... `Site Plan' `Boring Logs' Sladden Engineering, Appendix B ............ `Laboratory Testing' `Laboratory Test Results' HILLTOP GEOTECHNICAL, INC. 504 -A05.2 April 22, 2005 TABLE OF CONTENTS Page v Section Title Paae No. APPENDIX E `Liquefaction Analysis (Groundwater = 24')' .............. Plate No. 16 `Liquefaction Settlement - Submerged Soils (Groundwater = 24') ............................ Plate No. 17 `Ground Damage Potential' Plate No. 18 `Earthquake Induced Settlement in Dry Sandy Soil (Groundwater = 24')' ........................... Plate No. 19 Sladden Engineering . .................... `Liquefaction Analysis' HILLTOP GEOTECHNICAL, INC. REPORT OF GEOTECHNICAL STUDY PROPOSED RESIDENTIAL SUBDIVISIONS TENTATIVE TRACT NOS. 31732 & 31733 SOUTHEAST CORNER OF MONROE STREET AND AVENUE 60 LA QUINTA AREA OF RIVERSIDE COUNTY, CALIFORNIA PROJECT NO.: 504 -A05 REPORT NO.: 2 APRIL 22, 2005 INTRODUCTION AUTHORIZATION This report presents the results of the geotechnical study conducted on the subject site for the proposed residential subdivisions to be located at the southeast corner of the Monroe Street and Avenue 60 in the La Quinta area of Riverside County, California. The general location of the subject site is indicated on the `Site Location Map,' Figure No. 1. Authorization to perform this study was in the form of a signed proposal from Hilltop Geotechnical, Inc. (Geotechnical Consultant) to KB Home (Client), dated April 6, 2005, Proposal Number: P05062. PURPOSE AND SCOPE OF STUDY The scope of work performed for this study was designed to determine and evaluate the surface and subsurface conditions of the subject site with respect- to geotechnical characteristics, including potential geologic hazards that may effect HILLTOP GEOTECHNICAL, INC. 504 -A05.2 April 22, 2005 Page 2 the development of the site, and to provide geotechnical recommendations and criteria for'use in the design and construction of the proposed development. The scope of work included the following: • . Review of locally and easily available published and unpublished soils, geologic, and seismologic reports and data for the area (see References in Appendix `C'), including a ` Geotechnical Investigation' report prepared by Sladden Engineering (Reference No. 2 noted on the cover sheet of this report), flood hazard maps, well data, etc. to ascertain soils, geologic, and hydrologic conditions of the area. • Telephone conversations with the client and /or representatives of the client. • Stereographic aerial photo analysis of the site and surrounding vicinity • Site reconnaissance. • Subsurface exploration by means of borings to characterize soil, geologic, and groundwater conditions that could influence the proposed development. • Sampling of on -site earth materials from the exploratory excavations. Laboratory testing of selected earth material samples considered representative of the subsurface conditions to determine the engineering properties and characteristics. • Define the general geology of the subject site and evaluate potential geologic hazards which would have an effect on. the proposed site development. • Determine seismic classification of the site to meet the latest requirements of the 2001 California Building Code (CBC). o Engineering analysis of field and laboratory data to provide a basis for geotechnical conclusions and recommendations regarding site grading and foundation, floor slab, retaining wall, pavement, etc. design parameters. • Preparation of this report to present the geotechnical and geologic conclusions and recommendations for the proposed site development. i HILLTOP GEOTECHNICAL, INC. ' f 504 -AO5.2 April 22, 2005 Page 3 This report presents our conclusions and /or recommendations regarding: • The geologic setting of the site. • Potential geologic hazards (including landslides, seismicity, faulting; liquefaction potential, etc.) • General subsurface earth conditions. • Presence and effect of expansive, collapsible; and compressible soils. - • Groundwater conditions within the depth of our subsurface study. • Excavation characteristics of the on -site earth materials. • Characteristics and compaction requirements of proposed fill and backfill materials. • Recommendations and guide specifications for earthwork. • Seismic design coefficients for structural design purposes. • Types and depths of foundations. • Allowable bearing pressure and lateral resistance for foundations. 1 •. Estimated total and differential settlements. • Corrosion potential evaluation for concrete in direct contact with the on -site soils. • Temporary and permanent cut and fill slope recommendations. • Utility trench excavation and backfill recommendations. - • Slope maintenance and protection recommendations. • i Preliminary pavement. recommendations. HILLTOP GEOTECHNICAL, INC. 504 -A05.2 April 22, 2005 Page 4 The scope of work performed for this report did not include any testing of soil or groundwater for environmental purposes, an environmental assessment of the property, or opinions relating to the possibility of surface or subsurface contamination by hazardous or toxic substances. In addition, evaluation of on -site private sewage disposal systems for the proposed development was not part of this study. This study was prepared for the exclusive use of KB Home and their consultants for specific application to the proposed residential subdivisions in accordance with generally accepted standards of the geotechnical and geologic professions and generally accepted geotechnical (soil and foundation) engineering principles and practices at the time this report was prepared. Other warranties, implied or expressed, are not made. Although reasonable effort has been made to obtain information regarding the geotechnical and subsurface conditions of the site, limitations exist with respect to the knowledge of unknown regional or localized off -.site conditions which may have an impact at the site. The conclusions and 'recommendations presented in this report are valid as of the date of the report. However, changes in the conditions of a property can occur with the passage of time, . whether they are due to natural processes or to the works of man on this and /or adjacent properties. If conditions are observed or information becomes available during the design and construction process which are not reflected in this report, Hilltop Geotechnieal, Inc., as the `Geotechnical Engineer of Record' for the project, should be notified so that supplemental evaluations can be performed and the conclusions and recommendations presented in this report can be modified or verified in writing as necessary. Changes in applicable or appropriate standards of care in the HILLTOP GEOTECHNICAL, INC. . . 504 -A05.2 April 22, 2005, Page 5 geotechnical profession occur, whether they result from legislation or the broadening of knowledge and experience. Accordingly, the conclusions and recommendations presented in this report'may be invalidated, wholly or in part, by changes outside the influence of the project Geotechnical Consultant which occur in the future. PREVIOUS SITE STUDIES Prior to this report,. previous environmental assessments, subsurface explorations, and foundation studies have been performed on the subject site. The results of those studies were presented in the Reference Nos. 1 and 2 `Environmental Assessment' and `Geotechnical Investigation' reports noted on the cover page of this report. The results of the previous studies correspond with the results of this study, recognizing the normal variations in subsurface materials within natural lake deposits on the site. The information presented in the referenced reports is not repeated herein, with the exception of the boring logs and laboratory test results from the Reference No. 2 `Geotechnical Investigation' which are included for reference in Appendix `D.' PROJECT DESCRIPTION / PROPOSED DEVELOPMENT As part of our study, we have discussed the project with-Mr. Dave Twedt of KB Home, the client for the project. We have also been provided with the 60 scale, `Tentative Tract Map No. 31732' and `Tentative Tract Map No. 31733' for the; project, Reference Nos. 3 and 4,respectively,noted on the cover sheet of this report. In addition, we have reviewed the Reference No. 2 `Geotechnical Investigation' report which was previously prepared for the subject site. HILLTOP GEOTECHNICAL, INC. 504 -A05.2 April 22, 2005 Page 6 Based on information presented to this firm, it is our understanding. that the .proposed project will consist of a 322 lot, single family residential development with associated sidewalks, concrete curb and gutters, utilities, and paved streets. Several open spaces and park sites will be developed within the subject site as part of.the project plan. The proposed development also will include the construction of a pool and a club house as part of project plan. The single family residences are assumed to be 1= and /or 2 -story buildings with concrete slab -on -grade ground level floors and no basements or subterranean construction. The maximum dead loads plus frequently applied live loads for the structures are assumed to be light and will not exceed 2,500 pounds per lineal foot (plf) for wall footings and 15 kips for column footings. Per the Reference Nos. 1 and 2 `Tentative Tract Maps,' fills of less than 7.0 feet are anticipated to achieve proposed finish pad grades for the residential lots. Maximum cut for the open space / retention basins will be less than 11 feet. Fill and cut slope ratios of 2:1 (Horizontal to Vertical) are proposed with a maximum vertical height of less than 15 feet. Minor, low height, retaining walls may be required for the proposed residential development. The above project description and assumptions were used as the basis for the field exploration, laboratory testing program, the engineering analysis, and the conclusions and recommendations presented in this report. Hilltop Geotechnical, Inc. should be notified if structures, foundation loads, grading, and /or details other than those , represented herein are proposed for final development of the site so a review can be performed, a supplemental evaluation made, and revised recommendations submitted; if required. HILLTOP GEOTECHNICAL, INC. 504 -A05.2 April 22, 2005 Page 7 FIELD EXPLORATION AND LABORATORY TESTING The field studyperformed for this report included a visual reconnaissance of the existing surface conditions of the subject site. A study of the property's subsurface. condition was performed to supplement the previous'Geotechnical Investigation,' (Reference No..2 noted on the cover sheet of this report) and evaluate underlying earth strata and the presence of groundwater. Surface and subsurface conditions were explored on April 8, 2005. The subsurface exploration consisted of excavating seven (7) exploratory borings on the subject site. The approximate locations of the exploratory excavations are shown on the 'Exploratory Excavation Location Plan,' Plate Nos. la and lb, presented in Appendix'A.' The exploratory excavations were observed and logged by a representative of Hilltop Geotechnical, Inc., and the results are presented on the `Subsurface Exploration Logs,' Plate Nos. 3 through 9, presented in Appendix'A.' A more detailed explanation of the field study which was performed j for this report is presented in Appendix 'A.' j Relatively undisturbed ring samples and representative bulk samples of on -site earth materials were collected during the field exploration and returned to the j laboratory for testing. Laboratory tests were conducted to evaluate the index and engineering properties of on -site materials and included in -situ dry density and 1 - moisture content tests, expansion index tests, sieve analysis tests, chemical tests, consolidation tests, a maximum dry density / optimum moisture content r relationship test, and an Atterberg Limit test. Amore detailed explanation of the laboratory tests performed for this study and the test results are presented in Appendix'A.' HILLTOP GEOTECHNICAL, INC. 504 -A05.2 April 22, 2005 FINDINGS Page 8 SITE DESCRIPTION The subject property comprises approximately 81 acres and was rectangular in shape. The subject property is located in the southeast quadrant of the intersection of Monroe Street and Avenue 60 in the La Quinta area of Riverside County, California. The subject property is bounded by Monroe Street to the west, Avenue 60 to the north, Avenue 61 to the south, and a dirt road to the east, as shown on the `Exploratory Excavation Location Plan,' Plate Nos. la and 1b, presented in Appendix `A.' Per the Reference Nos. 3 and 4 `Tentative Tract Plans' noted on the cover sheet of this report, the immediate area of the subject site was almost flat with a shallow, t downward inclination toward the southwest at an average gradient of approximately 0.2 percent. Total on -site relief in the area of the proposed residential development was approximately 8.5 feet. On -site drainage was i accomplished by sheetflow toward the southwest. At the time the field exploration was made, the surface of the site was moderately soft. The drilling equipment experienced a little difficulty in moving around on the site. At the time of the field study, buildings or other type structures were not present on the site. Utilities consisting of electric, telep hone, gas, sewer, water, as well as HILLTOP GEOTECHNICAL, INC. 504 -A05.2 April 22, 2005 Page 9 other unknown underground and overhead lines, were not present on the subject . site but were present in the adjacent existing street right -of -way. Several end dumped piles of construction debris, miscellaneous debris and refuse, soil, etc. were observed at various locations throughout the subject property at the time the field study was performed. On -site vegetation across the site was light and consisted of seasonal native grasses, weeds, forbs, brush, and undergrowth. ENGINEERING GEOLOGIC ANALYSIS Regional Geologic Setting The subject project site is situated in the central portion of the Coachella Valley. The Coachella and Imperial Valleys and the Colorado River Delta region in southern California and northern Mexico are all portions of a larger, tectonically controlled structural feature known as the Salton Trough. This deep, structural basin has resulted from lateral movement away from spreading centers in the southern part of the trough, and transform (strike -slip) movement, which characterizes the San Andreas fault system, along the northeast side of the valley. Depths to crystalline basement rock in the Salton Trough exceed 18,000 feet in the Imperial Valley area and are on the order of several thousand feet in the center of the Coachella Valley, (Dibblee, 1954). Marine, fossil- bearing, sedimentary rocks visible in outcrops around basin margins. attest to advancement of Gulf of California waters. as far north as the San Gorgonio Pass region in early Pliocene time. Younger sediments include thick sequences of predominantly fine - grained, lacustrine strata deposited in several late. Cenozoic lakes that have existed intermittently in the trough. The most recent lake is the Salton Sea, resulting HILLTOP GEOTECHNICAL, INC. 504 -A05.2 April 22, 2005 Page 10 originally from a Colorado River dike failure near the turn of the century and maintained by runoff from vast, agricultural irrigation in the Imperial and Coachella Valleys. The Little San Bernardino Mountains bound most of the northern Coachella Valley, and are assigned to the Transverse Ranges. The Transverse Ranges include the San Bernardino and San Gabriel Mountains, and are predominantly composed of Cretaceous -age and older igneous and metamorphic rocks. The south face of the Little San Bernardino Mountains rises abruptly from the floor of the Coachella Valley to elevations locally exceeding 5,000 feet above sea level. Steeply sloped canyons and ridges in this range have been source areas for coarse - grained alluvial fill in the valley since at least early Pliocene time. The San Andreas fault zone is the dominant structural element in the Coachella Valley. Extending over 650 miles from the Gulf of California to the vicinity of Cape Mendocino in northwestern California, the San Andreas fault zone often comprises a strip up to several miles wide of subparallel, branching and anastomosing fault strands. The fault zone accommodates mostly right - lateral strike -slip movement E with generally small vertical components. Research has indicated the fault is divisible into several discrete segments along its length based upon differing geologic and seismic characteristics (Weldon and Matti, 1986). Each discrete segment appears to react to tectonic stress more or less independently from the others, "and have its own characteristic, large earthquake with differing maximum magnitude potential and recurrence interval (e.g., in Petersen, et al., 1996). The site is underlain by Quaternary aged lake deposits derived from extinct Lake Coahuila. The site is topographically located approximately 70 feet lower than the HILLTOP GEOTECHNICAL, INC. 504 -A05.2 April 22, 2005 Page 11 lake's high shoreline. The thickness of lake deposits beneath the site are interpolated to be approximately 60 to 70 feet and are composed mainly of fine silty sands and sandy silts with thin clay beds and lenses. The regional geology is displayed on the `Regional Geology Map', Figure 2. Local Subsurface Conditions Earth Materials Description: Presented as follows are brief descriptions of the earth materials encountered in the exploratory excavations. More detailed descriptions of the earth materials encountered are presented on the `Subsurface Exploration Logs,' Plate Nos. 3 through 9, presented in Appendix `A.' The earth material strata as shown on the logs represent the conditions at the actual exploratory excavation locations. Other variations may occur beyond and /or between the excavations. Lines of demarcation between the earth materials on the logs represented the approximate boundary between the material types; however, the transition may be gradual. The .site materials encountered during the field exploration were identified as quaternary lake deposits (Ql). The quaternary lake deposits (Ql) consisted of fine sandy silts (ML), sandy clays (CL), silty fine sands (SM), silty fine to medium sands (SM), and slightly silty fine to medium sands (SP /SM). These strata were generally gray, brown, gray brown or olive brown.in color, moist near the surface to wet with depth, and very loose to dense in relative density or medium stiff to very stiff in consistency. _���.� •:...ins !y ♦OOOp649n0 us n3, s+Ja -...W, :S . y� L•E •• �+• .oxt.a..;.aav •-=''m � � 0 00:0 4'4 8 DO �>r �_...•- 90 Paap�e99aW9a.m�Pa` soma �- OPesoa.P f,e moss agl+w ap e,s f• Pq PAQ4stiy0 Pd b804fas a ®0000 �' 0 9 oGy600Q ®8Ope 8PPZOP4l. TQf A'RP osds•I QO's O.A O0 k07�6'/f �°"�'w•MOq'^'•� ..:.•- "..."crw.,OB®, Q R Fm A & ®o 0g 00096.3400aooeo 06 . g000d DO PO DIDQ 9094b_O PeAe `. - 9SR r� ..•r+, •.. '4d 6iQ2c A'f0 @@bNtcLtN GCA•AU4 - _ __ __ J � i ?.ena•i t ,.�,� - .09Y01i.�8f FO ONP9Rba ROOp60 ���•°'� pe Pa•Gi' _ Dd DOhg ®0 m4060 *04;0200914 o9 Faa0a ' 406940 Q,9O904'a60Pa ®AeAOp b]OV Sq _ ooa•4o+f 4He Pis f•YO +w enis ♦p a49pp 9`O! OP e0RC9`94N09D004m RCy.sWPO fw9 e53 oR7 P9d 4o�f +s R -9tr _ y9P o00A4 A4tlYOQ Pe0a0n a 4 dp '!k•9m o0,ryR: g0)OR p000�OP7b b0 'Not DOgdPd4g(99Q• o- aoaxas 'B.TaavOv oa PP '9y 9- AOPP4b P 'DO _ . .,. lY. s.O•AR a sA 404 adRCO.W �._ sA 4•IDpR .. ffiRAe ♦' 00r, •� _•- ' T ". � . E7TI QU P n+�...irrr�••.a+ d Pai 6 R +'s .ate^ ' -.w A vera�s y 4009 " aaR S..4 C'WV _ \ mDi A+060e Mi1B e4.0 ¢(DQ i} w°wa .Pm9 Pio 6fA0 ObpA _ 'p i5.i ep+ is i Vt 65 r _ 1� ry 1 ` ' �POmping - =f. t A = 1 _d �t.• � RitES MARTINEZ- a a A i .` 4; : Torre:# isiiea ,. �, Y 11� IWN~ ItESERVATI614 i,� '..tip .� r r; � tl f � . �r i • *'f, t� k r L Tpio '.hem. "• +�5,. 'r �" , ! A i y� � � fl',� .H i t " 1 C f t � • � ... , ••\ MIN z q�y 0 0.2 0.4 0.6 0.8 1 mi Reference: Web's Topographic Map Site, http: / /www.topozone.com • Yahoo Map Site, http: / /maps.yahoo.com - SITE LOCATION MAP By: SS Date: 04/05 HILLTOP GEOTECHNICAL INCORPORATED Project No.: 504 -A05.2 Figure No.: 1 504 -A05.2 Apri122, 2005 Page 12 Groundwater: Groundwater was encountered at a depth of 24 feet below the existing ground surface at the location of boring B -4 at the time the field study was performed for this report. Groundwater was encountered at depths of 23 to 29 feet below the existing ground surface at the location of the borings at the time the field study was performed for the Reference No. 2 `Geotechnical Investigation' for the subject site in March, 2004. Groundwater data from a well located approximately 1/4 mile southeast of the site indicated an average depth to groundwater of 40 feet below the ground surface in 1998. This data was the oldest groundwater information available in the area and was obtained through a telephone conversation on April 20, 2005, with Mr. Alan - Harrell, an engineering technician at the Coachella Valley Water District. Surface Water: Surface water was not observed on the subject site at the time -the field study was performed for this report. Site Variations: Based on the results of our subsurface exploration and experience, variations in the continuity and nature of surface and subsurface conditions should'be anticipated. Due to the uncertainty involved in the nature and depositional characteristics of the earth materials at the site, care should be exercised in extrapolating or interpolating subsurface conditions between and beyond the exploratory excavation locations. Groundwater observations were made in the exploratory excavations at times and ' under conditions stated on the boring logs. These data have. been reviewed and ' interpretations made in the text in other sections of this report. However, it should HILLTOP GEOTECHNICAL, INC. 504 -A05.2 April 22, 2005 Page 13 be noted that fluctuations in the level of the groundwater and /or perched water may occur due to variations in precipitation, temperature; and other factors which were present at the time observations were made for this report. Faulting and Regional Seismicity The site is situated in an area of active and potentially active faults, as.-is most of metropolitan southern California. Active faults present a variety of potential risks to structures, the most common of which are strong ground shaking, dynamic densification, liquefaction, mass wasting, and surface rupture at the fault plane. Generally speaking, the following four (4) factors are the principal determinants of seismic risk at a given location: • Distance to seismogenically capable faults. • The maximum or "characteristic" magnitude earthquake for a capable fault. ! Seismic recurrence interval, in turn related to tectonic slip rates. • Nature of earth materials underlying the site. Surface rupture.represents the primary potential hazard to structures built on an active fault zone. Reviews of official maps delineating State of California earthquake fault.zones indicated the site is not located within a zone of mandatory study for active faulting. In addition, the site is not located within a zone of mandatory study for active faulting per Riverside County Planning Department, January 1983, Revised April 1988, Riverside County Comprehensive General Plan, Seismic -'Geologic Map. To the northeast, the active main trace of the San Andreas fault (Coachella Segment) passes .within approximately 8.2 kilometers of the site. To the southwest, the San Jacinto fault (Anza Segment) HILLTOP GEOTECHNICAL, INC. 504 -A05.2 April 22, 2005 Page 14 passes within approximately 17.0 kilometers of the site. To the northwest, the Burnt mountain fault passes within approximately 24.7 kilometers of the site. To the northwest, the Eureka Peak fault passes within approximately 25.4 kilometers of the site. Accordingly, the potential for surface fault rupture on this site is considered to be low. Ground shaking is judged to be the primary hazard most likely to effect the site, based upon proximity to four (4) regionally significant active faults characterized by above-:average slip rates: the San Andreas fault (Coachella Segment), the San Jacinto fault (Anza Segment), the Burnt Mountain fault, and the Eureka peak fault. Other significant fault zones in the low desert area are located at distances exceeding 26 kilometers from the site. Greater distances, lower slip rates, and lesser maximum magnitudes indicate much lower risk to the site from the latter fault zones than the four (4) closest faults. Characteristics of the major active fault zones selected for inclusion in analyses of strong ground shaking are listed in the following table: 1. Blake, Thomas F., 2000; Prelintina.rY Fault -Data. for EQFa.ult, EQSearcll. and FriskSP and Blake, Thomas, F., Computer Services and Software; Users Manuals, FriskSP u. 4. 00, EQSearclt. u. 3. 00, and EQFau.lt u. 3.00. HILLTOP GEOTECHNICAL, INC. Distance Fault Slip Reference Fault Zone from Site Length Rate Earthquake Fault 2 Type (km)' (km)2 (mm/yr)2 (Mmax)2 San Andreas $ 2 96 25.0 7.2 A (Coachella Segment) San Jacinto 17.0 91 12.0 7.2 A (Anza Segment) . Burnt Mountain 24.7 21 0.6 6.5 B Eureka Peak 25.4 19 0.6 6.4 B 1. Blake, Thomas F., 2000; Prelintina.rY Fault -Data. for EQFa.ult, EQSearcll. and FriskSP and Blake, Thomas, F., Computer Services and Software; Users Manuals, FriskSP u. 4. 00, EQSearclt. u. 3. 