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HomeMy WebLinkAboutCT 00-02; CALAVERA HILLS II; PRELIMINARY GEOTECHNICAL EVALUATION; 2001-01-24 (2)SL-1 CALCULATIONS 1st Layer (Tl) = Ri x Di Where: R1 = Velocity (fps) Ratio Factor (V2:V1) Dl = Critical Distance 2nd Layer (Tj) = Rj x (D2 - (Ci x Ti)) Where: R2 = Velocity (fps) Ratio Factor (V3:V2) D2 = Critical Distance C1 = Distance Con-ection Value (V3:V1) 3rd Layer (T3) = R3 x (D3 - (Ci x Ti)+(C2 x T2)) Where: R3 = Velocity (fps) Ratio Factor (V4:V3) D3 = Critical Distance Cl = Distance Con-ection Value (V4:V1) C2 = Distance Correction Value (V4:V2) 4th Layer (T4) = R4 x (D4 - (Ci x Ti)-t-(C2 x T2)-^(C3 x T3)) Where: R4^ D4^ C1 C2 CZ Velocity (fps) Ratio Factor (V5:V4) Critical Distance Distance Correction Value (V5:V1) Distance Correction Value (V5:V2) Distance Correction Value (V5:V3) N 10' 20' 30' 40' 50' Seismic Velocity/Depth Summary N S Depth (ft) Velocity (fps) 0 - 3.2 1333 3.2 - 25.2 5800 25.2 - #### 11000 MM tt tt II it II tl II II II II II VI II It JJ 0 #### - + 0 + S N Depth (ft) Velocity (fps) 0 - 3.0 1200 3.0 - 30.1 5500 30.1 - #### 15000 11 tt II f ,M tl tt It H 11 ITTT Tf rf TP tf II II II Jl tt ft ft ft 0 #### - + 0 + V = 1200- 1333 V = 5500 - 5800 V > 6000 10' 20' 30' 40' 50' SCHEMATIC CROSS SECTIONI V1 = Seismic Velocity (fps) of 1st Layer V2 = Seismic Velocity (fps) of 2nd Layer V3 = Seismic Velocity (fps) of 3rd Layer V4 = Seismic Velocity (fps) of 4th Layer D2 D3 D4 V1 V2 V3 V4 V5 T1 T2 T3 T4 T1+T2 T1+T2+T3 T1+T2+T3+T4 SL-1 N-S 8 80 1333 5800 11000 S-N 7.5 80 1200 5500 15000 3.17 22.04 mm mmm 25.20 ##### ##### 3.00 27.07 ##### ##### 30.07 ##### ##### D-4 SL-2 CALCULATIONS 1st Layer (Tl) = Ri x Di Where: Rl = Velocity (fps) Ratio Factor (V2:V1) Dl = Critical Distance 2nd Layer (T2) = R2 x (Dj - (Ci x Ti)) Where: R2= Velocity (fps) Ratio Factor (V3:V2) D2 = Critical Distance C1 = Distance Correction Value (V3:V1) Srd Layer (T3) = R3 x (D3 - (Ci x Ti)+(C2 x T2)) Where: R3 = Velocity (fps) Ratio Factor (V4:V3) D3 = Critical Distance Cl = Distance Correction Vaiue (V4:V1) C2 = Distance Correction Value (V4:V2) 4th Layer (T4) = R4 x (D4 - (Ci x Ti)+(C2 x T^+{C^ x T3)) Where: R4 D4 C1 C2 C3 Velocity (fps) Ratio Factor (V5:V4) Critical Distance Distance Correction Value (V5:V1) Distance Correction Value (V5:V2) Distance Correction Value (V5:V3) N 10' 20' 30' 40' 50' Seismic Velocity/Deptti Summary N S Deptti (ft) Velocity (fps) 0 - 3.5 1250 3.5 - 22.1 5000 22.1 - mm 11500 *» " " IIIIIIII II11 11 If i 1 1 i ff ff IIII fl II IIII fl ir 0 mm - + 0 + S N Depth (ft) Velocity (fps) 0 - 3.9 1250 3.9 - 28.4 3000 00 A n It It tt /:o.4 - ft If If If 16000 It It It II II Ml II It mm Km ml 11 f 1 ft TrTT ll II II II ft tl tt tt 0 mm - + 0 + VI = Seismic Velocity (fps) of 1st Layer V2 = Seismic Velocity (fps) of 2nd Layer V3 = Seismic Velocity (fps) of 3rd Layer V4 = Seismic Velocity (fps) of 4th Layer V = 1250 V = 3000 - 5000 V > 6000 10' 20' 30' D2 D3 D4 VI V2 V3 V4 V5 Tl T2 T3 T4 T1+T2 T1+T2+T3 T1+T2+T3+T4 SL-2 N-S 60 1250 5000 11500 S-N 12 60 1250 3000 16000 3.49 18.59 ##### ##### 22.08 ##### ##### 3.85 24.57 ##### ##### 28.42 mm# ##### 40' 50' SCHEMATIC CROSS SECTION D-5 SL-3 CALCULATIONS 1st Layer (Ti) = Ri x Di Where: Rl = Velocity (fps) Ratio Factor (V2:V1) Dl = Critical Distance 2nd Layer (T2) = R2 x (Dj - (Ci x Ti)) Where: R2= Velocity (fps) Ratio Factor (V3:V2) D2 = Critical Distance Cl = Distance Correction Value (V3:V1) 3rd Layer (T3) = R3 x (D3 - (Ci x Ti)+(C2 x T2)) Where: R3 = Velocity (fps) Ratio Factor (V4:V3) D3 = Critical Distance Cl = Distance Correction Value (V4:V1) C2 = Distance Correction Value (V4:V2) 4th Layer (T4) = R4 x (D4 - (Ci x Ti)+(C2 x T2)+(C3 x T3)) Where: R4 = Velocity (fps) Ratio Factor (V5:V4) D4 = Critical Distance C1 = Distance Con-ection Value (V5:V1) C2 = Distance Con-ection Value (V5:V2) C3 = Distance Correction Value (V5:V3) Seismic Velocity/Depth Summary N s Deptii (ft) Velocity (fps) 0 - 4.4 1000 4.4 - 12.9 6000 17 Q - flfflHfff 1 b> w II II II wl IT 8500 tl tt IM It IIIIIIII II LI 11 IT rr !• II TT fg ri II II fl II II II II If If 0 mm - + 0 + s N Deptii (ft) Velocity (fps) 0 - 4.5 1000 4 'i - H flfl If If ~. w IIII fl TF ir 10000 tl «1 It II Ml tt tt It II IIIIIIII - fillIIIUI 0 mm - mm* 0 mm - + 0 + VI = Seismic Velocity (fps) of 1st Layer V2 = Seismic Velocity (fps) of 2nd Layer V3 = Seismic Velocity (fps) of Srd Layer V4 = Seismic Velocity (fps) of 4th Layer N v = 1000 10' 20' 30' 40' 50' V > 6000 10' 20' 30' D2 DS D4 VI V2 VS V4 V5 T1 T2 TS T4 T1+T2 T1+T2+T3 T1+T2+T3+T4 SL-3 N-S 10.5 42 1000 6000 8500 S-N 10 1000 10000 4.44 8.50 ##### ##### 12.94 ##### ##### 4.52 ##### mm# mm# mm# mm# mm# 40' 50' SCHEMATIC CROSS SECTION D-6 SL-4 CALCULATIONS 1st Layer (Ti) = R, x Di Where: Rl = Velocity (fps) Ratio Factor (V2:V1) Dl = Critical Distance 2nd Layer (T2) = R2 x (D2 - (Ci x Ti)) Where: R2 = Velocity (fps) Ratio Factor (V3:V2) D2 = Critical Distance Cl = Distance Correction Value (V3:V1) Srd Layer (T3) = R3 x (D3 - (Ci x Ti)+(C2 x T2)) Where: R3 = Velocity (fps) Ratio Factor (V4:V3) D3 = Critical Distance Cl = Distance Con-ection Value (V4:V1) C2 = Distance Con-ection Value (V4:V2) 4th Layer (T4) = R4 x (D4 - (C, x Ti)+(C2 x T2)-t-(C3 x T3)) Where: R4 = Velocity (fps) Ratio Factor (V5:V4) D4 = Critical Distance C1 = Distance Correction Value (V5:V1) C2 = Distance Correction Value (V5:V2) CS = Distance Correction Value (V5:V3) N 10' 20' 30' 40' 50' Seismic Velocity/Deptii Summary N S Deptii (ft) Velocity (fps) 0 - 4.0 1000 4.0 - tfftltit 8000 'rrTTTrTr " w tt tt it 0 II IM It It II It II It IT II il Tl III 1 TT^^T IIIIIIII IIII n Tl 0 mm - + 0 + S N Depth (ft) Velocity (fps) 0 - 10.4 2800 10.4 - mm 11000 It tt IM tl tl II Mt tl II II IT 11 Tirt^n^T II II 11 II FT tf tt tt 0 TrTrfTTn " TrrrTrTr 0 #### - + 0 + VI = Seismic Velocity (fps) of 1st Layer V2 = Seismic Velocity (fps) of 2nd Layer V3 = Seismic Velocity (fps) of Srd Layer V4 = Seismic Velocity (fps) of 4th Layer V= 1000 - 2800 V > 6000 20' 30' D2 D3 D4 V1 V2 V3 V4 V5 Tl T2 TS T4 T1+T2 T1+T2+TS T1+T2+T3+T4 SL-4 N-S 1000 8000 S-N 27 2800 11000 3.97 ##### ##### 11II If If If TrTrTrTrTP ##### ##### ##### 10.41 ##### ##### ##### ##### ##### ##### 40' 50' SCHEMATIC CROSS SECTION D-7 SL-5 CALCULATIONS 1st Layer (Tl) = Ri x Di Where: R1 = Velocity (fps) Ratio Factor (V2:V1) Dl = Critical Distance 2nd Layer (T2) = R2 x (D2 - (Ci x Ti)) Where: R2 = Velocity (fps) Ratio Factor (V3:V2) D2 = Critical Distance Cl = Distance Con-ection Value (V3:V1) Srd Layer (T3) = R3 x (D3 - (Ci x Ti)+(C2 x T2)) Where: RS = Velocity (fps) Ratio Factor (V4:V3) DS = Critical Distance Cl = Distance Con-ection Value (V4:V1) C2 = Distance Correction Value (V4:V2) 4th Layer (T4) = R4 x (D4 - (Ci x Ti)+(C2 x T2)•^(C3 x T3)) Where: R4 = Velocity (fps) Ratio Factor (V5:V4) D4 = Critical Distance Cl = Distance Correction Vaiue (V5:V1) C2 = Distance Correction Value (V5:V2) CS = Distance Con-ection Value (V5:V3) Seismic Velocity/Depth Summary N S Depth (ft) Velocity (fps) 0 - 1.8 1000 1.8 - 9.2 3000 q p . ffffffff w.II II II II 9000 li tl 11 IJ Ml II It If TrTrTrTF *" TrrrTrTr 0 #### - + 0 + S N Depth (ft) Velocity (fps) 0 - 5.8 1333 C 0 '« " " tt O.O - tntfftf 8500 II II II II 11 tl tl It IIII If If - nil II If 0 ft fl if If tt It 11II 11 tt it ft ~ tt tt tt tt" 0 mm - + 0 + N V = 1000-1333 10' 20' 30' 40' 50' |V = 3000 V > 6000 10' 20' 30' 40' 50' SCHEMATIC CROSS SECTION VI = Seismic Velocity (fps) of 1st Layer V2 = Seismic Velocity (fps) of 2nd Layer VS = Seismic Velocity (fps) of Srd Layer V4 = Seismic Velocity (fps) of 4th Layer D2 DS D4 VI V2 VS V4 V5 Tl T2 TS T4 T1+T2 T1+T2+TS T1+T2+T3+T4 SL-5 N-S 21.5 1000 3000 9000 S-N 1S.5 1333 8500 1.77 7.46 ##### ##### 9.23 ##### mmm 5.76 ##### mmm mmm mmm mmm mmm D-8 SL-6 CALCULATIONS 1st Layer (Tl) = Ri x Di Where: Rl = Velocity (fps) Ratio Factor (V2:V1) Dl = Critical Distance 2nd Layer (T2) = R2 x (D2 - (Ci x Ti)) Where: R2 = Velocity (fps) Ratio Factor (V3:V2) D2 = Critical Distance Cl = Distance Correction Value (V3:V1) Srd Layer (T3) = R3 x (D3 - (Ci x Ti)+(C2 x T2)) Where: RS = Velocity (fps) Ratio Factor (V4:V3) D3 = Critical Distance Cl = Distance Correction Value (V4:V1) C2 = Distance Con-ection Value (V4:V2) 4th Layer (T4) = R4 x (D4 - (Ci x Ti)+(C2 x T2)+{Cj x T3)) Where: R4 = Velocity (fps) Ratio Factor (V5:V4) D4 = Critical Distance Cl = Distance Correction Value (V5:V1) C2 = Distance Correction Value (V5:V2) C3 = Distance Correction Value (V5:VS) Seismic Velocity/Depth Summary N S Depth (ft) Velocity (fps) 0 - 1.9 1000 1.9 - 19.3 3666 •\Q "i _ HII IIH 1 ^ .tj ft It tf It 9000 II1..... IIII i. It 11IIIIII IIIIIIII IIIIIIII 1111II li 0 #### - + 0 + S N Depth (ft) Velocity (fps) 0 - 3.0 1333 3.0 - 15.7 8500 15.7 - #### 10000 ff ff ff 11 If II It ft tt tt tf ~ tt ft It TT 0 #### - + 0 + VI = Seismic Velocity (fps) of 1st Layer V2 = Seismic Velocity (fps) of 2nd Layer VS = Seismic Velocity (fps) of Srd Layer V4 = Seismic Velocity (fps) of 4th Layer D2 DS D4 V1 V2 V3 V4 V5 Tl T2 T3 T4 T1+T2 T1+T2+T3 T1+T2+T3+T4 SL-6 N-S 54 1000 3666 9000 S-N 90 1333 8500 lOtlOO 1.89 17.38 ##### ##### 19.27 ##### ##### 2.99 12.70 II11 11 It II 111111 nil It It II II IM IIII IUI II 15.69 ##### 11 H It 11 tl IIII llllll SCHEMATIC CROSS SECTION D-9 SL-7 CALCULATIONS 1st Layer (Tl) = Ri x Di Where: R1 = Velocity (fps) Ratio Factor (V2:V1) Dl = Critical Distance 2nd Layer (T2) = R2 x (D2 - (Ci x Ti)) Where: R2 = Velocity (fps) Ratio Factor (V3:V2) D2 = Critical Distance Cl = Distance Con-ection Value (V3:V1) Srd Layer (T3) = R3 x (D3 - (Ci x Ti)+(C2 x T2)) Where: R3 = Velocity (fps) Ratio Factor (V4:V3) DS = Critical Distance Cl = Distance Con-ection Value (V4:V1) C2 = Distance Correction Value (V4:V2) 4th Layer (T4) = R4 x (D4 - (Ci x Ti)+(C2 x T2)•^(C3 x T3)) Where: R4 = Velocity (fps) Ratio Factor (V5:V4) D4 = Critical Distance C1 = Distance Con-ection Value (V5:V1) C2 = Distance Con-ection Vaiue (V5:V2) C3 = Distance Con-ection Value (V5:V3) Seismic Velocity/Depth Summary N S Depth (ft) Velocity (fps) 0 - 1.6 1000 1.6 - 7.8 2500 7.8 - 39.6 5000 39.6 - #### 24000 #### - + 0 + S N Depth (ft) Velocity (fps) 0 - 1.9 1000 1.9 - 8.8 3000 8.8 - 37.0 10000 37.0 - #### 20000 #### - + 0 + VI = Seismic Velocity (fps) of 1st Layer V2 = Seismic Velocity (fps) of 2nd Layer VS = Seismic Velocity (fps) of Srd Layer V4 = Seismic Velocity (fps) of 4th Layer SL-7 N-S S-N D 5 5.5 D2 22 19 D3 80 100 D4 V1 1000 1000 V2 2500 3000 V3 5000 iaooo V4 24000 20000 V5 Tl 1.64 1.94 T2 6.16 6.83 TS TA. 31.80 II IIIIIIII 28.21 1 H T1+T2 IIIIIIIIII 7.79 tni IIII if 8.77 T1+T2•^T3 39.59 36.99 T1+T2+T3+T4 ##### ##### SCHEMATIC CROSS SECTION D-10 SL-8 CALCULATIONS 1st Layer (Ti) = Ri x Di Where: Rl = Velocity (fps) Ratio Factor (V2:V1) Dl = Critical Distance 2nd Layer (T2) = R2 x (D2 - (Ci x Ti)) Where: R2 = Velocity (fps) Ratio Factor (V3:V2) D2 = Critical Distance Cl = Distance Correction Value (V3:V1) Srd Layer (T3) = R3 x (D3 - (Ci x Ti)+(C2 x T2)) Where: RS = Velocity (fps) Ratio Factor (V4:V3) DS = Critical Distance Cl = Distance Correction Value (V4:V1) C2 = Distance Conrection Value (V4:V2) 4th Layer (T4) = R4 x (D4 - (Ci x Ti)+(C2 x T2)+(C3 x T3)) Where: R4 = Velocity (fps) Ratio Factor (V5:V4) D4 = Critical Distance C1 = Distance Correction Value (V5:V1) C2 = Distance Correction Value (V5:V2) C3 = Distance Correction Value (V5:VS) N 10' 20' 30' 40' 50' Seismic Velocity/Depth Summary N S Depth (ft) Velocity (fps) 0 - 2.9 2000 0 Q . IIIIIIII ^ • w II II II Tl 10000 •ijiiXjl* JilJlJXJX ft ITttIT ~ TTTrTTTr 0 If fl If fl iWJJJJJi ft tf tf It ~ TrTTTrTn 0 #### - + 0 + S N Depth (ft) Velocity (fps) 0 - 2.6 1000 ii.b - mill It 7000 ff ff ff ft ft If fl ft TTTrTrTr ~ TTTfyffr 0 It It It II 11 It II II tt'trtt li _ TITT^rr^T IW II II II II fl II II 0 #### - + 0 + V= 1000 - 2000 V > 6000 10' 20' 30' 40' 50' SCHEMATIC CROSS SECTION VI = Seismic Velocity (fps) of 1st Layer V2 = Seismic Velocity (fps) of 2nd Layer VS = Seismic