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HomeMy WebLinkAboutB16-0243 Appendix A.pdf. . APPENDIX A PROJECT GS05050-125 FIGURES, PREVIOUS EXPLORATORY BORING DRILLING, LABORATORY TEST RESULTS AND SLOPE STABILITY ANALYSES KEITH NOVICK LOT 22, VAIL VILLAGE WEST, FILING NO. 1 PROJECT NO. GS05840-145 S:\GS05840.000\145\2. Reporta\GS05840 145 R1 .doc . , H IMCKSI OPE (H."I) LE.VE1. BtaCSI OPE 3:1 2:1 1.5:1 Anchor Anchor Note: Does not include surcharge loading from adjacent structures, traffic, or hydrostatic pressure. -I 1-1 1---, , ------I 1:·-I1 '··--111--111··~-111-30~ 1----111-111-----111-1,1--1 Varie;-"per able RECOMMENDED APPARENT EARTH PRESSURE FOR MULTI-LEVEL ANCHORS OR SOIL NAILS DNRMt BASE 30H 3IH 4eH IOH Apparent Earth Pressure Diagram Project No. GS05050-125 Fig. 6 . , H P2 = 30H2 (MINIMUM RECOMMENDED VALUE) MULTI-LEVEL WALL BACKFILL Project No. GS05050-125 Recommended Earth Pressure Multiple Level Basement Wall Fig. 7 H .. •• I I I 11 1--1 I 1----: I I 111-~l I 1 I---1 I ·----! : ·-·--· ,- 1 __ ,_,1 ~. ~--111-:-1 i 1'·---··1 • 1' I I ' I ' ' ' ' . P = 50H psf FOUNDATION WALL (LEVEL BACKFILL) SINGLE LEVEL Note: Does not include surcharge loading from adjacent structures, traffic, hydrostatic pressure or sloping backfill. Lateral Earth Pressure Single Level Basement Wall Project No. GSOSOS0-125 Fig. 8 cl ,_, . , z H WALL (a) DUE TO LINE LOAD l-- t (b) DUE TO UNIFORM STRIP LOAD WHERE: m = x/H n • Z/H ah 11 PRESSURE AT DEPTH Z DUE TO LINE LOAD, q q • LINE LOAD {p/f) F'OR X/H GREATER THAN 0.4: { m1 n } O"h=.ff'l'f t m1 + n* }' FOR X /H LESS THAN 0.4: an = _g_ 0.203 n H {0.16 + n 1 11 WHERE; q = UNIFORM STRIP LOAD ( psf) a1I = PRES SU RE AT DEPTH Z DUE TO UNIFORM STRIP LOAD, q 13 IN RADIANS an= 2q - - ( ~ -sin 13 cos 2-> 'Tr SURCHARGE PRESSURES ON A RIGID WALL DUE TO UNIFORM LOADS Project No. GS05050-125 Fig. 9 SLOPE PER REPORT I ~BACKFI~ (COUPOSmON ND COUPAC110N PER 2-3' PREFABRICATED -.........._ - DRAINAGE ""'- COMPOSITE (MIRADRAIN 6000 OR EQUIVALENT) COVER GRAVEL WITH I FILTER FABRIC 2• MINIMUM ................. ................ ................. ................ ················· ................. ................. ................. ................. NOTE: DRAIN SHOULD BE AT LEAST 2 INCHES BELOW BOTTOM Of' FOOTING AT THE HIGHEST POINT AND SLOPE DOWNWARD TO A POSITIVE GRAVllY OUTLET OR TO A SUMP WHERE WATER CAN BE REMOVED BY PUMPING. PROVIDE PVC SHEETING GLUED TO FOUNDATION WALL TO REDUCE MOISTURE PENETRATION BELOW GRADE WALL REINFORCING STEEL PER STRUCTURAL DRAWINGS PROVIDE