00, and EQFau.lt u. 3.00. HILLTOP GEOTECHNICAL, INC. 1 504 -A05.2 April 22, 2005 Page 15 2. California Department of Conservation, Division of Mines and Geology, 1996 (Appendix A - Revised 2002), Probabilistic Seismic Hazard Assessment for the State of California, DMG Open -File Report 96 -08. Deterministic analyses of the hazard of ground shaking at the site were considered for reference earthquakes on each of the regional faults listed above. The assigned reference earthquake for the San Andreas fault (Coachella Segment), the modeled event is a single segment event, producing a 100 percent right lateral strike -slip moment magnitude 7.2 earthquake. The San Jacinto fault (Anza Segment) is a 7.2 event with 100 percent right lateral strike -slip displacement. The Burnt Mountain fault is a right lateral strike slip fault and was modeled as a 6.5 moment magnitude source with 100 percent strike slip displacement. The Eureka Peak fault is a right lateral strike slip fault and was modeled as a 6.4 moment magnitude source with 100 percent strike slip displacement. Probabilistic seismic hazard maps and data files jointly prepared- by the California Department of Conservation, Division of, Mines and Geology (DMG) and the U.S. Geological Survey (USGS) assign a 10 percent likelihood of horizontal ground accelerations of approximately 0.45 to 0.50g at this site within ,the next 50 years (Peterson, M., et. al., 1999, `Seismic Shaking Hazard Maps of California,' Department of Conservation, Division of Mines and Geology, Map Sheet 48). The probabilistic hazard maps were calculated for uniform hard rock conditions and are lower than would be expected for alluvial sites such as the subject property. The County of Riverside places the site in a category III Ground Shaking Zone based on the distance from the causative fault (Riverside County Planning Department, January 1983, Revised April 1988, Riverside County Comprehensive General Plan, Seismic - Geologic Map). Actual shaking intensities at the site from any seismic source may be substantially higher or lower HILLTOP GEOTECHNICAL, INC. 504 -A05.2 April 22, 2005 Page 16 than estimated for a given earthquake magnitude, due to complex and unpredictable effects from variables such as: • Near - source directivity effects. • Direction, length, and mechanism of fault rupture (strike - slip, normal, reverse). • Depth and consistency of unconsolidated sediments. • Topography. • Geologic structure underlying the site. • Seismic wave reflection, refraction, and interference. Secondary Seismic Hazards Secondary hazards include induced landsliding or mass wasting, liquefaction, flooding (from ruptured tanks and reservoirs, surface oscillations in larger lakes, or seismic sea waves), and subsidence as a result of soil densification. Landsliding and liquefaction susceptibility maps have been prepared for much of coastal Los Angeles County and Orange County by the DMG. However, Riverside County is not presently scheduled for mapping by the State. Accordingly, as of the date of this report, the site has not been identified or excluded from a State - delineated zone of mandatory study for either landsliding or liquefaction. However, the site is in an area designated by the County of Riverside as having liquefaction potentials (Riverside County Planning Department, January 1983, Revised April 1988, Riverside County Comprehensive General Plan, Seismic - Geologic Map)- HILLTOP GEOTECHNICAL, INC. 504 -A05.2 April 22, 2005 Page 17 Liquefaction: Liquefaction is a phenomenon where a sudden large decrease of Shearing resistance takes place in fine grained cohesionless and /or low plasticity cohesive soils due to the cyclic stresses produced by earthquakes causing a sudden, but temporary, increase of porewater pressure. The increased porewater pressure occurs below the water table, but can cause propagation of groundwater upwards into overlying soil and possibly to the ground surface and cause sand boils as excess porewater escapes. Potential hazards due to liquefaction include significant total and /or differential settlements of the ground surface and structures as well as potential collapse of structures due to loss of support of foundations. It has been shown by laboratory testing and from the analysis of soil conditions at sites where liquefaction has occurred that the soil types most susceptible to liquefaction are saturated, fine sand to sandy silt with a mean grain size ranging from approximately 0.075 mm to 0.5 mm. These soils derive their shear strength from intergranular friction and do not drain quickly during earthquakes. Published studies and field and laboratory test data indicate that coarse sands and silty or, clayey sands beyond the above mentioned grain size range are considerably less vulnerable to liquefaction. To a large extent, the relative density of the soil also controls the susceptibility to liquefaction for a given number of cycles and acceleration levels during a seismic event. Other characteristics such as confining pressure and the stresses created within the soil during a seismic event also effect the liquefaction potential of a site. Liquefaction of soil does not generally occur below depths of 40 to 50 feet below the ground surface due to the confining pressure at that depth. Moreover, saturated fine sands with relative densities of approximately 70 percent or greater are not likely to liquefy, even under very severe seismic events. HILLTOP GEOTECHNICAL, INC. 504 -A05.2 April 22, 2005 Page 18 A formal liquefaction analysis was performed as part of this study. The liquefaction potential of the alluvial materials identified in the exploratory excavation were evaluated in general accordance with procedures proposed in published references (Seed and Idriss, 1971: Tokimatsu, 1987; Youd and Idriss, 1997). The "Faulting and Regional Seismicity" section of this report addressees the major fault systems and ground motion parameters which would effect the subject site. An earthquake of magnitude M7.2 and a probabilistic peak ground acceleration of 0.478 per the USGS `Probabilistic Seismic Hazard Deaggregation Program' (www.egint.cr.usgs.govo for the San Andreas fault (Coachella Segment) were used in the liquefaction evaluation. A groundwater depth of 24 feet below the existing ground surface at the subject site was also used in the evaluation. Grain size analysis and the amount passing the # 200 sieve were performed on the samples obtained from the field study. The test results are presented on the `Summary of Laboratory Test Results,' Plate No. 11, presented in Appendix `A.' Standard Penetration Tests (SPT) were performed during the field study and the field blow counts are presented on the `Subsurface Exploration Log' for boring B -4, Plate Nos. 6a through 6c, presented in Appendix `A.' The field SPT blow counts were corrected for sampler type, effective overburden, energy ratio, and rod length and the adjusted blow counts were adjusted to a "standardized" penetration resistance values - (N060 for use in the liquefaction analysis. The relative density of the subsurface materials was determined based on the SPT blow counts and the moist and saturated unit weight of the soils used in the liquefaction analysis was interpreted from tables in NAVFAC Design Manual 7.01, September 1986. Soil strata with greater than 60 percent passing the #200 sieve, .were considered to be non - liquefiable. Soil strata above the groundwater table elevation of 24 feet below ground surface were not included in the liquefaction analysis. The Cyclic Stress Ratio to cause liquefaction for a M7.5 earthquake was calculated and modified for HILLTOP GEOTECHNICAL, INC. 504 -A05.2 April 22, 2005 Page 19 an earthquake of M7.2. The earthquake .induced Cyclic Stress Ratio (CSR) was calculated and the factor of safety determined for the various earth strata. A Factor of Safety against the occurrence of liquefaction greater than 1.3 'is considered to be an acceptable level of risk for non- liquefiable materials for the evaluation based on the guidelines presented in California Department of Conservation, Division of Mines and Geology, 1997, Guidelines for Evaluating and Mitigating Seismic Hazards in California, Special Publication 117. The results of the liquefaction analysis are shown on Plate No. 16, `Liquefaction Analysis,' and Plate No. 17, `Liquefaction Settlement - Submerged Soils,' presented in Appendix `E.' The results of the evaluation indicate that approximately 10 feet of material underlying the subject site under the present groundwater depth of 24 feet below i ground surface has a liquefiable potential (Factor of Safety less than 1.3) under the probabilistic peak ground acceleration and maximum earthquake condition. Howevey,.abased on data contained in "Liquefaction of Soils During Earthquakes" published by the Committee on Earthquake Engineering, Commission on Engineering and Technical Systems, National Research Council, 1985, . the probability of ground damage at the surface of the subject site as a result of liquefaction is low due to the depth of the soils with a liquefaction potential verses the thickness of non - liquefiable soils above the material as shown on Plate-No. 18, `Ground Damage Potential,' presented in Appendix `E.' The liquefaction analyses l performed for the previous `Geotechnical.Investigation,' Reference No. 2 presented I on the cover sheet of this report, also obtained similar results. The results are presented at the end of Appendix `E.' HILLTOP GEOTECHNICAL, INC. 504 -A05.2 April 22, 2005 Page 20 if total elimination of the low risk of ground distress due to potential liquefaction of the site is needed, and/or if the elimination of the potential for liquefaction to occur at the site are desired, additional site exploration, laboratory testing, and engineering analysis would be needed. Alternate foundation system recommendations such as driven pile foundations and /or site remediation procedures such as wick drains, grouting, sand or stone columns, or other such methods would be needed for the project to eliminate the liquefaction potential for the site. Seismically Induced Subsidence: Loose sandy soils subjected to moderate to strong groundshaking can experience settlement. Experience from the Northridge Earthquake indicates that structural distress can result from such seismic settlement. Based upon the results of this study, the subject site is underlain by lake deposits. Because of the density of underlying alluvial soils, the probability that the site would be adversely effected by subsidence from densification of the dry sandy soils under intense seismic shaking is considered to be low. Calculations were performed to determine the estimated settlement of the dry sandy soils underlying the subject site under intense seismic shaking (Pradel, 1998) based on an earthquake of magnitude MW =7.2, a probabilistic peak ground acceleration (PGA) of 0.47g,.and a groundwater depth of 24 feet. An estimate d-s-ettlement'of 0.3 inch was calculated fo.r the upper 24 feet of the site. Therefore, significant settlement of the dry sandy soils underlying the'site due to intense seismic shaking is not considered to be a significant design consideration for the development of the project. The results of the settlement of dry sand analysis are presented on Plate HILLTOP GEOTECHNICAL, INC. 504 -A05.2 April 22, 2005 Page 21 No. 19, `Earthquake Induced Settlement in Dry Sandy Soils,' presented in Appendix `E.' Seiching: Seiching involves ' an enclosed body of water oscillating due to groundshaking, usually following an earthquake. Lakes and water towers are typical bodies of water effected by seiching. However, large bodies of water do not appear to be within the influence of the site and, as such, seiching should not be considered a hazard in the area. I Tsunamis: Because of the inland geographic location of the site, tsunamis are not considered a hazard. OTHER GEOLOGIC HAZARDS Flooding Flood Hazard Map information was found to be available on the internet. The map compiled by ESRI and the Federal Emergency Management Agency (FEMA) through the Project Impact Hazard Information and Awareness Program specific to the site indicates that the site is not located within a 100 -year flood zone as designated by .FEMA as shown on the `Flood Hazard Map,' Figure No. 3. Therefore, flooding is not considered to be a constraint at this location. Landslide 1 - Due to the flat -lying nature of the site, on -site landsliding or debris flow sources from higher elevations should not be considered to be a geologic constraint at this site. HILLTOP GEOTECHNICAL, INC. i t Ll ® 100 - * Flood 500 - *.Flood Reference: ESRI /FEMA Project Impact Hazard Information and Awareness Site, http://www.esri.com/hazards FLOOD HAZARD MAP By: SS Date: 04/05 MLLYOP GEOTECHmcAL MCCNGUNI CU Project No.: 504 -A05.2 Figure No.: .3 - - i e o0 i c 2005 ESRI w 1,9 mi / 3.1 km acrossl Ll ® 100 - * Flood 500 - *.Flood Reference: ESRI /FEMA Project Impact Hazard Information and Awareness Site, http://www.esri.com/hazards FLOOD HAZARD MAP By: SS Date: 04/05 MLLYOP GEOTECHmcAL MCCNGUNI CU Project No.: 504 -A05.2 Figure No.: .3 - - i e o0 i c 2005 ESRI w 1,9 mi / 3.1 km acrossl 504 -A05.2 April 22, 2005 Page 22 CONCLUSIONS AND RECOMMENDATIONS GENERAL The conclusions and recommendations presented in this report are, in part, based on the review of the previous studies for the subject site, information provided to this firm, the results of the field and laboratory data obtained from seven (7) exploratory excavations located on the subject property, experience gained from work conducted by this firm on projects within the general vicinity of the subject site, the project description and assumptions presented in the `Project Description / Proposed Development' section of this report, engineering analyses, and professional judgement. Based on a review of the field and laboratory data and the engineering analysis, the proposed development is feasible from a geotechnical / geologic standpoint and that the subject property will be developed without adverse impact onto or from adjoining properties providing the recommendations contained within this report are adhered to during project design and construction. Field observations and laboratory tests suggest that the in -situ moisture contents r and in -situ dry densities of the near - surface alluvial materials has a relative compaction of less than 85 percent.' Therefore, some remedial grading consisting of removals and replacement will have to be performed within loose, compressible, undocumented fill and near - surface lake deposit materials in the area of proposed structural fills, structures (i.e., building, decorative block walls, retaining walls, trash enclosure walls, etc.), exterior hardscapes, and /or pavement. In addition, the near - surface lake deposit soils present on the subject site exhibit a `Low` expansion potential. If precautions are not taken during the design and construction of the project, the on -site expansive soils could cause heaving and HILLTOP GEOTECHNICAL, INC. 504 -A05.2 April 22, 2005 .. Page 23 distress to the structures, hardscape, and pavement if they should become saturated "ri =the' futur -°- The actual conditions of the near - surface supporting material across the site may vary. The nature and extent of variations of the surface and subsurface conditions between the exploratory excavations may not become evident until construction. If variations of the material become evident during construction of the proposed development, Hilltop Geotechnical, Inc. should be notified so that the project Geotechnical Consultant can reevaluate the characteristics of the material and the conclusions and recommendations of this report, and, if needed, make revisions to the conclusions and recommendations presented herein. Recommendations for site grading, foundations, slab support, pavement design, slope maintenance, etc., are presented in the subsequent paragraphs. SITE PREPARATION RECOMMENDATIONS General The grading recommendations presented in this report are intended for: 1) the rework of unsuitable, near- surface earth materials to create engineered building pads and satisfactory support for exterior hardscape (i.e., sidewalks, patios, etc.) and pavement; and 2) the use of a shallow foundation system for the structures designed to resist the expansion potential of the near - surface on -site soils. If hardscape. and pavement subgrade soils are prepared at the time of grading of the building pads, and the improvements are not constructed immediately, additional observations and testing of the subgrade soil will have to be performed to locate areas which may have been damaged by construction traffic, construction HILLTOP GEOTECHNICAL, INC. 504 -A05.2 April 22, 2005 Page 24 activities, and /or seasonal wetting and drying. The additional observations and testing should be performed before placing aggregate base material or asphaltic concrete and/or Portland Cement concrete in those areas. The following recommendations may need to be modified and /or supplemented during grading as field conditions dictate. Typical `Grading Specifications' are presented in Appendix `B' for reference. The special site preparation recommendations presented in the following sections will supersede those in the `Grading Specifications' presented in Appendix `B' if there is any conflict. The grading should be performed in accordance with the recommendations presented in this report. We recommend that Hilltop Geotechnical, Inc., as the Geotechnical Engineer of Record, be retained by the owner of the proposed project to observe the excavation and grading operations, foundation preparation, and test the compacted fill and backfill. A pregrading conference should be held at the site with the owner, contractor, City of La Quinta representative, Civil Engineer, and Geotechnical Consultant in attendance. Special grading procedures and /or concerns can be addressed at that time. Earthwork observation services allow the testing of only a small percentage of the fill placed at the site. Contractual arrangements with the grading contractor should contain the provision that he is responsible for excavating, placing, and compacting fill in accordance with the recommendations presented in this report and the approved project grading plans and specifications. Observation by the project Geotechnical Consultant and /or his representatives. during grading should not relieve the grading contractor of his responsibility to'perform the work in HILLTOP GEOTECHNICAL, INC. 504 -A05.2 April 22, 2005 Page 25 accordance with the recommendations presented in this report and the approved project plans and specifications. The following recommendations may need to be modified and /or supplemented during grading as field conditions require. Final Grading Plan Review The project Civil Engineer should review, this report, incorporate critical information on to the grading plan and /or reference this geotechnical report, by Company Name, Project No., Report No., and report date, on the grading plan. Final grading plans should be reviewed by Hilltop Geotechnical, Inc. when they become available to address the suitability of our grading recommendations with respect to the proposed improvements. Clearing and Grubbing Debris, grasses, weeds, brush, and other deleterious materials should be removed from the proposed building, exterior hardscape and pavement areas and areas to receive structural fill before grading is performed. Any organic material and miscellaneous / demolition debris should be legally disposed of off site. Any topsoil or highly organic surface soils encountered should be stripped and stockpiled for use on finished grades in landscape areas or exported from the site. Disking or mixing of organic material into the soils proposed to be used as structural fill should not be permitted. For landscape areas (i.e., open areas, trees, etc.), vegetation from the clearing and grubbing operations consisting of light brush, grasses, forbs, and weeds can be mixed and blended into the fill utilized in these non- structural areas. Man -made objects encountered (i.e., septic tanks, leach lines, irrigation systems, underground utilities, old foundations, etc.) should be HILLTOP GEOTECHNICAL, INC. 504 =A05.2 April 22, 2005 Page 26 overexcavated, exported from the site, and legally disposed of off site. Cesspools or seepage pits, if encountered (none were encountered during this study), should be abandoned and capped according to directions and supervision of Riverside County Department of Health, the State of California, and /or the appropriate governmental agency procedures which has jurisdiction over the them before fill and /or pavement is placed over the area. If no procedures are required by the Health Department, the cesspool or seepage pit should be pumped free of any liquid and filled with a low strength sand cement slurry to an elevation 5.0 feet. below the final site grade in the area. The upper 5.0 feet of the cesspool or seepage pit should be excavated and the area backfilled with a properly compacted fill material. The location of the cesspool or seepage pit should be surveyed and plotted on the final `As- Graded' plan prepared by the project Civil Engineer. Trees and their roots should be completely removed, ensuring that 95 percent or more of the root systems are extracted. Wells, if encountered, should be abandoned and capped according to directions and supervision of Riverside County Department of Health, the State of California, and /or the appropriate governmental agency -procedures which has jurisdiction over the well before fill and /or pavement is placed over the area. Excavation Characteristics Excavation and trenching within the subject property is anticipated to be relatively easy in the near - surface alluvial materials on the subject site and should be accomplished with conventional earth- moving equipment since the drill rig equipped with flight augers was able to penetrate to the indicated depths. Materials were not encountered or are anticipated that would require blasting to excavate..It is not anticipated that a significant amount of oversized rock material HILLTOP GEOTECHNICAL, INC. 504 -A05.2 April 22, 2005 Page 27 will be generated during the removal and replacement process which will require special handling during the development of the site. Suitability of On -Site Materials as Fill In general, the on -site earth materials present below any topsoil and /or highly organic materials are considered satisfactory for reuse as fill. Fill materials should be free of significant amounts of organic materials and/or debris and should not contain rocks or clumps greater than 3.0 inches in greatest dimension. It is noted that the in -situ moisture content of the near - surface soils on the subject site at the time this field study was performed was below the optimum moisture content for the on -site materials and that moisture will have to be added to the on -site soils if the soils are to be used as compacted fill material in the near future. Over -size material is not anticipated to be encountered within the natural, near - surface soils on the subject site. Removal and Recompaction Uncontrolled or undocumented fills and /or unsuitable, loose, or disturbed near- surface natural soil in proposed areas which will support structural fills, structures, exterior hardscape. (i.e., sidewalks, patios, etc.), and pavement should be prepared in accordance with'the following recommendations for grading in such. areas v Based upon our borings and laboratory test results, we anticipate that the overexcavation will extend to a depth of 3.0 feet below existing ground surface in the areas which will receive structural fill, building structures,, retaining walls, trash enclosure walls, and decorative concrete block walls. Moreover, the depth of the overexcavation within the perimeter of the proposed structures should be to a uniform elevation throughout the limits of the structures. It is noted that fill placed to support sidewalks, patios, HILLTOP GEOTECHNICAL, INC. 504 -A05.2 April 22, 2005 Page 28 retaining walls, block walls, driveways, and pavement are considered to be structural fill. • In the proposed exterior hardscape (i.e., sidewalks, patio slabs, etc.), and pavement areas where structural fill will not be placed or cuts are proposed, the existing near- surface soils need only be processed to a depth of 12 inches below existing site grades or proposed subgrade elevation,. whichever is deeper unless old, undocumented fill materials are encountered at exposed grades. If . undocumented fills are encountered, they will need to be overexcavated and properly compacted fill replaced to achieve proposed grades. Additional overexcavation will need to be performed in areas where the exposed subgrade can not be properly processed and recompacted per the following recommendations presented in this section of this report. • In landscape or non - structural fill areas where non - structural fill will be placed, overexcavation will not need to be performed prior to placing non- structural fill materials. • The limits of overexcavation for the building pads should extend to a distance of 5.0 feet or to the depth of the overexcavation plus the depth of the fill beneath the finish pad grade for the structure, whichever is greater, beyond the front, side, and rear building setback limits on the lots. The limits of overexcavation for fill slopes should extend to a distance of 4.0 feet beyond the toe of the slope or to the depth of the overexcavation beneath the toe of the slope, whichever is greater. The limits of overexcavation for the decorative concrete block perimeter wall footings and /or retaining wall footings should extend to a distance of 2.0 feet beyond the footing edges or to the depth of the overexcavation beneath the footing grade, whichever is greater. The limits of processing or overexcavation for exterior hardscape; curb / gutter, and pavement areas should extend to a distance of 2.0 feet beyond the edge of the exterior hardscape, curb / gutter, or pavement, or to the depth of the overexcavation. beneath the finish subgrade elevation, whichever is greater. • It is noted that localized areas, once exposed, may warrant additional overexcavation for the removal of existing undocumented fills, soft or loose, near- surface soil, porous, moisture sensitive alluvial soils, and subsurface obstructions and /or debris which.may not have been located during the field study performed for this report. Actual depths of removals and the HILLTOP GEOTECHNICAL, INC. 504 -A05.2 April 22, 2005 Page 29 competency of the exposed overexcavation bottoms should be determined by the project Geotechnical Consultant and /or his representative during grading operations at the time they are exposed and before scarification and recompaction or the placement of fill. • The exposed overexcavation bottom surfaces should be scarified to a depth of 6.0 to 12. inches, brought to optimum 'moisture content to 3.0 percent above optimum moisture content, and compacted to 90 percent or greater relative compaction before placement of fill. Maximum dry density and optimum moisture content for compacted materials should be determined according to. current ASTM D1557 procedures. Import Material Import fill should not be more expansive in nature than the existing on -site soils as determined by current Uniform Building Code (UBC) Standard 18 -2 procedures and have strength parameters equivalent to or greater than the on -site soils. Import fill. material should be approved_ by the project Geotechnical Consultant prior to it being brought on -site. Fill Placement Requirements Fill material, whether on -site material or import, shouldbe approved by the project Geotechnical Consultant and /or his representative before placement. Fill material should be free from vegetation, organic material, debris, and oversize material (i.e., 3.0 inches in maximum dimension). Approved fill material should, be placed in horizontal lifts not exceeding 6.0 to 8.0 inches in compacted thickness or in thicknesses the grading contractor can demonstrate that he can achieve adequate compaction and watered or aerated to obtain optimum moisture content to 3.0 percent above optimum moisture content. Each lift should be spread evenly and should be thoroughly mixed to ensure uniformity of soil moisture. Fill soils should be compacted to 90 percent or greater relative compaction. Maximum dry density HILLTOP GEOTECHNICAL, INC. I 504 -A05.2 April 22, 2005 Page 30 and optimum moisture content for compacted materials should be determined in accordance with current ASTM D1557 procedures. Compaction Equipment It. is anticipated that the compaction equipment to be used for the project will include a combination of rubber- tired, track- mounted, sheepsfoot, ands /or vibratory rollers