Velocity (fps) of 3rd Layer V4 = Seismic Velocity (fps) of 4th Layer SL-8 N-S S-N D 7 6 D2 DS D4 V1 2000 1000 V2 10000 7000 VS * V4 V5 T1 2.86 2.60 T2 ##### iifitniit T3 mmu mmm T4 mmm mmm T1+T2 mmm mmm T1+T2-1-T3 mmm mmm T1+T2+T3+T4 mmm mmm D-11 SL-9 CALCULATIONS 1st Layer (Tl) = Ri x Di Where: Rl = Velocity (fps) Ratio Factor (V2:V1) Dl = Critical Distance 2nd Layer (T2) = R2 x (D2 - (Ci x Ti)) Where: R2 = Velocity (fps) Ratio Factor (V3:V2) D2 = Critical Distance Cl = Distance Con-ection Value (V3:V1) Srd Layer (T3) = R3 x (D3 - (Ci x Ti)+(C2 x T2)) Where: RS = Velocity (fps) Ratio Factor (V4:V3) DS = Critical Distance Cl = Distance Con-ection Value (V4:V1) C2 = Distance Con-ection Value (V4:V2) 4th Layer (T4) = R4 x (D4 - (Ci x Ti)+(C2 x T2)+(C3 x T3)) Where: R4 = Velocity (fps) Ratio Factor (V5:V4) D4 = Critical Distance Cl = Distance Correction Value (V5:V1) C2 = Distance Con-ection Value (V5:V2) CS = Distance Correction Value (V5:V3) Seismic Velocity/Depth Summary N S Depth (ft) Velocity (fps) 0 - 2.4 1000 2.4 - 26.4 3500 A It it It tt ZD.4 - 11 nil 11 11000 JIJJJJJX tt MM 11 If TTTrrrTr ~ FT Tf TT TT' 0 #### - + 0 + S N Depth (ft) Velocity (fps) 0 - 1.8 1333 1.8 - 9.7 4500 07 . tffftftf *J m 1 TTT^^nr 7500 II mm MM mm ii it mm mm II If II It - till tut 0 IIIIIIII - + 0 + SCHEMATIC CROSS SECTION VI = Seismic Velocity (fps) of 1st Layer V2 = Seismic Velocity (fps) of 2nd Layer VS = Seismic Velocity (fps) of Srd Layer V4 = Seismic Velocity (fps) of 4th Layer SL-9 N-S S-N D 6.5 5 D2 67 32 D3 D4 VI 1000 1333 V2 3500 4500 V3 11000 7500 V4 V5 Tl 2.42 1.84 T2 23.93 IIIIIIIIII 7.83 1 0 T4 IIIIIIIIII mmm mill llll mmm T1+T2 26.36 9.68 T1+T2+T3 mmm T1+T2+TS+T4 ##### mmm D-12 SL-10 CALCULATIONS 1st Layer (Ti) = Ri x Di Where: R1 = Velocity (fps) Ratio Factor (V2:V1) Dl = Critical Distance 2nd Layer (T2) = R2 x (D2 - (Ci x Ti)) Where: R2 = Velocity (fps) Ratio Factor (V3:V2) D2 = Critical Distance C1 = Distance Conrection Value (V3:V1) Srd Layer (T3) = R3 x (D3 - (Ci x Ti)+(C2 x T2)) Where: RS = Velocity (fps) Ratio Factor (V4:V3) DS = Critical Distance Cl = Distance Correction Value (V4:V1) C2 = Distance Correction Value (V4:V2) 4th Layer (T4) = R4 x (D4 - (Ci x Ti)+(C2 x T2)•^(C3 x T3)) Where: R4 = Velocity (fps) Ratio Factor (V5:V4) D4 = Critical Distance Cl = Distance Correction Value (V5:V1) C2 = Distance Correction Value (V5:V2) CS = Distance Con-ection Value (V5:V3) N 10' 20' 30' 40' 50' Seismic Velocity/Depth Summary N S Depth (ft) Velocity (fps) 0 - 2.0 2000 2.0 - 20.7 4280 20.7 - #### 10333 II ri IIII It il ti 11 HI mm 11 fl zCCCXtIr rrmrtr fr tt tt tr 0 ^1 IJ Ij ^ 0 + S N Depth (ft) Velocity (fps) 0 - 3.5 1000 3.5 - 22.0 6833 22.0 - #### 10500 iiitim . IIIIIIII '1 '1IIII It It ft It 0 It llllli — ^" 0 + V= 1000-2000 V = 4280 V > 6000 10' 20' 30' 40' 50' V1 = Seismic Velocity (fps) of 1st Layer V2 = Seismic Velocity (fps) of 2nd Layer V3 = Seismic Velocity (fps) of Srd Layer V4 = Seismic Velocity (fps) of 4th Layer SL-10 N-S S-N D 6.5 8 D2 59 81.5 D3 D4 VI 2000 1000 V2 4280 6833 V3 10333 10500 V4 V5 T1 1.96 3.45 T2 18.74 18.59 T3 TTTrTT tl fr j^jjijijijj TrTPTPTrrr T4 ff ff ff MM JJ TTTfTTTrFr 11 it n II ml ^T^Jxi^iTf " II II II II T1+T2 20.70 22.04 T1+T2+T3 T1+T2+T3+T4 ii II It Ml Mm IllUUIIt mmm It 11 Ml mm .. iiiiiuni It It It IIII VltlllUI SCHEMATIC CROSS SECTION D-13 SL-11 CALCULATIONS 1st Layer (Tl) = Ri x Di Where: Rl = Velocity (fps) Ratio Factor (V2:V1) Dl = Critical Distance 2nd Layer (Tj) = R2 x (D2 - (Ci x Ti)) Where: R2^ D2: Cl •• Velocity (fps) Ratio Factor (V3:V2) Critical Distance Distance Correction Value (V3:V1) Srd Layer (T3) = R3 x (D3 - (Ci x Ti)+(C2 x T2)) Where: RS = Velocity (fps) Ratio Factor (V4:V3) DS = Critical Distance Cl = Distance Correction Value (V4:V1) C2 = Distance Correction Value (V4:V2) 4th Layer (T4) = R4 x (D4 - (Ci x Ti)+(C2 x T2)-i-(C3 x T3)) Where: R4^ D4^ Cl •• C2' C2- Velocity (fps) Ratio Factor (V5:V4) Critical Distance Distance Correction Value (V5:V1) Distance Correction Value (V5:V2) Distance Correction Value (V5:V3) Seismic Velocity/Depth Summary w E Depth (ft) Velocity (fps) 0 - 3.1 1500 3.1 - 30.5 3166 30.5 - #### 18000 IJ tM MM MM II II IM MM tt tt 11 f 1 it fP ff IIIIII fl fr ff ff ff 0 #### - + 0 + E W Depth (ft) Velocity (fps) 0 - 1.6 1000 1.6 - 13.3 5000 13.3 - mm 6000 ll ifj 11II 11 tt il tl II II mm wr ^P^V^VCZC II il II ff fr ff ft tt 0 mm# - + 0 + V1 = Seismic Velocity (fps) of 1st Layer V2 = Seismic Velocity (fps) of 2nd Layer VS = Seismic Velocity (fps) of Sni Layer V4 = Seismic Velocity (fps) of 4th Layer W V= 1000-1500 1£ 20' 30' 40' 50' 10' 20' 30' D D2 DS D4 VI V2 VS V4 V5 Tl T2 TS T4 T1+T2 T1+T2+T3 T1+T2+T3+T4 SL-11 W-E 10.5 66 1500 3166 18000 E-W 78 1000 5000 6000 3.14 27.41 mmm mmm 30.54 ##### ##### 1.63 11.68 II U tl 11 11 nit till It Ml IM IM II II tllllUUI 13.31 It It II II II 11 IUI till II IM II II IM IIIIIIIUI 40' 50' SCHEMATIC CROSS SECTION D-14 SL-12 CALCULATIONS 1st Layer (Tl) = Ri x Di Where: R1 = Velocity (fps) Ratio Factor (V2:V1) Dl = Critical Distance 2nd Layer (T2) = R2 x (D2 - (Ci x Ti)) Where: R2 = Velocity (fps) Ratio Factor (VS:V2) D2 = Critical Distance C1 = Distance Con-ection Value (V3:V1) Srd Layer (T3) = R3 x (D3 - (Ci x Ti)+(C2 x T2)) Where: RS = Velocity (fps) Ratio Factor (V4:V3) DS = Critical Distance Cl = Distance Con-ection Value (V4:V1) C2 = Distance Con-ection Value (V4:V2) 4th Layer (T4) = R4 x (D4 - (Ci x Ti)+(C2 x T2)-^(C3 x T3)) Where: R4 = Velocity (fps) Ratio Factor (V5:V4) D4 = Critical Distance C1 = Distance Con-ection Value (V5:V1) C2 = Distance Con-ection Value (V5:V2) C3 = Distance Con-ection Value (V5:V3) N 10' 20' 30' 40' 50' Seismic Velocity/Depth Summary N S Depth (ft) Velocity (fps) 0 - 3.6 13S3 3.6 - 20.7 6000 20.7 - #### 12000 " tt It It II II II MM 11 11 irTT" If i 1 ti f 1 IIIIIIII rr tt tt tt 0 // /////^ " 0 + S N Depth (ft) Velocity (fps) 0 - 1.4 2000 1.4 - 22.6 4000 22.6 - #### 8000 ff If H tt 1111 1111 II II II fl ff ff If It 0 mm# - + 0 + VI = Seismic Velocity (fps) of 1st Layer V2 = Seismic Velocity (fps) of 2nd Layer VS = Seismic Velocity (fps) of 3rd Layer V4 = Seismic Velocity (fps) of 4th Layer V= 1333-2000 V > 6000 V = 4000 10' 20' D D2 DS D4 VI V2 VS V4 V5 Tl T2 T3 T4 T1+T2 T1+T2+T3 T1+T2+T3+T4 30' SL-12 N-S 60 1333 6000 12000 S-N 74 2000 4000 8000 3.59 17.09 ##### ##### 20.68 mmm mmm 1.44 21.15 It Ml II MM It ItfllUffI II II II II II II Ittt tut 22.59 11 Ml tM IM It 11II If IUI mmm 40' 50' SCHEMATIC CROSS SECTION D-15 APPENDIX E LIQUEFACTION DATA ************************ * * * SOIL PROFILE LOG * * * ************************ RjIL I PROFILE NAM! ]: 2863B9 # BASE DEPTH (ft) SPT FIELD-N (blows/ft) LIQUEFACTION SUSCEPTIBILITY WET UNIT WT. (pcf) FINES^ %<#200 D (mm) 50 DEPTH OP SPT (ft) 1 1 10.0 5.0 SUSCEPTIBLE (1) 138 .0 10 .0 1. 000 5 .25 2 12.5 5.0 UNSUSCEPTIBLE (0) 130.0 43 .7 0.150 10 .25 1 ^ 17. 5 4 . 0 UNSUSCEPTIBLE (0) 125.0 40.0 0 .150 15 .25 4 22. 5 4 . 0 UNSUSCEPTIBLE (0) 125 .0 40.0 0 .150 20 .25 I ^ 27.5 11. 0 UNSUSCEPTIBLE (0) 125.0 45.0 0 .100 25.25 6 32.5 10 . 0 UNSUSCEPTIBLE (0) 125.0 70 . 6 0 . 060 30.25 I 37.5 15 . 0 UNSUSCEPTIBLE (0) 125.0 70.0 0 . 060 35 .25 8 42.5 8 . 0 UNSUSCEPTIBLE (0) 125 .0 70 . 0 0 . 060 40 .25 1 ^ 47.5 9.0 UNSUSCEPTIBLE (0) 125 .0 70.0 0 . 060 45 .25 10 52. 5 16.0 UNSUSCEPTIBLE (0) 125.0 70 . 0 0 . 060 50 .25 E-1 ******************* * * *LIQUEFY2 * * * * Version 1.3 0 * * * ******************* EMPIRICAL PREDICTION OF EARTHQUAKE-INDUCED LIQUEFACTION POTENTIAL B NUMBER: W.O. 2863-A-SC DATE: Thursciay, May 25, 2000 B NAME: McMillin Companies/Cannon Road/Calavera Hills LIQUTEFACTION CALCULATION NAME: McMillin Companies/Cannon Road IL-PROFILE NAME: 2863B9 GROUND WATER DEPTH: 9.0 ft SIGN EARTHQUAKE MAGNITUDE: 6.90 ITE PEAK GROUND ACCELERATION: 0.280 g REHOLE DIAMETER CORRECTION FACTOR: 1.00 SAMPLER SIZE CORRECTION FACTOR: 1.00 0 CORRECTION FACTOR: 1.00 MAGNITUDE WEIGHTING FACTOR: 0.812 ELD SPT N-VALUES ARE CORRECTED FOR THE LENGTH OF THE DRIVE RODS TE: Relative density values listed below are estimated using equations of Giuliani and Nicoll (1982). LIQUEFACTION ANALYSIS SUMMARY E-2 I EER [1996] Method PAGE I I I I I I I I I I I I I CALC. TOTAL EPP. FIELD Est.D CORR. LIQUE. INDUC. LIQUE. IL DEPTH STRESS STRESS N r C (Nl)60 RESIST r STRESS SAFETY fO. (ft) (tsf) (tsf) (B/ft) (%) N (B/ft) RATIO d RATIO FACTOR 1 0 . 25 0.017 0.017 5 40 @ @ @ @ @ @ @ 1 0 . 75 0.052 0.052 5 40 ® @ @ @ @ @ @ 1 1 . 25 0.086 0.086 5 40 @ @ @ ® @ @ ® 1 1 . 75 0.121 0.121 5 40 @ ® ® @ @ @ @ 1 2 . 25 0.155 0 .155 5 40 @ @ ® @ @ @ @ 1 2 . 75 0.190 0.190 5 40 @ ® ® @ @ @ @ 1 3 . 25 0.224 0 .224 5 40 @ @ @ @ @ @ @ 1 3 . 75 0 .259 0 .259 5 40 @ @ ® @ @ @ @ 1 4 .25 0.293 0 .293 5 40 @ @ @ @ ® @ @ 1 4 . 75 0.328 0.328 5 40 ® @ ® @ @ @ @ 1 5 . 25 0 .362 0.362 5 40 ® @ @ @ @ @ @ 1 5 . 75 0.397 0.397 5 40 @ @ @ @ @ @ @ 1 6 . 25 0 .431 0.431 5 40 @ @ @ @ ® ® @ 1 6 . 75 0.466 0.466 5 40 @ @ @ @ ® @ ® 1 7.25 0 .500 0.500 5 40 @ @ @ @ @ @ @ @ @ 1 7. 75 0 .535 0.535 5 40 @ @ @ @ ® @ @ @ @ 1 8 . 25 0 .569 0.569 5 40 ® @ @ @ @ @ @ 1 8 . 75 0.604 0.604 5 40 @ @ @ @ ® @ @ 1 9 . 25 0.638 0.630 5 40 1. 709 7.6 0.086 0 . 958 0.143 0 . 60 1 9 . 75 0.673 0 .649 5 40 1.709 7.6 0.086 0 . 955 0.146 0 . 59 2 10 . 25 0 .706 0.667 5 ~ ~ ~ 2 10 . 75 0 .739 0.684 5 2 11.25 0.771 0.701 5 2 11. 75 0 .804 0 .718 5 — 2 12 . 25 0.836 0.735 5 — 3 12 . 75 0.868 0.751 4 — 3 13 .25 0.899 0.767 4 3 13 . 75 0 . 931 0.782 4 - 3 14 .25 0.962 0.798 4 — .1^ 3 14 . 75 0 . 993 0 .814 4 3 15.25 1. 024 0.829 4 — ... 3 15.75 1.056 0 .845 4 3 16.25 1. 087 0 .861 4 3 16 . 75 1.118 0.876 4 I— 3 17.25 1.149 0.892 4 ~ i 17.75 1.181 0 . 908 4 ... ... 4 18.25 1. 212 0.923 4 ~ 4 18.75 1. 243 0.939 4 — 4 19.25 1.274 0.955 4 4 19.75 1.306 0.970 4 4 20.25 1. 337 0.986 4 — — 4 20 . 75 1.368 1.002 4 — ^ 21.25 1.399 1.017 4 4 21.75 1.431 1. 033 4 ... *W 4 22 .25 1.462 1.049 4 — ~ »*rf 5 22 . 75 1 .493 1.064 11 SER [1996] Method PAGE CALC. TOTAL EFP. FIELD Est .D CORR. LIOUE. INDUC. DEPTH STRESS STRESS N r C (Nl)60 RESIST r STRESS (ft) (tsf) (tsf) (B/ft) (%) N (B/ft) RATIO d RATIO SOIL JO. f LIQUE. SAFETY FACTOR E-3 -1--1-5 23 .25 1.524 1.080 11 — — -rf 5 23 .75 1.556 1.095 11 5 24 .25 1.587 1.111 11 — -rf 5 24 .75 1.618 1.127 11 5 25 .25 1.649 1.142 11 5 25 . 75 1.681 1.158 11 ~ D 26 .25 1.712 1.174 11 ... 5 26 .75 1.743 1.189 11 5 27.25 1.774 1.205 11 6 27.75 1.806 1.221 10 — 5 28 .25 1.837 1.236 10 5 28.75 1. 868 1.252 10 ^ 6 29 .25 1. 899 1.268 10 -rf 6 29.75 1. 931 1.283 10 -rf 6 30.25 1.962 1.299 10 -rf 5 30.75 1. 993 1.315 10 -rf 6 31.25 2.024 1.330 10 ^ 6 31.75 2.056 1.346 10 -rf 6 32 .25 2.087 1.362 10 7 32 .75 2.118 1.377 15 -rf 7 33.25 2 .149 1.393 15 -rf 7 33 .75 2 .181 1.408 15 7 34 .25 2.212 1.424 15 7 34 .75 2.243 1.440 15 7 35.25 2.274 1.455 15 7 35 .75 2.306 1.471 15 7 36.25 2.337 1.487 15 7 36 . 75 2.368 1.502 15 ... 7 37.25 2 . 399 1.518 15 „ 8 37.75 2.431 1.534 8 ... 8 38.25 2.462 1.549 8 3 38.75 2.493 1.565 8 _ 8 39.25 2.524 1.581 8 B 39.75 2.556 1.596 8 8 40.25 2.587 1.612 8 a 40 .75 2.618 1.628 8 .... ... 8 41.25 2.649 1.643 8 3 41.75 2.681 1.659 8 ... 8 42 .25 2.712 1.675 8 ... 9 42 .75 2.743 1.690 9 9 43 .25 2.774 1.706 9 9 43 .75 2.806 1.721 9 9 44 .25 2.837 1.737 9 ... 9 44 .75 2.868 1.753 9 9 45.25 2 . 899 1.768 9 9 45.75 2.931 1.784 9 46 .25 2 . 962 1. 800 9 9 46 . 75 2 . 993 1.815 9 9 47.25 3 . 024 1.831 9 47 . 75 3.056 1. 847 16 0 48.25 3 . 087 1.862 16 0 48 . 75 3 .118 1.878 16 0 49.25 3.149 1.894 16 -- SER [19 9 6] Method PAGE ?DIL NO. CALC. DEPTH (ft) TOTAL EFF. FIELD Est .D CORR. LIQUE. INDUC. LIQUE. STRESS STRESS N r C (Nl)60 RESIST r STRESS SAFETY (tsf) (tsf) (B/ft) (%) N (B/ft) RATIO d RATIO FACTOR 3 .181 1 . 909 16 _ _ 3.212 1. 925 16 3 .243 1. 941 16 -----— .3 10 10 49 . 75 50 .25 50 . 75 E-4 1° 10 51 25 3 .274 1.956 16 51 75 3 .306 1.972 16 -rf 52 25 3.337 1.988 16 --- E-5 ************************ * * * SOIL PROFILE LOG * * * ************************ IL PROFILE NAME: 28 63B1 LAYER # BASE DEPTH (ft) SPT PIELD-N (blows/ft) LIQUEFACTION SUSCEPTIBILITY WET UNIT WT. (pcf) "PINES- %<#200 D (mm) 50 DKPTH OP SPT (ft) • 1 7.5 7.0 SUSCEPTIBLE (1) 125 . 0 30.0 0 .160 5.25 2 12.5 9.0 SUSCEPTIBLE (1) 132 . 5 30.0 0.160 10.25 I 3 17.5 12 .0 SUSCEPTIBLE (1) 125 . 0 32.5 0 .160 15.25 4 22.5 7.0 SUSCEPTIBLE (1) 125 . 0 25.0 0.200 20.25 • 5 27.5 19.0 SUSCEPTIBLE (1) 125 . 0 25.0 0 . 200 25.25 6 32 .5 6.0 SUSCEPTIBLE (1) 125 . 0 25 . 0 0.200 30.25 • 7 37.5 11.0 SUSCEPTIBLE (1) 125 . 0 25 . 0 0 . 150 35.25 • ^ 42.5 15.0 SUSCEPTIBLE (1) 125 . 0 25 . 0 0 . 150 40 .25 • 9 47.5 15.0 SUSCEPTIBLE (1) 125 . 0 25 . 0 0 .150 45.25 _10 51.5 8.0 SUSCEPTIBLE (1) 125 . 0 25 . 0 0 .150 50 . 25 E-6 I I I ^1 ******************* * * *LIQUEFY2* * * * Version 1.3 0 * * * ******************* EMPIRICAL PREDICTION OF EARTHQUAKE-INDUCED LIQUEFACTION POTENTIAL B NUMBER: W.O. 2863-A-SC DATE: Thursday, May 25, 2000 NAME: McMillin Companies/Cannon Road/Calavera Hills LIQUEFACTION CALCULATION NAME: McMillin Companies/Cannon Road ;^IL-PROFILE NAME: 2863B1 GROUND WATER DEPTH: 9.0 ft IJBIGN EARTHQUAKE MAGNITUDE: 6.90 SITE PEAK GROUND ACCELERATION: 0.280 g ]^REHOLE DIAMETER CORRECTION FACTOR: 1.00 SAMPLER SIZE CORRECTION FACTOR: 1.00 DJD CORRECTION FACTOR: 1.00 MAGNITUDE WEIGHTING FACTOR: 0.812 ^ilLD SPT N-VALUES ARE CORRECTED FOR THE LENGTH OF THE DRIVE RODS I CE: Relative density values listed belov/ are estimated using equations of Giuliani and Nicoll (1982). LIQUEFACTION ANALYSIS SUMMARY E-7 I laER [1996] Method PAGE 1 CALC. TOTAL EPP. FIELD Est.D CORR. LIQUE. INDUC. LIQUET IL DEPTH STRESS STRESS N r c (Nl)60 RESIST r STRESS SAFETY D. (ft) (tsf) (tsf) (B/ft) (%) N (B/ft) RATIO d RATIO FACTOR 1 0 . 25 0.016 0 . 016 7 48 ® @ ® @ ® @ @ 1 0 .75 0.047 0.047 7 48 ® @ @ @ ® @ @ 1 1.25 0.078 0.078 7 48 ® @ ® ® ® @ @ 1 1.75 0.109 0.109 7 48 ® ® @ @ ® @ @ 1 2 .25 0.141 0 .141 7 48 ® ® ® @ @ @ @ 2 .75 0.172 0.172 7 48 ® ® @ ® ® @ @ 1 3 . 25 0 .203 0.203 7 48 ® ® ® ® ® ® @ I 3 . 75 0.234 0 .234 7 48 ® @ ® @ ® @ @ 1 4 .25 0.266 0 .266 7 48 @ @ @ @ ® @ @ 1 4 . 75 0.297 0.297 7 48 @ ® ® @ @ @ @ 1 5.25 0 .328 0.328 7 48 @ @ ® @ @ @ ® 1 5 .75 0 .359 0.359 7 48 @ @ @ ® @ @ @ I 6.25 0 .391 0.391 7 48 @ @ ® ® @ @ @ 1 6.75 0 .422 0.422 7 48 @ @ @ ® ® ® @ 1 7 . 2^ 0.433-Q 7 48 W ® © ® ® @ 2 7.75 0.485 0.485 9 49 ® @ ® @ ® @ ® 2 8 .25 0.518 0.518 9 49 ® @ @ @ ® ® @ 2 8 . 75 0.552 0.552 9 49 ® @ ® @ ® @ @ 2 9.25 0.585 0.577 9 49 1 315 14 .7 0 .160 0 . 958 0 .143 1.12 2 9 . 75 0.618 0.594 9 49 1 315 14 .7 0.160 0 . 955 0 .147 1.09 2 10 .25 0.651 0.612 9 49 1 315 14 .7 0 .160 0.953 0 .150 1.07 2 10.75 0.684 0.630 9 49 1 315 14-7 0.160 0 . 951 0 .153 1.05 2 11.25 0 . 717 0.647 9 49 1 315 14 . 7 0 .160 0.949 0 . 155 1.03 |2 11.75 0.750 0.665 9 49 1 .315 14.7 0 .160 0.946 0 .158 1.02 12 12 .25 0.783 0.682 9 49 1 .315 14 .7 0 .160 0 . 944 0 . 160 1.00 3 12 .75 0 . 816 0.699 12 54 1 .167 17 .8 0.193 0.942 0 . 162 1.19 ,3 13 .25 0.847 0.714 12 54 1 . 167 17.8 0.193 0.939 0 . 165 1.18 13 .75 0.878 0.730 12 54 1 .167 17.8 0 .193 0.937 0 . 167 1.16 IB 14 .25 0 . 909 0.746 12 54 1 .167 17.8 0.193 0.935 0 .169 1.15 3 14 . 75 0 . 941 0 .761 12 54 1 . 167 17.8 0 .193 0.933 0 . 170 1.14 ,3 15 .25 0 . 972 0.777 12 54 1 .167 17.8 0 .193 0.930 0 .172 1.12 h 15.75 1.003 0.793 12 54 1 .167 17.8 0.193 0.928 0 . 174 1.11 b 16.25 1.034 0.808 12 54 1 .167 17.8 0.193 0 .926 0 .175 1.11 3 16.75 1. 066 0 . 824 12 54 1 . 167 17 . 8 0 .193 0 .923 0 .177 1.10 ,3 17.25 1.097 0.840 12 54 1 .167 17 .8 0.193 0 . 921 0 . 178 1.09 17.75 1.128 0.855 7 40 1 .065 11.4 0.124 0.919 0 . 179 0.69 li 18 .25 1.159 0.871 7 40 1 .065 11.4 0.124 0 . 917 0 .180 0 .69 4 18.75 1.191 0.886 7 40 1 . 065 11.4 0 .124 0 . 914 0 .181 0.69 ,4 19.25 1.222 0 . 902 7 40 1 . 065 11.4 0 .124 0 .912 0 .183 0 .68 19.75 1.253 0 . 918 7 40 1 . 065 11.4 0.124 0 . 910 0 .184 0.68 ll 20 .25 1 .284 0 . 933 7 40 1 . 065 11.4 0.124 0 . 907 0 .185 0 .67 4 20 .75 1.316 0 . 949 7 40 1 . 065 11.4 0.124 0 . 905 0 .185 0 .67 .4 21.25 1.347 0.965 7 40 1 . 065 11.4 0.124 0 .903 0 .186 0 . 67 1 21.75 1.378 0 . 980 7 40 1 . 065 11 .4 0 .124 0 .901 0 .187 0 .66 u 22.25 1.409 0 . 996 7 40 1 . 065 11 .4 0.124 0.898 0 .188 0 .66 5 22 .75 1.441 1.012 19 64 0 . 985 22 . 6 0.248 0.896 0 . 189 1 .32 J. 1 t i i] i] li i 4 1 L I [ I ] I N( I :ER [1996] Method PAGE 1 CALC. TOTAL EPP. FIELD Est .D CORR. LIQUE. INDUC. LIQUE. XL DEPTH STRESS STRESS N r C (Nl)60 RESIST r STRESS SAFETY 0.1 (ft) (tsf) (tsf) (B/ft) (%) N (B/ft) RATIO d RATIO FACTOR E-8 I I I i I I I I I I I I I I I I I I li 5 23 . 25 1. 472 1 . 027 19 64 0 .985 22 . 6 0 .248 0. 894 0 . 189 1 .31 5 23 . 75 1. 503 1 . 043 19 64 0 .985 22 .6 0 .248 0 . 891 0 .190 1 . 31 5 24 . 25 1. 534 1 . 059 19 64 0 .985 22 .6 0 .248 0 . 889 0 . 190 1 .30 5 24 . 75 1. 566 1 . 074 19 64 0 .985 22 .6 0 .248 0. 887 0 . 191 1 .30 5 25 . 25 1. 597 1 . 090 19 64 0 .985 22 . 6 0 .248 0. 885 0 . 192 1 .30 5 25 . 75 1. 628 1 . 106 19 64 0 .985 22 .6 0 .248 0. 882 0 . 192 1 .29 5 26 . 25 1. 659 1 . 121 19 64 0 .985 22 .6 0 .248 0 . 880 0 . 192 1 .29 5 26 . 75 1. 691 1 .137 19 64 0 .985 22 .6 0 .248 0. 878 0 .193 1 .29 5 27 . 25 1. 722 1 . 153 19 64 0 .985 22 .6 0 .248 0. 875 0 . 193 1 .28 6 27 . 75 1. 753 1 .168 6 35 0 .921 10 .2 0 . 109 0 . 873 0 . 194 0 .56 6 28 . 25 1. 784 1 . 184 6 35 0 .921 10 .2 0 . 109 0. 871 0 . 194 0 .56 6 28 . 75 1. 816 1 . 199 6 35 0 .921 10 .2 0 . 109 0. 869 0 . 194 0 .56 6 29 . 25 1. 847 1 .215 6 35 0 .921 10 .2 0 . 109 0. 866 0 .195 0 .56 6 29 . 75 1. 878 1 . 231 6 35 0 .921 10 .2 0 . 109 0. 864 0 .195 0 .56 6 30 . 25 1. 909 1 .246 6 35 0 .921 10 .2 0 . 109 0. 862 0 . 195 0 .56 6 30 . 75 1. 941 1 .262 6 35 0 .921 10 .2 0 . 109 0. 859 0 . 195 0 . 56 6 31 . 25 1. 972 1 .278 6 35 0 .921 10 .2 0 . 109 0 . 857 0 . 195 0 .56 6 31 . 75 2. 003 1 .293 6 35 0 .921 10 .2 0 . 109 0 . 855 0 .196 0 . 56 6 32 . 25 2. 034 1 . 309 6 35 0 .921 10 .2 0 . 109 0 . 853 0 . 196 0 .56 7 32 . 75 2. 066 1 . 325 11 45 0 .868 14 .2 0 . 149 0. 850 0 . 196 0 .76 7 33 . 25 2. 097 1 . 340 11 45 0 .868 14 .2 0 . 149 0. 848 0 . 196 0 .76 7 33 . 75 2. 128 1 .356 11 45 0 .868 14 .2 0 .149 0 . 846 0 .196 0 . 76 7 34 . 25 2. 159 1 .372 11 45 0 .868 14 .2 0 . 149 0 . 843 0 .196 0 . 76 7 34 . 75 2. 191 1 .387 11 45 0 .868 14 .2 0 . 149 0 . 841 0 . 196 0 . 76 7 35 . 25 2. 222 1 .403 11 45 0 .868 14 .2 0 . 149 0 . 839 0 . 196 0 .76 7 35 . 75 2. 253 1 .419 11 45 0 .868 14 .2 0 . 149 0. 837 0 . 196 0 .76 7 36 . 25 2. 284 1 .434 11 45 0 .868 14 .2 0 . 149 0 . 834 0 .196 0 .76 7 36 . 75 2. 316 1 .450 11 45 0 .868 14 .2 0 . 149 0 . 832 0 . 196 0 .76 7 37 . 25 2. 347 1 .466 11 45 0 .868 14 .2 0 . 149 0 . 830 0 . 196 0 . 76 8 37 . 75 2. 378 1 .481 15 52 0 .824 17 .0 0 . 175 0 . 827 0 .196 0 . 89 8 38 . 25 2. 409 1 .497 15 52 0 .824 17 . 0 0 . 175 0 . 825 0 . 196 0 . 89 8 38 . 75 2. 441 1 . 512 15 52 0 .824 17 .0 0 . 175 0 . 823 0 .196 0 .89 8 39 . 25 2. 472 1 .528 15 52 0 .824 17 .0 0 . 175 0 . 821 0 .196 0 . 89 8 39. 75 2. 503 1 . 544 15 52 0 .824 17 . 0 0 . 175 0 . 818 0 . 196 0 .89 8 40 . 25 2 . 534 1 . 559 15 52 0 .824 17 . 0 0 . 175 0 . 816 0 .196 0 . 89 8 40 . 75 2 . 566 1 .575 15 52 0 .824 17 . 0 0 . 175 0 . 814 0 . 196 0 . 89 8 41. 25 2 . 597 1 . 591 15 52 0 .824 17 .0 0 . 175 0 . 811 0 . 196 0 . 89 8 41. 75 2. 628 1 . 606 15 52 0 . 824 17 .0 0 . 175 0 . 809 0 . 196 0 . 90 8 42 . 25 2. 659 1 . 622 15 52 0 .824 17 . 0 0 . 175 0 . 807 0 .195 0 . 90 9 42 . 75 2. 691 1 . 638 15 50 0 .785 16 .5 0 . 167 0 . 805 0 . 195 0 . 85 9 43 . 25 2 . 722 1 . 653 15 50 0 . 785 16 .5 0 . 167 0 . 802 0 .195 0 . 85 9 43 . 75 2 . 753 1 .669 15 50 0 .785 16 .5 0 . 167 0 . 800 0 .195 0 . 85 9 44 . 25 2 . 784 1 .685 15 50 0 . 785 16 .5 0 .167 0 . 798 0 .195 0 . 86 9 44 . 75 2 . 816 1 .700 15 50 0 . 785 16 .5 0 .167 0 . 795 0 .195 0 .86 9 45. 25 2. 847 1 .716 15 50 0 .785 16 .5 0 . 167 0 . 793 0 . 194 0 . 86 9 45. 75 2 . 878 1 .732 15 50 0 .785 16 .5 0 . 167 0 . 791 0 .194" 0 .86 9 46 . 25 2. 909 1 .747 15 50 0 .785 16 .5 0 .167 0 . 789 0 . 194 0 . 86 9 46 . 75 2 . 941 1 .763 15 50 0 .785 16 .5 0 . 167 0 . 786 0 . 194 0 . 86 9 47. 25 2 . 972 1 . 779 15 50 0 .785 16 .5 0 . 167 0 . 784 0 .194 0 . 86 0 47. 75 3 . 003 1 . 794 8 36 0 .752 10 . 7 0 .107 0 . 782 0 . 193 0 . 55 0 48 . 25 3 . 034 1 . 810 8 36 0 . 752 10 . 7 0 . 107 0 . 779 0 . 193 0 . 55 0 48 . 75 3 . 066 1 . 825 8 36 0 . 752 10 . 7 0 . 107 0 . 777 0 .193 0 . 56 0 49 . 25 3 . 097 1 . 841 8 36 0 . 752 10 . 7 0 . 107 0 . 775 0 . 193 0 .56 EER [1996] Method PAGE CALC. DEPTH (ft) TOTAL STRESS (tsf) EPP. STRESS (tsf) FIELD N (B/ft) !ML NO. Est.D (%) N CORR. (Nl)60 (B/ft) LIQUE. RESIST RATIO TM5UC7 STRESS RATIO LIQUE. SAFETY FACTOR 0 "lO 10 49.75 50.25 50.75 3 .128 3 . 159 3 . 191 1. 857 1 . 872 1 . 888 8 8 8 36 36 36 0 . 752 0 . 752 0 . 752 10 . 7 10 . 7 10 . 7 0 .107 0.107 0.107 0 . 773 0 . 770 0 . 768 0 .192 0 .192 0.192 0 . 56 0 . 56 0.56 E-9 CRYER # BASE DEPTH (ft) SPT PIELD-N (blows/ft) LIQUEFACTION SUSCEPTIBILITY WET UNIT WT. (pcf) PINES %<#200 D (mm) 50 DEPTH~nF SPT (ft) 1 1 10.0 6.0 SUSCEPTIBLE (1) 112.0 25. 0 0.150 5.25 2 12.5 10.0 UNSUSCEPTIBLE (0) 127.5 41.8 0 .140 10.25 1 3 17.5 6.0 UNSUSCEPTIBLE (0) 125 .0 35.0 0.150 15.25 4 25.0 8.0 SUSCEPTIBLE (1) 125 .5 35.0 0 .150 20.25 • 5 30.0 27.0 SUSCEPTIBLE (1) 125 .5 35.0 0.150 25.25 ************************ * * * SOIL PROFILE LOG * * * ************************ IL PROFILE NAME: 2863B2 E-10 I ******************* * * *LIQUEFY2* * * * Version 1.3 0 * * * ******************* EMPIRICAL PREDICTION OF EARTHQUAKE-INDUCED LIQUEFACTION POTENTIAL B NUMBER: W.O. 2863-A-SC DATE: Thursday, May 25, 2000 B NAME: McMillin Companies/Cannon Road/Calavera Hills LIQUEFACTION CALCULATION NAME: McMillin Companies/Cannon Road IL-PROFILE NAME: 2863B2 GROUND WATER DEPTH: 9.0 ft SIGN EARTHQUAKE MAGNITUDE: 6.90 SITE PEAK GROUND ACCELERATION: 0.2 80 g REHOLE DIAMETER CORRECTION FACTOR: 1.00 SAMPLER SIZE CORRECTION FACTOR: 1.00 0 CORRECTION FACTOR: 1.00 MAGNITUDE WEIGHTING FACTOR: 0.812 ELD SPT N-VALUES ARE CORRECTED FOR THE LENGTH OF THE DRIVE RODS TE: Relative density values listed below are estimated using equations of Giuliani and Nicoll (1982). LIQUEFACTION ANALYSIS SUMMARY E-11 I EER [1996] Method PAGE CALC. TOTAL EPP. FIELD Est.D CORR. LIQUE. INDUC. LIQUE. )IL DEPTH STRESS STRESS N r C (Nl)60 RESIST r STRESS SAFETY ro. i (ft) (tsf) (tsf) (B/ft) (%) N (B/ft) RATIO d RATIO FACTOR 1 0 .25 0 .014 0.014 6 45 @ ® @ @ ® @ ® 1 0 .75 0.042 0.042 6 45 ® @ ® @ ® @ @ 1 1.25 0.070 0.070 6 45 @ ® ® @ ® @ @ @ @ 1 1.75 0.098 0. 098 6 45 @ @ ® @ ® @ @ @ @ 1 2 .25 0.126 0.126 6 45 ® ® ® ® @ @ @ @ @ 1 2.75 0 .154 0.154 6 45 @ ® ® @ ® ® @ @ @ @ 1 3 .25 0.182 0.182 6 45 @ @ ® ® ® ® @ @ 1 3 . 75 0 .210 0.210 6 45 @ @ ® ® ® @ @ 1 4.25 0 .238 0.238 6 45 ® @ @ ® ® ® @ @ 1 4 . 75 0.266 0.266 6 45 ® @ @ @ ® ® ® @ 5.25 0 .294 0.294 6 45 ® @ ® @ ® @ @ 5 . 75 0.322 0.322 6 45 ® @ ® ® ® ® ® @ @ @ @ 1 6 .25 0.350 0.350 6 45 ® @ ® ® ® ® ® @ @ @ @ 1 6 . 75 0 .378 0 . 378 6 45 ® @ @ ® ® ® @ @ 7.25 0.406 0.406 6 45 ® @ ® @ ® ® ® @ @ 1 7 . 75 0.434 0.434 6 45 @ @ ® @ ® ® @ ® 1 8.25 0 .462 0.462 6 45 @ ® ® ® @ ® @ @ 1 8 . 75 0.490 0.490 6 45 ® @ ® ® @ ® @ @ 9.25 0.518 0.510 6 45 1 .897 13 .2 0.144 0 . 958 0 . 144 1. 00 1 9.75 0 .546 0.523 6 45 1 . 897 13 .2 0. 144 0 .955 0 . 148 0 . 98 2 10 .25 0.576 0.537 10 ~ -rf -rf 2 10.75 0.608 0.553 10 -rf 2 11.25 0.640 0.570 10 -rf 2 11.75 0.672 0.586 10 2 12 . 25 0.703 0.602 10 _ 3 12 . 75 0.735 0.618 6 3 13 .25 0.766 0.634 6 -rf 3 13 .75 0 .798 0.649 6 -rf 3 14 .25 0.829 0.665 6 -rf 3 14.75 0.860 0. 681 6 -rf 3 15.25 0 .891 0. 696 6 15.75 0.923 0.712 6 3 16.25 0 . 954 0.728 6 -rf 3 16.75 0.985 0.743 6 -rf -rf 3 17.25 1.016 0.759 6 -rf -rf 1 17. 75 1.048 0.775 8 44 1 . 113 15 . 0 0.164 0 .919 0 . 184 0 .89 18 . 25 1.079 0 . 790 8 44 1 . 113 15 . 0 0 . 164 0 . 917 0 .185 0 .89 4 18 . 75 1.110 0.806 8 44 1 .113 15 . 0 0 .164 0 . 914 0 . 186 0 . 88 4 19.25 1.142 0.822 8 44 1 .113 15 . 0 0. 164 0 .912 0 . 187 0 .87 I 19.75 1.173 0.838 8 44 1 .113 15 . 0 0.164 0 .910 0 . 188 0 . 87 1 20.25 1.204 0.853 8 44 1 . 113 15 . 0 0.164 0 . 907 0 . 189 0 . 