to achieve compaction. Compaction by rubber -tired or track - mounted equipment, by itself, may not be sufficient. Adequate water trucks, water pulls, and /or other appropriate equipment should be available to provide sufficient moisture and dust control. The actual selection of equipment and compaction procedures are the responsibility of the contractor performing the work and should be such that uniform compaction of the fill is achieved. Shrinkage, Bulking, and Subsidence There will be a material loss due to the clearing and grubbing operations. The following values are exclusive of losses due to clearing, grubbing, tree root removal, or the removal of other subsurface features and may vary due to differing conditions within the project boundaries and the limitations of this study. Volumetric shrinkage of the near - surface lake deposits that are excavated and replaced as controlled, compacted fill should be anticipated. It is estimated that the average shrinkage of the near - surface soils within the upper 3.0 feet of the site which will be removed and replaced will be approximately 7.0 to 13 percent, based on fill volumes when compacted to 90 to 95 percent of maximum dry density for the soil type based on current ASTM D1557 procedures. For example, a 7.0 percent shrinkage factor would mean that it would take 1.07 cubic yards of excavated material to make 1.0 cubic yard of compacted fill at 90 percent relative compaction. A higher relative compaction would mean a larger shrinkage value. A subsidence HILLTOP GEOTECHNICAL, INC. 504 -A05.2 April 22, 2005 Page 31 factor (loss of elevation due to compaction of alluvial soils in- place) of 0.06 to 0.11 - foot per foot of compacted soil should be used in areas where the existing soils are compacted in -place to 90 to 95 percent relative compaction and to a depth of 12 inches. Subsidence of the site due to settlement from the placement of less than 7.0 feet of fill, excluding the depth of overexcavation and replacement, during the planned grading operation is expected to be minimal Although the above values are only approximate, they represent the recommended estimate of respective factors to be used to calculate lost volume that will occur during grading. Abandonment of Existing Underground Lines Abandonment of existing underground irrigation, utility, or pipelines, if present within the zone of construction, should be performed by either excavating the lines and filling in the excavations with documented, properly compacted fill or by filling the lines with a low strength sand / aggregate / cement slurry mixture. Filled lines should not be permitted closer than 3.0 feet below the bottom of proposed footings and /or concrete slabs on- grade. The lines should be cut off at a distance of 5.0 feet or greater from the area of construction. The ends of the lines should be plugged with 5.0 feet or more of concrete exhibiting minimal shrinkage characteristics to prevent water or fluid migration into or from the lines. Capping of the lines may also be needed if the lines are subject to line pressures. The slurry should consist of a fluid, workable mixture of sand, aggregate, cement, and water. Plugs should be placed at the ends of the line prior to filling with the slurry mixture. Cement jshould be Portland, cement conforming 'to current ASTM C150 specifications. Water used for the slurry mixture should be free of oil, salts, and other impurities Which would have an adverse effect on the quality of the slurry. Aggregate, if used in the slurry, mixture should meet the following gradation or a suitable equivalent: HILLTOP GEOTECHNICAL, INC. 504 -AG5.2 April 22, 2005 ' SIEVE SIZE PERCENT PASSING 1.5" 100 1.0" 80 -100 3/4" 60 -100 3/8" 50 -100 No.4 40 -80 No. 100 10 -40 'Page 32 The sand, aggregate, cement, and water should be proportioned_ either by weight or by volume. Each cubic yard of slurry should not contain less than 188 pounds (2.0 sacks) of cement. Water content should be sufficient to produce :a fluid, workable mix that will flow and can be pumped without segregation of the aggregate while being placed. The slurry should be placed within 1.0 hour of mixing. The contractor should take precautions so that voids within the line to be abandoned are completely filled with slurry. Local ordinances relative to abandonment of underground irrigation, utility,' or pipelines, if more restrictive, supersede the above recommendations. Fill Slopes Finish fill slopes should not be inclined steeper than 2:1 (Horizontal to Vertical). Fill slope surfaces should be compacted to 90 percent relative compaction to the face of the finished slope. - Overexcavation beneath proposed fill,slopes should be performed in accordance with the recommendations presented in previous sections of this report. Fill slopes should be constructed in a skillful manner so that they are positioned at the design orientations and slope ratio. Achieving a uniform slope surface by subsequent thin wedge filling should be avoided. Add -on HILLTOP GEOTECHNICAL, INC. { 504 -A05.2 April 22, 2005 Page 33 correction to a fill slope should . be conducted under the observation and recommendations of the project Geotechnical Consultant. The proposed add -on correction procedures should be submitted in writing by the contractor before commencement of corrective grading and reviewed by the project Geotechnical Consultant. Compacted fill slopes should be backrolled with appropriate equipment for the type of soil being used during fill placement at intervals not exceeding 4.0 feet in vertical height. As an alternative to the bankrolling of the fill slopes, over-filling of the slopes will be considered acceptable and preferred. The fill slope'should be constructed by over - filling with compacted fill to a distance of 3.0 feet or greater horizontally, and then trimmed back'to expose the dense inner core of the slope surface. Fill slopes steeper than 3:1 (Horizontal to Vertical) are moderately susceptible to erosion due to the low cohesion parameters of the soils. Cut Slopes Finish cut slopes in alluvium should not be inclined steeper than 2:1 (Horizontal to Vertical). The cut slopes should be- observed by the project Geotechnical Consultant, Engineering Geologist and /or their representative during grading to provide supplemental recommendations for stability of slopes, if needed. Cut slopes that face in'the same direction as the prevailing natural slope will require top of cut paved interceptor swales. Cut slopes steeper than 3:1 (Horizontal to Vertical) are moderately susceptible to erosion due to the low cohesion parameters of the soils. .Fill- Over -Cut Slopes Generally, fill -over -cut slopes should be eliminated by overexcavating the cut. .portion of the slope a minimum of 15 feet. The transition between cut and fill, on the slope, should be maintained as steep as possible. HILLTOP GEOTECHNICAL, INC. 504 -A05.2 April 22, 2005 Page 34 Loose Material on Slope Face The grading contractor should be made aware to take care to avoid spillage of loose material down the face of slopes during grading and during drainage terrace and downdrain construction. Fine grading operations for benches and downdrains should not deposit loose trimmed soils on the finished slope surfaces. Slope Creep Although proposed slopes are planned to be stable under normal conditions and moderate earthquakes; movement of improvements located near the.tops of slopes due to creep effects must be considered. Due to moisture variations and natural gravity forces, the soils on the face of a slope tend to move downward and outward with time. Past experience has indicated that there is a zone which ranges back i from the top of the slope edge that may experience movement. This zone varies '• from approximately 5.0 feet to 15 to 20 feet depending on the type of'soil the slope is composed of, the height of the slope, the inclination of the slope, moisture conditions, etc. The movement tends to be greatest at the top of the slope near the slope edge. Improvements within the creep zone should be designed and constructed to accommodate the anticipated movements. The movements may very i from a fraction of an inch to several inches and is dependent on the slope height, soil type, distance from the slope edge, and other factors. Slope Protection jPermanent .slope maintenance and protection measures as presented in the subsequent `Slope Maintenance and Protection Recommendations' section of this i . report should be initiated as soon as practicable after completion of cut and /or fill °slope construction. Fill slopes and cut slopes in alluvial materials steeper than 3:1 (Horizontal to Vertical) are moderately susceptible to erosion due to the low HILLTOP GEOTECHNICAL, INC. 504 -A05.2 April 22, 2005 ' Page 35 cohesion parameters of the soils. The plant mix, method of application, and maintenance requirements are-subject to the approval of a registered Landscape Architect or other qualified landscape professional. Construction delays, climate or weather conditions, and plant growth rates may be such that additional short- term non =plant erosion management measures may be needed. Examples would include matting, netting, plastic sheets, deep staking (5.0 feet or deeper), etc. Temporary Roads Temporary roads created during grading should be removed in their entirety or replaced as documented compacted fill as part of the rough grading of the tracts. Protection of Work During the grading process and prior to the complete construction of permanent drainage controls, it is the responsibility of the grading contractor to provide good drainage and prevent ponding of water and damage to the in progress or finished work on the site and/or to adjoining properties. Observation and Testing During grading, observation and testing should be conducted by the project Geotechnical Consultant and /or his representatives to verify that the grading is being performed according to the recommendations presented in this report. The project Geotechnical Consultant and /or his representative should observe the overexcavation bottoms and the placement of fill and should take tests to verify the moisture content, density, uniformity and degree of compaction obtained. The contractor should notify the project Geotechnical Consultant when cleanout and /or overexcavation bottoms are ready for observation and prior to scarification and recompaction. Where testing demonstrates insufficient density, additional HILLTOP GEOTECHNICAL, INC. 504 -A05.2 April. 22, 2005 Page 36 compaction effort, with the adjustment of the moisture content when needed, should be applied until retesting shows that satisfactory relative compaction has been obtained. The results of observations and testing services should be presented in a formal Grading Report following completion of the grading operations. Grading operations undertaken at the site without the project Geotechnical Consultant and/or his representative present may result in exclusions of the effected areas from the grading report for the project. The presence of the project Geotechnical Consultant and /or his representative will be for the purpose of providing observations and field testing and will not include supervision or directing of the actual work of the contractor or the contractor's employees or agents. Neither the presence and /or the non - presence of the project Geotechnical Consultant and /or his field representative nor the.field observations and testing will excuse the contractor for defects discovered in the contractor's work. If Hilltop Geotechnical, Inc. does not perform the observation-and testing of the earthwork for the project and is replaced as Geotechnical Consultant of record for the project, per Section 3317.8 ofAppendix Chapter 33, `Transfer of Responsibility,' in the 2001 CBC, the work on the project should be stopped until the replacement Geotechnical Engineer has reviewed the previous reports and work performed for i the project, agreed in writing to accept the recommendations and prior work . performed by Hilltop Geotechnical, Inc. for the subject project, or has submitted their revised recommendations. Soil Expansion Potential Upon completion of grading for .the building pad areas, near - surface samples should be obtained for expansion potential testing to verify the preliminary expansion test results and the foundation and slab -on -grade recommendations presented in this report. HILLTOP GEOTECHNICAL, INC. 504 -A05.2 April -22, 2005 Page 37 Soil Corrosion Potential Upon completion of grading for the building pad areas, near - surface samples should be obtained for corrosion potential testing to verify the preliminary chemical test results and the recommendations presented in this report for protection of concrete and /or bare metal which come in direct contact with the on- site soils. CBC SEISMIC DESIGN CRITERIA The California Building Standards Commission, 2001 California Building Code.(CBC), California Code of Regulations, Title 24, Part 2, Volumes 1 and 2 (Based on 1997 Uniform Building Code) contains substantial revisions and additions to previous editions in the earthquake engineering section in Chapter 16, Division IV, `Earthquake Design.' New concepts contained in the updated code which will be relevant to construction of this project include: • Seismic Source Type A, B, C (Type Fault) Defined by Mm,,,, ? 7M, or <6Y2MW; and fault slip rate >_ 5 or s2 mm /yr. • MM.. (Maximum Magnitude) Defined using moment magnitude scale, Mme,. • Soil Profile Types Categorizing the upper 30 meters (±100 ft.) of earth materials into one of the soil profile types SAI Ss, .SC, SD, SE, and SF that are based on average shear wave velocities, Standard Penetration Test blow counts, or undrained shear strength. • Near Source Factors _ Proximity to the Type A, B, or C fault or seismic source type for: Na (Acceleration): Distance <_2, <5, or >_10 km. Nv (Velocity): Distance <_ 2, _ <5, _< 10, or >_ 15 km. HILLTOP GEOTECHNICAL, INC. r i 504 -A05.2 April 22, 2005 Page 38 • Seismic Coefficients Coefficients for acceleration (C) and velocity (C) that are based on Soil Profile Type and the Near Source Factors Na and N„ for a Seismic Zone Factor z =0.4. Based on our understanding of local geologic conditions and limited in -situ penetration tests performed for this study, the Soil Profile Type judged applicable to this site is SE, generically described as a `Soft Soil' profile per Table 16 -J, `Soil Profile Types,' in the 2001 CBC with an Shear Wave Velocity of less than 600 feet /second (less than 180 m /s) or an average Standard Penetration Test value of less. than 15 blows per foot of penetration in the upper 100 feet (30.48 m) of the site. The property is located within Seismic Zone 4 per Figure 16 -2, 'Seismic Zone Map of the United States,' in the 2001 CBC. The following table presents additional coefficients and factors relevant to seismic mitigation and design for new construction built according to the 2001 CBC. 1.. California Building Standards Commission, 2001, California. Building Code, California Code of Regulations, Title 24, Part 2, Volume 2, Table 16- Q, 'Seismic Coefficient Ca,' Table 16 -R, 'Seismic Coefficient C,.,' Table 16 -S, 'Near Source Factor N ,,,' and Table 16 -T, 'Near Source Factor N,..' HILLTOP GEOTECHNICAL, INC. SEISMIC DISTANCE NEAR- SEISMIC NEAR - SEISMIC SEISMIC FROM SOURCE SOURCE SOURCE SOURCE SITE FACTOR COEF. FACTOR COEF. TYPE , (km)' (Nd' , (C� (Nd' , (C� San Andreas (Coachella A 8.2 1.07 0.39 1.34 1.29 Segment) San Jacinto (Anna Segment) A 17.0 1.00 0.36 1.00 0.96 Burnt Mountain B 24.7 1.00 0.36 1.00 0.96- Eureka Peak B 25.4 1.00 0.36 1.00 0.96 1.. California Building Standards Commission, 2001, California. Building Code, California Code of Regulations, Title 24, Part 2, Volume 2, Table 16- Q, 'Seismic Coefficient Ca,' Table 16 -R, 'Seismic Coefficient C,.,' Table 16 -S, 'Near Source Factor N ,,,' and Table 16 -T, 'Near Source Factor N,..' HILLTOP GEOTECHNICAL, INC. 504 -A05.2 April 22, 2005 . Page 39 2. Blake, Thomas F., 2000, Preliminary Fault -Data for EQFault, EQSearch and FriskSP and Blake, Thomas, F., Computer Services and Software, Users Manuals, FriskSP v. 4. 00, EQSearch v. 3. 00, and EQFault v. 3.00. Since the 2001 CBC specifies that the highest calculated Near - Source Factors be utilized for design, the San Andreas fault (Coachella Segment) becomes the controlling seismic source for this site. Final selection of a "design" acceleration should be made by the project Structural Consultant and should be reflective of the building type, expected seismic response, adopted codes, and level of conservatism exercised during the design process. FOUNDATION DESIGN RECOMMENDATIONS General Due to the `Low' expansion potential for the near - surface on -site soils, foundation and floor slabs for the proposed structures should consist of either a `Slab -on- Ground' foundation system based on the Wire Reinforcement Institute, Inc. procedures or a `Post- Tensioned Slab -on Ground' system based on the Post - Tensioning Institute procedures for the proposed building structures. The foundations for proposed decorative block walls, retaining walls, trash enclosures walls, etc. may consist of conventional continuous wall footings which are deepened due the expansion characteristics of the on -site soils. The recommendations presented in the subsequent paragraphs for foundation design and construction are based on geotechnical characteristics and a `Low' expansion potential for the supporting soils as determined by Table 18 -I -B, `Classification of Expansive Soil,' in the 2001 CBC and should not preclude more restrictive structural requirements. The Structural Engineer for the project should determine the actual foundation width, depth, and reinforcing to resist design vertical, horizontal, and uplift forces under static and seismic conditions. Reinforcement recommendations presented HILLTOP GEOTECHNICAL, INC. . 504 -A05.2 April 22, 2005 Page 40 in this report are considered the minimum necessary for the soil conditions present on the site and are not intended to supersede the design of the project Structural Engineer or the criteria of the governing agencies for the project. `Slab -on- Ground Foundation' System A `Slab -on- Ground Foundation' system based on the Wire Reinforcement Institute, Inc. procedures per Division III, Section 1815 of the 2001 CBC appears to be a suitable system to mitigate the on -site `Low' expansive soil conditions. Geotechnical parameters for the design of a `Slab -on- Ground Foundation' system are presented in the subsequent section. Based on a `Weighted Plasticity Index' of 6.0, an assumed unconfined compressive strength (q„) of 0.8 kips per square foot (ksf), and an `Effective Plasticity Index' of 6.0 for the expansive soils in the upper 15 feet of the on -site soil deposits, and a. `Climatic Rating (CW) of 15 for - southern California, a `Soil / Climatic Scaling Factor'(1 -C) of 0.0 is 'recommended for use in the design of the `Slab -On- Ground Foundation' system for the proposed structures. Other design criteria should be in accordance with Division III, Section 1815 of the 2001 CBC. A `Slab -on- Ground Foundation' system 'designed according to the Wire Reinforcement Institute, Inc. procedures is not expected to exceed a total settlement of 0.5 inch due to structural loads. i `Post- Tensioned Slab -on- Ground' System A .`Post- Tensioned Slab -on- Ground' system based on the Post Tensioning Institute procedures per Division III, Section 1816 of the 2001 CBC also appears to be a suitable system to mitigate the on -site `Low' expansive soil conditions for HILLTOP GEOTECHNICAL, INC. 504 -A05.2 April 22, 2005 Page 41 the support of the proposed structures. Geotechnical parameters for the design of a `Post- Tensioned Slab -on- Ground' system are presented as follows: • Edge Moisture Variation Distance (Center Lift), e. = 5.3 ft. • Estimated Differential Swell (Center Lift), y,,, = 0.716 in. • Edge Moisture Variation Distance (Edge Lift), e. = 2.5 ft. • Estimated Differential Swell (Edge Lift), y,,, = 0.152 in. 0 Allowable Bearing Value, qa = 1,000 psf * The allowable bearing value has a factor of safety of 3.0 or greater and may be increased by 33.3 percent for short durations of live and /or dynamic loading such as wind or seismic forces. .• Slab- subgrade friction coefficient, µ = 0.25 The depth of the perimeter stiffening beams (h) is a design calculation and needs to be determined by the Structural Engineer. This in turn will determine the depth of embedment below the finish pad grade which will also be a function of the designed top of slab elevation from finish pad grade. Other design criteria should be in accordance with Division III, Section 1816 of the 2001 CBC. A `Post- Tensioned Slab -on- Ground' system designed according to the recommended bearing value is not expected to exceed a total settlement of 0.5 inch due to structural loads. In determining the above recommended design parameters, the following- assumptions were made: HILLTOP GEOTECHNICAL, INC. I I • • • • • • April 22, 2005 Type of Clay = Montmorillonite Amount of Clay in Soil (<0.002mm dia.), percent = 30 Thornthwaite Moisture Index, _ -20 Constant Soil Suction Value; pf = 3.7 Velocity of Moisture Flow, v = 0.5 Depth to Constant Suction, ft. = 3.0 Page 42 Foundations for Property Perimeter Block Walls Foundation Size: Continuous footings should have a width of 12 inches or greater for the property perimeter block walls. Continuous footings should be continuously reinforced with one (1) No. 4 steel reinforcing bar located near the top and one (1) No. 4 steel reinforcing bar located near the bottom of the footings to minimize the effects of slight differential movements which may occur due to minor variations in the engineering characteristics or seasonal moisture change in the supporting expansive soils. Depth of Embedment: Property perimeter block wall foundations should extend to a depth of 24 inches or greater below lowest adjacent finish grade: Frost is not considered a design factor for foundations in the La Quinta area of Riverside County, California since there will not be significant frost penetration in the winter months. Footing Setback: Embedment of footings on or near planned slopes should be determined by a setback distance measured from the bottom outside edge of the footing to the slope face according to Figure 18 -I -1, `Setback Dimensions,' of the HILLTOP GEOTECHNICAL, INC. 504 -A05.2 April 22, 2005 Page 43 2001 CBC and /or the Riverside County, California building codes, whichever is greater. Bearing Capacity: Provided the recommendations for site earthwork and for footing width and depth of embedment are incorporated into the project design and construction, the allowable bearing value for design of continuous perimeter block wall footings for the total -dead plus frequently - applied live loads is 1,000 psf for footings that are 12 inches in width and a depth of embedment of 12 inches below lowest adjacent finish grade. This value may be increased by 20 percent for each additional foot of depth to a value of up to 3.0 times the designated allowable bearing value. For eccentrically loaded footings and /or overturning moments, the . resultant force should be in the middle oneAhird of the footing and the average bearing value across the footing should not exceed the recommended allowable bearing value. The allowable bearing value may be increased by 33.3 percent for short durations of live and/or dynamic loading such as wind or seismic forces. Settlement: Footings designed according to the recommended bearing value for continuous footings are not expected to exceed a total settlement of 1.0 inch or a differential settlement of 0.25.inch. between similarly sized and loaded footings. Lateral Capacity Resistance to lateral loads can be provided by a combination of friction acting at the base of the foundation and passive earth pressure on the sides of the foundations and stem walls. Foundation design parameters, based on undisturbed, .documented, properly compacted fill, or firm, competent, undisturbed, natural soil for resistance to static lateral dead forces, are as follows: HILLTOP GEOTECHNICAL, INC. 504 -A05.2 April 22, 2005 Page 44 . Allowable Lateral Bearing Pressure (Equivalent Fluid Pressure), Passive Case: Undisturbed Compacted Fill = 100 pcf Undisturbed Natural Soil - 100 pcf Allowable Lateral Sliding Resistance Between Soil and Concrete: Undisturbed Compacted Fill - 130 psf Undisturbed Natural Soil - 130 psf The above values are allowable design values and have safety factors of 2.0 or greater incorporated into them and may be used in combination without reduction in evaluating the resistance to lateral loads. The recommended lateral resistance assumes a horizontal surface for the soil mass extending to a distance of 10 feet or greater from the face of the footing, or three (3) times .the height of the surface generating passive pressure, whichever is greater. The allowable values may be increased by 33.3 percent for short durations of live and /or dynamic loading, such as wind or seismic forces. For the calculation of passive earth resistance, the upper 1.0 foot of material should be neglected unless confined by a concrete slab or pavement. The-largest recommended allowable passive pressure is 15 times the recommended design value. Interim Foundation Plan Review It is recommended that Hilltop Geotechnical, Inc. review the foundation plans for the structures as they become available. The purpose of this review is to determine if these plans have been prepared in accordance with the recommendations contained .in this report. This review will also provide us an opportunity to submit additional recommendations as conditions warrant. HILLTOP GEOTECHNICAL, INC. 504 -A05.2 April 22, 2005 Page. 45 Final Foundation Design Recommendations Final foundation recommendations should be made upon completion of grading and be included in the Report of Grading prepared by the Geotechnical Consultant for the project. Foundation Excavations All foundation excavations should be observed by the project Geotechnical Consultant and /or his representative prior to placement of forms, reinforcing steel, or placement of concrete for the purpose of verification of the recommendations presented in this report and for compliance with the project plans and specifications. The foundation excavations should be trimmed neat, level, and square. Any loose or sloughed material and debris should be removed from the foundation excavations prior to placement of reinforcing steel and removed again prior to the placement of concrete. Soils removed from the foundation excavations should not be placed in slab -on -grade areas unless compacted to 90 percent or greater relative compaction. The maximum dry density and optimum moisture content for the soil should be determined in accordance with current ASTM D 1557 procedures. SLAB -ON -GRADE FLOOR RECOMMENDATIONS The recommendations for concrete slabs on- grade, both interior ,and exterior, excluding Portland Cement Concrete (PCC) pavement, are based upon a `Low' expansion potential for the supporting material as determined by Table 18 -I -B, `Classification of Expansive. Soil,' in the 2001 CBC. The expansion potential of the slab subgrade areas should be verified at the completion of grading of the building pad areas. Concrete slabs should be designed to minimize cracking as a result of shrinkage. Joints (isolation, contraction, and construction) should be placed in HILLTOP GEOTECHNICAL, INC. . 504- A05.2- April 22, 2005 Page 46 accordance with the American Concrete Institute (ACI) guidelines. Special precautions should be taken during placement and curing of concrete slabs. Excessive slump (high water / cement ratio) of the concrete and /or improper curing procedures used during either hot or cold weather conditions could result in excessive shrinkage, cracking, or curling in the slabs. It is recommended that concrete proportioning, placement, and curing be performed in accordance with ACI recommendations and procedures. `Slab -on- Ground Foundation' System The recommendations presented in the previous foundation design section for a `Slab -on- Ground Foundation' system includes the interior floor slab design criteria for the structures. `Post- Tensioned Slab -on- Ground' System The recommendations presented in the previous foundation design section for a `Post- Tensioned Slab -on- Ground' foundation' system includes the interior floor slab design criteria for the structures. Vapor Barrier / Moisture Retarder Recommendations In areas where moisture sensitive floor coverings are anticipated over the floor slab, the use of a vapor barrier / moisture retarder beneath the slab should be considered. The use or non -use of a vapor barrier / moisture retarder, the thickness of the vapor barrier / moisture retarder, the use of a granular layer over the vapor barrier / moisture retarder, the thickness of the granular materials, the . type of granular material, etc. should be determined by the Structural Engineer who is designing the floor slab in conjunction with the Architect who is specifying the use and the type of floor coverings to be placed over the floor slab. The vapor HILLTOP GEOTECHNICAL, INC. 504 -A05.2 April 22, 2005 Page 47 barrier / moisture retarder recommendations provided by the supplier of the flooring materials should also be incorporated into the project plans. EXTERIOR CONCRETE SLABS Exterior concrete slabs cast on finish sub grade (i.e., patios, sidewalks, etc., with the exception of PCC pavement) should be 4.0 inches or greater in thickness and be underlain by 12 inches or greater of soil that has been prepared in accordance with .the `Earthwork ;Recommendation' section of this report. Reinforcing in the slab, the design compressive strength-of'the concrete, and the use of a compacted sand or gravel base beneath the slabs should be according to the current standards of Riverside County, California. Subgrade soils should be moisture conditioned to optimum moisture content to 3.0 percent above optimum moisture content to a depth of 6.0 inches or greater and,proof compacted to 90 percent or greater relative compaction based on current ASTM D1557 procedures immediately before placing aggregate base material, placing reinforcing steel, or placing the concrete. Due to the `Low' expansion potential of the near- surface on -site soils, if the subgrade soils are allowed to become saturated, there is a risk of heaving and vertical differential movement of the exterior concrete hardscape, sidewalks, curbs / gutters, etc. Therefore, proper drainage should be established away from such improvements and minimal precipitation or irrigation water allowed to percolate into the soils adjacent to the exterior concrete hardscape, curbs / gutters, etc. The risk of heaving may also be reduced by presaturation of the underlying soils. RETAINING WALL RECOMMENDATIONS Retaining walls may be needed to achieve finish grades for the proposed building pads, driveways, parking areas, and /or landscape areas. Retaining walls should HILLTOP GEOTECHNICAL, INC. 504 -A05.2 April 22, 2005 Page 48 be designed in accordance with the recommendations in the following sections. If earth reinforced walls, crib wall, keystone walls, etc. are used for the development of the subject site, the design requirement of the proprietary wall system should supercede the following recommendations if there are any conflicts. Static Lateral Earth Pressures Retaining walls backfilled with non - expansive granular soil (i.e., Expansion Index (EI) = 0) or `Very Low' expansive potential materials (i.e., EI of 20 or less) within a zone extending upward and away from the heel of the footing at a slope of 0.5:1 (Horizontal to Vertical) or flatter for level backfill and 0.7:1 (Horizontal to Vertical) for a 2:1 (Horizontal to Vertical) slope behind the wall can be designed to resist static lateral earth pressures equivalent to those recommended in the following table: Condition Level' 2:1 Slope Backfill Active 30 pcf 45 pcf At -Rest 53 pcf — The `Low' expansion potential on -site earth materials are not recommended to be used as backfill within the active / at -rest pressure zone as defined above. Walls that are free to deflect 0.001 radian at the top should be designed for the above - recommended active condition. Walls . that are not capable of this movement should be assumed rigid and designed for the at -rest condition. The above values assume well- drained backfill and that a buildup of hydrostatic pressure will not occur. Surcharge loads, dead and /or live (i.e., construction loads, etc.), acting on the backfill within a horizontal distance behind the wall, equivalent to or less than the vertical height of the wall, should also be considered in the design. Uniform I HILLTOP GEOTECHNICAL, INC. 504 -A05.2 April 22, 2005 Page 49 surcharge pressures should be applied as an additional uniform (rectangular) pressure distribution. The lateral earth pressure coefficient for a uniform vertical surcharge load behind the wall is.0.50. Seismic and wind loads should also be added to the design loads on the walls. Foundation Design Retaining wall footings should be founded to the same depths below lowest adjacent finished grade and into undisturbed, observed and tested, compacted fill, or firm, competent, undisturbed, lake deposit soil as the property perimeter block wall foundations. The foundations may be designed for the same average allowable bearing value across the footing (as long as the resultant force is located in the middle one - third of the footing), and with the same allowable static and seismic allowable lateral bearing pressure, allowable passive earth pressure, and allowable sliding resistance as recommended in the `Foundation Design Recommendations' section of this report for the property perimeter block walls. When using the allowable lateral pressure and allowable lateral sliding resistance,, a factor of safety of 1.0 may be used. If ultimate values are used for design, an approximate factor of safety (i.e., 1.5) should be achieved. Subdrain A subdrain system should be constructed behind, and at the base of retaining walls 5 to allow drainage and to prevent the buildup of excessive hydrostatic pressures. F The subdrain system should be designed by the project Civil Engineer. The use of water- stops, impermeable barriers, or other dampproofing or waterproofing methods should be considered for any walls where moisture migration through the wall is considered critical to the performance and /or appearance of the walls. A HILLTOP GEOTECHNICAL, INC. 504 -A05.2 April 22, 2005 Page.50 waterproofing consultant should be retained to provide specific waterproofing recommendations for the project. Typical subdrains may include weep holes with a continuous free draining gravel gallery, perforated pipe surrounded by free draining filter rock, or another approved system. The option of providing an ungrouted, open coarse of block at the bottom of a retaining wall is not a recommended drainage option since the openings are so often covered by landscape soil, hardscape, and or pavement.. Gravel galleries and /or filter rock, if not designed and graded for the on -site and /or import materials, should be enclosed in a geotextile fabric such as Mirafi 140N series, or an equivalent substitute, to prevent infiltration of fine soil particles into the subdrain and clogging of the system. Before placement of the fabric, the top of the footing should be cleared of loose soil materials, large stones, and /or other debris. Any large depressions or holes should be filled with a concrete slurry or a suitable equivalent to permit close contact of the fabric, with the surrounding surface. The fabric should be placed smoothly without folds or excessive wrinkles. Successive sheets of the fabric should be placed with an overlap of 24 inches or more in the direction of the flow of the water in the pipe with the upstream layer overlapping.the downstream layer. The fabric should be folded over the top of the free draining granular material producing an overlap of 12 inches or more. The perforated pipes should be Schedule 40 or stronger and 4.0 inches or greater in diameter. Perforations may be either bored 1/4 -inch diameter holes or 3/16 -inch wide slots placed on the bottom one =third of the pipe perimeter. If the pipe is bored, a minimum of 10 holes per linear foot should be uniformly placed along the pipe. If slots are used, they should not exceed 2.0 inches in length and should not be closer than 2.0 inches on center along the length of the pipe. The total length of the slots should not be less than 50 percent of the pipe length and should be HILLTOP GEOTECHNICAL, INC. 504 -A05.2 April 22, 2005 Page 51 uniformly spaced along the length of the pipe. Pipe perforations should'be placed downward. Gravel filters should have a volume of 3.0 cubic feet or greater per linear foot of pipe. Subdrains should maintain a positive flow gradient and have outlets that drain in a non - erosive manner. Backfill Backfill directly behind retaining walls (if backfill width is less than 3.0 feet) may consist of 0.5- to 0.75 -inch diameter, rounded to subrounded gravel with less than 5.0 percent passing the 0.5 inch sieve enclosed in a geotextile fabric such as Mirafi 140N series, or an equivalent substitute, or a clean sand (Sand Equivalent Value greater than 50) water jetted into place to obtain compaction. If water jetting is used, the subdrain system should be in place. Even if water jetting is used, the sand should be densified to 90 percent or greater relative compaction. If the specified density is not obtained by water jetting, mechanical methods will have to be used. If other types of soil or gravel are used for backfill, mechanical compaction methods will have to be used to obtain a relative compaction of 90 percent or greater of maximum dry density. Backfill directly behind retaining walls should not be compacted by wheel, track. or other rolling by heavy construction equipment unless the wall is designed for the surcharge loading. If gravel, clean sand, or other imported backfill-is used behind retaining walls in unpaved areas, the upper 12 to 18 inches of backfill should consist of typical on -site material compacted to 90 percent or greater relative compaction to prevent the influx of surface.run -off into the granular backfill and into the subdrain. system. Maximum dry density and optimum moisture content for backfill materials should be determined according to current ASTM D1557 procedures. HILLTOP GEOTECHNICAL, INC. 504 -A05.2 April 22, 2005 Page 52. V -Drain Design A V -drain should be constructed directly behind retaining walls which have a sloping backfill to intercept surface water and drain it from the back of the wall. The V -drain should be designed and constructed in accordance with the typical standards of Riverside County, California. The V -drain should direct water from the back of the wall to an adequate down drain and discharge it in a non - erosive manner. Observation and Testing During retaining wall construction, observation and testing should be conducted by the project Geotechnical Consultant and /or his representatives to verify that the work is being performed according to the recommendations presented in this report. The foundation excavations should be observed by the project Geotechnical Consultant and /or his representative prior to placement of forms, reinforcing steel, or placement of concrete for the purpose of verification of the recommendations presented in this report and for compliance with the project plans and specifications. The foundation excavations should be trimmed neat, level, and square. Any loose or sloughed material and debris should be removed from the foundation excavations prior to placement of reinforcing steel and removed again prior to the placement of concrete. The placement and construction of the subdrain. system behind the retaining walls should be observed by the project, Geotechnical Consultant. and /or his representatives to verify that the work is being performed according to the recommendations presented in this report. HILLTOP GEOTECHNICAL, INC. 504 -A05.2 April 22, 2005 Page 53 During backfill of the retaining walls, observation and testing should be conducted by the project Geotechnical Consultant and /or his representatives to verify that the backfilling is being performed according to the recommendations presented in this report. The project Geotechnical Consultant and /or his representative should observe the placement of fill and should take tests to verify the moisture content, density, uniformity and degree of compaction obtained. Where testing demonstrates insufficient density, additional compaction effort, with the adjustment of the moisture content when needed, should be applied until retesting shows that satisfactory relative compaction has been obtained. The results of observations and testing services should be presented in a formal report following., completion of the construction operations. Retaining wall backfill operations undertaken at the site without the project Geotechnical Consultant and /or his representative present may result in exclusions of the effected areas from the final report for the project. The presence of the project Geotechnical Consultant and /or his representative will be for the purpose of providing observations and field testing and will not include supervision or directing of the actual work of the contractor or the contractor's employees or agents. Neither the presence and /or the non - presence of the project Geotechnical Consultant and /or his field representative nor the field observations and testing will excuse the contractor for defects discovered in the contractor's work. CORROSION POTENTIAL EVALUATION The recommendations for corrosion protection should be verified at the completion of grading of the subject site. Bulk samples of the near surface on -site soils were obtained during the field study to evaluate the potential for soil corrosivity. HILLTOP GEOTECHNICAL, INC. 504 -A05.2 April 22, 2005 Page 54 Results from the tests are included in the `Summary of Laboratory Test Results' presented in Appendix `A.' Concrete Corrosion A.preliminary test on a sample of near - surface. on -site soil material suggests a soluble sulfate concentration of 0.021 to 0.099 percent. Soils with a water soluble sulfate (SO,) concentration in the range of 0.0 to 0.10 percent are considered to have a `Negligible' sulfate exposure to concrete.which comes in contact with the on- site soil as defined in Table 19 -A -4, `Requirements for Concrete Exposed to Sulfate- Containing Solutions,' in the 2001 CBC. The 2001 CBC should be used to determine the type cement, the maximum water cement ratio., and the minium compressive strength to be used for normal weight concrete which comes in direct contact with the on -site soils. A lower water / cement ratio or higher compressive strength may be requested for design of concrete for water tightness or for protection against corrosion of embedded metallic items or freezing and thawing per Table 19 -A -2, `Requirements for Special Exposure Conditions,' in the 2001 CBC, if applicable. Experience in the southern California area has shown that even though the soils do not contain levels of soluble sulfate which would require the use of sulfate resistant cement, maximum water cement ratios, or minimum compressive strength for concrete, concrete corrosion and erosion problems still occur. These problems are the result of concentrations of soluble sulfate, chloride, and -other salts and /or acids present in groundwater, irrigation water, rain water, and potable water sources, and in fertilizers or soil amendments used to promote plant growth (i.e., some domestic water sources contain levels of soluble sulfate which would be a moderate sulfate exposure to concrete which comes in contact with it). Therefore, HILLTOP GEOTECHNICAL, INC. 504 -A05.2 April 22, 2005 Page 55 it may be wise to use a concrete designed for a moderate exposure to sulfate per the criteria presented in Table 19 -A -4, `Requirements for Concrete Exposed to Sulfate - Containing Solutions,' in the 2001 CBC that comes into contact with surface run- off or other sources of water. Higher strength, lower water / cement ratio, and denser concrete may also be effective in reducing the potential for evapotranspiration.to occur and preventing damage due to salt or acid exposure. Metallic Corrosion Preliminary minimum resistivity tests on a sample of the near - surface on -site soil material suggest a mild corrosive environment for buried ferrous metal in direct contact with the on -site soils when the soils are moist to wet. Soils with greater than 300 and 500 ppm of soluble chloride are considered to be aggressive to buried ferrous or copper material, respectively, in direct contact with the soils.. Soil pH is a general indicator of the corrosivity of the soils. The measured pH of 6.0 to 6.6 indicates a possibly corrosive environment to copper and ferrous metals when in direct contact with the on -site soils. The previous `Geotechnical Investigation,' Reference No. 2 presented on the cover page of this repot, also indicated potentially corrosive soils with respect to copper and ferrous metal in direct contact with the on -site soils. The life of buried metals depends on type of material, thickness, and construction details. If corrosion protection of metals in direct contact with the on -site soils is considered to be a design issue, an engineer specializing in corrosion should be consulted regarding the potential damage due to corrosion. The corrosion engineer should recommend appropriate types of piping and /or protective measures where needed. HILLTOP GEOTECHNICAL, INC. } 504 -A05.2 April 22, 2005 Page 56 SWIMMING POOL RECOMMENDATIONS Retaining walls and foundations for a swimming pool and /or spa can be designed in accordance with the recommendations previously presented in this report. A. subdrain system should be constructed around and beneath the pool and spa structures to allow drainage and to prevent the buildup of excessive hydrostatic pressures and uplift if the pool and/or spa are drained. Typical subdrains may include perforated pipe surrounded by filter rock, or another approved system. Gravel galleries and /or filter rock, if not designed and graded for the on -site and /or import backfill materials, should be enclosed in a geotextile fabric such as Mirafi 140N series, or an equivalent substitute, to prevent infiltration of fine soil particles and clogging of the system. The perforated pipes should be 4.0 inches or larger in diameter. Pipe perforations should be placed downward. Gravel filters should have a volume of 1.0 cubic feet or larger per linear foot of pipe. Subdrains should maintain .a positive flow gradient and have outlets that drain in a non - erosive manner or be connected to a sump with a pump or reverse flow valves installed in the pool bottom. The walls of the pool and spa should be designed for the following conditions: . • Pool full of water without soil on the outside. 0 Pool empty and soil on the outside. i . s The approximate soil pressures acting on the walls of the pool and spa can be determined by the recommendations presented in the retaining wall section of this report. HILLTOP GEOTECHNICAL, INC. 504 -A05.2 April 22, 2005 Page 57. If the new pool and spa are to be constructed near the existing structure, special design and construction procedures will be needed if the foundations for the existing structure are located above a zone defined by a 1: 1 (Horizontal to Vertical) plane inclined upward toward the existing structure from the nearest edge of the pool excavation. If the existing foundations are within this zone, the foundations for the existing structure should be underpinned or deepened to a depth below the above described plane or the pool and spa walls designed for the additional surcharge loads due to the footings. The amount of the additional surcharge load will be dependent on the actual loads on the existing footings and the actual location of the existing footings with respect to the pool and spa walls. If the footings for the existing structure are located within the above described zone, and are not underpinned, special construction techniques such as shoring or slot cuts, will have to be utilized to prevent loss of vertical and lateral support of the existing foundations. Recommendations for wall surcharge loads, foundation underpinning, shoring, or slot cut procedures can be presented when specific information regarding the pool location, the depth of the pool or spa, and the depth and loads on the existing structure foundations are available. If the pool and/or spa are to be constructed near the top. of a slope and within the anticipated creep zone, the design of the . foundations should be such that the improvement within the creep zone are supported below the anticipated creep zone. HILLTOP GEOTECHNICAL, INC.. 504 -A05.2 April 22, 2005 Page 58 SLOPE STABILITY EVALUATION Since anticipated cut and fill slopes for the development of the site are not anticipated to exceed 15 feet in vertical height and will not be steeper than 2:1 (Horizontal to Vertical), a formal slope stability analysis was not performed as part of this study. The proposed cut and fill slopes should be constructed at an inclination of 2:1 (Horizontal to Vertical) or flatter. It is anticipated that the proposed cut slopes will expose lake deposit material. It is anticipated that the proposed fill slopes will be constructed of the materials obtained from the proposed cuts for the development of the subject site and will be composed of the lake deposit materials which are present on the subject .site. It is the opinion of this firm that the proposed cut and fill slopes will be grossly and surficially stable as designed.. However, the compacted fill and exposed cut materials will be vulnerable to erosion if precautions as recommended in the `Slope Maintenance and Protection' section of this report are not implemented as soon as practicable after completion of grading. PRELIMINARY PAVEMENT RECOMMENDATIONS The following are our preliminary recommendations for the structural pavement section for the proposed streets, parking areas, and driveway areas for the subject development. The Hot Mix Asphalt (HA/IA) pavement sections have been . determined in general accordance with CALTRANS design. procedures and are based on an assumed Traffic Index (TI) for a 10 year design life and an assumed R -Value of at least 30 based on past experience in the vicinity of the site and visual textural classification of the on -site soil and /or import materials which are anticipated to be at subggrade elevation. The preliminary recommendations for the pavement sections should consist of the following: HILLTOP GEOTECHNICAL, INC. t 504.-A05.2 April 22, 2005 Site Area Traffic Index Subdivision Streets _ <5.0 Interior Collector Streets s7.0 Page 59 Pavement Section 3.0" Asphaltic Concrete (A.C.) over 5.5" Aggregate Base (A.B.) or 5.2" PCC @ 2,500 psi over properly prepared subgrade. 4.0" A.C. over 8.0" A.B. or 10.0" PCC @ 2,500 psi over properly prepared subgrade. Asphalt concrete pavement materials should be as specified in Section 39, `Asphaltic Concrete,' in the current CALTRANS Standard Specifications or an equivalent substitute. Aggregate base should conform to Class 2 material as specified in Section 26- 1.02A, `Class- 2.Aggregate Base,' in the current CALTRANS Standard Specifications, or an equivalent substitute. Portland Cement Concrete sections are based on a compressive strength of 2,500 psi or greater at 28 days for the concrete. Higher strength design for the concrete can permit thinner pavement sections. -Lower strength design for the concrete will require thicker pavement sections. Joints (longitudinal, transverse, construction, and expansion) and jointing arrangements as well as drainage, crowning, finishing and curing of PCC pavement should be in accordance with current Portland Cement Association (PCA) recommendations. The subgrade soil, including utility trench backfill, should -be compacted to 90 percent or greater relative compaction to a depth of 12 inches or greater below finish subgrade elevation. The aggregate base material should be compacted to 95 percent or greater relative compaction. If asphaltic concrete and /or PCC pavement is placed directly on subgrade, the upper 6.0 inches of the subgrade should be HILLTOP GEOTECHNICAL, INC. El April 22, 2005 Page 60 compacted to 95 percent or greater relative compaction. Maximum dry density and optimum moisture content for subgrade and aggregate base materials should be determined according to current ASTM D1557procedures. The asphalt concrete pavement should be densified to 95 percent or greater of the density obtained by current Hveem compacted laboratory sample procedures. Special consideration should also be given to areas where truck traffic will negotiate small radius turns. HMA concrete pavement in these areas should utilize stiffer emulsions or the areas should be paved with Portland Cement concrete. Where HMA pavement abuts concrete aprons, drives, walks, or curb and gutter sections, a thickened edge transition zone is recommended for the HMA section to minimize the effects of impact loading as vehicles transition from PCC paving to HMA paving. This thickened edge should consist of an increased thickness of 2.0 inches for parking areas and 4.0 inches for areas of heavy truck usage. This thickened edge should extend to a distance of 3.0 feet or greater from the edge of pavement and then gradually taper back to the design pavement thickness. If pavement subgrade soils are prepared at the time of grading of the building site and the areas are not paved immediately, additional observations and testingwill have to be performed before placing aggregate base material, asphaltic concrete, or PCC pavement to locate areas that may have been damaged by construction traffic, construction activities, and /or seasonal wetting and drying. In the proposed pavement areas, soil samples should be obtained at the time the subgrade is graded for R -Value testing according to current California Test Method 301 procedures to verify the pavement design recommendations. The longevity and performance of pavements utilizing aggregate base material for support is dependent upon the quality of the material. CALTRANS specifications HILLTOP GEOTECHNICAL, INC. 504 -A05.2 April 22, 2005 Page 61 do not specifically exclude the use of material other than a natural, crushed rock and rock dust for Class 2 Aggregate Base material as the Standard Specifications for Public Works Construction, Section 200 -2.2, does for Crushed Aggregate Base material. Often times, reclaimed PCC concrete, HMA concrete, bricks, concrete blocks, etc. are crushed and graded to produce a Class 2 Aggregate Base material per CALTRANS gradation specifications.. Bricks, concrete blocks, glass, ceramics, etc. are not an acceptable reclaimed material for use in a Class 2 Aggregate Base material per the CALTRANS specifications. However, gradation is not the only quality guidelines for aggregate base material. If a reclaimed material is proposed for use on the project as a Class 2 Aggregate Base, the reclaimed materials should, not exceed 50 percent of the total volume of the aggregate used. The aggregate base material should also be tested for the following quality requirements per the current, appropriate CALTRANS procedures: If a reclaimed material or a pit run aggregate is proposed for use on the project as a `Greenbook' Crushed Miscellaneous Base, the materials should be tested for the following quality requirements, per the current `Greenbook', 2003 Edition with the 2005 Cumulative Supplement, and appropriate procedures as well as the required gradation and other requirements: HILLTOP GEOTECHNICAL, INC. TEST QUALITY REQUIREMENT TEST METHOD OPERATING CONTRACT NO. RANGE COMPLIANCE Resistance Calif. 