86 4 20 . 75 1.236 0.869 8 44 1 . 113 15 . 0 0 . 164 0 . 905 0 . 190 0 . 86 21.25 1.267 0 . 885 8 44 1 . 113 15 . 0 0.164 0 .903 0 . 191 0 . 86 1 21.75 1.299 0.901 8 44 1 . 113 15 . 0 0.164 0 . 901 0 . 192 0 . 85 4 22.25 1.330 0.917 8 44 1 . 113 15 . 0 0. 164 0 . 898 0 . 193 0 . 85 4 22.75 1.361 0.932 8 44 1 . 113 15 . 0 0. 164 0 .896 0 . 193 0 . 85 J I ] ] I l] I I; I 3ER [1996] Method PAGE CALC. DEPTH (ft) TOTAL EPF. FIELD Est .D CORR. LIQUE. INDUC. STRESS STRESS N r C (Nl)60 RESIST r STRESS (tsf) (tsf) (B/ft) (%) N (B/ft) RATIO d RATIO NO. LIQUE. SAFETY FACTOR E-12 '4 23 . 25 1 .393 0 . 948 8 44 1. 113 15 . 0 0.164 0 . 894 0 .194 0 . 84 4 23 .75 1 .424 0 . 964 8 44 1. 113 15 . 0 0.164 0 . 891 0 .195 0 . 84 1 24 .25 1 .455 0 . 980 8 44 1. 113 15 . 0 0.164 0 . 889 0 .195 0 . 84 i 24 .75 1 .487 0 . 995 8 44 1. 113 15 . 0 0.164 0 . 887 0 .196 0 . 84 5 25 .25 1 .518 1. Oil 27 77 1. 023 33 .5 Inf in 0 .885 0 .196 NonLiq NonLiq NonLiq NonLiq NonLiq NonLiq NonLiq NonLiq NonLiq NonLiq 5 25 . 75 1 .550 1. 027 27 77 1. 023 33 .5 Inf in 0 . 882 0 .197 NonLiq NonLiq NonLiq NonLiq NonLiq NonLiq NonLiq NonLiq NonLiq NonLiq 5 26 .25 1 .581 1. 043 27 77 1. 023 33 .5 Inf in 0 .880 0 .197 NonLiq NonLiq NonLiq NonLiq NonLiq NonLiq NonLiq NonLiq NonLiq NonLiq 5 26 .75 1 .612 1. 059 27 77 1. 023 33 .5 Inf in 0 . 878 0 .198 NonLiq NonLiq NonLiq NonLiq NonLiq NonLiq NonLiq NonLiq NonLiq NonLiq 5 27 .25 1 .644 1. 074 27 77 1. 023 33 .5 Inf in 0 . 875 0 .198 NonLiq NonLiq NonLiq NonLiq NonLiq NonLiq NonLiq NonLiq NonLiq NonLiq 5 27 .75 1 .675 1. 090 27 77 1. 023 33 . 5 Inf in 0 . 873 0 .198 NonLiq NonLiq NonLiq NonLiq NonLiq NonLiq NonLiq NonLiq NonLiq NonLiq i5 28 .25 1 .706 1. 106 27 77 1. 023 33 .5 Inf in 0 .871 0 .199 NonLiq NonLiq NonLiq NonLiq NonLiq NonLiq NonLiq NonLiq NonLiq NonLiq 5 28 .75 1 .738 1. 122 27 77 1. 023 33 . 5 Inf in 0 . 869 0 .199 NonLiq NonLiq NonLiq NonLiq NonLiq NonLiq NonLiq NonLiq NonLiq NonLiq 5 29 .25 1 .769 1. 137 27 77 1. 023 33 . 5 Inf in 0 .866 0 .199 NonLiq NonLiq NonLiq NonLiq NonLiq NonLiq NonLiq NonLiq NonLiq NonLiq 29 .75 1 .801 1. 153 27 77 1. 023 33 . 5 Inf in 0 . 864 0 .199 NonLiq NonLiq NonLiq NonLiq NonLiq NonLiq NonLiq NonLiq NonLiq NonLiq E.13 1 LAYEIR # BASE DEPTH (ft) SPT PIELD-N (blows/ft) LIQUEFACTION SUSCEPTIBILITY WET UNIT WT. (pcf) PINES %<#200 D (mm) 50 DEPTH OP SPT (ft) 1 1 7.5 8.0 UNSUSCEPTIBLE (0) 122.0 66 . 0 0.050 5.25 2 12. 5 4 . 0 UNSUSCEPTIBLE (0) 120 . 0 60. 0 0 . 050 10.25 1 3 17.5 7.0 UNSUSCEPTIBLE (0) 128 . 0 55. 0 0.050 15.25 _ 4 22.5 15. 0 UNSUSCEPTIBLE (0) 125.0 55. 0 0 . 050 20.25 • 5 27. 5 15. 0 UNSUSCEPTIBLE (0) 125 . 0 30.0 0 .100 25.25 • ^ 32. 5 23 . 0 SUSCEPTIBLE (1) 125.0 55. 0 0.050 30 .25 • 7 37.5 14 . 0 UNSUSCEPTIBLE (0) 125.0 55.0 0.050 35.25 • ^ 42. 5 14 . 0 UNSUSCEPTIBLE (0) 125.0 55. 0 0.050 40.25 1 9 47. 5 19 . 0 UNSUSCEPTIBLE (0) 125 . 0 55 . 0 0.050 45.25 ************************ * * * SOIL PROFILE LOG * * * ************************ IL PROFILE NAME: 2863B4 E-14 ******************* * * *LIQUEFY2 * * * * Version 1.30 * * * ******************* EMPIRICAL PREDICTION OF EARTHQUAKE-INDUCED LIQUEFACTION POTENTIAL I I I I JOB NUMBER: W.O. 2863-A-SC DATE: Thursday, May 25, 2000 NAME: McMillin Companies/Cannon Road/Calavera Hills LIQUEFACTION CALCULATION NAME: McMillin Companies/Cannon Road ^IL-PROFILE NAME: 2863B4 GROUND WATER DEPTH: 9.0 ft rJsiGN EARTHQUAKE MAGNITUDE: 6.90 SITE PEAK GROUND ACCELERATION: 0.28 0 g ^REHOLE DIAMETER CORRECTION FACTOR: 1.00 SAMPLER SIZE CORRECTION FACTOR: 1.00 ijH^ CORRECTION FACTOR: 1.00 MAGNITUDE WEIGHTING FACTOR: 0.812 ^3LD SPT N-VALUES ARE CORRECTED FOR THE LENGTH OF THE DRIVE RODS I f TE: Relative density values listed below are estimated using equations of Giuliani and Nicoll (1982). I I I I I I I LIQUEFACTION ANALYSIS SUMMARY E-15 I SEH [1996] Method PAGE 1 CALC. TOTAL EPP. FIELD Est.D CORR. LIQUE. INDUC. TOTJET IL DEPTH STRESS STRESS N r C (Nl)60 RESIST r STRESS SAFETY 0. (ft) (tsf) (tsf) (B/ft) (%) N (B/ft) RATIO d RATIO FACTOR L 0.25 0 . 015 0.015 8 ~ @ @ @ @ @ ® @ 1 0.75 0 .046 0.046 8 -® @ ® @ @ ® ® 1 1.25 0.076 0.076 8 ® @ @ ® @ @ ® L 1.75 0 .107 0.107 8 @ @ ® @ @ ® @ 1 2.25 0.137 0.137 8 -® @ @ @ @ @ ® 1 2 .75 0 .168 0.168 8 ® @ ® @ @ @ @ 1 3 .25 0 .198 0.198 8 @ @ @ @ ® ® @ L 3 . 75 0 .229 0.229 8 ® @ ® @ ® @ @ I 4 .25 0 .259 0.259 8 ® @ @ @ @ @ @ 1 4.75 0 .290 0.290 8 ® @ © @ @ @ @ 1 5.25 0 .320 0.320 8 ® @ ® ® @ ® @ 1 5.75 0 .351 0.351 8 ® @ © @ @ @ @ 1 6.25 0 .381 0.381 8 ® @ ® @ @ @ @ 1 6.75 0 .412 0.412 8 ® @ ® ® @ @ ® 1 7.25 0 .442 0.442 8 ® @ @ ® @ ® @ 2 7.75 0 .473 0.473 4 @ @ © ® @ @ @ 2 8.25 0 .503 0.503 4 @ @ ® @ @ @ @ 2 8.75 0 . 533 0.533 4 @ @ @ @ @ @ @ 2 9.25 0 .563 0.555 4 --~ ~ -~ — 2 9.75 0 .593 0.569 4 — 2 10.25 0 .623 0 .584 4 -~- 2 10.75 0 . 653 0.598 4 ---— 9 11.25 0 . 683 0.612 4 --— 12 11.75 0 . 713 0.627 4 2 12 .25 0 .743 0.641 4 ---— 3 12 . 75 0.774 0.657 7 ----— ,3 13 .25 0 .806 0.673 7 - 3 13 .75 0.838 0 .689 7 — 13 14 .25 0 . 870 0.706 7 --— 3 14 .75 0 . 902 0 .722 7 -— ,3 15.25 0 . 934 0 .739 7 i 15.75 0 . 966 0.755 7 ---— 13 16 .25 0 . 998 0 .771 7 --— 3 16 . 75 1. 030 0.788 7 ---— ,3 17.25 1. 062 0 .804 7 -— u 17.75 1. 093 0.820 15 -— ll 18.25 1.124 0 .836 15 — 4 18 .75 1.156 0 .851 15 -— 19.25 1.187 0 .867 15 --— 19.75 1.218 0 .883 15 --— 20.25 1.249 0.898 15 ----~- 4 20 . 75 1.281 0.914 15 ---~ 11 21.25 1.312 0.930 15 ---- 21. 75 1. 343 0.945 15 — I4 22 .25 1.374 0.961 15 -— 5 22 . 75 1.406 0.977 15 -— J I! ll ] i! i I I I I I I I I N( I :ER [1996] Method PAGE CALC. TOTAL EPP. FIELD Est .D CORR. LIQUE. INDUC. LIQUE. DEPTH STRESS STRESS N r C (Nl)60 RESIST r STRESS SAFETY (ft) (tsf) (tsf) (B/ft) (%) N (B/ft) RATIO d RATIO FACTOR )IL NO. E-16 23 .25 1 437 0. 992 15 23.75 1 468 1.008 15 -rf 24 .25 1 499 1. 024 15 -rf 24.75 1 531 1. 039 15 -rf 25.25 1 562 1. 055 15 -rf 25.75 1 593 1.071 15 26.25 1 624 1.086 15 -rf 26 .75 1 656 1.102 15 -rf 27.25 1. 687 1.118 15 — 27.75 1. 718 1.133 23 68 0 . 935 28 .5 0 .358 0. 873 0 .196 1. 83 28 .25 1. 749 1.149 23 68 0 . 935 28 .5 0 .358 0 . 871 0 .196 1. 83 28.75 1. 781 1.164 23 68 0 . 935 28 .5 0 .358 0. 869 0 .196 1. 82 29.25 1. 812 1.180 23 68 0 . 935 28 .5 0 .358 0. 866 0 .197 1. 82 29.75 1. 843 1.196 23 68 0 .935 28 .5 0 .358 0. 864 0 .197 1. 82 30.25 1. 874 1.211 23 68 0 .935 28 .5 0 .358 0. 862 0 .197 1. 82 30.75 1. 906 1.227 23 68 0 .935 28 .5 0 .358 0. 859 0 . 197 1. 81 31.25 1. 937 1.243 23 68 0 .935 28 .5 0 .358 0. 857 0 .197 1. 81 31.75 1. 968 1.258 23 68 0 .935 28 .5 0 .358 0. 855 0 .198 1. 81 32 .25 1. 999 1.274 23 68 0 . 935 28 .5 0 .358 0. 853 0 . 198 1. 81 32.75 2 . 031 1.290 14 ~ -rf -rf 33 .25 2 . 062 1.305 14 -rf 33 .75 2 . 093 1.321 14 ^ 34 .25 2 . 124 1.337 14 -rf 34 .75 2 . 156 1.352 14 ... -rf 35.25 2 . 187 1.368 14 -rf 35.75 2 . 218 1.384 14 -rf 36.25 2 . 249 1.399 14 -rf 36.75 2 . 281 1.415 14 -rf 37.25 2 . 312 1.431 14 *rf 37.75 2 . 343 1.446 14 ^ 38 .25 2 . 374 1.462 14 ... -rf 38 .75 2 . 406 1.477 14 «^ 39.25 2 . 437 1.493 14 -rf 39.75 2 . 468 1.509 14 ^ 40.25 2 . 499 1.524 14 40.75 2 . 531 1.540 14 41.25 2 . 562 1.556 14 — -rf 41.75 2 . 593 1.571 14 -rf 42 .25 2 . 624 1.587 14 42 .75 2 . 656 1. 603 19 _ -rf 43 .25 2 . 687 1.618 19 43 .75 2 . 718 1.634 19 44 .25 2 . 749 1.650 19 44 .75 2 . 781 1.665 19 45 .25 2 . 812 1.681 19 45 . 75 2 . 843 1. 697 19 46 .25 2 . 874 1.712 19 46 . 75 2 . 906 1. 728 19 47.25 2 . 937 1. 744 19 -_ II E-17 APPENDIXF SLOPE STABIUTY ANALYSIS APPENDIX F SLOPE STABILITYANALYSIS INTRODUCTION OF XSTABL COMPUTER PROGRAM Introduction XSTABL is a fully integrated slope stability analysis program. It permits the engineer to develop the slope geometry interactively and perform slope analysis from within a single program. The slope analysis portion of XSTABL uses a modified version of the popular XSTABL program, originally developed at Purdue University. XSTABL performs a two dimensional limit equilibrium analysis to compute the factor of safety for a layered slope using the modified Bishop or Janbu methods. This program can be used to search for the most critical surface or the factor of safety may be determined for specific surfaces. XSTABL, Version 5.005, is programmed to handle: 1. Heterogenous soil systems 2. Anisotropic soil strength properties 3. Reinforced slopes 4. Nonlinear Mohr-Coulomb strength envelope 5. Pore water pressures for effective stress analysis using: a. Phreatic and piezometric surfaces b. Pore pressure grid c. R factor d. Constant pore water pressure 6. Pseudo-static earthquake loading 7. Surcharge boundary loads 8. Automatic generation and analysis of an unlimited number of circular, noncircular and block-shaped failure surfaces 9. Analysis of right-facing slopes 10. Both SI and Imperial units General Information If the reviewer wishes to obtain more information concerning slope stability analysis, the following publications may be consulted initially: 1 The Stabilitv of Slopes, by E.N. Bromhead, Surrey University Press, Chapman and Hall. 411 pages, 2"*^ edition, ISBN 412 01061 5, 1992. Rock Slope Engineering, by E. Hoek and J.W. Bray, Inst. of Mining and Metallurgy, London, England, Third Edition, 358 pages, ISNB 0 900488 573,1981. GeoSoils, Inc. 3- Landslides Investigation and Mitigation, by A.K. Turner and R.L. Schuster (editors). Special Report 247, Transportation Research Board, National Research Council] 673 pages, ISBN 0 309 06208-X, National Academy Press, 1996. XSTABL Features The present version of XSTABL contains the following features: 1. Allows user to calculate factors of safety for static stability and dynamic stability situations. 2. Allows user to analyze stability situations with different failure modes. 3. Allows user to edit input for slope geometry and calculate corresponding factor of safety. 4. Allows user to readily review on-screen the input slope geometry. 5. Allows user to automatically generate and analyze unlimited number of circular, non-circular and block-shaped failure surfaces (i.e., bedding plane, slide plane] etc.). Input Data Input data includes the following items: 1. Unit weight, residual cohesion, residual friction angle, peak cohesion, and peak friction angle of fill material, bedding plane, and bedrock, respectively. Residual cohesion and fi-iction angle is used for static stability analysis, whereas peak cohesion and friction angle is for dynamic stability analysis. 2. Slope geometry and surcharge boundary loads. 3. Apparent dip of bedding plane can be specified in angular range (i.e., from 0 to 90 degrees. 4. Pseudo-static earthquake loading (an earthquake loading of 0.15g was used in the analysis. Seismic Discussion Seismic stability analyses were approximated using a pseudo-static approach. The major difficulty in the pseudo-static approach arises fi-om the appropriate selection of the seismic coefficient used in the analysis. The use of a static inertia force equal to this acceleration during an earthquake (rigid-body response) would be extremely consen/ative for several Calavera Hills II, LLC Appendix F Rle:e:\wp7\2800\2863a.pge Page 2 GeoSoils, Inc. reasons including: 1) only low height, stiff/dense embankments or embankments in confined areas may respond essentially as rigid stmctures; 2) an earthquake's inertia force IS enacted on a mass for a short time period. Therefore, replacing a transient force by a pseudo-static force representing the maximum acceleration is considered unrealistic- 3) Assuming that total pseudo-static loading is applied evenly throughout the embankment for an extended period of time is an incorrect assumption, as the length of the failure surface analyzed is usually much greater than the wave length of seismic waves generated by earthquakes; and 4) the seismic waves would place portions of the mass in compression and some in tension, resulting in only a limited portion of the failure surface analyzed moving In a downslope direction, at any one instant of time. The coefficients usually suggested by regulating agencies, counties and municipalities are in the range of O.OSg to 0.25g. For example, past regulatory guidelines within the city and county of Los Angeles Indicated that the slope stability pseudostatic coefficient = 0.15. Output Information Output information Includes: 1. All input data. 2. Factors of safety for the ten most critical surfaces for static and pseudo-static stability situation. 