301 -- 78 Min. (R- Value) Sand Calif. 217 25 Min. 22 Min. Equivalent Durability Calif. 229 - 35 Min. Index If a reclaimed material or a pit run aggregate is proposed for use on the project as a `Greenbook' Crushed Miscellaneous Base, the materials should be tested for the following quality requirements, per the current `Greenbook', 2003 Edition with the 2005 Cumulative Supplement, and appropriate procedures as well as the required gradation and other requirements: HILLTOP GEOTECHNICAL, INC. 504 -A05.2 April 22, 2005" TEST TEST QUALITY METHOD NO. REQUIREMENT Resistance (R.- Calif. 301 78 Minimum' Value) Sand Calif. 217 35 Minimum Equivalent Percent Wear' 100 Revolutions ASTM C131 15 Maximum 500 Revolutions 52 Maximum Gravel Particles3, ( %) Calif. 202 15 Maximum 1. R -Value requirement may be waived if Sand Equivalent is 40 or more. 2. The percentage wear requirements may be waived if the material has a minimum Durability Index of 40 in accordance with CALTRANS Test Method 229. 3. Gravel is defined as particles with no more than one (1) fractured face. Page 62 A `Greenbook' Crushed Miscellaneous Base may contain broken or crushed asphalt concrete or Portland Cement concrete and may contain crushed aggregate base or other rock materials. The Crushed Miscellaneous Base may contain no more than 3.0 percent brick retained on the # 4 sieve by dry weight of the total sample. Samples of the proposed aggregate base using reclaimed material should be sampled from the manufacturer's stockpiles prior to delivery to the project. The samples should be obtained at a time as near the delivery to the project as possible . but would allow enough time to complete the testing-and report the results before delivery to the site. Samples should again be obtained and tested for quality compliance from the materials delivered to the project. In addition, per the current CALTRANS Standard Specifications, "No single aggregate grading or. Sand HILLTOP GEOTECHNICAL, INC. 504 -A05.2 April 22, 2005 Page 63 Equivalent test shall represent more than 500 cubic yards or one (1) days production, whichever is less." Concrete gutters should be provided at flow lines in paved areas. Pavements should be sloped to permit rapid and unimpaired flow of runoff water. In addition, paved areas should be protected from moisture migration and ponding from adjacent water sources. Saturation of aggregate base and /or subgrade materials could result in pavement failure and /or premature maintenance. The gutter material and construction methods should conform to the current standards of Riverside County, California. POST- GRADING CRITERIA Soils generated from the excavation of foundations, utility trenches, swimming pools and /or spas, etc., to be used on -site, should be moisture conditioned to optimum moisture content to 3.0 percent above optimum moisture content and compacted to 90 percent or greater of the maximum dry density for the material type as determined by current ASTM D1557 procedures when it is to be placed under floor slabs, under hardscape areas, and /or in paved areas. The placement of the excess material should not alter positive drainage away from structures and /or off the lot and should not change the distance from the weep screed on the structure to the finished adjacent soil grade per the `Finish Surface Drainage S - Recommendations' presented in a subsequent section of this report. SLOPE MAINTENANCE AND PROTECTION RECOMMENDATIONS Although the design and construction of slopes are planned to create slopes that possess stability against mass rotational failure, surficial slumping, creep, and pop -outs, certain factors are beyond the influence of the project Geotechnical HILLTOP GEOTECHNICAL, INC. 504 -A05.2 April 22, 2005 Page 64 Consultant. Soil slopes are subject to some erosion when subjected to sustained water application. To reduce long term erosion, the following recommendations for slope protection and maintenance should be considered when planning, designing, and implementing slope erosion methods: • Surface water should not be allowed to flow over the slopes other than incidental rainfall and irrigation. Alterations of manufactured or natural _ slopes, terraces, top of slope berms, and /or pad gradients should not be allowed that will prevent pad and roof run -off from the structures from being expediently directed to approved disposal areas away from the tops of slopes. • Surface drainage should be positively maintained from the rear yard, through the side yards, and to the street or storm drain in a non - erosive manner. • Top of slope berms should be constructed and compacted as part of finish grading of the lots and should be maintained by the individual lot owners. The recommended drainage patterns should be established at the time of finish grading and maintained throughout the life of the proposed development. • Concentrated surface waters entering the subject lots from off -site sources should be collected and directed to a permanent drainage system. • The individual lot owners are responsible for the maintenance and cleaning of the interceptor ditches, drainage terraces, downdrains and other drainage devices that have been installed to promote slope stability. • It is recommended that slopes. be planted with light- weight ground cover, shrubs and trees that .possess deep (5.0 feet or greater), dense root structures that require minimal of irrigation (drought resistance). It should be the responsibility of the Landscape Architect or other suitably qualified individual to provide such plants initially and of the lot.owners to maintain such planting. Alteration of the planting scheme is at the lot owner's risk. • If automatic sprinkler systems are installed their use should be adjusted to account for natural rainfall. HILLTOP GEOTECHNICAL, INC. i 504 -A05.2 April 22, 2005. Page 65 • The individual lot owners should establish a program for the elimination of burrowing animals. This should be an on -going program to protect slope stability. • The individual lot owners should observe the lot drainage during heavy precipitation periods often as this is when trouble occurs. Problems such as gullying or ponding should be corrected as soon as practicable. • High moisture content in slope soils is a major factor in slope erosion and slope failures. Therefore, precautions should' be taken to minimize soil saturation. Leakage from pools, waterlines, irrigation systems, etc. or bypassing of clogged drains should be promptly repaired. The above guidelines are provided to mitigate slope maintenance and protection problems and should be included in information packets to individual home buyers, when applicable, by the project developer. The above guidelines are general maintenance and design procedures but may be superseded under specific direction of a Licensed Landscape Architect or other suitably qualified individual. UTILITY TRENCH RECOMMENDATIONS Utility trenches within the zone of influence of foundations or under building floor slabs, exterior hardscape, and /or pavement areas should be backfilled with documented, compacted soil. Utility trenches within the building pad and extending to a distance of 5.0 feet beyond the building exterior footings should be backfilled with on -site or similar soil. Where interior or exterior utility trenches are proposed to pass beneath or parallel to building, retaining wall, . and /or decorative concrete block perimeter wall footings, the bottom of the trench should not be located below a 1:1 plane projected downward from the outside bottom edge of the adjacent footing unless the utility lines are designed for the footing surcharge loads. HILLTOP GEOTECHNICAL, INC.' 504 -A05.2 April 22, 2005 Page 66 It is recommended that utility trench excavations be designed and constructed in accordance with current OSHA regulations. These regulations provide trench sloping and shoring design parameters for trenches up to 20 feet in vertical depth based on a description and field verification of the soil types encountered. Trenches over 20 feet in vertical depth should be designed by the Contractor's Engineer based on site. specific geotechnical analyses. For planning purposes, we recommend that the following OSHA soil type designations and temporary slope inclinations-be used: Type `C': Cohesive soils with an unconfined compressive strength of 0.5 tsf or less: or Granular soils including sands, gravels, loamy, clayey, or silty sands, etc. Steepest allowable slopes for excavations less than 20 feet in vertical height. Slopes for excavations greater than 20 feet in vertical height should be designed by a Registered Professional Engineer with experience in Geotechnical Consulting and Soil Mechanics. Surcharge.loads (i.e., spoil piles, earthmoving equipment, trucks, etc,) should "not be "allowed within a horizontal distance measured from the top, of the excavation slope equivalent to 1.5 times the vertical depth of the excavation. Excavations I should be initially observed by the project Geotechnical" Consultant, Geologist ` HILLTOP GEOTECHNICAL, INC. OSHA TEMPORARY EARTH SLOPE MATERIAL SOIL INCLINATION TYPE* (H:V) ** Undocumented Fill C 1.5:1 Compacted Fill C 1.5:1 Alluvium. C 1.5:1 Type `C': Cohesive soils with an unconfined compressive strength of 0.5 tsf or less: or Granular soils including sands, gravels, loamy, clayey, or silty sands, etc. Steepest allowable slopes for excavations less than 20 feet in vertical height. Slopes for excavations greater than 20 feet in vertical height should be designed by a Registered Professional Engineer with experience in Geotechnical Consulting and Soil Mechanics. Surcharge.loads (i.e., spoil piles, earthmoving equipment, trucks, etc,) should "not be "allowed within a horizontal distance measured from the top, of the excavation slope equivalent to 1.5 times the vertical depth of the excavation. Excavations I should be initially observed by the project Geotechnical" Consultant, Geologist ` HILLTOP GEOTECHNICAL, INC. 504 -A05.2 April 22, 2005 Page 67 and /or their representative to verify the recommendations presented or to make additional recommendations to maintain stability and safety. Moisture variations, differences in the cohesive or cementation characteristics, or changes in the coarseness of the deposits may require slope flattening or, conversely, permit steepening upon review by the project Geotechnical Consultant, Geologist, or their representative. The excavations should be observed by a qualified, competent person looking for signs of potential problems on a daily basis before start of work, as needed throughout the work shifts, and after every rainstorm or other hazard- increasing occurrence. Deep utility trenches may experience caving which will require special considerations to stabilize the walls and expedite trenching operations. Surface drainage should be controlled along the top of the construction slopes to preclude erosion of the slope face. If excavations are to be left open for long periods, the slopes should be sprayed with a protective compound and /or covered to minimize drying out, raveling, and /or erosion of the slopes. Trench backfill material should be placed in a lift thickness appropriate for the type of backfill material and compaction equipment used. Backfill material should be brought to optimum moisture content to 3.0 percent above optimum moisture content and compacted to 90 percent or greater relative compaction by mechanical means. Jetting or flooding of the backfill material will not be considered 'a satisfactory method for compaction. Maximum dry density and optimum moisture content for backfill material should be determined according to current ASTM D1557 procedures. FINISH SURFACE DRAINAGE RECOMMENDATIONS Positive drainage should be established away from the tops of slopes, the exterior - walls of structures, the back of retaining walls,. trash enclosure walls, decorative HILLTOP GEOTECHNICAL, INC. 504 -A05.2 April 22, 2005 Page 68 concrete block walls, etc. Finish surface gradients in unpaved areas should be provided next to tops of slopes and buildings to guide surface water away from foundations, hardscape, pavement, and from flowing over the tops of slopes. The surface water should be directed toward adequate drainage facilities. Ponding of surface water should not be allowed next to structures or on pavements. Design criteria for finish lot drainage away from structures and off the lots should be determined by the:project Structural Engineer designing the foundations and slabs in conjunction with project Civil Engineer designing the precise grading for lot drainage, respectively, in accordance with the 2001 CBC and /or the current Riverside County, California building codes and the soil types and expansion characteristics for the -soils contained in this report. Finished landscaped and hardscape or pavement grades adjacent to the proposed structures should maintain a vertical distance below the bottom elevation of the weep screed per the 2001 CBC and /or the current City of La Quinta building codes. Landscape plants with high water needs and trees should be planted at a distance away from the structure equivalent to or greater than the width of the canopy of the mature tree or 6.0 feet, whichever is greater. Downspouts from roof drains should discharge to a permanent all - weather surface which slopes away from the structure. Downspouts from roof drains should not discharge into planter areas immediately adjacent to the building unless there is positive drainage away from the structure in accordance with the recommendations of the project foundation and slab designer and /or the project Civil Engineer designing the precise grades for the lot drainage. PLANTER RECOMMENDATIONS Planters around the perimeter of the structures should be designed so that adequate drainage is maintained and minimal irrigation water is allowed to percolate into the soils underling the buildings. This should include enclosed or HILLTOP GEOTECHNICAL, INC. 504 -A05.2 April 22, 2005 Page 69 trapped planter areas that are created as a result of sidewalks. Planters with solid bottoms, independent of the underlying soil, are recommended within a distance of 6.0 feet from the buildings. The planters should drain directly onto surrounding paved areas or into a designed subdrain system. If planters are raised above the surrounding finished grades or are placed against the building structure, the interior walls of the planter should be waterproofed. LIMITATIONS j REVIEW, OBSERVATION, AND TESTING The recommendations presented in this report are contingent upon review of final plans and specifications for the project by Hilltop Geotechnical, Inc. The project Geotechnical Consultant should review and verify in writing the compliance of the final grading plan and the final foundation plans with the recommendations I presented in this report. It is recommended that Hilltop Geotechnical, Inc. be retained to provide continuous Geotechnical Consulting services during the earthwork operations (i.e., rough grading, utility trench backfill, subgrade preparation for slabs -on -grade and pavement areas, finish grading, etc.) and foundation installation process. This is to observe compliance with the design concepts, specifications and recommendations and to allow for design changes in the event that subsurface conditions differ from those anticipated prior to start of construction. If Hilltop Geotechnical, Inc. is replaced as Geotechnical Consultant of record for the project, per Section 3317.8 of the Appendix to Chapter 33, `Transfer of Responsibility,' in the 2001 CBC, the work on the project should be stopped until HILLTOP GEOTECHNICAL, INC. 504 -A05.2 April 22, 2005 Page. 70 the replacement Geotechnical Engineer has reviewed the previous reports and work performed for the project, agreed in writing to accept the recommendations and prior work performed by Hilltop Geotechnical, Inc. for the subject project, or has submitted their revised recommendations. UNIFORMITY OF CONDITIONS The recommendations and opinions expressed in this report reflect our understanding of . the project requirements based on an evaluation of the subsurface soil conditions encountered at the subsurface exploration locations and the assumption that the soil conditions do not deviate appreciably from those encountered. It should be recognized that the performance of the foundations may be influenced by undisclosed or unforeseen variations in the soil conditions that may occur in the intermediate and unexplored areas. Any unusual conditions not covered in this report that may be encountered during site development should be brought to the attention of the Hilltop Geotechnical, Inc. so that he may make modifications, if necessary. CHANGE IN SCOPE Hilltop Geotechnical, Inc. should be advised of any changes in the project scope of proposed site grading so that it may be determined if the recommendations contained herein are valid. This should be verified in writing or modified by a written addendum. TIME LIMITATIONS The findings of this report are valid as of this date. Changes in,the condition of a property can, however, occur with the passage of time, whether they be due to natural processes or the work of man on this or adjacent properties. In addition, HILLTOP GEOTECHNICAL, INC. 504 -A05.2 April 22, 2005 Page 71 changes in the State -of -the -Art and /or government codes may occur. Due to such changes, the findings of this report may be invalidated wholly or in part by changes beyond our control. Therefore, this report should not be relied upon after a period of two.(2) years without a review by Hilltop Geotechnical, Inc. verifying the validity of the conclusions and recommendations. PROFESSIONAL STANDARD In the performance of our professional services, we comply with the standard of care and skill ordinarily exercised under similar circumstances by members of the geologic / geotechnical profession currently practicing under similar conditions and in the same locality. The client recognizes that subsurface conditions may vary from those encountered at the locations where our surveys and exploratory excavations are made, and that our data, interpretations, and recommendations are based solely on the information obtained by us. We will be responsible for those data, interpretations, and recommendations, but should not be responsible for the interpretations by others of the information developed. Our services consist of professional consultation and observation only, and other warranties, express or implied, are not made or intended in connection with the work performed by Hilltop Geotechnical, Inc. or by the proposal for consulting or other services or by the furnishing of oral or written reports or findings. . CLIENT'S RESPONSIBILITY It is the responsibility of the client and /or the client's representatives to ensure that the information and recommendations contained herein are brought to the "attention of the Engineers and Architect for the project and incorporated into the project plans and specifications. It is further their responsibility to take measures HILLTOP GEOTECHNICAL, INC. . 504 -A05.2 April 22, 2005 Page 72 so that the contractor and his. subcontractors carry out such recommendations during construction. HILLTOP GEOTECHNICAL-, INC. APPENDIX A 504 -A05.2 April 22, 2005. FIELD EXPLORATION Page A -1 The field study performed for this report included a visual reconnaissance of the existing surface conditions of the subject site. Site observations were conducted on April 8, 2005 by a representative of Hilltop Geotechnical, Inc. A study of the property's subsurface condition was performed to evaluate underlying earth strata and the presence of groundwater. Seven (7) exploratory borings were performed.on the subject site on April 8, 2005.- The locations of the exploratory excavations were determined in the field by pacing and sighting from the adjacent existing streets and topographic features as shown on the Reference Nos. 3 and 4, `Tentative Tract Map No. 31732' and `Tentative Tract Map No. 31733,' respectively, noted on the cover sheet of this report. The approximate locations of the exploratory excavations are denoted on the'Exploratory Excavation Location Plan,' Plate Nos. la and lb, presented in this Appendix. The approximate elevations of the exploratory excavations were determined by interpolation to the closest 0.5 foot from a 1.0 foot contour interval topographic plot of the site (Reference Nos 3 and 4). The locations and elevations of the exploratory excavations should be considered accurate only to the degree implied by the method used in determining them. The exploratory borings. were performed. by using a truck- mounted drill rig . equipped with 8 -inch outside diameter, hollow stem augers. The exploratory excavations were explored to depths ranging from approximately 16.5 to 51.5 feet below the existing ground surface at the excavation locations. Bulk and relatively undisturbed samples of the earth materials encountered were obtained at various depths in the exploratory excavations and returned to our laboratory for HILLTOP GEOTECHNICAL, INC. 504 -A05.2 April 22, 2005 Page A -2 verification of field classifications and testing. Bulk samples were obtained from cuttings developed during the excavation process and represent a mixture of the soils within the depth indicated on the logs. Relatively undisturbed samples of the earth materials .encountered were obtained by driving a thin - walled steel sampler lined with 1 -inch high, 2.413 -inch inside diameter brass rings. The sampler was driven with successive drops of a 140 -pound weight having a free fall of approximately 30 inches. The blow counts for each successive 6.0 inches of penetration, or fraction thereof, are shown on the `Subsurface Exploration Logs,' Plate Nos. 3 through 9, presented in this Appendix. The ring samples were retained in close - fitting moisture -proof containers and returned to our laboratory for testing. Standard Penetration Tests were also performed at various depths in the borings B -4. The test was performed in general accordance with current American Society of Testing Materials (ASTM) D1586 procedures using a standard penetration sampler (2.0 -inch outside diameter, 1.375 -inch inside diameter) driven with a 140 weight dropping 30 inches. The blow counts to drive the sampler for three (3) successive 6.0 inch intervals are recorded on the `Subsurface Exploration Logs,' Plate Nos. 6a through 6c, presented in this Appendix. The standard penetration resistance ('N' value) is the sum of the blow counts for the last two (2) i 6.0 inch intervals. Groundwater observations were made during, and at the completion of the excavation process and are noted on the `Subsurface Exploration Logs' presented in this Appendix; when encountered. The exploratory excavations were logged by a representative of Hilltop Geotechnical, Inc. for earth materials and subsurface conditions encountered. The soil materials encountered in the exploratory excavations were visually HILLTOP GEOTECHNICAL, INC. 504 -A05.2 April 22, 2005 Page A -3 described in the field in general accordance with the current Unified Soils Classification System (USCS), ASTM D2488 visual- manual procedures, as illustrated on the attached simplified `Subsurface Exploration Legend,' Plate No. 2, presented in this Appendix. The visual textural description, the color of the soil at natural moisture content, the apparent moisture condition of the soil materials, and the apparent relative density or consistency of the soils, etc. were recorded on the field logs. The `Relative Density' of granular soils is given as very loose, loose, medium dense, dense, or very dense and is based on the number of blows to drive the sampler. The `Consistency' of silts or clays is given as very soft, soft, medium stiff, stiff, very stiff, or hard and is also based on the number of blows to drive the sampler. The field log for each excavation contains factual information and interpretation of soil conditions between the samples. The `Subsurface Exploration Logs' presented in this Appendix represent our interpretation 'of the contents of the field logs and the results of the laboratory observations and tests performed on the samples obtained in the field from the exploratory excavations. The exploratory boring excavations were backfilled with excavated earth materials and with reasonable effort to restore the areas to their initial condition before leaving the site, but were not compacted to a relative compaction of 90 percent or greater. In an area as small and deep as a boring excavation, consolidation and subsidence of the backfill soil may result in time, causing a depression of the excavation areas. The client is advised to observe the exploratory excavation areas periodically and, when needed, backfill noted depressions. HILLTOP GEOTECHNICAL, INC. I i { s s 504 -A05.2 April 22, 2005 Page A -4 LABORATORY TESTING PROGRAM Laboratory tests were performed on selected relatively undisturbed ring and bulk samples obtained from the exploratory excavations during the field study. Tests were performed in general accordance with generally accepted American Society for Testing and Materials (ASTM), State of California - Department of Transportation (CALTRANS), Uniform Building Code (UBC), or other suitable test methods or procedures. The remaining samples obtained during the field study. will be discarded 30 days after the date of this report. This office should be notified immediately if retention of samples will be needed beyond 30 days. A brief description of the tests performed is presented below: CLASSIFICATION The field classification of soil materials encountered in the exploratory excavations was verified in the laboratory in general accordance with the current Unified Soils Classification System, ASTM D2488, `Standard Practice for Determination and Identification of Soils (Visual- Manual Procedures).' The final classification is shown on the `Subsurface Exploration Logs,' Plate Nos. 3 through 9, presented in this Appendix. IN -SITU MOISTURE CONTENT AND DRY DENSITY The in -situ moisture content and dry density were determined in general accordance with current ASTM D2216 (Moisture Content) and D2937 (Drive Cylinder) procedures, respectively, for selected undisturbed samples obtained. This information was an aid to classification and permitted recognition of variations in material consistency with depth. The dry density is determined in pounds per cubic foot and the moisture content is determined as a percentage of HILLTOP GEOTECHNICAL, INC. 504 -A05.2 April 22, 2005, Page A -5 the oven dry weight of the soil. Test results are shown on the `Subsurface Exploration Logs,' Plate Nos. 3 through 9, presented in this Appendix. EXPANSION TEST Laboratory expansion tests were performed on samples of near - surface earth material in general accordance with the current ASTM D4829 procedures. In this testing procedure; a remolded sample is compacted in two (2) layers in a 4 -inch inside diameter mold to a total compacted thickness of approximately 1.0 inch by using a 5.5 -pound weight dropping 12 inches and with 15 blows per layer. The sample should be compacted at a saturation between 41 and 59 percent. After remolding, the sample is confined under a pressure of 144 pounds per square foot (psf) and allowed to soak for 24 hours. The resulting volume change due to the increase in moisture content within the sample is recorded and the Expansion Index (EI) calculated. The test results are summarized in the `Summary of Laboratory Test Results,' Plate No. 10, presented in this Appendix. SOLUBLE SULFATE TEST The concentration of soluble sulfate was determined on a sample of near - surface soil material in general accordance with current California Test Method 417 procedures. The test results are summarized in the `Summary of Laboratory Test Results,' Plate .No. 10, presented in this Appendix. SIEVE ANALYSIS The percent by weight finer than a No. 200 sieve (silt and clay content) was determined for selected samples 'of earth material in general accordance with current ASTM D 1140 procedures. The test is performed by taking a known weight of an oven dry sample of soil material, washing it over a No. 200 sieve, and oven HILLTOP GEOTECHNICAL, INC. 504 -A05.2 April 22, 2005 Page A -6 drying the soil retained on the No. 200 sieve. The dry weight of soil material_ retained on the No. 200 sieve is measured and the resulting percentage retained is calculated based on the original total dry soil sample weight. The percent passing the No. 200 sieve is determined by subtracting the percent retained from 100. The test results are summarized in the `Summary of Laboratory Test Results,' Plate No. 11, presented in this Appendix. CHEMICAL TESTS The concentration of soluble sulfate and soluble chloride as well as other chemical constituents were determined for samples of near - surface soil materials. The test results are summarized in the `Summary of Laboratory Test Results,' Plate No. 12, presented in this Appendix. CONSOLIDATION TESTS Settlement predictions of the on -site soil behavior under load were made on the basis of consolidation tests that were performed on selected relatively undisturbed ring. samples of the alluvial soils in general accordance with current ASTM D2435 procedures. The consolidation apparatus is designed to receive a 1 -inch high, 2.413 -inch diameter ring sample. Porous stones are placed in contact with the top and bottom of each specimen to permit addition and release of pore water. A load of 1,600 pounds per square foot (pso was applied normal to the face of the specimen at field moisture condition and the sample was allowed.to consolidate. Upon completion of the consolidation process, water was added to the test apparatus to create a submerged condition and to measure the collapse (hydroconsolidation) or expansion potential of the sample. The resulting change in sample thickness was recorded. The test results are summarized in the `Summary of Laboratory Test Results,' Plate No. 12, presented in this Appendix. HILLTOP GEOTECHNICAL, INC. April 22, 2005 Page A -7 Loads normal to the face of the specimen are applied in several increments in a geometric progression under both in -situ moisture and submerged conditions. The resulting changes in sample thickness are recorded at selected time intervals. Results are presented on the `Consolidation Test Results,' Plate No. 13, presented in this Appendix. MAXIMUM DRY DENSITY / OPTIMUM MOISTURE CONTENT RELATIONSHIP TEST A maximum dry density / optimum moisture content relationship determination was performed on a sample of near - surface earth material in general accordance with current ASTM D1557 procedures using a 4 -inch diameter mold. Samples were prepared at various moisture contents and compacted in five (5) layers using a 10 -pound weight dropping 18 inches and with 25 blows per layer. A plot of the compacted dry density versus the moisture content of the specimens was constructed and the maximum dry density and optimum moisture content determined from the plot. The test results are summarized in the `Maximum Dry Density / Optimum Moisture Content Test Results,' Plate No. 14, presented in this Appendix. ATTERBERG LIMITS The Atterb erg Limits (Liquid Limit and Plastic Limit) of a selected sample of earth materials was determined in general accordance with current ASTM D4318 procedures. The Liquid Limit of a soil material is defined as the moisture content at which a sample of soil placed in a standard liquid limit cup and cut by a groove 11 -mm wide at the top, 2 -mm wide at the bottom, and 8 -mm deep will flow together at the base of the groove for a distance of 13 -mm (0.5 inch) when subjected to 25 shocks from the cup being dropped 10 -mm in a standard Liquid Limit HILLTOP GEOTECHNICAL, INC. Reference: MDS Consulting, Undated with no revisions, Tentative Tract Map No. 31733, Scale 1'=60', Sheet 1 of 1. Scale 1"= 200' 48 <RD �5D LEGEND :� ;S ` ;,•' p'�,' B-7 Approximate L Location of Exploratory Excavation. QI Quaternary Lake Deposits 41 93 3;. 34 3S Reference: MDS Consulting, Undated with no revisions, Tentative Tract Map No. 31733, Scale 1'=60', Sheet 1 of 1. Scale 1"= 200' 12ti " 13�! c ®cam e ® 1 ' YYy/ mr ,w IJIF g' I w� ee• c'`, p•. A %, � � i - w_i R .0D _ la• � isi :.� '��1 "' ... `E I m° %• iei iIi iri g er m - I LEGEND O °• 1m• � 1, • in n'• i�1' 1 i A iei i>f °� I" A 'a w A { A "°' n• -< a B -7 Approximate Location of Exploratory Excavation. 'iil el • R b' . . , �' , '°, °� I a' is nr- I m' 1 Q•— A�.,�') I .rzr -. ' °Y ,. Quaternary Lake Deposits 1 Ri A 0 iv i i sari — wT ®i �; r• . 'Y I R •' • m I : 4 _ . "rA ! 1 mwl nu[ / I[TWIN ta+ - jj Ir1,6" sr. / 4A ACRES • l,l• .0 1 I �Q I .,... 133 Ib In A• 1 ''1Jj T ors T po N'� . QW I o is • wu " A ® ! ®e� I A I a'� ; '1,• • Q . iO . Im• vi Ai in' nzi n In ili �Y? °i OW rt: A I ® +h �.s tr s -•tr >4 � n �tv 16 ; r • m •° w •sr �l O -pT VI i. i O• M• _Y• °I _ iei iai ia° iei "iei "'� r ri V . S O © O1 lee •^' m• •-} r-iv— �-•• .. g _ _ H.• v•. m w• a• :a• „ •eb IO i'• L� 'i°i• wa. wee' .0 " �: 1 : : • YOra, t 1C_!r � Ie01 Y,u.R .. .. • . ... .i ' •AF'X. 704 14• - Scale V=200' Reference: MDS Consulting, Signed on May 12, 2004 with no revisions, Tentative Tract Map No. EXPLORATORY EXCAVATION LOCATION .PLAN 31732, Scale 1.' =60', Sheet 1 of 1. By: JM Date: 4/05 Huxnw GEOTECHNICAL Project No.: 504 -A05.2 Plate No.: la SUBSURFACE EXPLORATION LEGEND LINIFIED SOIL CLASSIFICATION SYSTEM CONSISTENCY/ RELATIVE Visual - Manual Procedure (ASTM D2488) DENSITY MAJOR DIVISIONS GROUP TYPICAL NAMES CRITERIA I Coarse SYMBOLS I Fine B - Bulk Sample Some 25-50% CK - Chunk Sample GW Well Graded Gravels and Reference: 'Foundation Engineering', Peck, Hansen, Clean Gravel -Sand Mixtures, Little or Thornbum, 2nd Edition. Gravels Gravels no Fines PoorIv Graded Gravels and 50 % or more of Coarse GP Gravel -Sand Mixtures. Little or Standard Penetration Test Fraction no Fines Granular Soils Retained on Coarse- No. 4 Sieve GM Silty Gravels, Gravel- Sand -Silt Penetration Resistance, Relative Grained Gravels Mixtures" N, (Blows I Foot) Density Soils* with Fines GC Clayey Gravel, Gravel -Sand- Clay Mixtures•" 0 - 4 Very Loose More than 50% sW Well Graded Sands and Gravely 4- 10 Loose Retained Sands, Little or no Fines on No. 200 Clean 10-30 Medium Sieve Sands Sands Poorly Graded Sands and SP Gravely Sands, Little or no Fines 30-50 Dense More than 50 %of Coarse Sands SM Silty Sands, Sand -Silt > 50 Very Dense Fraction Passes with Mixtures " No. 4 Sieve Fines SC Clayey Sands, Sand -Clay Mixtures "* Standard Penetration Test ML Inorganic Silts, Sandy Silts, Rock Flour Cohesive Soils CL Inorganic Clays of Low to Silts and Clays Penetration Consistency Unconfined ` Medium Plasticity, Gravelly Resistance, N, Compressive Liquid Limits 50 % or less Clays, Sandy Clays, Silty Clays, (Blows / Foot) Strength, Fine Lean Clays (Tons / Sq. Grained Ft.) Soils" OL Organic Silts and Organic silty Clays of Low Plasticity < 2 Very Soft. < 0.25 MH Inorganic Silts, Micaceous or 50 % or 2 - 4 Soft 0.25-0.5 more Diatomaceous silts, Plastic Silts Passes No. 4 - 8 Medium 0.5- 1.0 CH Inorganic Clays of High Plasticity, Fat Clays 200 Sieve Silts and Clays Liquid Limits Greater than 50 8 - 15 Stiff 1.0-2.0 OH Organic Clays of Medium to 15 - 30 Very Stiff 2.0-4.0 High Plasticity > 30 Hard > 4.0 Highly Organic Soils PT Peat, Muck, or Other Highly Organic Soils * Based on material passing the 3 -inch sieve. ** More than 12% passing the No. 200 sieve; 5% to 12% passing No. 200 sieve requires use of duel symbols (i.e., SP -SM., GP -GM, SP -SC, GP -GC, etc.); Border line classifications are designated as CH/Cl, GM /SM, SP /SW, etc. U.S. Standard Sieve Size 12" 3" 3/4" 94 #10 #40 #200 Unified Soil Classification Designation Boulders Cobbles Gravel Sand Silt and Clay Coarse I Fine I Coarse I Medium I Fine Moisture Condition Dry Absence of moisture,. dusty, dry to the touch. Moist Damp but no visible moisture. Wet Visible free water, usually below the water table. HILLTOP GEOTECHNICAL, INC Material Quantity Other Symbols Trace <5% C - Core Sample Slightly 5-12% S - SPT Sample Little 12-25% B - Bulk Sample Some 25-50% CK - Chunk Sample R - Ring Sample N - Nuclear Gauge Test V - Water Table PLATE NO. 2 BORING NO. B-1 PROJECT NUMBER: 504 -A05.2 Bottom of boring at 20.0 feet. No groundwater encountered. Boring backfilled with excavated materials SUBSURFACE EXPLORATION LOG ELEVATION: t 418.5 BY: _ SIS Hlttrov GE07ECHNICAI DATE: 4/8/05 PLATE NO. 3 �I az 3; �< W CL Q o �_' ' ° ° ' F ► ! DESCRIPTION in va CL CZ i v)U ! c°� i 2U i 3 • Ui i :1 `` 4 9 �� 12 SM ! I ± i 1 102 j i 9.0 i QI i I ;Medium QUATERNARY LAKE DEPOSITS: Silty fine sand, trace mica; Gray brown; Moist; dense. 7 I , 10 14 ML i L 103.6 i I 8.1 Fine sandy silt, trace caliche; Gray brown; Moist; Medium stiff. . Silty fine sand; Gray; Moist; Medium dense. I 3 z °`s s= g k 5 SM =s 14 20 6 109.8 I -A 7 8 10 9 12 105.2 1.5 Fine sandy silt; Brown- Moist; Stiff. — 10 6 10 ML 11 r x 12 t 7 95.3 10.9 Slightly silty fine sand; Gray; Moist; Medium dense. 12 13 SP /SM 14 15 16 c ' ., 9 l Fine sandy silt; Brown; Moist; Stiff. 17 18 4 ML 19 6 t 20 10 Bottom of boring at 20.0 feet. No groundwater encountered. Boring backfilled with excavated materials SUBSURFACE EXPLORATION LOG ELEVATION: t 418.5 BY: _ SIS Hlttrov GE07ECHNICAI DATE: 4/8/05 PLATE NO. 3 BORING NO.. B=2 PROJECT NUMBER: 504 -A05.2 Bottom of boring at 20.0 feet. No groundwater encountered. Boring backfilled with excavated materials. HILLTOP GEOTECHNIGAL SUBSURFACE EXPLORATION LOG ELEVATION: f 418.5-- CL I DATE- 4/8/05 Qz v' z I W z O zj Q z � gmx DESCRIPTIO N 3 I ML I Ql :QUATERNARY LAKE DEPOSITS: 6 I ' Fine sandy silty, trace fine gravel, trace roots in 9 I ` 97.0 i 2.1 i upper 1.8 inches; Gray Brown; Moist; Stiff. L �I 8 I — SM� Silty fine sand; Gray; Moist; Medium dense. — . 2 3 ,Grp 7` 5 4 '1'01 16 S 108.3 1.2 5 6 ` =M 7 10 106.8 — 2.6 — — — — — — — — — — — — Sandy clay; Gray to brown; Moist; Medium stiff. 7 — 4 — CL — — 8..N' n 4 9 >= `' 4 83.5 116.4 34.2 5.4 Silty fine to medium sand; Brown; Moist; Medium dense. , Fine sandy silt; Brown; Moist; Medium stiff. 101 4 9 l 9 SM - 11 12 13 3 4 ML 14 15 16 s 5 SM — Silty fine sand; Brown; Moist; Medium dense. 17 18 6 19 10 20 9 Bottom of boring at 20.0 feet. No groundwater encountered. Boring backfilled with excavated materials. HILLTOP GEOTECHNIGAL SUBSURFACE EXPLORATION LOG ELEVATION: f 418.5-- BY: SS I DATE- 4/8/05 PLATE NO. 4 B BORING NO. B -3 PROJECT NUMBER: 504 -A05.2 . i z cG - I r. Q F.. >- 0 Q 3' z �Cf) U �z I � _ o I DESCRIPTION a �° 1 n U. ki.' .� ;t 3 i 5 1 6 I ML ' i 102.8 4.4 QI. i 1 1 _ QUATERNARY LAKE DEPOSITS: - Fine sandy silt; Brown to gray; Moist; Medium stiff. to very stiff. 1 _2 I 6 i I f ' 3 ., ....t,} 16 8 107.3 2.6 Slightly silty fine sand, trace mica; Light gray; Moist; Medium dense. 5 SP /SM 6 9 12 5 93.0 1.1 Fine sandy silt; Gray; Moist, Stiff. 7 ML 8 ;' } ;' 8 l 1 4 90.9 5.6 Slightly silty fine to medium sand, Gray; Moist; Medium dense. 9 10 SP /SM 15 4 6 113.7 2.2 12 13 14 15 :, ; 16, Y 6- 7 11 CL SP Fine sandy clay; Brown; Stiff-, Moist. Fine to medium sand; Gray; Moist; Medium dense. 17 18 19 20 = 22 Bottom of boirine at 20.0 feet- No groundwater encountered. Boring hackfilled with excavated materials_ SUBSURFACE EXPLORATION LOG ELEVATION: f 416.0 BY: SS ~t""op.GE` " "" ` DATE: 4/8/05 PLATE NO. 5 W BORl ING NO. B-4 PROJECT NUMBER: 504 -A05.2 HIu,oP GEOrEC►+nicnL SUBSURFACE EXPLORATION LOG Z a: BY: SS DATE: 4/8/05 PLATE NO. 6a a o a �Z Z; ;. Q6. Q i W o U° F DESCRIPTION I A cn 0. a v)U G°—' 7- U .� UI `�`' • 2 i ML QI ' _ QUATERNARY LAKE DEPOSITS: ti ,._ I Fine sandy silt; Brown; Moist; Medium stiff to stiff. 4. i 7 I 95.2 15.3 i 2 3 r4 7r. 4 ` 10 95.3 4.1 Silty fine sand; Brown; Moist; Loose. 5 3 SM I .., 6 •i 5 7 MLA 95.3 4.1 Fine sandy silt; Brown; Moist; Stiff: 7 3 8 .. . �y 6 9 9 102.8 19.7 Clayey fine sand; Olive brown; Moist; Medium dense. 10 5 SC 11 9 a 16 110.0 3.9 Silty fine sand, trace mica; Brown; Moist; Medium dense. 12 5 1 0 SM 14 l5 : y {� 16 14 S Silty fine sand; Brown to gray; Moist; Very loose to loose. 17 18 l9 20 HIu,oP GEOrEC►+nicnL SUBSURFACE EXPLORATION LOG ELEVATION: t 416.5 BY: SS DATE: 4/8/05 PLATE NO. 6a f ' t BORING NO. B -4 (coast.) i i.. i PROJECT NUMBER: 504 -A05.2 A 21 W Z Z a 1° 3 5 6 1 2 2 z0 u SM } 7 w A a I no U ; I = QI (Cont.) f .� o - ' DESCRIPTION j QUATERNARY LAKE DEPOSITS: Silty fine sand; Brown to gray; Moist to wet; Very loose to loose. Silty fine to medium sand; Brown; Wet;.Medium , dense. Fine sandy clay; Gray to.olive brown; Wet; Medium stiff. Silty fine sand; Gray; Wet; Loose 22 .23 24 25 26 = T :': 27 28 29 3 5 1 10 SM 30 y Y r 31 32 33 34 2 3 3 CL 35 36 :�, 37 38 - SM 39 40 ra SUBSURFACE EXPLORATION LOG ELEVATION: f 416.5 BY: SS HILLTOP GEOrECMNICAI DATE: 4/8/05 PLATE NO. 6b ra 2 ° �o -n x � r ty . O - A z o �cn A C r z � o z t-O G� o ono v rn v, w tw "o oho J rn (.A w .N DEPTH (FT.) - - - -- " - SAMPLE TYPE w tQ.' PENETRATION RESISTANCE SOIL -. • • ��- _------ --- _ - - -�- CLASSIFICATION _I i • _ DRY DENSITY I(PCF) MOISTURE CONTENT n 1 LITHOLOGY GROUNDWATER b7 n td a cn cn C • � o cn D I f o CD �o �a i CD n as CD n -< D 11 cv cv o ?' m y� i BORING NO. B °S PROJECT NUMBER: 504 -A05.2 Bottom of boring at 20.0 feet. No groundwater encountered. Boring backfilled with excavated materials. HiLLrop G` " "1`A` SUBSURFACE EXPLORATION LOG ELEVATION: f 414.5 BY: SS DATE: 4/8/05 cf.0Q DZ z' (A z -1 F- Z ` d ` ° o DESCRIPTIOIeT dl O $"I 3 SM j QI I QUATERNARY LAKE DEPOSITS: ;gip „zl I 6 ; 8 7 12 15 i 93.8 I 94.2 1 2.6 1 6.8 I i i Silty fine sand; Brown; Moist; Loose to medium dense. - Fine sandy silt; Gray to brown; Moist; Medium stiff to stiff. 1 2 3R^ �.; 4 r : f:€ 5 5 ML g cs; 12 89.5 12.4 7 9 1.0 3 104.1 9.6 10 e 11 �-S r 5 3w;rx 7 93.9 14.4 _ Silty fine sand; Gray brown; Moist; Medium dense.. 12 13 6 SM. _ 14 15 .G 16 l5 18 ML Fine sandy silt; Brown; Moist; Medium stiff. 17 18 2 19 y " ,,; 4 20 - _� 6 Bottom of boring at 20.0 feet. No groundwater encountered. Boring backfilled with excavated materials. HiLLrop G` " "1`A` SUBSURFACE EXPLORATION LOG ELEVATION: f 414.5 BY: SS DATE: 4/8/05 PLATE NO. 7 BORING NO. B -6 PROJECT NUMBER: 504 -A05.2 SUBSURFACE EXPLORATION LOG ¢Q z �i oQ! BY: SS C6. 21 z� i C).47 ! CGw �O 1 W w ° Z ' �' I ° ! DESCRIPTION' QI 0 � CL 1Y Cn U j a 1 U ! .7 1 V i PLATE NO. 8 5 j ML i i QI QUATERNARY LAKE DEPOSITS: { 10 I Fine sandy silt; Brown; Moist; Stiff. 2 SM I I Silty fine sand; Brown; Moist; Loose to medium 3 = 4 dense. 8 3 88.8 3.1 6 y ,_ 8 10 102.0 2.8 7 }.;. �. 4 8h #t`l 5 9 i'�- C 98.1 3.9 ♦ - .7 Fine sandy clay; trace silt; Olive brown; Moist; CL 3 Stiff. r.. 6 95.2 25.2 12 t.. 13 Silty fine sand; Brown; Moist; Medium dense. SM 14 . 15 -� 16 ,y g , 15 17 i CL Fine sandy clay, trace silt; Olive brown; Moist; 18 Medium dense. 3' 19 s� 3 20 ti s; 5 Bottom of borinp- 20.0 feet. No groundwater encountered. Boring backfilled with excavated materials. SUBSURFACE EXPLORATION LOG ELEVATION: f 416.0 BY: SS ""DP GEOTm` " " ""` DATE: 4/8/05. PLATE NO. 8 BORING NO. B- 7 PROJECT NUMBER: 504 -A05.2 . i W ZZO s Ors Q o } F + U U 3 O j W j DESCRIPTION �U 1 pa 20 ELEVATION: t 417.5 BY: SS 3 6 7 �- 2 , 3 4 ML j j sm.- '; 99.2' i 89.3 4.8 4.3 8.3 2.1 24.8 QI j I. QUATERNARY LAKE DEPOSITS: Fine sandy silt, trace roots in Upper 'l 8 inches; Brown; Stiff, Moist: -- Silty fine sand; Gray.brown; Moist; Loose. Fine sandy silt; Brown; Moist; Stiff. — Fine sand, trace silt; Gray; Moist; Loose. Fine sandy clay, trace silt;. Dark gray; Moist; Medium dense. Silty fine sand, trace mica; Brown; Moist; Medium dense. 2 j 3_v0. 4 r ; -" 44:" 5 5 6 9 5 7 7 ML 102.5 106.7 '95.8 6 s� 7 SP 8 9 ;y " 10 3 4 7 CL 11 12 13 14 12 14 SM 15 16 vu 17 .. Bottom of boring at 16.5 feet. No groundwater encountered. Boring backfilled with excavated materials. I 18 19 20 HII .. GE°TECHNICAL SUBSURFACE EXPLORATION LOG ELEVATION: t 417.5 BY: SS DATE: 4/8/05 PLATE NO.' 9 April 22, 2005 Project No.: 504 - 405.2, SUMMARY OF LABORATORY TEST RESULTS EXPANSION INDEX TEST RESULTS (ASTM D4829 Test Method) SAMPLE SOIL DESCRIPTION EXPANSION INDEX EXPANSION POTENTIAL* B-3,04 Brown to gray fine sandy silt (ML) 39 Low B-4,0'-3' Brown fine sandy silt (ML) 39 Low- B-6,0'-3' Brown fine sandy silt (ML) 37 Low i * . Per Table. 18-1-B, 'Classification of Expansive Soil,' in the 2001 California Building Code (CBC). L SOLUBLE SULFATE TEST RESULTS (California Test Method No. 417) * Per Table 19 -A -4, 'Requirements for Concrete Exposed to Sulfate- Containing Solutions,' in the 2001 CBC. i SOLUBLE SULFATE SAMPLE SOIL DESCRIPTION SULFATE EXPOSURE` B -3, 0' -3' Brown to gray fine sandy silt (ML) 0.099 Negligible B -4, 0' -3' Brown fine sandy silt (ML) 0.057 Negligible B -6, 0' -3' Brown fine sandy silt (ML) 0.021 Negligible * Per Table 19 -A -4, 'Requirements for Concrete Exposed to Sulfate- Containing Solutions,' in the 2001 CBC. i April 22, 2005 Project No.:. 504 -A05:2 SUMMARY OF LABORATORY TEST RESULTS PERCENT PASSING #200 SIEVE TEST (ASTM D1140 Test Method) SAMPLE SOIL DESCRIPTION - PERCENT PASSING' #200 SIEVE B -3, 0' -3' Brown to gray fine sandy silt (ML) 58 B -4, 0' -3' Brown fine sandy silt (ML) 69 134, 3.5' -4.0' Brown line sandy silt (ML) 76 B -4, 6.0' -6.5' Brown silty fine sand (SM) 26 B -4, 8.5' -9.0' Brown fine sandy silt (ML) 83. B -4, 11.0' -11.5' Olive brown clayey fine sand (SC) 20 B -4, 16.0' -16.5' Brown silty fine sand, trace mica (SM) .23 B-4,21.0'-21.5' Brown to gray silty fine sand (SM) 46 B -4, 31.0' -31.5' Brown silty fine to medium sand (SM) 35 B -4, 36.0' -36.5' Gray to olive brown fine sandy clay (CL) 88 B -4, 41.0' -41.5' Gray silty fine sand (SM) 37 B-4,46.0'-46.5' Gray slightly silty fine to coarse sand (SP -SM) 10 B-4,51.0'-51.5' Gray slightly silty fine to coarse sand (SP -SM) 9 B -6, 0' -3' Brown fine sandy. silt (ML) 51 PLATE NO. 11 HILLTOP GEOTECHNICAL, INC. r N.D. - Non Detected. Neg. - Negative. i CONSOLIDATION TEST RESULTS (ASTM D2435 Test Method) REDOX. RESISTIVITY SAMPLE SETTLEMENT AT CHLORIDE SAMPLE POTENTIAL Minimum pH SULFIDE (ppm) B -6, 3.5' -4.0' (mv) (ohm -cm) B -3, 0' -3' 239 5,226 6.6 Neg. 890 B -4, 0' -3' 228 2,938 6.0 Neg. 1,610 r N.D. - Non Detected. Neg. - Negative. i CONSOLIDATION TEST RESULTS (ASTM D2435 Test Method) Percent collapse or swell measured when water added at PERCENT PERCENT SAMPLE SETTLEMENT AT COLLAPSE ( -) or 1,600 PSF LOAD SWELL ( +)* B-2,8.5'-9.0' 2.0 +0.2 B -6, 3.5' -4.0' 2.0 -0.8 Percent collapse or swell measured when water added at 0 4.0 0 z 0 H ¢ 8.0 A a 0 z 0 12.0 16.0 1 0.1 1 1.6 3.2 1 LOAD (kips /ft) CONSOLIDATION TEST RESULTS SAMPLE: B -4, 0' -3' (Sample remolded to 90% relative comapction at optimum moisture content) SOIL DESCRIPTION: Brown fine sandy silt (ML) HILLTOP GEOTECHNICAL BY: SS DATE: 4/05 acoaaoaerro JOB NO.: 504 -A05.2 I PLATE NO. 13 Maximum Dry Density (Ib /ft3) 117.5 Optimum Moisture Content ( %) 14.5 Procedure A i — - ....__..- - - -- -..- - 60 - -- - - -- - - - -- -..... - ...-- - - - - -- - ------------- -- - - - - -- - -- - - - - - -- - - -- I 50 Index B -1, 0' -3' Brown to gray fine sandy silt (ML) 29 23 6 CH OR OH. a 40 i i 30 CL OR OL MH OR OH 20 :. Pa 10 _ CL -ML ML OR OL 0 0 10 20 30 40 50 60 70 80 90 100 110 .Liquid Limit (LL) Plasticity Chart Sample Soil Description Liquid Plastic Plasticity Limit % Limit (%) ATTERBERG LIMIT TEST RESULTS BY: SS DATE: 4/05. HILLToP GEOTECHNICAL M COFVDR/.TED JOB NO.: 504 A05.2 PLATE NO.: 15 Index B -1, 0' -3' Brown to gray fine sandy silt (ML) 29 23 6 APPENDIX D HILLTOP GEOTECHNICAL, INC. UPDATED GEOTECHNICAL STUDY PROPOSED RESIDENTIAL SUBDIVISIONS TENTATIVE TRACT NOS. 31732 & 31733 SOUTHEAST CORNER OF MONROE STREET AND AVENUE 60 LA QUINTA AREA OF RIVERSIDE COUNTY, CALIFORNIA PROJECT NO.: 504 -A05 REPORT NO.: 2 APRIL 22, 2005 GRADING SPECIFICATIONS GENERAL PROVISIONS General Intent The intent of these specifications is to establish procedures for clearing, compacting natural ground, preparing areas to be filled, and placing and compacting fill soils to the lines and grades shown on the accepted plans. The recommendations contained in the `Site Preparation Recommendations' section of the geotechnical study report are a part of'the Recommended Grading Specifications and should - supersede the provisions contained hereinafter in the case of conflict. These specifications should only be used in conjunction with the geotechnical report for which they are a part. Deviation from these specifications will not be allowed, except where specified in the geotechnical report or in other written communication signed by Hilltop Geotechnical, Inc. HILLTOP GEOTECHNICAL, INC. 504 -A05.2 April 22, 2005 Page B -2 Observation and Testing Hilltop Geotechnical, Inc. should be retained as, the project Geotechnical Consultant to observe and test the earthwork in accordance with these specifications. It is advised that the project Geotechnical Consultant or . his representative provide adequate observations so that he may provide an opinion as to whether the work was or was not accomplished as specified. Therefore, it should be the responsibility of the contractor to assist the project Geotechnical Consultant and to keep him apprized of work schedules, changes, and new information and data so that he may provide these opinions. In the event that any unusual conditions not covered by- the special provisions or preliminary geotechnical, report are encountered during the grading operations, the project Geotechnical Consultant should be contacted for further recommendations. If in the opinion of the project Geotechnical Consultant, substandard conditions are encountered, such as: questionable or unsuitable soil, unacceptable moisture content, inadequate compaction, adverse weather, etc., construction would be „ stopped until the conditions are remedied or corrected or he should recommend rejection of this work. Test methods used to determine the degree of compaction should be performed in accordance with the following current American Society for Testing and Materials (ASTM) test methods: Maximum Dry Density / Optimum Moisture Content - ASTM D1557. ` Density of Soil In -Place - ASTM D1556 or ASTM D2922. HILLTOP GEOTECHNICAL, INC: - 504 .x05.2 . April 22, 2005 Page B -3 Dry densities should be expressed in terms of Relative Compaction as determined by the foregoing ASTM testing procedures. Preparation of.Areas to Receive Fill The vegetation, brush and debris derived from clearing operations should be removed, and legally disposed of Areas disturbed by site grading should be left in a neat and finished appearance, free from unsightly debris. After clearing or benching, the natural ground in areas to be filled should be scarified to a depth of 6.0 inches or the minimum degree of compaction as set forth in the Special Provisions or the recommendation contained in the preliminary geotechnical report. Loose soils in excess of 6.0 inches in thickness should be removed to firm natural ground which should be determined by the project Geotechnical Consultant and /or his representative. When the slope of the natural ground receiving fill exceeds 20 percent (5 horizontal units to 1 vertical unit), the original ground should be stepped or benched. i Benches should be cut to a firm competent soil condition. The key at the toe of slope should be at least 15 feet wide or 1.5 times the equipment width, whichever is greater, and should be sloped back into the hillside at a gradient of not less that 2.0 percent. The other benches should be at least 10 feet wide. The horizontal portion of each bench should be compacted .prior to receiving fill as previously specified for compacted natural ground. Vertical separations between benches should be at least 4.0 feet. Ground slopes flatter than 20 percent should be benched when advised by the project Geotechnical Consultant and/or Engineering Geologist. HILLTOP GEOTECHNICAL, INC. Page B -4 504 A05.2 April 22 2005 Any abandoned structures encountered during grading operations should be totally removed. Underground utilities to be abandoned beneath -any proposed structure �. and /or surface improvement should be removed from within 10 feet of the structure or improvement and be properly capped off. The resulting depressions from the above described procedures should be backfilled with acceptable soil that is compacted to the requirements of the project Geotechnical Consultant. This includes, but is not limited to, septic tanks, fuel tanks, sewer lines or leach lines, storm drains, and water lines. Any buried structures or utilities not to be abandoned should be brought to the