3. High quality plots can be generated. The plots include the slope geometry, the critical surfaces and the factor of safety. 4. Note, that in the analysis, 4800 trial surfaces were analyzed for each section for either static or pseudo-static analyses. Results of Slope Stabilitv Calculation Table F-1 shows parameters used in slope stability calculations. Detailed output information is presented in Plates F-1 to F-12. Summaries ofthe buttress/stabilization fill analysis are presented in Table F-2. Calavera Hills II. LLC Appendbc F File:e:\wp7\2e00\2863a.pge p^g^ g GeoSoils, Inc. TABLE F-1 Soil Parameters Used Material UnitWelght (pcf) Strength Parameters Material Moist Saturated Cohesion (psf) Friction Angle Native Soil, B-3 125 135 800 10 Native Soil, B-4 125 135 100 25 Fill Typel (Mixed. Imported) 128 135 250 30 Fill Type 2 (Field Soil) 128 135 425 24 TABLE F-2 Summarv of Drained (Long Term) Stabilitv Analvsis Location Fiii Type Factor of Safety for 30 ft Ril Factor of Safety for 40 ft Fiii Location Fiii Type Static Seismic Static Seismic B-3 1 1.873 1.248 1.638 1.109 B-3 2 1.843 1.238 1.606 1.092 B-4 1 1.730 1.263 B-4 2 1.637 1.205 Caiavera Hiils ii, LLC Flle:e:\wp7\2B00\2863a.pge GeoSoils, Inc. Appendix F Page 4 SURFICIAL SLOPE STABILITY ANALYSIS W.O. 2863-A-SC Material Type: Fill Materials Detail Depth of Saturation (z) (ft) Slope Angle (i) (for 2:1 slopes) Unit Weight of Water (yJ (pcf) Saturated Unit of Soil (YSAT) (pcf) Apparent Angle of Internal Friction ((j)) Apparent Cohesion (C) (psf) FILL Typel Fill Type 2 4 26.56 62.4 135 30 250 4 26.56 62.4 135 24 425 Fs, Static Safety Factor = z (5...-5J Cos'd) Tan ((b) + C z (5SAT) Sin (i) Cos (i) Depth of Saturation (ft) Static Facl tor of Safety Depth of Saturation (ft) Fill Typel Ril Type 2 4 1.541 2.243 Calavera Hills II, LLC File:e:\wp7\2800\2863a.pge Appendix F Page 5 GeoSoils, Inc. Rock Slope Stabilitv Analvsis RockPack il Program The RockPack II Program has applications in rock slope stability analyses. The analytical capabilities include stereonet plotting of the rock slope geologic structure, which is used in the interpretation of slope stability. The program works utilizing fijndamental principles of rock slope evaluation by stereonet projection and limit equilibrium analysis. Following a field mapping and subsurface data collection exercise, the engineering geologist enters rock discontinuity data pertaining to orientation of fractures, joints, bedding, foliations, shear zones, etc. The program may also model physical properties of adjacent rock, infilling material and groundwater conditions. RockPack has the capability to analyze a rock slope for factor of safety against translational sliding. Rock bolting or ottier artificial support systems may be modeled for an Improved slope stability factor of safety. Plane. Wedge and Toppling Failure Analvses Introduction The plane and wedge failure analyses were performed to study the potential plane and wedge failures of the proposed cut slopes. The procedure for plane and wedge stability analyses was as follows: 1. Reid investigation of rock discontinuities and collection of fi-acture parameters such as type, orientation, spacing, opening and roughness of bedding (foliation), joint, fracture, shear zone, etc. 2. Stereographic projection of rock discontinuities and determination of represntative rock discontinuities. 3. Analyses of mechanic feasibility of potential plane and wedge failure. 4. Analyses of kinematic feasibility of potential plane and wedge failure. 5. Evaluation of potential plane and wedge failure. Detailed output information is presented in Plates F-13 To F-23. Table F-3 presents the analysis of wedge failure. Calavera Hilis II. LLC Appendix F File:e:\wp7\2800\2863a.pge Page 6 GeoSoils, Inc. Table F-3 Summary of RockPack II Stability Analyses Location Slope Description Strengtii Parameters Used Along Sliding Surfaces Static Factor of Safety Sec. A-A'. SE Side 2:1 Cut Slope 0=100 psf and (ji=30 2.29 to 4.33 in dry conditions Sec. A-A". NW Side 2:1 Cut Slope 0=100 psf and (|»=30 7.9 to No Wedge Formed Sec. B-B'. NE Side 2:1 Cut Slope 0=100 psf and ^=30 3.93 to 11.55 Calavera Hills 11, LLC File:e:\wp7\280O\2863a.pge Appendix F Page 7 GeoSoils, Inc. 286330FT 8-18-** 0:27 2 n> (D •Tl 125 ^ 100 _ (D 75 0) 00 X < 50 _ I >- 25 _ 0 McMillin:30 ft Fill, Drained, Static 10 most critical surfaces, MINIMUM BISHOP FOS - 1.873 0 25 50 75 100 125 X-AXIS (feet) 150 175 200 286330FS 8-18-** 0:29 ID 01 o Tl I INJ 125 _ 100 _ (D 75 0) 00 X < I >- 50 _ 25 _ 0 McMillin:30 ft Fill, Drained,Seismic 10 most critical surfaces, MINIMUM BISHOP FOS = 1.248 25 50 75 100 125 X-AXIS (feet) 150 175 200 286330ET 8-18-** 0:23 2 fil IV •jn 125 _ 100 CD 75 0) tn X < 50 I >- 25 0 McMillin:30 ft Fill, Drained, Static 10 most critical surfaces, MINIMUM BISHOP FOS = 1.843 0 25 50 75 100 125 X-AXIS (feet) 150 175 200 286330ES 8-18-** 0:25 TO to 125 ^ 100 _ 0) 75 0) tn X < 50 I >- 25 _ 0 0 McMillin:30 ft Fill, Drained,Seismic 10 most critical surfaces, MINIMUM BISHOP FOS = 1.238 25 50 75 100 125 X-AXIS (feet) 150 175 200 286340FT 8-18-** 1:22 2 fil (D •n I UI 150 0 McMillin:40 ft Fill,Drained, Static 1 0 most critical surfaces, MINIMUM BISHOP FOS = 1.638 30 60 90 120 150 X-AXIS (feet) 180 210 240 2 a n • Ol 150 ^ 120 _ (D 90 0) 00 X < 60 I >- 30 McMillin:40 ft Fill,Drained, Seismic 10 most critical surfaces, MINIMUM BISHOP FOS = 1.109 0 30 60 90 120 150 X-AXIS (feet) 180 210 240 2 —* 150 120 _ CD 90 (D in X < I >- 60 _ 30 0 0 McMillin:40 ft Fill, Drained, Static 10 most critical surfaces, MINIMUM BISHOP FOS = 1.606 30 60 90 120 150 X-AXIS (feet) 180 210 240 2 fil (D do 150 120 _ CD 90 (D tn X < 60 30 0 McMillin:40 ft Fill, Drained,Seismic 10 most critical surfaces, MINIMUM BISHOP FOS = 1.092 30 60 90 120 150 X-AXIS (feet) 80 210 240 2 Dl —• a Tl 150 120 _ CD 90 CD tn X < 60 J I >- 30 0 0 McMillin:40 ft Fill, Drained, Static 10 most critical surfaces, MINIMUM BISHOP FOS = 1.730 30 60 90 120 150 X-AXIS (feet) 180 210 240 2 fil 150 _ 120 CD 90 CD in X < 60 I >- 30 0 McMillin:40 ft Fill, Drained, Seism 10 most critical surfaces, MINIMUM BISHOP FOS = 1.263 30 60 90 120 150 X-AXIS (feet) 180 210 240 2 Dl o Tl 150 120 _ CD 90 0) tn X < 60 I >- 30 McMillin:40 ft Fill, Drained, Static 10 most critical surfaces, MINIMUM BISHOP FOS = 1.637 30 60 90 120 150 X-AXIS (feet) 180 210 240 286340GS 8-18-** 1:52 TJ St a Tt • IO 150 _ 120 _ CD 90 CD X < 60 >- 30 0 0 McMillin:40 ft Fill, Drained, Seism. 10 most critical surfaces, MINIMUM BISHOP FOS = 1.205 30 50 T ' I ' r 90 120 150 X-AXIS (feet) 180 210 240 JNTI* TRAV DIST RKTP HDS STR #JNS JNSP DIPDR DIP .JNTLN CONT FLT FLTH FLHDS WTR RGHNS WAV I LA WAVLN 1001 000 00 0 1 00 ID 00 00 210 65 000 0 0 000 0 00 0 0 00 0 000 . 0 1002 000 00 0 1 00 10 00 00 340 47 000 0 0 000 0 00 0 0 00 0 000 . 0 1003 000 00 0 1 00 10 00 00 213 71 000 0 0 000 0 00 0 0 00 0 000 .0 1004 000 00 0 1 00 10 00 00 245 48 000 0 0 000 0 00 0 0 00 0 000 . 0 1005 000 00 0 1 00 10 00 00 165 80 000 0 0 000 0 00 0 0 00 0 000 . 0 lOOS 000 00 0 1 00 10 00 00 093 75 000 0 0 000 0 00 0 0 00 0 000 . 0 1007 000 00 0 1 00 10 00 00 155 87 OOO 0 0 000 0 00 0 0 00 0 000 . 0 1008 000 00 0 1 00 10 00 00 253 49 000 0 0 000 0 00 0 0 00 0 000 .0 1009 000 00 0 1 00 10 00 00 126 89 000 0 0 000 0 00 0 0 00 0 000 .0 1010 000 00 0 1 00 10 00 00 0B4 44 OOO 0 0 000 0 00 0 0 00 0 000 .0 1011 000 00 0 1 00 10 00 00 325 BS 000 0 0 000 0 00 Q 0 00 0 000 .0 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 RECTANGULAR DIP PLOT 40 60 30 50 90 100 120 140 160 1 110 130 150 170 180 200 220 240 260 280 300 320 340 360 190 210 230 250 270 290 310 330 350 90 90 FILE(S) - / c:\rkpk2-04\data\2863al.DAT Plate F-13 MARKLAND TEST PLOT: c:Vrkpk2-84SdataSZe63al.DAT Friction Angle = 38 degrees Slope dip direction = 247 degrees. Dip = 27 degrees Number of Stations = 11 Plate F-14 HARKLAND TEST PLOT: c:Srl(pk2-B4SdataS2863al.DAT Friction Angle = 38 degrees Slope dip direction = 247 degrees. Dip = 27 degrees Nuinber of Stations = 11 Plate F-15 HARKLAND TEST PLOT: c:Srkpk2-B4NdataS2863al.DAT Friction Angle = 38 degrees Slope dip direction = 247 degrees. Dip = 27 degrees Number of Stations - 11 Piate F-16 HARKLAND TEST PLOT: c:Srkpk2-B4SdataS2863al.DAT Friction Angle = 38 degrees Slope dip direction = 67 degrees. Dip = 27 degrees Number of Stations = 11 Plate F-17 HARKLAND TEST PLOT: c:Srkpk2-B4SdataS2B63al.DAT Friction Angle = 38 degrees Slope dip direction = 67 degrees. Dip = 27 degrees Number of Stations = 11 Plate F-18 HARKLAND TEST PLOT: c:Srkpk2-84NdataS2863al.DAT Friction Angle = 38 degrees Slope dip direction = 67 degrees. Dip = 27 degrees Number of Stations = 11 Plate F-19 JNT# TRAV DIST RKTP HDS STR ttJNS JNSP DIPDR DIP JNTLN CONT FLT FLTH FLHDS WTR RGHNS WAVILA WAVLN 1001 000 00.0 1 00 10 00 00 210 65 000.0 0 000 0 00 0 0 00.0 000 .0 1002 000 00.0 1 00 10 00 00 340 47 000.0 0 000 0 00 0 0 00.0 000 . 0 1003 000 00.0 1 00 10 00 00 213 71 000.0 0 000 0 00 0 0 00.0 000.0 1004 000 00.0 1 00 10 00 00 245 48 000.0 0 000 0 00 0 0 00.0 000.0 1005 000 00.0 1 00 10 00 oo 240 28 000.0 0 000 0 00 0 0 00.0 000.0 1006 000 OO.O 1 00 10 00 00 008 89 000.0 0 000 0 00 0 0 00.0 000 . 0 1007 000 00.0 1 00 10 00 00 265 85 000.0 0 000 0 00 0 0 00.0 000 .0 RECrrANGULAR DIP PLOT 0 20 40 60 80 100 120 140 160 180 10 30 50 70 90 110 130 150 170 10 15 20 . 25 30 35 40 45 50 55 60 65 70 75 80 85 85 1 80 75 70 ... 1 65 ... 1 60 55 50 1 45 1 . . 40 35 30 1 25 20 15 10 180 200 220 240 260 280 300 320 340 360 190 210 230 250 270 290 310 330 350 90 .1 90 FILE(S) - / c:\rIcpk2-04\data\2863bl.DAT Plate F-20 HARKLAND TEST PLOT: c:Vrlcpk2-a4SdataS2863bl.DAT Friction Angle = 38 degrees Slope dip direction = 258 degrees. Dip = 27 degrees Number of Stations = 7 Plate F-21 HARKLAND TEST PLOT: c:Srkpk2-B4SdataS2B63bl.DAT Friction Angle = 38 degrees Slope dip direction = 258 degrees. Dip = 27 degrees Nunber of Stations = 7 Plate F-22 HARKLAND TEST PLOT: c:Srkpk2-B4SdataS2863bl.DAT Friction Angle = 38 degrees Slope dip direction = 258 degrees. Dip = 27 degrees Number of Stations = 7 Plate F-23 APPENDIX G GENERAL EARTHWORK AND GRADING GUIDELINES GENERAL EARTHWORK AND GRADING GUIDELINES General These guidelines present general procedures and requirements for earthwork and grading as shown on the approved grading plans, including preparation of areas to filled, placement of fill, installation of subdrains and excavations. The recommendations contained in the geotechnical report are part ofthe earthwork and grading guidelines and would supersede the provisions contained hereafter in the case of conflict. Evaluations performed by ttie consultant during the course of grading may result In new recommendations which could supersede these guidelines or the recommendations contained in the geotechnical report. The contractor Is responsible for the satisfactory completion of all earthwork In accordance with provisions of the project plans and specifications. The project soil engineer and engineering geologist (geotechnical consultant) or their representatives should provide obsen/ation and testing sen/ices, and geotechnical consultation during the duration ofthe project. EARTHWORK OBSERVATIONS AND TESTING Geotechnical Consultant Prior to the commencement of grading, a qualified geotechnical consultant (soil engineer and engineering geologist) should be employed for the purpose of observing earthwork procedures and testing the fills for conformance with the recommendations of ttie geotechnical report, the approved grading plans, and applicable grading codes and ordinances. The geotechnical