attention of the project Geotechnical Consultant, so that he may determine if any special recommendation will be necessary. All water wells which will be abandoned should be abandoned. and capped according to directions and supervision of the County Department of Health, the i State of California, and /or the appropriate governmental agency procedures which has jurisdiction over the well before fill and /or pavement is placed over the area. Fill Material Materials to be placed in the fill should be approved by the project Geotechnical Consultant and should be free of vegetable matter and other deleterious substances. Granular soil should contain sufficient fine material to fill the voids. The definition and disposition of oversized rocks, expansive and/or detrimental soils are covered in the geotechnical report or special provisions. Expansive soils, soils of poor gradation, or soils. with low strength characteristics may be thoroughly mixed with other soils to provide satisfactory fill material, but only with the explicit consent of the project Geotechnical Consultant. Any. import material y HILLTOP GEOTECHNICAL, INC. 504 -A05.2 April 22, 2005 . Page B -5 should be approved by the project Geotechnical Consultant before being brought to the site. Placing and Compaction of Fill Approved fill material should be placed in areas prepared to receive fill in layers not to exceed 6.0 to 8.0 inches in compacted thickness. Each layer should have a uniform moisture content in the range that will allow the compaction effort to be efficiently applied to achieve the specified degree of compaction. Each layer should be uniformly compacted to a minimum specified degree of compaction with equipment of adequate size' to economically compact the layer. Compaction equipment should either be specifically designed for soil compaction or of proven reliability. The minimum degree of compaction to be achieved is specified in either the Special Provisions or the recommendations contained in the preliminary geotechnical report. When the structural fill material includes rocks, rocks will not be allowed to- nest and the voids should be carefully filled with soil such that the minimum degree of compaction recommended in the Special Provisions or the recommendations contained in the geotechnical report is achieved. The maximum size and spacing of rock permitted in structural fills and in non: structural fills is discussed in the geotechnical report, when applicable. Field observation and.compaction tests to evaluate the degree of compaction of the fill willbe taken by the project Geotechnical Consultant or his representative. The location and frequency of the tests should be at the Project Geotechnical Consultant's discretion. When the compaction test indicates that a particular layer is less than the recommended degree of compaction, the layer should be reworked HILLTOP GEOTECHNICAL, INC. April 22, 2005 Page B -6 to the satisfaction of the project Geotechnical Consultant and until the desired '. relative compaction has been obtained. Fill slopes should be compacted by means of sheepsfoot rollers or other suitable equipment. Compaction by sheepsfoot rollers should be at vertical intervals of not I. greater than 4.0 feet. In addition, fill slopes at ratios of two (2) horizontal to one (1) vertical or flatter, should be gridrolled or trackwalked. Steeper fill slopes,. which have been approved by the governing agency, should be over -built and cut- back to finish contours after the slope has been constructed. Slope compaction operations should result in fill material which have been approved by the governing agency having a relative compaction of at least 90 percent of maximum dry density or that specified in the Special Provisions section of this specification. { The compaction operation of the slopes should be continued until the project Geotechnical Consultant is of the opinion that the slopes will be stable in.regards to surficial stability. Slope tests will be made by the project Geotechnical Consultant during construction of the slopes to determine if the recommended compaction is being achieved. Where failing tests occur or other field problems arise, the Contractor will be notified that day of such conditions by written communication from the project Geotechnical Consultant or his representative in the form of a daily field report. If the method of achieving the recommended slope compaction selected by the Contractor fails to produce the recommended results, the Contractor should rework or rebuild such slopes until the recommended degree of compaction is obtained, Without additional cost to the Owner or project Geotechnical Consultant. i - HILLTOP GEOTECHNICAL, INC. 504 -A05.2 April 22, 2005 Page B -7 Cut Slopes The project Engineering Geologist should observe cut slopes excavated in rock or lithified formational material during the grading operations at intervals :determined at his discretion. If any conditions not anticipated in the preliminary geotechnical report such as perched water, seepage, lenticular or confined strata of a potentially adverse nature, unfavorably inclined bedding, joints or fault planes are encountered. during grading, these conditions should be analyzed by the project Engineering Geologist and Geotechnical Consultant to determine if mitigating measures are necessary. Unless otherwise specified in the geotechnical report, cut slopes should not be t excavated higher or steeper than that allowed by the ordinances of the controlling r governmental agency. Engineering Observation �. Field observation by the project Geotechnical Consultant and/or his representative i - should be made during the filling and compacting operations so that he can express his opinion regarding the conformance of the grading with acceptable standards of practice. The presence - of the project Geotechnical. Consultant or his representative for the observation and testing should not release the Grading i Contractor from his duty to compact the fill material to the specified, degree of . compaction. Season Limits Fill should not be placed during unfavorable weather conditions. When work is interrupted by heavy rain, filling operations should not be resumed until the proper moisture content and density of the fill materials can be achieved. HILLTOP GEOTECHNICAL, INC. 504 -A05.2 April 22, 2005 Page B -8 Damaged site conditions resulting from weather or acts of God should be repaired before acceptance of work. SPECIAL PROVISIONS The minimum degree of compaction to be obtained in compacting natural ground, in the compacted fill, and in the compacted backfill should be at least 90 percent. Detrimentally expansive soil is defined as soil having an Expansion Index of 21 or greater as determined by Uniform Building Code Standard Procedure 18 -2 or ASTM D4829 Test Method. Oversized fill material is defined as rocks or lumps.over 3.0 inches in greatest dimension. HILLTOP GEOTECHNICAL, INC. APPENDIX C HILLTOP GEOTECHNICAL, INC. April 22, 2005 TECHNICAL REFERENCES Page C -1 Abrahamson, N.A., and Silva, W.J., 1996, Technical Notes to Brookhaven National Laboratory (Unpublished). Blake, Thomas F., 2000, Preliminary Fault -Data for EQFAULT, EQSEARCHand FRISKSP. Blake, Thomas, F., Computer Services and Software, Users Manuals, FRISKSP v. 4. 00, EQSEARCH v. 3. 00, and EQFAULT v. 3.00. j . Boore, David M., Joyner, William B. and Fumal, Thomas E., January / February 1997, Spectra and Peak Acceleration from Western North American Earthquakes: a Summary of Recent Work, Seismological Research Letters, Volume 68, Number 1. Bray, J.D., 1998, Arias Duration of Strong Shaking Attenuation: Presented in Evaluation and Mitigation of Seismic Hazards, University of California, Berkeley, Continuing Education in Engineering, August 1998. h California Building Standards Commission, Effective November 1, 2002, 2001 California Building Code, California Code of Regulations, Title 24, Part 2, Volumes 1 and 2 (Based on 1997 Uniform Building Code). California Department of Conservation, Division of Mines and Geology, Geomorphic Provinces and Some Principal Faults of California, CDMG Note 36. California Department of Conservation, Division of Mines and Geology, Guidelines to Geologic /Seismic Reports, CDMG Note 42. California Department of Conservation, Division of Mines and Geology, Guidelines for Preparing Engineering Geologic Reports, CDMG Note 44. California Department of Conservation, Division of Mines and Geology, 1994, Fault - Rupture Hazard Zones in California, Alquist- Priolo Earthquake Fault Zoning Act with Index to Earthquake Fault Zones!Maps, (!Name Changed from Special Studies Zones January 1, 1994.), Special Publication 42. HILLTOP GEOTECHNICAL, INC. 504 -A05.2 April 22, 2005 Page C -2 TECHNICAL REFERENCES California Department of Conservation, Division of Mines and Geology, 1982, Earthquake Planning Scenario for a Magnitude 8.3 Earthquake on the San Andreas Fault in Southern California, Special Publication 60. - - California Department of Conservation, Division of Mines and Geology, 1997, Guidelines for Evaluating and Mitigating Seismic Hazards in California, -Special Publication 117. California Department of Conservation, Division of Mines and Geology, 1990, Index to Fault Evaluation Reports Prepared 1976 -1989 Under the Alquist- Priolo Special Studies Zone Act, CDMG Open -File Report 90 -9. California Department of Conservation, Division of Mines and Geology, 1996 (Appendix A - Revised 2002), Probabilistic Seismic Hazard Assessment for the State of California, CDMG Open -File Report 96 -08. California Department of Conservation, Division of Mines and Geology, 1992, Quick Report on CSMIP Strong- Motion Records from the. June 28, 1992 Earthquakes Near Landers and Big Bear, California, CSMIP Report OSMS 92 -06. California Department of Conservation, Division of Mines and Geology, 1994, CSMIP Strong- Motion Records from the Northridge, California Earthquake of January 17, 1994, CSMIP Report OSMS 94 -07. California Department of Conservation, Division of Mines and Geology, 1994, Jennings, C.W., Fault Activity Map of California and Adjacent Areas with Locations and Ages of Recent Volcanic Eruptions, Geologic Data Map No. 6, 1:750,000 Scale. California Department of Conservation, Division of Mines and Geology, 1965 (Third Printing 1976), Olaf P. Jenkins Edition, Geologic Map of California, Santa Ana Sheet, Scale 1:250,000. California Department of Conservation, Division of Mines and Geology, November 1992, Future Seismic Hazards in Southern California, Phase T Implications of the 1992 Landers Earthquake Sequence. HILLTOP GEOTECHNICAL, INC. 504 -A05.2 April 22, 2005 Page C -3 TECHNICAL REFERENCES California Department of Conservation, Division of Mines and Geology,.. 1999, Seismic Shaking Hazard Maps of California, Map Sheet 48. Campbell, K.W., and Bozorgnia, Y., 1994, Near - Source Attenuation of Peak Horizontal Acceleration from Worldwide Accelerograms recorded from 1957to 1993: Fifth U.S. National Conference on Earthquake Engineering Proceedings, Vol. III, p. 283 -292. Committee on Earthquake Engineering, Commission on Engineering and Technical Systems, National Research Council, 1985, Liquefaction of Soils During Earthquakes. Earthquake Engineering Research Institute, July 10 -14, 1994, Earthquake Awareness and Mitigation Across the Nation Proceedings, Volume III, Fifth U.S. National Conference on Earthquake Engineering, Chicago, Illinois. Frankel, A., Harmeson, S., Mueller, C., Barnhard, Y., Leyendecker, E.V., Perkins, D., Hanson, S., Dickman, N. and Hopper, M., 1997, Uniform Hazard Spectra, Deaggregation, and Uncertainty, in Proceedings of FHWA/NCEER Workshop on the National Representation of Seismic Ground Motion for New and Existing Highway Facilities: NCEER Technical Report 9700010, p. 39 -73 [Text to accompany gridded values for the California probabilistic seismic hazard model, dowriloadable data at http: / /www.geohazards.er.usgs.gov /eq /data /CNUmap 1r.asc]. Haner, B.E., 1982, Quaternary Geomorphic Surfaces on the Northern Perris Block, Riverside County, California: Interrelationship of Soils, Vegetation, Climate and Tectonics, PhD. Thesis, University of Southern California. Harden, D.R., 1997, California Geology, Prentice Hall. Idriss, I.M., Principal, Evaluating Seismic Risk in Engineering Practice, Woodward -Clyde Consultants, Santa Ana California, and Adjunct Professor of Civil Engineering, University of California, Los Angeles, USA. International Conference of Building Officials, February 1988, Maps of Known Active Fault Near- Source Zones in California and Adjacent Portions of HILLTOP GEOTECHNICAL, INC. 504 -A05.2 April 22, 2005 Page C -4 TECHNICAL REFERENCES _Nevada, To be used with the 1997 Uniform Building Code, Prepared by California. Department of Conservation, Division of Mines and Geology in cooperation . with Structural Engineers Association of California Seismology Committee. Ishihara, K., 1985, Stability of Natural Deposits During Earthquakes:. Proceedings, 11th International Conference on Soil Mechanics and Foundation Engineering, San Francisco, v. 1. p. 321 -376. Matti, J.C., and Morton, D.M., 1993, Paleogeographic Evolution of the San (:. Andreas Fault in Southern California: a Reconstruction Based on a New Cross -fault Correlation, in the San Andreas Fault System: Displacement, Palinspastic j Reconstruction and Geologic Evolution, Edited by R.E. Powell, R.J. Weldon, and J.C. Matti, Mem. Geol. Soc. Am., 178, 107 -160. Moriwaki, Yoshiharu, 1991, Earthquake Hazard Evaluation and Site Response Analyses, Seismic Short Course, Evaluation and Mitigation of Earthquake Induced Liquefaction Hazards, San Francisco State University, Division of Engineering, San Francisco, January 28 & 29, 1991, University of Southern California, School of Engineering, Department of Civil Engineering, Los Angeles, February 4 & 5. Navel Facilities Engineering Command, September. 1986, Foundations & Earth 'Structures, Design Manual 7.02, Change 1. Pradel, D., 1998, Procedures to Evaluate Earthquake - Induced Settlement in Dry Sandy Soils, ASCE Geotechnical Journal, April 1998, p. 364 -368. Riverside County Planning Department, January 1983, Revised April 1988, Riverside County Comprehensive General Plan, Seismic - Geologic Map. HILLTOP GEOTECHNICAL, INC. 504 -A05.2 April 22, 2005 TECHNICAL REFERENCES Riverside County Flood Control District, Aerial Photographs: Date Source Photo # Scale 1953 EDR (Pacific Air) 1" =700_' 1959 EDR (Robinson) 1" =555' 6/20/74 RCFC 781,782 1 "= 2,000' 1978 EDR (AMI ) 1" =600' 5/26/80 RCFC 808,80 1 "= 2,000' 12/15/8 3 RCFC 638,639 1 "= 1;600' 1984 EDR (WSA) 1" =600' 4/9/90 RCFC 15 -86, 15 -87 1 "= 1,600' 1994 EDR (USGS) 1" =666' 3/18/95 RCFC 15 -75, 15 -76 1 "= 1,600' 4/6/00 RCFC 15 -80, 15 -81 1 "= 1,600' 2002 EDR (USGS) 1" =666' Page C -5 Seeber, L., and Armbruster, J.G., 1995, The San Andreas Fault System Through the Transverse Ranges as Illuminated by Earthquakes Abstract, J. Geophys. Res., 100, 8285. Seed, H.B. and Idriss, I.M., 1971, Simplified Procedure for Evaluating Soil Liquefaction Potential, Journal of Soil Mechanics and Foundation Division, ASCE, Vol. 97, No. SM9, pp. 1249 -1273, September 1971. South Coast Geological Society, Inc., 1989, San Andreas Fault, Cajon Pass to Wallace Creek, Guidebook Number 17, Volumes 1 and 2. Southern California Earthquake Center, March 1999, Recommended Procedures for Implementation of DMG Special Publication 117, Guidelines for Analyzing and Mitigating Liquefaction Hazards in California. HILLTOP GEOTECHNICAL, INC. 504 -A05.2 April 22, 2005. Page C -6 TECHNICAL REFERENCES Southern California Earthquake Center, June 2002, Recommended Procedures for Implementation of DMG Special Publication 117, Guidelines for Analyzing and Mitigating Landslide Hazards in California. Tokimatsu, K. and Seed, H.B., 1987, Evaluation of Settlements in Sands Due to: Earthquake Shaking, Journal of Geotechnical Engineering Division; ASCE, Volume 113, No. 8, August, P.861 -878. U.S. Department of the Interior, Geological Survey, 1987, Recent Reverse Faulting in the Transverse Ranges, California, Text and Plates, U.S. Geological Survey Professional Paper 1339. U.S. Department of the Interior, Geological Survey, 1985, Matti, J.C., Morton, D.M., and Cox, B.F., Distribution and Geologic Relations of Fault Systems in the Vicinity of the Central Transverse Ranges, Southern California, U.S. Geological Survey Open -File Rep. 85 -365. U.S. Department of the Interior, Geological Survey, 1956, Photorevised 1972, Valerie Quadrangle, California - Riverside Co., 7.5 Minute Series (Topographic), Scale 1:24,000. Weldon, R.J., and Sieh, K.E., 1985, Holocene Rate of Slip and Tentative Recurrence Interval for Large Earthquakes on the San Andreas Fault in Cajon Pass, Southern California, Geol. Soc. Am. Bull.,96, 793 -812. Wesnousky, Steven G., Prentice, Carol S. and Sieh, Kerry E., 1991, An Offset. Holocene Stream Channel and the Rate of Slip along the Northern Reach of the San Jacinto Fault Zone, San Bernardino Valley, California, Geological Society of. America Bulletin, V. 103. Youd, T.L. and Idriss, I.M. (Editors), 1997, Proceedings of the NCEER Workshop on Evaluation of Liquefaction Resistance of Soils, Salt Lake City, UT, January 5 -6, 1996, Technical Report NCEER -97 -0022, 307 p., Buffalo, NY. HILLTOP GEOTECHNICAL, INC. '3NI 'rI` OINHZ)d1AHO dOZ'I'IIH Sladden Engineering 6782 Stanton Ave., Suite A, Buena Park, CA 90621 (714) 523 -0952 Fax (714) 523 -1369 39 -725 Garand Ln., Suite G, Palm Desert, CA 92211 (760) 772 -3893 Fax (760) 772 -3895 March 18, 2004 Project No. 544 -4116 04 -03 -204 PacificUS Real Estate Group 2 North Lake Avenue, Suite 800 Pasadena, California 91101 Attention: Mr. Ron Coleman Subject: Geotechnical Investigation �.. Project: Tentative Tract No. 31732 & 31733 SEC Monroe Street & Avenue 60 La Quinta, California 1 Presented herewith is the report of our Geotechnical Investigation at the approximately 80 acre site of the proposed residential subdivisions located on the southeast corner of Monroe Street and Avenue 60 in the City of La Quinta, California. The investigation was performed in order to provide recommendations for site preparation and to assist in foundation design for the proposed single - family residences and the related site improvements. This report presents the results of our field investigation and laboratory testing along with conclusions and recommendations for foundation design and site preparation. This report completes our original scope of services as outlined in our proposal dated February 25, 2004. We• appreciate the opportunity to provide service to you on this project. If you have any questions regarding this report, please contact the undersigned. Respectfully submitted, SLADDEN EN NEERI PR�FESS�O �I L. Aly��� \� (P w No. C45 G� z Bret. A son 30106 Richard L. Richins Principal En�,ineer * Sr. Engineering Geologist N�oCIVIL��r* SER/ma FCALI Copies: .6 PaciticUS Real Estate Group APPENDIX A FIELD EXPLORATION For our field investigation, 13 exploratory borings were excavated on March 5 and March 6, 2004 using a truck mounted hollow stem auger rig (Mobile B -61) in the approximate locations indicated. on the site plan included in this appendix. Continuous log of the materials encountered were prepared on the site by ` a representative of Sladden Engineering. Boring logs are included in this appendix. ri Representative undisturbed samples were obtained within our boring by driving a thin - walled - steel penetration sampler (California split spoon sampler) or a Standard Penetration Test (SPT) sampler with a ` 140 -pound hammer dropping approximately 30 inches (ASTM D 1586). The number of blows required to drive the samplers 18 inches was recorded (generally in 6 inch increments). Blowcounts are indicated on the boring log. The California samplers are 10 inches in diameter, carrying brass sample rings having inner diameters of 2.5 inches. The standard penetration samplers are 2.0 inches in diameter with an inner diameter of 1.5 inches. Undisturbed samples were removed from the sampler and placed in moisture sealed containers in order to preserve the natural soil moisture content. Bulk samples were obtained from the excavation spoils and samples were then transported to our laboratory for further observations and testing. sulopotloaasVopynyn 1v177 .)wormrTfiRlnu{0•alt- W{I'le ]o— Ulu: JC} It :1::,I,00011oul:Iws,amm:.7♦.Jor North Vicinity Map Proposed Residential Development S.E.C. Monroe Street & Avenue 60 La Quinta, California Sladden Engineering Project Number: 544 -4116 Date: 3 -26 -04 hi erns - •,6In ,i a I _ AVENUE •%B F 2 i. F 5j o yeas. '.2_� SITE 25 -. f lC` N f •1 4 ITE Q .- Na}EOW 4'- n t Sw mmrng. Pod rJ i o .1 r. 1 1 � b , VE.Ur 62 TORRES MARTINEZ 1 n 9y67 - Torres 64el aIN-AIA•N MsJ RESERVATION TO,C Gen °t •� f-- II •rw 1 ,. _ sulopotloaasVopynyn 1v177 .)wormrTfiRlnu{0•alt- W{I'le ]o— Ulu: JC} It :1::,I,00011oul:Iws,amm:.7♦.Jor North Vicinity Map Proposed Residential Development S.E.C. Monroe Street & Avenue 60 La Quinta, California Sladden Engineering Project Number: 544 -4116 Date: 3 -26 -04 \ ! � ' . . tit 1, ln, TGO-OU-19d NO CrI(C.-D V. gill North Approximate Boring Locations ,q- Boring Location Proposed Residential Devo|opinent/Tract 1732 S.GI. Monroe Street 8iAvenue 60 La Quinta, California Sladden Engineering ��i 1j, 7A Ji I F. z. A- rOO-OU-790 Ndy -------- ---------- -y 13 M. 'Tw !I It ire: S i :y H-I , , > :% 33 -51 F, U j +r �4 ij v -it- i2c oe k- FE kill N L 4- 7 U 1 t•,;.,�•., =ii North Approximate Boring Locations Boring Location Map Proposed Residential Development /Tract 3 1733) S.E.C. Monroe Street & Avenue 60 La Qu.Inta. California Sladden Enolneering Project Number: 544-4116 jDate: 1-26-04 Proposed 80 -acre Residential Development S.E.C. Monroe Street and Avenue 60 / La Quinta, California - )ate: -S -04 Boring No. 1 .lob No.: 544-4116 i � o DESCRIPTION ° a REMARKS. 0 o 0 Sandy Silt: Grey brown, clayey ML s 10/14/27 Silty Sand: Grey brown, SM - -- 4 - -- 16% passing 9200 fine grained 10 6/8/8 " " - -- 3 -- 14% passing #200 ,s _ 5/6/6 Sandy Silt: Brown, clayey ML - -- 27 -- 69%. passing #200. P 20 7/11/12 Sand: Grey brown, SP /SM _ -- 14 - -- 12% passing #200 - slightly silty, fine grained Groundwater r1) 24' 25 6/8/8 Sand Silt: Brown, Y ML - -- 30 - -- 58 °ro passing 4200. - - slightly clayey 30 6/9/15 " - -- 16 - -- 11% passing #200 35 6/10/10 Silty Sand: Grey brown, SM - -- 25 - -- 34% passing #200 very silty, fine grained 40 - 11117/20 Sand: Grey brown, SP /SM - -- 1 23 - -- 10% passing #200 slightly silty, fine grained 45 24 - -- 9% passing 4200 so i f - a /6/9 I - 23 -- I 14% passing 9200 j I FT Standard Penetration ' Total Depth = _51.5' No Bedrock I Jumltc ,iVine: The stratification lilies repveselit the approxirt� ate i boundaries between the soil ty�cs; the transitions may be gradua . 1 i i. r, Proposed 80 -acre Residential Development S.E.C. Monroe Street and Avenue 60 / La Quinta,.California (Date: ; -S -04 Borin No. 2 .lob NO.: 544-4116 i 3 a� C v 0 DESCRIPTION A o REMARKS E ;s: r C4 E '� rn U o Cq rn a o o U o Silty Sand: Grey brown, SM fine grained s 14/16/18 " 103 1 - -- 29% passing #200 10 17/20/23 Silty Sand: Grey brown, SM 97 9 -- 41% passing #200 very silty, fine grained Proposed 80 -acre Residential Development - S.E.C. Monroe Street and Avenue 60 / La Quinta, California Date: 3 -5 -04 Borin No. 3 Job No.: 544-4116 L o DESCRIPTION cu 0; a o , o R REMARKS = p, +r E _ C OJ c &. p U W° C C U o o o p o U ° Sand: Grey brown, SP /SM - slightly silty, fine grained 5 15/15/20 105 1 - -- 9% passing #200 'O M 17/20/25 Silty Sand: Grey brown, SM 116 7 -- 24% passing 9200 Fine grained ,s Sand: Grey brown, SP /SM JNR8Ll slightly silt , fine grained 92 8 - -- 9% passing #200 1 ' Proposed 80 -acre Residential Development S.E.C. Monroe Street and Avenue 60 / La Quinta, California Date: ; -5 -04 oring No.4 Job No.: 544-4116 d o DESCRIPTION A o REMARKS o =' c . z o Cl) o U W GO V 0 Silty Sand: Grey brown, r. __. SM - very silty, fine grained = s 17/25/28 " " 98 2 - -- 47% passing #200 ,O 9/15/18 Clayey Silt: Grey brown, sandy ML 88 1.3 - -- 82%. passing 9200 is 9/12/20 Sand: Grey brown, SP /SM . 99 10 - -- 15% passing #200 _ slightly silty, fine grained 20 5/9/14 " " " 100 19 --- 13% passing 9200 Total Depth = 21,5' Recovered Sample N�-,Bedrock No Groundwater 25 30 35 Proposed 80 -acre Residential Development S.E.C. Monroe Street and Avenue 60 / La Quinta, California 'date: 3 -5 -04 Boring No. 5 Job No.: 544 -41 16 a+ o DESCRIPTION p c REMARKS E �. w � � p o •o r- u U o Silty Sand: Grey brown, SM - fine grained s 14/17/25 Sand: Brown, slightly silty SP /SM 98 2 - -- 7% passing 4200 - fine grained with thin - interbedded silt layers �0 10/15/20 Clayey Silt: Grey brown, sandy ML 100 14 -- .77% passing 4200 is 10/15/20 Sandy Silt: Grey brown, clayey ML 101 15 - -- 59% passing #200 - Total Depth = 16.5' - Recovered Sample IVedrock - No Groundwater 20 Proposed 80 -acre Residential Development S.E.C. Monroe Street and Avenue 60 / La Quinta, California Date: -5 -04 Boring No.6 Job No.: X44-4116 DESCRIPTION A o a REMARKS C C/) � o U O rig o o U 0 Sandy Silt: Grey brown, clayey ML 5 1 1/I 1/14 " 88 14 - -- 75% passing #200 10 8/13/19 Silty Clay: Grey brown CL 94 -10 - 96% passing #200 15 10/1520 Silty Sand: Grey brown, SM 98 7 - -- 33% passing 4200 very silty, fine grained 20 13/14/17 Clayey Silt: Grey brown, sandy ML 92 26 - -- 82% passing #200 Total Depth = 21.5' - ® Recovered Sample 7"edrock - No Groundwater 25 30 35 40 45 50 Note: The stratification lines represent the approximate 55 boundaries bewcen the soil types: I the transitions may be gradual. ' t Proposed 80 -acre Residential Development S.E.C. Monroe Street and Avenue 60 / La Quinta, California r-) ate-. 3 -5 -04 oring No. 7 Job No.:, 544-4116 .r d c ; .s 0 DESCRIPTION L Ca o REMARKS a E CL V) 7 o V 0 Sandy Silt: Grey brown, ML - slightly clayey 5 5/15/15 Sand: Grey brown, SP 106 2 - -- 6% passing #200 - fine grained i0 4/6/9 Clayey Silt: Grey brown, sandy ML 92 26 - -- 83% passing 4200 is Sand: Grey brown, SP /SM 10/15/20 slightly silty, fine grained . 100 9 - -- 15% passing 4200 Total Depth = 16.5' ® Recovered Sample 1�$edrock No Groundwater 20 25 30 35 40 45 50 Note: The stratification lines 55 represent the approximate l+ boundaries between the soil tY1�es; L the transitions may be graduar ' \. � ` ' | / Proposed 80-acre Residential Development S.E.C.