consultant should provide testing and observation so that determination may be made that the work is being accomplished as specified. It is the responsibility of the contractor to assist the consultants and keep them apprised of anticipated work schedules and changes, so that they may schedule their personnel accordingly. All clean-outs, prepared ground to receive fill, key excavations, and subdrains should be obsen/ed and documented by the project engineering geologist and/or soil engineer prior to placing and fill. It is the contractors's responsibility to notify the engineering geologist and soil engineer when such areas are ready for obsen/ation. Laboratorv and Field Tests Maximum dry density tests to determine the degree of compaction should be performed in accordance with American Standard Testing Materials test mettiod ASTM designation D-1557-78. Random field compaction tests should be performed in accordance with test method ASTM designation D-1556-82. D-2937 or D-2922 and D-3017, at Inten/als of approximately 2 feet of fill height or every 100 cubic yards of fill placed. These criteria GeoSoils, Inc. would vary depending on the soil conditions and the size of the project. The location and frequency of testing would be at the discretion of the geotechnical consultant. Contractor's Responsibiiity All clearing, site preparation, and earthwork performed on the project should be conducted by the contractor, with obsen/ation by geotechnical consultants and staged approval by the governing agencies, as applicable. It is the contractor's responsibility to prepare the ground surface to receive the fill, to the satisfaction of the soil engineer, and to place, spread, moisture condition, mix and compact the fill in accordance with the recommendations ofthe soil engineer. The contractor should also remove all major non- earth material considered unsatisfactory by the soil engineer. It is the sole responsibility of the contractor to provide adequate equipment and methods to accomplish the earthwork in accordance with applicable grading guidelines, codes or agency ordinances, and approved grading plans. Sufficient watering apparatus and compaction equipment should be provided by the contractor with due consideration for the fill material, rate of placement, and climatic conditions. If, in the opinion of the geotechnical consultant, unsatisfactory conditions such as questionable weather, excessive oversized rock, or deleterious material, insufficient support equipment, etc., are resulting in a quality of work that is not acceptable, the consultant will inform the contractor, and the contractor is expected to rectify the conditions, and if necessary, stop work until conditions are satisfactory. During construction, the contractor shall properiy grade all surfaces to maintain good drainage and prevent ponding of water. The contractor shall take remedial measures to control surface water and to prevent erosion of graded areas until such time as permanent drainage and erosion control measures have been installed. SITE PREPARATION All major vegetation, including brush, trees, thick grasses, organic debris, and other deleterious material should be removed and disposed of off-site. These removals must be concluded prior to placing fill. Existing fill, soil, alluvium, colluvium, or rock materials determined by the soil engineer or engineering geologist as being unsuitable in-place should be removed prior to fill placement. Depending upon the soil conditions, these materials may be reused as compacted fills. Any materials incorporated as part of the compacted fills should be approved by the soil engineer. Any underground structures such as cesspools, cisterns, mining shafts, tunnels, septic tanks, wells, pipelines, or other structures not located prior to grading are to be removed or treated in a manner recommended by the soil engineer. Soft, dry, spongy, highly fractured, or othenwise unsuitable ground extending to such a depth that surface processing cannot adequately improve the condition should be overexcavated down to Caiavera Hiils il, LLC ~" Appendix G Flle:e:\wp7\2800\2863a.pge Page 2 GeoSoils, Inc. firm ground and approved by the soil engineer before compaction and filling operations coritinue. Overexcavated and processed soils which have been properly mixed and moisture conditioned should be re-compacted to the minimum relative compaction as specified in these guidelines. Existing ground which Is determined to be satisfactory for support of the fills should be scarified to a minimum depth of 6 inches or as directed by the soil engineer. After the scarified ground is brought to optimum moisture content or greater and mixed, the materials should be compacted as specified herein. If the scarified zone is grater that 6 inches in depth, it may be necessary to remove the excess and place the material in lifts restricted to about 6 inches in compacted thickness. Existing ground which Is not satisfactory to support compacted fill should be overexcavated as required in the geotechnical report or by the on-site soils engineer and/or engineering geologist. Scarification, disc harrowing, or other acceptable form of mixing should continue until the soils are broken down and free of large lumps or clods, until the working surface Is reasonably uniform and free fi-om ruts, hollow, hummocks, or other uneven features which would inhibit compaction as described previously. Where fills are to be placed on ground with slopes steeper than 5:1 (horizontal to vertical), the ground should be stepped or benched. The lowest bench, which will act as a key, should be a minimum of 15 feet wide and should be at least 2 feet deep into firm material! and approved by the soil engineer and/or engineering geologist. In fill over cut slope conditions, the recommended minimum width of the lowest bench or key Is also 15 feet with the key founded on firm material, as designated by the Geotechnical Consultant. As a general rule, unless specifically recommended othenwise by the Soil Engineer, the minimum width of fill keys should be approximately equal to Va the height ofthe slope. Standard benching Is generally 4 feet (minimum) vertically, exposing firm, acceptable material. Benching may be used to remove unsuitable materials, although It is understood that the vertical height of the bench may exceed 4 feet. Pre-stripping may be considered for unsuitable materials In excess of 4 feet in thickness. All areas to receive fill, including processed areas, removal areas, and the toe of fill benches should be obsen/ed and approved by the soil engineer and/or engineering geologist prior to placement of fill. Fills may then be properiy placed and compacted until design grades (elevations) are attained. COMPACTED FILLS Any earth materials imported or excavated on the property may be utilized in the fill provided that each material has been determined to be suitable by the soil engineer. These materials should be free of roots, tree branches, other organic matter or other deleterious materials. All unsuitable materials should be removed from the fill as directed Calavera Hills II, LLC Appendix G File:e:\wp7\2800\2863a.pge Page 3 GeoSoils, Inc. by the soil engineer. Soils of poor gradation, undesirable expansion potential, or substandard strength characteristics may be designated by the consultant as unsuitable and may require blending with other soils to serve as a satisfactory fill material. Fill materials derived from benching operations should be dispersed throughout the fill area and blended with other bedrock derived material. Benching operations should not result In the benched material being placed only within a single equipment width away from the fill/bedrock contact. Oversized materials defined as rock or other irreducible materials with a maximum dimension greater than 12 inches should not be buried or placed In fills unless the location of materials and disposal methods are specifically approved by the soil engineer. Oversized material should be taken off-site or placed in accordance with recommendations oftiie soil engineer in areas designated as suitable for rock disposal. Oversized material should not be placed within 10 feet vertically of finish grade (elevation) or within 20 feet horizontally of slope faces. To facilitate future trenching, rock should not be placed within the range of foundation excavations, fijture utilities, or underground construction unless specifically approved by the soil engineer and/or the developers representative. If import material is required for grading, representative samples of the materials to be utilized as compacted fill should be analyzed in the laboratory by the soil engineer to determine Its physical properties. If any material other than that previously tested Is encountered during grading, an appropriate analysis ofthis material should be conducted by the soil engineer as soon as possible. Approved fill material should be placed in areas prepared to receive fill In near horizontal layers that when compacted should not exceed 6 Inches In thickness. The soil engineer may approve thick lifts if testing Indicates the grading procedures are such that adequate compaction is being achieved with lifts of greater thickness. Each layer should be spread evenly and blended to attain uniformity of material and moisture suitable for compaction. Fill layers at a moisture content less than optimum should be watered and mixed, and wet fill layers should be aerated by scarification or should be blended with drier material. Moisture condition, blending, and mixing of the fill layer should continue until the fill materials have a uniform moisture content at or above optimum moisture. After each layer has been evenly spread, moisture conditioned and mixed, it should be uniformly compacted to a minimum of 90 percent of maximum density as determined by ASTM test designation, D-1557-78, or as othenwise recommended by the soil engineer. Compaction equipment should be adequately sized and should be specifically designed for soil compaction or of proven reliability to efficiently achieve the specified degree of compaction. Calavera Hills il, LLC Appendix G Rle:e:\wp7\2800\2863a.pge Pagg 4 GeoSoils, Inc. Where tests indicate that the density of any layer of fill, or portion thereof, is below the required relative compaction, or improper moisture is in evidence, the particular layer or portion shall be re-worked until the required density and/or moisture content has been attained. No additional fill shall be placed in an area until the last placed lift of fill has been tested and found to meet the density and moisture requirements, and is approved by the soil engineer. Compaction of slopes should be accomplished by over-building a minimum of 3 feet horizontally, and subsequently trimming back to the design slope configuration. Testing shall be performed as the fill is elevated to evaluate compaction as the fill core is being developed. Special efforts may be necessary to attain the specified compaction in the fill slope zone. Final slope shaping should be performed by trimming and removing loose materials with appropriate equipmenL Afinal determination of fill slope compaction should be based on obsen/ation and/or testing ofthe finished slope face. Where compacted fill slopes are designed steeper than 2:1 (horizontal to vertical), specific material types, a higher minimum relative compaction, and special grading procedures, may be recommended. If an alternative to over-building and cutting back the compacted fill slopes Is selected, then special effort should be made to achieve the required compaction in the outer 10 feet of each lift of fill by undertaking the following: 1. An extra piece of equipment consisting of a heavy short shanked sheepsfoot should be used to roll (horizontal) parallel to tiie slopes continuously as fill is placed. The sheepsfoot roller should also be used to roll perpendicular to the slopes, and extend out over the slope to provide adequate compaction to the face of the slope. 2. Loose fill should not be spilled out over the face of the slope as each lift is compacted. Any loose fill spilled over a previously completed slope face should be trimmed off or be subject to re-rolllng. 3. Field compaction tests will be made in the outer (horizontal) 2 to 8 feet of the slope at appropriate vertical intervals, subsequent to compaction operations. 4. After completion of the slope, the slope face should be shaped with a small tractor and then re-rolled with a sheepsfoot to achieve compaction to near the slope face. Subsequent to testing to verify compaction, the slopes should be grid-rolled to achieve compaction to the slope face. Final testing should be used to confirm compaction after grid rolling. 5. Where testing indicates less than adequate compaction, the contractor will be responsible to rip, water, mix and re-compact the slope material as necessary to achieve compaction. Additional testing should be performed to verify compaction. Calavera Hills II. LLC — Appendix G Rle:e:\wp7\2800\2863a.pge Page 5 GeoSoils, Inc. Erosion control and drainage devices should be designed by the project civil engineer in compliance with ordinances of the controlling governmental agencies, and/or in accordance with the recommendation ofthe soil engineer or engineering geologist. SUBDRAIN INSTALLATION Subdrains should be installed in approved ground in accordance with the approximate alignment and details indicated by the geotechnical consultant. Subdrain locations or materials should not be changed or modified without approval of the geotechnical consultant. The soil engineer and/or engineering geologist may recommend and direct changes In subdrain line, grade and drain material in the field, pending exposed conditions. The location of constructed subdrains should be recorded by the project civil engineer. EXCAVATIONS Excavations and cut slopes should be examined during grading by the engineering geologist. If directed by the engineering geologist, further excavations or overexcavation and re-filling of cut areas should be performed and/or remedial grading of cut slopes should be performed. When fill over cut slopes are to be graded, unless othenwise approved, the cut portion ofthe slope should be obsen/ed by the engineering geologist prior to placement of materials for construction of the fill portion of the slope. The engineering geologist should obsen/e all cut slopes and should be notified by the contractor when cut slopes are started. If. during the course of grading, unforeseen adverse or potential adverse geologic conditions are encountered, the engineering geologist and soil engineer should investigate, evaluate and make recommendations to treat these problems. The need for cut slope buttressing or stabilizing should be based on In-grading evaluation by the engineering geologist, whether anticipated or not. Unless othenwise specified In soil and geological reports, no cut slopes should be excavated higher or steeper than that allowed by the ordinances of controlling governmental agencies. Additionally, short-term stability of temporary cut slopes is the contractors responsibility. Erosion control and drainage devices should be designed bythe project civil engineer and should be constructed in compliance with the ordinances ofthe controlling governmental agencies, and/or in accordance with the recommendations of the soil engineer or engineering geologist. Calavera Hilis li, LLC Appendix G Rle:e:\wp7\2800\2863a.pge Page 6 GeoSoils, Inc. COMPLETION Obsen/ation, testing and consultation bythe geotechnical consultant should be conducted during the grading operations in order to state an opinion that all cut and filled areas are graded in accordance with the approved project specifications. After completion of grading and after the soil engineer and engineering geologist have finished their obsen/ations ofthe work, final reports should be submitted subject to review by the controlling governmental agencies. No further excavation or filling should be undertaken without prior notification of the soil engineer and/or engineering geologist. All finished cut and fill slopes should be protected fi-om erosion and/or be planted In accordance with the project specifications and/or as recommended by a landscape architect. Such protection and/or planning should be undertaken as soon as practical after completion of grading. JOB SAFETY General At GeoSoils, Inc. (GSI) getting ttie job done safely is of primary concern. The following Is the company's safety considerations for use by all employees on multi-employer consti-uction sites. On ground personnel are at highest risk of injury and possible fatality on grading and construction projects. GSI recognizes that construction activities will vary on each site and that site safety is the prime responsibility of the contractor; however, everyone must be safety conscious and responsible at all times. To achieve our goal of avoiding accidents, cooperation between the client, the contractor and GSI personnel must be maintained. In an effort to minimize risks associated with geotechnical testing and observation, the following precautions are to be Implemented for the safety of field personnel on grading and construction projects: Safety Meetings: GSI field personnel are directed to attend contractors regularly scheduled and documented safety meetings. Safety Vests: Safety vests are provided for and are to be worn by GSI personnel at all times when they are working in the field. Safety Flags: Two safety flags are provided to GSI field technicians; one is to be affixed to the vehicle when on site, the other is to be placed atop the spoil pile on all test pits. Calavera Hilis II. LLC Appendix G Rle:e:\wp7\2800\2863a.pge Page 7 GeoSoils, Inc. Flashing Lights: All vehicles stationary in the grading area shall use rotating or flashing amber beacon, or strobe lights, on the vehicle during all field testing. While operating a vehicle in the grading area, the emergency flasher on the vehicle shall be activated. In the event that the contractor's representative observes any of our personnel not following the above, we request that it be brought to the attention of our office. Test Pits Location. Orientation and Clearance The technician is responsible for selecting test pit locations. A primary concem should be the technicians's safety. Efforts will be made to coordinate locations with the grading contractors authorized representative, and to select locations following or behind the established traffic pattem, preferably outside of current traffic. The contractors authorized representative (dump man, operator, supen/isor, grade checker, etc.) should direct excavation ofthe pit and safety during the test period. Of paramount concem should be the soil technicians safety and obtaining enough tests to represent the fill. Test pits should be excavated so that the spoil pile is placed away form oncoming traffic whenever possible. The technician's vehicle is to be placed next to the test pit, opposite the spoil pile. This necessitates the fill be maintained in a driveable condition Alternatively, the contractor may wish to park a piece of equipment in front of the test holes, particulariy in small fill areas or those with limited access. A zone of non-encroachment should be established for all test pits. No grading equipment should enter this zone during the testing procedure. The zone should extend approximately 50 feet outward fi-om the center of the test pit. This zone is established for safety and to avoid excessive ground vibration which typically decreased test results. When taking slope tests the technician should park the vehicle directly above or below the test location. If this is not possible, a prominent flag should be placed at the top of the slope. The contractor's representative should effectively keep all equipment at a safe operation distance (e.g. 50 feet) away from the slope during this testing. The technician Is directed to withdraw ft'om the active portion of the fill as soon as possible following testing. The technician's vehicle should be parked at the perimeter of the fill In a highly visible location, well away ft-om the equipment traffic pattern. The contractor should inform our personnel of all changes to haul roads, cut and fill areas or other factors that may affect site access and site safety. In the event that the technicians safety is jeopardized or compromised as a result ofthe contractors failure to comply with any ofthe above, the technician is required, by company policy, to Immediately withdraw and notify his/her supen/isor. The grading contractors representative will eventually be contacted in an effort to effect a solution. However in the n'T":,""'.' '-'•^ Appendix G Rle:e.\wp7\2800\2863a.pge p^g^ g GeoSoils, Inc. interim, no further testing will be performed until the situation is rectified. Any fill place can be considered unacceptable and subject to reprocessing, recompaction or rernoval. In the event that the soil technician does not comply with the above or other established safety guidelines we request that the contractor brings this to his/her attention and notify this office. Effective communication and coordination between the contractors 2)ovnS?t^p^ technician is strongly encouraged in order to implement the Trench and Vertical Excavation teiVng ifniST^ responsibility to provide safe access into trenches where compaction Our personnel are directed not to enter any excavation or vertical cut which 1) is 5 feet or deeper unless shored or laid back, 2) displays any evidence of instability, has any loose rock or other debns which could fall into the trench, or 3) displays any other evidence of any unsafe conditions regardless of depth. All trench excavaitions or vertical cuts in excess of 5 feet deep, which any person enters should be shored or laid back. Trench access should be provided in accordance with CAL-OSHA and/or state and local standards. Our personnel are directed not to enter any trench by being lowered or "ridinq down" on the equipment. ^ If the contractor fails to provide safe access to trenches for compaction testing our company policy requires that the soil technician withdraw and notify his/her supen/isor In u"^") !^n'^°'^ representative will eventually be contacted In an effort to effect a solution' All backfill not tested due to safety concems or other reasons could be subject to reprocessing and/or removal. If GSI personnel become aware of anyone working beneath an unsafe trench wall or vertical excavation, we have a legal obligation to put the contractor and owner/developer on notice to immediately correct the situation. If corrective steps are not taken GSI then has an obligation to notify CAL-OSHA and/or the proper authorities Calavera Hills li, LLC " T ^r-^r File:e:\wp7\2800\2863a.pge Appendix G P3QG 9 GeoSoils, Ine. CANYON SUBDRAIN DETAIL NATURAL GROUND TYPE A PROPOSED COMPACTED FILL COLLUVIUM AND ALLUVIUM (REMOVE) ^ TYPICAL BENCHING ^^^^^ ^ BEDROCK SEE ALTERNATIVES TYPE B \ N N PROPOSED COMPACTED RLL NATURAL GROUND COLLUVIUM AND ALLUVIUM IREMOVE) ^^^^^^ TYPICAL BENCHING BEDROCK SEE ALTERNATIVES NOTE: ALTERNATIVES. LOCATICN AND EXTENT OF SUBDRAINS SHOULD BE DETERMINED BY THE SOILS ENGINEER AND/OR ENGINEERING GEOLOGIST DURING GRADING. PLATE EG-1 CANYON SUBDRAIN ALTERNATE DETAILS ALTERNATE 1: PERFORATED PIPE AND FILTER MATERIAL MINIMUM A-1 1527. SCHD. 10 WvTTf^. 12 FILTER MATERIAL MINIMUM VOLUME OF 9 FT.» '^^'T^TC /LINEAR FT. 6* il ABS OR PVC PIPE SUBSTITUTE WITH MINIMUM 8 (1/4 LINEAR FT. IN BOTTOM HALF OF PIP_ ASTM D2751. SDR 35 OR ASTM D152'7. SCHD, 40 ASTM D3034. SDR 35 OR ASTM 01785, SCHD 40 FOR CONTINUOUS RUN IN EXCESS OFSbo FT ' USE 8-^ PIPE MINIMUM 7 6* MINIMUM B-1 FILTER MATERIAL SIEVE SIZE PERCENT PA$?