* Monroe Street and Avenue 60 La Quinta, California 0 DESCRIPTION Ln ca M REMARKS 0 Sand: Grey brown, SP/Sm slightly silty, fine. grained slightly silty, fine grained 20 5n17 Silty Clay: Brown CL 93 27 --- 9 1 % passing #200 Recovered Sample Total Depth = 21.5' No Bedrock No Groundwater so Note: Thestratiricad on lines represent the approximate boundaries between the soi[tyrcs- he transitions may be Pradua r l Proposed 80 -acre Residential Development S.E.C. Monroe Street and Avenue 60 / La Quinta, California ')ate: ; -5 -04 Borine No. 9 Job No.: 544-4116 I •j DESCRIPTION A o ,o REMARKS w �� `4 E a� u j a o O o U o Clayey Silt: Grey brown, sandy ML 5 6/8/10 Silty Clay: Grey brown CL 88 23 - -- 93% passing #200 10 4/8/12 94 28 --- 95% passing #200 Silty Sand: Grey brown, SM 15 9/12/17 1 very silty, fine grained 93 18 - -- 34% passing #200 - - - ® Recovered Sample Total Depth = 16.5' TVedrock o Groundwater 20 N• 25 30 35 40 45 s0 ss 1 Note: The stratification lines represent the approximate boundaries between the soil types: the transitions may be gradual. i Proposed 80 -acre Residential Development S.E.C. Monroe Street and Avenue 60 / La Quinta, California Date: ; -5 -04 Boring No. 10 Job No.: 544-4116 3 CU .. v o ° DESCRIPTION ° !2 R REMARKS c. ° Sand: Grey brown, SP /S slightly silty, fine grained s 416/8 94 3 - -- 11% passing #200 1.0 15/20/20 " " " 113 7 - -- 9% passing #200 15 10/15/20 Silty Sand:.Grey brown, SM 91 16 - -- 34% passing 9200 - very silty, fine grained 20 Sand: Grey brown, SP 17% - 11/22/29 fine rained 109 4 -- passing 4200 - Total Depth = 21.5' - ® Recovered Sample tw�$edrock - No Groundwater 25 30 Proposed 80 -acre Residential Development S.E.C. Monroe Street and Avenue 60 / La Quinta, California Date: 3 -S -04 Boring No. 11 Job No.: 544-4116 M� o n ri U ° DESCRIPTION >° ri • Proposed 80 -acre Residential Development S.E.C. Monroe Street and Avenue 60 / La Quinta, California t7ate: ; -S -04 orin2 No. 12 Job No.: 544-4116 3 > CD DESCRIPTION M 4 REMARKS _ I G ❑ zz- >, (n U I C1i v) = 5 c o o p o U o Silty Sand: Grey brown, SM - fine grained Sand: Grey brown, SP /SM ___ 3 _ -_ 8% passing #200 5 4/6/10 - slightly silty, fine grained Clayey Silt:.Grey brown ML - -- 25 - -- 89% passing #200 'O 4/4/6 Proposed 80-acre Residential Development S.Ek. Monroe Street and Avenue 60 La Quinta, California 'date: 3-5-04 Borin Ly No. 13 Job No.: 544-4116 CU E V) > DESCRIPTION' rr C- W E REMARKS 0 Sandy Silt: Grey brown, clayey ML 4/8/10 Sand: Grey brown, slightly silty, fine grained SP/Sm --- 5 --- 16% passing 4200 10 2/3/6 3/5/4 Sandy Silt: Grey brown, clayey ML --- --- 17 23 --- --- 72% passing 4200 70% passing #200 20 25 30 8/17/20 6/8/13 7/10/15 Silty Sand Grey brown, fine grained Sm --- 28 39 29 --- --- --- 17% passing 4200 Groundwater @ 23 - 24' 27% passing #200 1"7% passing 4200 35 315/9 Silty Clay: Brown CL --- 32 90%.passing 4200 40 45 1/3/4 3/7/10 Sandy Silt: Brown, clayey ML --- --- 23 27 --- --- 65% passing #200 76% passing #200 T so 711011 1 Sand:.Grey brown, fine ne grained SP -- 26 --- 4% passing #200 T 55 Recovered Sample Standard Penetration Sample iNote: The stratification lines represent the approximate boundaries between the soil types: the transitions may be graduar Total Depth = 51.5' No Bedrock i APPENDIX B Laboratory Testing Laboratory Test Results APPENDIX B LABORATORY TESTING Representative bulk and relatively undisturbed soil samples were obtained in the field and returned to our laboratory for additional observations and testing. Laboratory testing was generally performed in two phases. The first phase consisted of testing in order to determine the compaction of the existing natural soil and the general engineering classifications of the soils underlying the site. This testing was performed in order to estimate the engineering characteristics of the soil and to serve as a basis for selecting samples for the second phase of testing. The second phase consisted of soil mechanics testing. This testing including consolidation, shear strength and expansion testing was performed in order to provide a means of developing specific design recommendations based on the mechanical properties of the soil CLASSIFICATION AND COMPACTION TESTING Unit Weight and Moisture Content Determinations: Each undisturbed sample was weighed and measured in order to determine its unit weight. A small.portion of each sample was then subjected to I. testing in order to determine its moisture content. This was used in order to determine the dry density of the soil in its natural condition. The results of this testing are shown on the Boring Logs. Maximum Density- Optimum Moisture Determinations: Representative soil types were selected for maximum density determinations. This testing was performed in accordance with the ASTM Standard D1557 -91, Test Method A. The results of this testing are presented graphically in this appendix. The maximum densities are compared to the field densities of the soil in order to determine the existing relative compaction to the soil. This is shown on the Boring Log, and is useful in estimating the strength and compressibility of the soil. Classification Testing: Soil samples were selected for classification testing. This testing consists of mechanical grain size analyses and Atterberg Limits determinations. These provide information for developing classifications for the soil in accordance. with the Unified Classification System. This classification system categorizes the soil into groups having similar engineering characteristics. The results of this testing are very useful in detecting variations in the soils and in selecting samples for further testing. SOIL MECHANIC'S TESTING Direct.Shear Testing: One bulk sample was selected for Direct Shear Testing. This testing measures the shear strength of the soil under various normal pressures and is used in developing parameters for foundation . design and lateral design. Testing was performed using recompacted test specimens, which were saturated prior 'to testing. Testing was performed using a strain controlled test apparatus with normal pressures ranging from 800 to 2300 pounds per square foot. Expansion Testing: One bulk sample was selected for Expansion testing. Expansion testing was performed in accordance with the UBC Standard 18 -2. This testing consists of remolding 4 -inch diameter by 1 -inch thick test specimens to a moisture content and dry density corresponding to approximately 50 percent saturation. The samples are subjected to a surcharge of 144 pounds per square foot and allowed to reach equilibrium. At that point the specimens are inundated with distilled water. The linear expansion is then measured until complete. Consolidation Testing: Four relatively undisturbed samples were selected for consolidation testing:_ For this testin`; one -inch thick test specimens are subjected to vertical loads varying from 575 psi'to 11520 psf applied progressively. The consolidation at each load increment was recorded prior to placement of each subsequent load. The specimens were saturated at the 575 psf or 720 psf load increment. j Project Number Project Name: Sample ID Gradation ASTM CI 17 R. C136 544-4116 March 17, 2004 Monroe & Ave. 60 Boring 1 @ 5' Gradation Sieve Size, mm Sladden Engineering Ri visud 11/20;02 Sieve Sieve Percent Size, in Size, mm Passing 1 " 25.4 100.0 314" 19.1 .100.0 1/2" 12.7 100.0 3/8" 9.53 100.0 #4 4.75 100.0 #8 2.36 100.0 #16 1.18 100.0 #30 0.60 98.0 #50 0.30 86.0 #100 0.15 44.0 #200 0.074 16.0 100 _.... 1 ; 90 1 j j yi I ,.�. 70- .:_!. -l_;_ J . _5_ _... 4. - _ , ._ .. : ti. 1 1 i 3 0 . I I 0 ; 0 ' 100.000 10.000 1.000 0.100 0.010 0.00 ) Gradation Sieve Size, mm Sladden Engineering Ri visud 11/20;02 Z N Gradation ASTMC117 &C136 -Project Number: 544-4116 Project Name: Monroe & Ave. 60. Sample ID: Boring I @ 10' 100 Sieve- Sieve Percent Size, in size, mm Passing Iff 25.4 100.0 3/411 19.1 100.0 1/2" 12.7 100.0 3/8's 9.53 1.00.0 94 4.75 100.0 #8 2.36 100.0 #16 1.18 100.0 #30 0.60 100.0 #50 0.30 80.0 #100 0.15 49.0 #200 0.074 14.0 March 17,2004 U -f-- 100:000 1.000 0.100 0.010 0.001 Sieve Size, mm Glallallllil Sladden Engineering RevisW 11!20/(12 100 i. 90 ..... .. . ...... . 80 1 if oU 60 50 - is i 40- 30 - 1: 20- 10 - A, U -f-- 100:000 1.000 0.100 0.010 0.001 Sieve Size, mm Glallallllil Sladden Engineering RevisW 11!20/(12 One Dimensional Consolidation ASTM D2435 & D5333 Job Number: 544 -4116 Job Name: Monroe & Ave. 60 Sample ID-. Boring 3 @ 5' Soil Description: Sand I 0 -2 -3 -4 -5 -6 -7 -R -9 -10 March 17, 2004 Initial Dry Density, pcf: 100.1 Initial Moisture, %: 1 Initial Void Ratio: 0.666 Specific Gravity:. 2.67 % Change in Height vs Normal Presssure Diagram ' — Before Saturation —6 —After Saturation e Rebound --f— Hydro Consolidation 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Sladden En <(gineering Revised ! P20!02 F. i J. -- - '- - ......... - - - -- i. . , I .. I i 'i , i i , I i i I I: i -'I 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Sladden En <(gineering Revised ! P20!02 One Dimensional Consolidation ASTM D2435 & D5333 Job Number: 544-4116 March 17, 2004 Job -Name: Monroe & Ave. 60 Initial Dry Density, pcf: 111.0 Sample ID.:. Boring 3 @ 10' Initial Moisture, %: 7 Soil Descrition: Silty Sand Initial Void Ratio: 0.502 Specific Gravity: 2.67 -10 0.0 1.0 2.0 i i i Cunwlid;niuu % Change in Height vs Normal Presssure Diagram - 0 Before Saturation After Saturation --8 Rebound - f— Hydro Consolidation 1 1 0 .___. -2 -3 -4 _ -5 -6 i I -7 i i. =R -9 -10 0.0 1.0 2.0 i i i Cunwlid;niuu % Change in Height vs Normal Presssure Diagram - 0 Before Saturation After Saturation --8 Rebound - f— Hydro Consolidation 3.0 4.0 5'.0 6.0 Sladden En gineering 7.0 - Rcvjsed 11"20 /0'_ I 1 1 .___. l _ .._!_._.. i _ ' I I I ;L : 1" I ! T.. �. j.. 4 . _. __... . ' I _ .. .._ - - , I _J .. : I f' 1 i ..._ .. ; 1I ... _'_._. _I. ..i'.. I .. i • I- i i. 1 I : i i 1 , I : ' I : 3.0 4.0 5'.0 6.0 Sladden En gineering 7.0 - Rcvjsed 11"20 /0'_ One Dimensional Consolidation ASTM D2435 & D5333 Job Number: 544 -4116 Job Name: Monroe & Ave. 60 Sample ID: Boring 8 @ 5' Soil Description: Sand -2 -3 A -5 -6 -7 -8 -9 -10 March 17, 2004 Initial Dry Density, pcf: 98.1 Initial Moisture, W 3 Initial Void Ratio: 0.699 Specific Gravity: 2.67 % Change in Height vs Normal Presssure Diagram --e -- Before Saturation —A —After Saturation —e Rebound —f —Hydro Consolidation , —; i- r t r t —r— r i - i - "I - — 7- ��- I i�__ - -- - - - - - - I i_i ..I. ; .L... _ ..j_.. J. . I _ _j I- , i 1 _ T' I 1 i -I I t : .i S 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 Consolidi ion Sladden Engineering Revised 11/20/02 One Dimensional Consolidation ASTM D2435 & D5333 Job Number: 544 -4116 Job Name: Monroe & Ave. 60 Sample ID: Boring 8 @ 10' Soil Description: 'Sandy Silt 1 0 -1 -2 -3 A -5 -6 _7 _g -9 10 March 17, 2004 Initial Dry Density, pcf- 91.5 Initial Moisture, %: 16 Initial Void Ratio: 0.822 Specific Gravity: 2.67 % Change in Height vs Normal Presssure Diagram —0 Before Saturation --A —After Saturation — 9 Rebound, T Hydro Consolidation 2.0 2.5 3.0 3.5 4.0 4.5 5.0 Ctmsalidati�m S {aCl(]C11 EI1 lIlCerlIlb Revisal I 1 :20i02 0.0 0.5 1.0 1.5 TI I 4. I j _ Jill Ll r. I I . I --- • • 1 _ • + T. Imo.._ ! I" -i - i — - — - ; —i -; - -�- — - - _' --- - -i- • ! 1 I 1 1 ! r j I : • 2.0 2.5 3.0 3.5 4.0 4.5 5.0 Ctmsalidati�m S {aCl(]C11 EI1 lIlCerlIlb Revisal I 1 :20i02 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 Ctmsalidati�m S {aCl(]C11 EI1 lIlCerlIlb Revisal I 1 :20i02 Maximum Density /Optimum Moisture ASTM D698/D1557 Project Number: 544-4116 Project Name: Monroe & Ave. 60 Lab ID Number: Sample Location: Bulk 13 @ 0 =5' Description: Sandy Silt Maximum Density: 113 pef Optimum Moisture: 14.5% 145 140 135 130 125 A 120 Q 115 110 105 100 Sieve Size % Retained 3/4" 3/8" #4 0.0 March l7. 2004 ASTM D -1557 A Rammer Type: Machine 0 5 10 15 Moisture Content, °/: Max Doisiiv Sladden Engineering 20 ?5 Kcvised 1210:1/02 _ ..r Zero Air Voids Lines, '.. sg =2.65, 2,70, 2,75 : - - -- : : - .4. L. I• : • I I .I I I I A. 1 i .. .. ... ... i. .� ._ 0 5 10 15 Moisture Content, °/: Max Doisiiv Sladden Engineering 20 ?5 Kcvised 1210:1/02 ANAHEIM TEST LABORATORY ,3008 S. ORANGE AVENUE SANTA ANA, CALIFORNIA 92707 PHONE (714) 549 -7267 SLADDEN ENGINEERING: 6782 STANTON AVE. SUITE A BUENA PARK, •CA. 90621 ATTN: BRETT /DAVE PROJECT: #544 -4116 BULK 13 @ 0 -5' pH 6. 9 ANALYTICAL REPORT DATE: 3/16/04 P.o.No. Chain of Custody Shipper No. Lob. No. A -4723 Specification: Motesiai: SOIL CORROSION SERIES SUMMARY OF DATA SOLUBLE SULFATES SOLUBLE CHLORIDES MIN. RESISTIVITY per CA. 417 per CA. 422 per CA. 643 ppm _ppm ohm -cm 3,966 1,507 600 max LIQUEFACTION ANALYSIS' Project: Residential Subdivision Project No. 504-A05.2 Client: KB Home Date: 4119/2005 BORING: B-4 Elevation: it Remarks: Fault Distance: 8.2 km Amex 0.47 g Groundwater Depth: 24 feet Ms: 7.20 Sampler. S = SPT without Liner: 1.375" Dia. CS = 1.20 Boring: Drilled Diameter = 8 inches R = Split Spoon/Califomia w/ Rings: 3.5" Dia. Cs = 0.70 Sampler Borehole Diameter = 4 inches SL = SPT with Liner: 1.375" Dia. Cs = 1.00 Hammer: 140 lb w/ 30 inch Drop Dry Wet Total Effective Additive Magnitude CRR Induced Depth Density Density Stress Stress Corrections to Field N-Value Correction Corrected Scaling Cyclic Resistance Ratio rd Cyclic h (pcf) (pcf) (psi (psf) Sampler Fines Field N (From Table 5.2) Factor N, Factor (From Fig 7.1) -- (From Stress Safety CN CE CB CR Cs CFlnes (it) Yd YW a 0. Type (B/Ft) (Btft) (From Fig 7.2) M M = 7.2 Fig 7.3) Ratio Factor 2.0 95.2 109.8 110 110 R 69 7 2.00 1.50 1.00 0.75 0.70 7 18 1.150 0.380 0.437 0.995 0.304 NL-G 4.0 95.3 99.2 319 319 R 76 17 2.00 1.50 1.00 0.75 0.70 10 37 1.150 1.000 1.150 0.991 0.303 NL-G 6.0 95.3 99.2 517 517 R 26 12 1.97 1.50 1.00 0.75 0.70 7 26 1.150 1.000 1.150 0.986 0.301 NL-G 8.0 95.3 99.2 716 716 R 26 12 1.67 1.50 1.00 0.75 0.70 6 22 1.150 0.420 0.483 0.981 0.300 NL-G 10.0 102.8 li1ll 938 938 R 83 15 1.46 1.50 1.00 0.75 0.70 8 25 1.150 1.000 1 :150 0.977 0.298 NL-G -12.6 --1-10.0 114.3 1175 1175 R 20 25 1.30 1.50 1.00 0.75 0.70 6 32 - --------- 1.150 ----- ---- 1.000 1.1'50 6§72 0.297 NL-G 14.0 110.0 114.3 1404 1404 R 20 25 1.19 1.50 1.00 0.85 0.70 6 33 1.150 1.000 1.150 0.967 0.296 NL-G 16.0 110 115.0 1633 1633 R 23 24 1.11 11.50 1.00 0.85 0.70 6 30 1.150 1.000 1.150 0.963 0.294 NL-G 18.0 110 115.0 1 863 1 863 R 23 24 1.04 1.50 1.00 0.85 0.70 6 28 1.150 1.000 1.150 0.958 0.293 NL-G 0.98 1.00 0.85 0.70 7 17 1.150 0.325 0.374 0.953 0.291 NL-G 22.0 100 105.0 2293 2293 R 46 11 0.93 1.50 1.00 6.95 - -0.70 -7 17 1.150 0.32-5- --0,374 0.949 0.290 NL-G 24.0 100 105.0 2503 2503 R 46 it 0.89 1.50 1.00 0.95 0.70 7 17 1.150 0.325 0.374 0.944 0.288 NL-G 26.0 100 125.4 2734 2671 S 46 4 0.87 1.50 1.00 0.95 1.20 6 12 1.150 0.222 0.255 0.939 0.294 0.87 28.0 100 125.4 2984 2797 S 46 4 0.85 1.50 1.00 0.95 1.20 6 12 1.150 0.222 0.255 0.935 0.305 0.84 30.0 110 3241 2929 -s- 35 15 0.83 1.50 1.00 0.95 1.20 0 21 1.150 0.900 1.035 0.930 0.314 3.29 110- 1.00 0.95 -1.267- 0 0.319 3.25 _131.7 -7 3068 S 35 15 0.81 1.50 34.0 1-36.0 110 131.7 3768 3206 S 35 15 0.79 1.50 1.00 1.00 1.20 0 21 1.150 0.900 1.035 0.897 0.322 3.21 105 128.5 4028 3342 S 88 6 0.77 1.50 1.00 1.00 1.20 7 15 1.150 0.275 0.316 0.881 0.324 NL-F 38.0 105 128.5 4285 3474 S 88 6 0.76 1.50 1.00 1.00 1.20 7 15 1.150 0.275 0,316 0.865 0.326 NL-F 40.0 100 125.4 4539 3603 S 37 8 0.75 1.50 1.00 1.00 1.20 7 18 1.150 0.314 0.361 0.326 1.11 42.0 100 125.4 ---47bd S-�- 29 --d-.73 1.50 1.00 1.00 1.2 0-.-3'1',-4----' 'b.36-i 6'iik -6326 1.11 44.0 100 125.4 5040 3855 S 37 8 0.72 1.50 1.00 1.00 1.20 7 17 1.150 0.290 0.334 0.816 0.326 1.02 46.0 110 131.7 5297 3987 S 10 29 0.71 1.50 1.00 1.00 1.20 2 39 1.150 1.000 1.150 0.799 0.324 3.54 48.0 110 131.7 5561 4126 S 10 29 0.70 1.50 1.00 1.00 1.20 2 38 1.150 1.000 1.150 0.783 0.322 3.57 50.0 1 110 1 131.7 , 5824 , 4264 S 9 29 0.68 1.50 1.00 1.00 , 1.20 1 37 1.150 1.000 1.150 0.767 0.320 3.59 Liquefaction Analysis Per • Additive Fines Content Correction for SPT rd CFInes = I a + 0 (N,)60 I - (NI)60 (From NCEER) Depth (it) rd (From NCEER) 1. Recommended Procedures for Implementation of DMG Special Publication 117., FC 1 For h x 30':: r, = 1.0 - 0,00765(0.305)h Guidelines for Analyzing and Mitigating Liquefaction in California, March 1999, Orgi3nized Through the Southern California Earthquake Center, University of Southern California. For FC < 5%] 0.0 1 1.0 For 30' < h < 75':: rd = 1.174 - 0.0267(0.305)h 2. Proceedings of the NCEER Workshop on Evaluation of Liquefaction Resistance of Soils, For 5%<FC<35%] exp(l.76-(190/FC2) I 0.99 (FC"'/ 1000) For 75' < h < 100':'; . rd = 0.744 - 0.008(0.305)h December 31, 1997, National Center for Earthquake Engineering Research. For FC > 35%: 5.0 1.2 j For h > too':' rd = 0-50 LEGEND: CR: Cs: Rod Length Correction Factor Sampling Method Correction Factor induced Cyclic Stress Ratio= 0.65(Ams,/g)(ata')rd CN: Depth Correction Factor 0.4 < (2000 1 o')0' < 2.0 1 NL-F: No Liquefaction due to Clay and Fines Content CE : Energy Ratio Correction Factor CSPT: Large Diameter Sampler to SPT Correction Factor NL-G: No Liquefaction due to Soil Layer Being Above Ground Water CZ: Borehole Diameter Correction Factor CFin,,: Fines Correction Factor Hilltop Geotechnical Inc. Plate No. 16 0 LIQUEFACTION SETTLEMENT - SUBMERGED SOILS Residential Subdivision Project No. 504-A05.2 Client: KB Home Date: 4/19/2005 BORING B-4 Hilltop Ge6technical Inc. Depth Additive Corr, Corrected Cyclic Induced Safety Volumetric Strain 0 h Fines Factor to N, N, Resistance Ratio ---------------- Cyclic Stress Ratio Factor (From Fig 7.11) Settlement (feet) 45 From Table 7.2 (91ft) M = 7.2 M (feet) 2.0 69 4 is 0.437 0.304 NL-G N/A-G N/A-G 4.0 76 4 31 1.150 0.303 NL-G N/A-G N/A-G 6.0 26 2 21 1.150 0.301 NL-G N/A-G NIA-G 8.0 26 2 18 0.483 0.300 NL-G N/A-G N/A-G 10.0 83 4 21 - 1.150 0.298 NL-G N/A-G 12.0 - -20- _....N/A-G 14.0 20 1 28 1.150 0.296 NL-G N/A-G N/A-G 16.0 23 1 25 1.150 0.294 NL-G N/A-G N/A-G 18.0 23 1 23 1.150 0.293 NL-G N/A-G N /A -G 20.0 46 4 0.374 0.291 NL-G N/A-G 7- N/A-G 22.0 46 --.--14 4 14 74 0.290 NL-G 24.0 46 4 14 0.374 0.288 NL-G N/A-G N/A-G 26.0 46 4 10 0.255 0.294 0.87 2.60% 0.052 28.0 46 4 10 0.255 0.305 0.84 2.60% 0.052 30.0 35 3 24 1,035 0.314 3.29 NIA- SF > 1.3 N/A- SF > 1.3 N/A-SF N/A-SF 32.0 35 3 24 1.035 0.319 3.25 34.0 35 3 24 1.035 0.322 3.21 N/A- SF > 1.3 N/A-SF 36.0 88 4 12 0.316 0.324 NL-F N/A- SF > 1.3 N/A-SF 38.0 88 4 12 0.316 0.326 NL-F NIA- SF > 1.3 N/A-SF 40.0 37 3 14 0.361 .---- - --- -0.361 0.326 6.326 1.11 2.00% 0.040 --4-20 �7 44.0 37 3 13 0.334 0.326 1.02 2.30% 0.046 46.0 10 1 38 1.150 0.324 3.54 NIA- SF > 1.3 NIA-SF 48.0 10 1 37 1.150 0.322 3.57 N/A- SF > 1.3 N/A-SF 50,0 9 0 36 1.150 0.320 3.59 N/A- SF > 1.3 Total Liquefaction Settlement 0.230 feet Liquefaction Settlement Analysis Per Takimatsu, K. and Seed,H.B., 1987, Estimated Differential Settlement e Evaluation of Settlements in Sands Due to Earthquake Shaking, I 380 as Journal of the Geotechnical Engineering Division, ASCE, Volume 113, No. 8, August. TABLE 7.2 Addition to, Fines Corrected N1 % F�;st iquef Analysis 0 0 5 0 10 1 15 1 25 2 35 3 45 4 N/A-G : Not Applicable due to soil layer being abocwundwater N/A-SF: Not applicable due to Safety Factor > 1.3 Plate No. 17 I 35 30 25 r- w 20 Q W J m Q LL 15 W U J 10 5 N SURFACE MANIFESTATION Ishihara, 1985 0 10 20 30 SURFACE LAYER (ft) �0.2g —0.3g '0.4 -0.5g GROUND DAMAGE POTENTIAL BY: SS DATE: 4/19/2005 HILLTOP GEOTECHNICAL JOB NO.: 504 -A05.2 PLATE NO.: 18 CONVUPAIED feet I EARTHQUAKE INDUCED SETTLEMENT IN DRY SANDY SOIL Project: Residential Subdivision Project No. 504 -A05.2 Client: KB Home Date: 4/19/2005 ORING: B-4 Gmax = 447po(N 1) 1 13(p/po) 112 (1 + as (b Tav/ Gmax) E15 = Y(N1 /20) 1.2 Y = (Tav /Gmax) Tav = 0.65 (amax /g) oo Rd a = 0.0389 (p /po) + 0.124 where po = 2000 psf ENe = E15 (NC / 15)0.45 b = 6400 (p /po)" AS = 2 Ah ENC NS -F: No Settlement due to Clay and Fine Content. :::.T.OTAL MA XIMUM :SEISMIC:SETTLEM:ENT:::::0:022 ::teat::: - :- Addition Av Cyclic Cyclic Volumetric No. of Volumetric :{ NGLU DING SATURATED %AND: DRY SOILS::: Total Avg to N1 Void Max Shear Shear Shear Strain Cycles Strain Depth Stress Stress for Corrected Ratio Modulus Stress Strain M = 7.5 M = 7.2 M = 7.2 Settlement h ad p Percent N1 e a b Gmax Rd Tav Y E15 NC ENC AS feet s s Fines (B /ft s f) (PSQ 15 Cycles 13 Cycles feel 2.0 109.8 64.6 4 22 0.770 0.125 50176 450351 0.995 33.5 9.000E -05 8.027E -05 13.00 7.527E -05 NS -F 4.0 318.8 163.1 4 41 0.768 0.127 28798 880261 0.991 97.2 1.284E-04 5.428E -05 13.00 5.089E -05 NS -F 6.0 517.2 295.1 2 28 0.768 0.130 20174 1042818 0.986 157.4 1.742E -04 1.163E -04 13.00 1.091E -04 0.0004 8.0 715.6 421.3 2 24 0.768 0.132 16295 1183535 0.981 217.2 2.113E -04 1.698E -04 13.00 1.592E -04 0.0006 10.0 937.9 535.2 29 0.639 14116 1420814 0.977 283.7 2.186E -04 1.400E -04 13.00 1.312E -04 NS -F 12.0 1175.3- 639.9 _4 1 33 0.532 _0.134 0.136 12680 _ _ 1621985 0.972 354.0 2.306E -04 1.264E -04 13.00 1.185E -04 0.0005 14.0 1403.9 764.4 1 34 0.532 0.139 11398 1790450 0.967 420.6 2.471E -04 1.307E -04 13.00 1.226E -04 0.0005 16.0 1633.2 889.2 1 31 0.532 0.141 10409 1872584 0.963 486.5 2.739E -04 1.619E -04 13.00 1.518E -04 0.0006 18.0 1863.2 1063.2 1 29 0.532 0.145 9351 2002575 0.958 551.3 2.881E -04 1.845E -04 13.00 1.730E -04 0.0007 20.0 2083.2 1226.4 21 0.685 0.148 1931437 0.953 611.9 3.520E -04 3.320E -04 13.00 3.113E -04 0.0012 22.0 2293.2 - 1350.0 _ __4 _ 4 _ 21 0.685 _ 0.150 ___8583 � 8102 _ _ _ 2026451 _ 0.949 6681 3.655E -04 3.447E -04 13.00 3.232E -04 0.0013 24.0 2503.2 1473.7 4 21 0.685 0.153 7687 2117205 0.944 723.1 3.776E -04 3.561E -04 13.00 3.339E -04 0.0013 26.0 2713.2 1647.8 4 16 0.685 0.156 7189 2044780 0.939 776.4 4.242E -04 5.545E -04 13.00 5.199E -04 0.0021 28.0 2923.2 1775.3 4 16 0.685 0.159 6874 2122438 .0.935 828.1 4.348E -04 5.684E -04 13.00 5.329E -04 0.0021 30.0 3143.2 1850.5 3 23 0.532 0.160 6706 2445517 0.930 881.0 3.744E -04 3.166E -04 13.00 2.968E -04 0,0012 3373.2 1985.9 3- -23 - 0.532 0.163 6427 -- 2533411 - 0.913 - 934.8 -- - 3. 824E -04 ....,_ -- 3.234E -04 ...._ ....._ .. ,.13.00 3.032E -04 0.0012 34,0 3603.2 212 1. 3 3 23 0.532 0.165 6178 2618357 0.897 986.7 3.895E -04 3.294E -04 13.00 3.089E -04 0.0012 36.0 3823.2 2321.9 4 19 0.685 0.169 5852 2570379 0.881 1034.0 4.379E -04 4.657E -04 13.00 4.366E -04 NS -F 38.0 4033.2 2449.5 4 19 0.685 0.172 5667 2640028 0.865 1076.7 4.426E -04 4.707E -04 13.00 4.414E -04 NS -F 40.0 4243.2 2577.0 3 20 0.685 0.174 5497 2754583 0.848 1117.5 4.374E -04 4.374E -04 13.00 4.101 E -04 0.0016 42.0 - 4458.2 2704.5 _ 3 _ 20 0.685 0.177 _ _ 5340 _ _ ---29-21 923 0.832 1156.5 4.405E -04 _ _ _ _ _ 4.405E -04 _ _ 13.00 _ 4.130E -04 0.0017 44.0 4663.2 2832.1 3 19 0.685 0.179 5194 2838740 0.816 1193.5 4.521E -04 4.808E -04 13.00 4.508E -04 0.0018 46.0 4883.2 2576.9 1 36 0.532 0.174 5497 3350702 0.799 1231.3 3.715E -04 1.835E -04 13.00 1.721E -04 0.0007 48.0 5113.2 2698.2 1 36 0.532 0.176 5347 3428703 0.783 1269.6 3.732E -04 1.843E -04 13.00 1.728E -04 0.0007 50.0 5343.2 2909.1 0 33 0.532 0.181 5111 3458384 0.767 1305.9 3.791 E -04 2.079E -04 13.00 1.949E -04 0.0008 Total Settlement 0.022 feet In D Sandy Soil 0.268 inches Settlement Analysis Per Procedure to Evaluate Earthquake Induced Settlements in Dry Sandy Soils, by Daniel Pradel, Estimated Differential 0.011 feet Journal of Geotechnical and Geoenvironmental Engineering, April 1998, Settlementi. 0.134 inches Gmax = 447po(N 1) 1 13(p/po) 112 (1 + as (b Tav/ Gmax) E15 = Y(N1 /20) 1.2 Y = (Tav /Gmax) Tav = 0.65 (amax /g) oo Rd a = 0.0389 (p /po) + 0.124 where po = 2000 psf ENe = E15 (NC / 15)0.45 b = 6400 (p /po)" AS = 2 Ah ENC NS -F: No Settlement due to Clay and Fine Content. :::.T.OTAL MA XIMUM :SEISMIC:SETTLEM:ENT:::::0:022 ::teat::: - :- W QWDING:SA�I:IRATEDAND;DRYSOILS. :: TOTAI t?If.F6RENTld1 :S:EISMIC:SET CEAI[6NT ::::b:611:::4, et.:.:+: :: :{ NGLU DING SATURATED %AND: DRY SOILS::: SURFACE MANIFESTATIONS (Per Ishihara, 1985) Thickness of Surface Layer: 26 feet From Chart: Potential Surface Manifestations at Minimum Acceleration of 0.40. 0.50 g Thickness of Liquefiable Layer: 10 feet Maximum Acceleration: 0.47 g Therefore There Is Not a Potential for Surface Manifestations Occurrin Hilltop Geotechnical Inc. Plate No. 19 Liquefaction Analysis Boring No.: 1 Job name: !Proposed Residential Development Job No.: 1544-4116 :S.E.C. Monroe Street & Avenue 60 :;La Quinta, California I Corrected silt 0.366 1.00 ` 20.0 105 2100 1788 0.894 Liquefaction Analysis Boring No.: 1 Job name: !Proposed Residential Development Job No.: 1544-4116 :S.E.C. Monroe Street & Avenue 60 :;La Quinta, California I Corrected silt kx/ Total Settlement=! 2.4in / `� 0.366 1.00 13.5 0.98 20.0 105 2100 1788 0.894 i 1.058 1 23 24.3 096 25.0 105 2625 2001 1.001 1.000 16 16.0 0.94 30.0 105 3150 2214 1.107 0.950 24 22.8 0.92 35.0 105 3675 2427 1.214 0.908 20 18.2 0.89 40.0 105 4200 2640 1.320 0.870 37 32.2 0.85 45.0 105 4725 2853 1.427 0.837 14 11.7 0.82 50.0 105 5250 3066 1.533 0.808 15 12.1 0.77 kx/ Total Settlement=! 2.4in / `� 0.366 1.00 2.7 sand silt 2.3 sand* 0.441 0,15 0. sand 0.429 0.15 0.4 sand N/A*=Silts & Clays are considered non-liquefiable Liquefaction Analysis 15.0 105 1575 1575 0.788 1 1.127 1 29 0.319 1.00 31 sand 20.0 105 2100 1788 0.894 1.058 5 5.3 0.96 0.366 N/A* N/A* silt 25.0 105 2625 2001 1.001 1.000 5 50 1 0.94 0.401 N/A' . N/A* ...... . ...... silt 30.0 105 3150 2214 1.107 0.950 10 0.25 0.6 sand 35.0 .... ...... 105 3675 :..--.2427—.-. 1.214 _0:908___� 3 2.7 0.89 0,438 -- -- N/A* ..i ........... ..... N/A* clay ""silt 4 �64-0- 26 0.870 8 7.0 0.85 0.439 N/A* N/A' 45.0 ---------105 4725 2853 1 1.427 0.837 17 --14-2 1 0.82 0.441 N/A* N/A* silt 50.0 105 5250 3066 1.533 0 1 8.9 0.77 0.429 ............. 0.18 . ... ...... 0.4 sand ... ...... ...... . .. . N/A*=Silts & Clays are considered non-liqu6fiable blow counts "'converte based on correlation between California Sampler and Standard Penetration Sampler. .. ......... . ........... . .... .......... ......... (d) 30'=> (5ft)x(1 in )x .0 @ 50'=> (5ft)x(1 2in/ft)xO.025-1 L 1 5i*n . ..... .... Total Settlement=! 3.Oin ' � Liquefaction Analysis � * �' Boring No.-': 12 Job name: �Proposed Residential Development Job No.: 1544-4116 iS.E.C. Monroe Street & Avenue 60 La Quinta, Cal rnia Corrected Depth(ft.) Soil Dens. - Sigma(0) Sigma(0)bari TonS/ftA2 CN N itau,/Sigma(0)effectivei CSRL iCSRUCSREI (Symbol) 15.0 105 1575 1575 0.788 29.3 0.98 35.0 105 3675 2427 1214 0.908 23 20.9 0.89 0.438 1.00 2.3 sand 45.0 105 4725 2853 1,427 0.837 25 20.9 0.82 0.441 0.18 0.4 sand 50.0 105 5250 3066 5.80� 24 19.4 0.77 0.429 0.26 0.6 sand N/A*=Silti ays are considered non-liquefiable low counts "N" converted based on correlation between California Sampler and Standard Penetration Sampler. Total Settlement=: 2.5in � * �' Liquefaction Analysis Boring No.: 13 Job name: ':Proposed Residential Development Job No.: 1544-4116 S.E.C. Monroe Street & Avenue 60 :La Quinta, California . .. .. ........... ........... + ...... Water @115 amaj 0.5 Sand, . . . ... ..... ...... —4- CS!rLe silt Approx. Blowcou CSRE F. S. or clay: Depth(ft.) Soil Dens. Sigma(0) Sigma(0)bar' Tons/ft12 N N I rd �tau,/Sigma(0)effectivef CSRL-!CSRL/CSRE: (Symbol) 15.0 105 1575 1575 0*788 1.127 9 10.1 0.98 0.319 i N/A* N/A* silt C. . 105 2100 sand 20.0 7 0.894 1 058 37 39.1 0.96 25.0 105 2625 2001 1.001 1.000 21 21.0 0.94 0.401 0.30 0*7 sand . ........ .... ... 105 .... 1.107 0.950 25 23.8 0.92 0.425 0.2 0.6 sand 'T 0.908 35.0 i 105 3675 2427 1.21 13 11.8 .89 0.438 N/A* clay . ......... T, 40.0 1 105 4200 2640 0.439 N/A* N/A* silt 1.320 i 0.870 i 7 5 45.0 .105 4725 2853 _1 -silt .... ...... .. 50.0. 105 5250 3066 1.533 0.808 21 0.429 --- _....0:4......_..1._ -. 0.16 sand Silts & Clays are considered non-liquefiable low counts "N" converted based on correlation between California Sampler and Standard Penetration Sampler. . .. ....... ...... 25'=> (5ft)x(I 2in/ft)x0.01 5=: 0.9in 30'=> (5ft)x(12in/ft)xO.015=j 0.9in. --------------- @ 40'=> (5ft)x(12in/ft)xO.015=1 6An Total Settlement=i 2.7in o