|Ng IINCH .100 3/4 INCH 90-100 3/8 INCH 40-100 NO. 4 25-40. NO. 8 18-33 NO. 30 .5-15 "NO. 50 .0-7 NO. 200 0-3 ALTERNATE 2: PERFORATED PIPE. GRAVEL AND.FILTER FABRIC 6'MINIMUM OVERLAP 6' MINIMUM COVER 4* MINIMUM BEDDING 6* MINIMUM OVERLAP A-2 4- MINIMUM BEDDING=^_^ GRAVEL MATERIAL 9 FT»/LiNEAR FT. PERFORATED PIPE: SEE ALTERNATE 1 GRAVEL CLEAN 3/4 INCH ROCK OR APPROVED SUBSTITUTE FILTER FABRIC: MIRAFI 140 OR APPROVED SUBSTITUTE PLATE EG-2 DETAIL FOR FILL SLOPE TOEING OUT ON FLAT ALLUVIATED CANYON TOE OF SLOPE AS SHOWN ON GRADING PLAN ORIGINAL GROUND SURFACE TO BE RESTORED WITH COMPACTED FILL BACKCUT\^ARIES. FOR DEEP REMOVALS. BACKCUT SHOULO BE MADE NO STEEPER THAlX^n OR AS NECESSARY <J> FOR SAFETY ^.^^ONSID ERATIONS^ ^ COMPACTED FILL ORIGINAL GROUND SURFACE r ANTICIPATED ALLUVIAL REMOVAL DEPTH PER SOIL ENGMCER. 1' PROVIDE A 1:1 MINIMUM PROJECTION FROM TOE OF SLOPE AS SHOWN ON GRADING PLAN TO THE RECOMMENDED REMOVAL DEPTH. SLOPE HEIGHT. SITE CONDITIONS AHD/OR LOCAL CONDITiONS COULD DICTATE FLATTER PROJECTIONS. REMOVAL ADJACENT TO EXISTING FILL ADJOINING CANYON FILL COMPACTED RLL LIMITS LINE Qaf ;x TEMPORARY COMPACTED FILL NLY • (TO BE REMOVED) ;>.,FOR DRAINAGE ONLY Qaf lEXISTING COMPACTED FILL) ^\ BE REMOVED BEFORE PLACING ADDITIONAL COMPACTED FILL Qaf ARTIFICIAL FILL Qal ALLUVIUM PLATE EG-3 TYPICAL STABILIZATION / BUTTRESS FILL DETAIL OUTLETS TO BE SPACED AT 100'MAXIMUM INTERVALS. ANO SHALL EXTEND 12- BEYONO THE FACE OF SLOPE AT TIME OF. ROUGH GRADING COMPLETION. *15*MINIMUMT / ^!!!^lf—I r > m m o I BLANKET FILL IF RECOMMENDED BY THE SOIL ENGINEER TYPICAL BENCHING 4" DIAMETER NON-PERFORATED OUTLET PIPE AND BACKDRAIN (SEE ALTERNATIVES) BEDROCK 3'MINIMUM KEY DEPTH W=15'MINIMUM OR H/2 TYPICAL STABIUZATION / BUTTRESS SUBDRAIN DETAIL 4-MINIMUM 2'MINIMUM PIPE 4- MINIMUM PIPE 2' MINIMUM > m m o I cn FILTER MATERIAL MINIMUM OF FIVE FI'/LINEAR Fl OF PIPF OR FOUR FI'/LINEAR Ft OF PIPE WHEN PLACED IN SQUARE CUT TRENCH. ALTERNATIVE IN LIEU OF FILTER MATERIAL: GRAVEL MAY BE| EMCASED IN APPROVED FILTER FABRIC. FILTER FABRIC SHALL BE MIRAFI 140 OR EQUIVALENT. FILTER FABRIC SHIALL BE LAPPED A MINIMUM OF 12' ON ALL JOINTS. MINIMUM 4- DIAMETER PIPE: ABS-ASTM D-2751. SDR 35 OR ASTM D-1527 SCHEDULE 40 PVC-ASTM D-3034. SpR 35 OR ASTM D-1785 SCHEDULE 40 WITH A CRUSHING STRENOTH OF 1,000 POUNDS MINIMUM, ANO A MINIMUM OF 8 UNIFORMLY SPACED PERFORATIONS PER FOOT OF PIPE INSTALLED WITH PERFORATIONS OF BOTTOM OF PIPE. PROVIDE CAP AT UPSTREAM ENO OF PIPE. SLOPE AT 2% TO OUTLET PIPE. OUTLET PIPE TO BE CONNECTED TO SUBDRAIN PIPE WITH TEE OR ELBOW, NOTE: 1. TRENCH FOR OUTLET PIPES TO BE BACKFILLED WITH ON-SITE SOIL 2. BACKDRAINS AND LATERAL DRAINS SHALL BE LOCATED AT ELEVATION OF EVERY BENCH DRAIN. FIRST DRAIN LOCATED AT ELEVATION JUST ABOVE LOWER LOT GRADE. ADDITIONAL DRAINS MAY BE REOUIRED AT THE DISCRETION OF THE SOILS ' ENGINEER AND/OR ENGINEERING GEOLOGIST. FILTER MATERIAL SHALL BE OF THE FOLLOWING SPECIFICATION OR AN APPROVED EQUIVALENT: 1 INCH 100 3/4 INCH 90-100 3/8 INCH 40-100 NO. 4 25-40 NO. 8 18-33 NO. 30 5-15 NO. 50 0-7 NO. 200 0-3 GRAVEL SHALL BE OF THE FOLLOWING SPECIFICATION OR AN APPROVED EQUIVALENT: SIEVE SIZE PERCENT PASSING 1 1/2 INCH NO. 4 NO. 200 100 50 8 SAND EQUIVALENT: MINIMUM OF 50 FILL OVER NATURAL DETAIL SIDEHILL FILL PROPOSED GRADE TOE OF SLOPE AS SHOWN ON GRADING PLAN PROVIDE A 1:l MINIMUM PROJECTION FROM DESIGN TOE OF SLOPE TO TOE OF KEY AS SHOWN ON AS BUILT "0 r" > -I m m o I cn NATURAL SLOPE TO BE RESTORED WITH COMPACTED FILL BACKCUT VARIES MINIMUM KEY WIDTH 2'X 3'MINIMUM KEY DEPTH 2'MINIMUM IN BEDROCK OR APPROVED MATERIAL BENCH WIDTH MAY VARY 1 - -r • "t - |3'. MINIMUM NOTE: 1. WHERE THE NATURAL SLOPE APPROACHES OR EXCEEDS THE DESIGN SLOPE RATIO. SPECIAL RECOMMENDATIONS WOULD BE PROVIDEO BY THE SOILS ENGINEER. 2. THE NEED FOR AND DISPOSl.TION OF DRAINS WOULD BE DETERMINED BY THE SOILS ENGINEER BASED UPON EXPOSED CONDITIONS. FILL OVER CUT DETAIL CUT/FILL CONTACT 1. AS SHOWN ON GRADING PLAN 2. AS SHOWN ON AS BUILT MAINTAIN MINIMUM 15'FILL SECTION FROM BACKCUT TO FACE OF FINISH SLOPE BENCH WIDTH MAY VARY ''/{^ BEDROCK OR APPROVED MATERIAL LOWEST BENCH WIDTH 15'MINiMUM OR H/2 r- > m m o I NOTE: THE CUT PORTION OF THE SLOPE SHOULD BE EXCAVATED AND EVALUATED BY THE SOILS ENGINEER AND/OR ENGINEERING GEOLOGIST PRIOR TO CONSTRUCTING THE FILL PORTION. STABILIZATION FILL FOR UNSTABLE MATERIAL EXPOSED IN PORTION OF CUT SLOPE •D r- > m m o I CO _ PROPOSED FINISHED GRADE ^/ UNWEATHERED BEDROCK OR APPROVED MATERIAL COMPACTED STABILIZATION FILL 1'MINIMUM TILTED BACK IF RECOMMENDED BY THE SOILS ENGINEER AND/OR ENGINEERING GEOLOGIST, THE REMAINING CUT PORTION OF THE SLOPE MAY REOUIRE REMOVAL AND REPLACEMENT WITH COMPACTED FILL NOTE: 1. SUBDRAINS ARE NOT REQUIRED UNLESS SPECIFIED BY SOiLS ENGINEER AND/OR ENGINEERING GEOLOGIST, 2. -W- SHALL BE EQUIPMENT WIDTH IIS'I FOR SLOPE HEIOHTS LESS THAN 25 FEET FOR SLOPES GREATER THAN 25 FEET 'W SHALL BE DETERMINED BY THE PROJECT SOILS ENGINEER AND /OR ENGINEERING GEOLOGIST AT NO TIME SHALL 'W* BE LESS THAN H/2. SKIN FILL OF NATURAL GROUND ORIGINAL SLOPE 15'MINIMUM TO BE MAINTAINED FROM PROPOSED FINISH SLOPE FACE TO BACKCUT PROPOSED FINISH SLOPE BEDROCK OR APPROVED MATERIAL m m o I to 3'MINIMUM KEY DEPTH NOTE: 1. THE NEED AND DISPOSITION OF DRAINS WILL BE DETERMINED! BY THE SOILS ENGINEER AND/OR ENGINEERING GEOLOGIST BASED ON FIELD CONDITIONS. 2. PAD OVEREXCAVATION AND RECOMPACTION SHOULD BE PERFORMED IF DETERMINED TO BE NECESSARY BY THE SOILS ENGINEER ANO/OR ENGINEERiNG GEOLOGIST. DAYLIGHT CUT LOT DETAIL RECONSTRUCT COMPACTED FILL SLOPE AT 2:1 OR FLATTER (MAY INCREASE OR DECREASE PAD AREA). OVEREXCAVATE AND RECOMPACT REPLACEMENT FILL AVOID AND/OR CLEAN UP SPILLAGE OF MATERIALS ON THE NATURAL SLOPE NATURAL GRADE X GRADIENT^.. PROPOSED FINISH GRADE S* MINIMUM BLANKET FILL fp/^ ^. '^°*!/'^nKW^ BEDROCK OR APPROVED MATERIAL TYPICAL BENCHING "0 r- > -I m m o I NOTE: 1. SUBDRAIN AND KEY WIDTH REQUIREMENTS WILL BE DETERMINED BASED ON EXPOSED SUBSURFACE CONDITIONS AND THICKNESS OF OVERBURDEN. 2. PAD OVER EXCAVATION AND RECOMPACTION SHOULD BE PERFORMED IF DETERMINED NECESSARY BY THE SOILS ENGINEER AND/OR THE ENGINEERING GEOLOGIST. TRANSITION LOT DETAIL CUT LOT (MATERIAL TYPE TRANSITION) NATURAL GRADE COMPACTED RLL OVEREXCAVATE AND RECOMPACT _ *nj:^777^^^/^^^7^W^^^^^^^ MINIMUM^ ^ UNWEATHERED BEDROCK OR APPROVED MATERIAL TYPICAL BENCHING CUT-FILL LOT (DAYUGHT TRANSITION) PAD GRADE NATURAL GRADE COMPACTED FILL ^s'^jji- "OVEREXCAVATE . ^ ^^^"^^ ^'^P RECOMPACT i ^0O>^^^^l//A\W^^^^^ 3-MINIMUM )^ UNWEATHERED BEDROCK OR APPROVED MATERIAL TYPICAL BENCHING NOTE: * DEEPER OVEREXCAVATION MAY BE RECOMMENDED BY THE SOILS ENGINEER AND/OR ENGINEERING GEOLOGIST IN STEEP CUT-RLL TRANSITION AREAS. PLATE EG-11 SETTLEMENT PLATE AND RISER DETAIL 2'X 2*X 1/4' STEEL PLATE STANDARD 3/4' PIPE NIPPLE WELDED TO TOP OF PLATE. 3/4* X 5'GALVANIZED PIPE. STANDARD PIPE THREADS TOP AND BOTTOM. EXTENSIONS THREADED ON BOTH ENDS AND ADDED IN 5' INCREMENTS. 3 INCH SCHEDULE 40 PVC PIPE SLEEVE. ADD IN 5* INCREMENTS WITH GLUE JOINTS. FiNAL GRADE T JC I I 5* 2- 1" 5' MAINTAIN 5'CLEARANCE OF HEAVY EQUIPMENT. MECHANICALLY HAND COMPACT IN 2'VERTiCAL -T-V LIFTS OR ALTERNATIVE SUITABLE TO AND ACCEPTED BY THE SOILS ENGINEER. MECHANICALLY HAND COMPACT THE INITIAL 5* VERTICAL WITHIN A 5'RADIUS OF PLATE BASE. BOTTOM OF CLEANOUT PROVIDE A MINIMUM 1'BEDDING OF COMPACTED SAND NOTE: 1. LOCATIONS OF SETTLEMENT PLATES SHOULD BE CLEARLY MARKED AND READILY VISIBLE (RED FLAGGEDI TO EQUIPMENT OPERATORS. 2. CONTRACTOR SHOULD MAINTAIN CLEARANCE OF A 5'RADIUS OF PLATE BASE AND WITHIN S'lVERTICAU FOR HEAVY EQUIPMENT. RLL WITHIN CLEARANCE AREA SHOULD BE HAND COMPACTED TO PROJECT SPECIRCATIONS OR COMPACTED BY ALTERNATIVE APPROVED BY THE SOILS ENGINEER. 3. AFTER S'lVERTICAU OF RLL IS IN PLACE. CONTRACTOR SHOULD MAINTAIN A 5'RADIUS EQUIPMENT CLEARANCE FROM RISER. .^.....^ 4. PLACE AND MECHANICALLY HAND COMPACT INITIAL 2'OF RLL PRIOR TO ESTABLISHING THE INITIAL READING. 5. IN THE EVENT OF DAMAGE TO THE SETTLEMENT PLATE OR EXTENSION RESULTING FROM EQUIPMENT OPERATING WITHIN THE SPECIFIED CLEARANCE AREA. CONTRACTOR SHOULD IMMEDIATELY NOTIFY THE SOILS ENGINEER AND SHOULD BE RESPONSIBLE FOR RESTORING THE SETTLEMENT PLATES TO WORKING ORDER. 6. AN ALTERNATE DESIGN AND METHOD OF INSTALLATION MAY BE PROVIDED AT THE DISCRETION OF THE SOILS ENGINEER. PLATE EG-U TYPICAL SURFACE SETTLEMENT MONUMENT RNISH GRADE 3'-6 3/8- DIAMETER X 6' LENGTH CARRIAGE BOLT OR EQUIVALENT •-6* DIAMETER X 3 1/2* LENGTH HOLE CONCRETE BACKFILL PLATE EG-15 TEST PIT SAFETY DIAGRAM SIDE VIEW ( NOT TO SCALE ) TOP VIEW 100 FEET APPROXIMATE CENTER QF TEST PIT { NOT TO SCALE ) Dl ATT PA—lfi OVERSIZE ROCK DISPOSAL VIEW NORMAL TO SLOPE FACE 20'MINIMUM oo J5'MINIMUM (AL^ PROPOSED FINISH GRADE E)'MINIMUM IE) CO oa 15'MINIMUM (A) uso CO cao CD OO (G) ^ ^J5-MINIMUM lAL^ „ ^ ^3Q4P, ^'MINIMUM (C) BEDROCK OR APPROVED MATERIAL VIEW PARALLEL TO SLOPE FACE PROPOSED FINISH GRADE MINIMUM (C) BEDROCK OR APPROVED MATERIAL NOTE: (A) (B) IC) (D) (E) (R (G) ONE EQUIPMENT WIDTH OR A MINIMUM OF 15 FEET. HEIGHT AND WIDTH MAY VARY DEPENDING ON ROCK SIZE AND TYPE OF EQUIPMENT LENGTH OF WINDROW SHALL BE NO GREATER THAN 100'MAXIMUM. IF APPROVED BY THE SOILS ENGINEER ANO/OR ENGINEERING GEOLOGIST. WINDROWS MAY BE PLACED DIRECTLY ON COMPETENT MATERIAL OR BEDROCK PROVIDED ADEQUATE SPACE IS AVAILABLE FOR COMPACTION. ORIENTATION OF WINDROWS MAY VARY BUT SHOULD BE AS RECOMMENDED BY THE SOILS ENGINEER ANO/OR ENGINEERING GEOLOGIST. STAGGERING OF WINDROWS IS NOT NECESSARY UNLESS RECOMMENDED. CLEAR AREA FOR UTILITY TRENCHES. FOUNDATIONS AND SWIMMING POOLS. ALL RLL OVER AND AROUND ROCK WINDROW SHALL BE COMPACTED TO 90% RELATIVE COMPACTION OR AS RECOMMENDED. AFTER RLL BETWEEN WINDROWS IS PLACED AND COMPACTED WITH THE LIFT OF FILL COVERING wl^^^^ WINDROW SHOULD BE PROOF ROLLED WITH A D-9 DOZER OR EQUIVALENT. VIEWS ARE DIAGRAMMATIC ONLY. ROCK SHOULD NOT TOUCH , _ . AND VOIDS SHOULD BE COMPLETELY RLLED IN. PLATE RQ—1 ROCK DISPOSAL PITS VIEWS ARE DIAGRAMMATIC ONLY. ROCK SHOULD NOT TOUCH AND VOIDS SHOULD BE COMPLETELY RLLED IN. RLL LIFTS COMPACTED OVER ROCK AFTER EMBEDMENT GRANULAR MATERIAL COMPACTED FILL SIZE OF EXCAVATION TO BE COMMENSURATE WITH ROCK SIZE ROCK DISPOSAL LAYERS GRANULAR SOIL TO RLL VOIDS. DENSIRED BY FLOODING ^ • LAYER ONE ROCK HIGH V ^OMPACTED RLL PROPOSED FINISH GRADE Jo'MINIMUM OR BELOW LOWEST UTIU 00CO3GOCQ3C0C OVERSIZE LAYER COMPACTED FILL COOOOOCOCXXXDOCOCOOCOCCCOCOOCS ts* MINIMUM PROFILE ALONG LAYER LOPE FACE CLEAR ZONE 20'MINIMUM LAYER ONE ROCK HIGH PLATE RD-2 A' EXISTING GRADE S 300 c _o CO I 250 - 300 Jsp/Kgr PROPOSED GRADE Jsp/Kgr - 250 N67E B sw NE B' c o 250 - 1 200 UJ PROPOSED GRADE - 250 EXISTING GRADE Jsp/Kgr Jsp/Kgr - 200 N70E LOS ANGELES CO. RIVERSIDE CO. ORANGE CO. SAN OIEGO CO. GEOLOGIC CROSS SECTION A-A' & B-B' Rate 2 W.O. 2863-A-SC DATE VOI SCALEr=50' o 100 o B-4 Jsp/Kgr > UJ 0 - B-3 Qal N50W Oal TD=46.5' GW e 9' Jsp/Kgr -100 -0 M A T C H L I N E M A T C H L I N E 100 - ^B-3 B-8 at. Qal ^-^ ^ EXISTING GRADE _Qt 0 -TD=25' GW e 14' Jsp/Kgr TD=30' GW e 12' -100 - 0 N50W SEE PLATE 1 FOR LEGEND LOS ANGELES CO. RIVERSIDE CO. ORANGE CO. SAN DIEGO CO. GEOLOGIC CROSS SECTION C-C -Hate 3 W.O. 2863-A-SC DATEI/QI SCALE 1"=100- 2 100 B-5 EXISTING GRADE o 0 -ui BLl Jsp/Kgr TD=31.5' GW e 9' Qal TD=5r GW e 14' Jsp/Kgr N55E D' M A T C H L I N E 100 -EXISTING GRADE 0 - TD=31.5' GW e 14-Jsp/Kgr Jsp/Kgr ? 100 s — 0 ® > N55E M 100 A T C H - 0 L I N E SEE PLATE 1 FOR LEGEND LOS ANGELES CO. RIVERSIDE CO. ORANGE CO. SAN DIEGO CO. GEOLOGIC CROSS SECTION D-D' Plate 4 w.o. 2863-A-SC DATE 1/01 SCALE r=100 BEND IN SECTION « > UJ 100 - El Camino Real B-9 EXISTING GRADE 0 -Qal Qt SkaL Qal Tsa Tsa TDF51' GW e 15' -100 - 0 M A T C H L I N E N23E N55E E' BEND IN SECTION M A T C H L I N E 100 Xial 0 -Tsa Jsp/Kgr N55E N80E CO > 0 ^ UJ SEE PLATE 1 FOR LEGEND LOS ANGELES CO. RIVERSIDE CO ORANGE CO. SAN DIEGO CO, GEOLOGIC CROSS SECTION E-E'„ ^ , Plate 5 W.o. 2863-A-SC DATE 1/01 SCALE 1"=100' INSERT MAP HERE