POSITIVE SUP JOINT BETWEEN SL.AB AND WALL. PVC DRAIN NETWORK IMBEDDED IN WASHED CONCRETE AGGREGATE l T e• MINIMUM OR BEYOND 1: 1 SLOPE f'ROM BOTTOM ---MICROPILE AND PILE CAP Of" FOOTING. (WHICHEVER IS GRE'ATER) 4--INCH DIAMETER PERF'ORATED DRAIN PIPE. THE PIPE SHOULD BE LAID IN A TRENCH WITH A SLOPE RANGING BETWEEN 1 /8 INCH AND 1/4 INCH DROP PER f"OOT Of' DRAIN. ENCASE PIPE IN WASHED CONCRETE AGGREGATE (ASTM C33, NO. 57 OR NO. 67). EXTEND GRAVEL TO AT LEAST 1 /2 HEIGHT Of' FOOTING. Project No. GS05050-125 Exterior Foundation Wall Drain Flg.10 f ' SLOPE Pf R REPORT I \._ BACKFIU ~ (COWOSITION ND COMPACTION PER REPORI) 2-3· PREFABRICATED-........_ · DRAINAGE ~ COMPOSITE (MIRADRAIN 6000 OR EQUIVALENT) PROVIDE PVC SHEETING GLUED TO FOUNDATION WALL TO REDUCE MOISTURE PE ETRATION 2• MINIMUM -------+---+--' e· MINIMUM ................. ................. ................. ················· ................. ················· ................. ................. ................. NOTE: DRAIN SHOULD BE AT LEAST 2 INCHES BELOW BOTTOM OF FOOTING AT THE HIGHEST POINT AND SLOPE DOWNWARD TO A POSITIVE GRAVllY OUTLET OR TO A SUMP WHERE WATER CAN BE REMOVED 8'f PUMPING. REINFORCING STEEL ER STRUCTURAL DRAWINGS .) 'CRAWL SPACE 1 s· j OR BEYOND 1: 1 SLOPE FROM BOTTOM ---MICROPILE AND PILE CAP OF FOOTING. (WHICHEVER IS GREATER) PVC DRAIN NETWORK IMBEDDED IN WASHED CONCRETE AGGREGATE 4-INCH DIAMETER PERFORATED DRAIN PIPE. THE PIPE SHOULD BE LAID IN A TRENCH WITH A SLOPE RANGING Bf:TWEEN 1 /8 INCH AND 1/4 INCH DROP PER FOOT OF DRAIN. ENCASE PIPE IN WASHED CONCRETE AGGREGATE (ASTM C33. NO. 57 OR NO. 67). EXTEND GRAVEL TO AT LEAST 1 /2 HEIGHT OF FOOTING. Project No. GS05050-125 Exterior Foundation Wall Drain Fig. 11 HYDROMETER ANALYSIS SIEVE ANALYSIS 25 HR. 7HR. TIME READINGS U.S. STANDARD SERIES CLEAR SQUARE OPENINGS 45 MIN 15MIN 60 MIN 19 MIN. 4MIN 1 MIN ·200 ·100 ·so •40 ·30 ·15 ·10 ·a •4 3:8" 314" 1•.;· 3· 5"6" a· 100 r===================================================================7--===---:--::::-:::-:0 / 90 1--.•• 10 80 ~ 70 jjj "' ~ 60 .... m 50 u a:: ~ 40 ~ 30 20 ~ 10 :=::BO 0 .001 0.002 .005 .009 .019 .037 .074 .149 .297 .590 1.19 2.0 2 38 4.76 9.52 0.42 DIAMETER OF PARTICLE IN MILLIMETERS SANOS GRAVEL CLAY (PLASTIC) TO SILT (NON-PLASTIC) FINE MEDIUM COARSE FINE COARSE COBBLES Sample of From 25 HR. 7 HR. 45 MIN. 15 MIN. 100 :·- §iAND, CLAYEY (SC) TH -1 AT 24 FEET HYDROMETER ANALYSIS TIME READINGS 60 MIN. 19 MIN. 4 MIN 1 MIN 90 ··----.: ·------ 80----- ' ·200 ·100 ~ 70 ~-~ •• ·----.. -·· . --·----- GRAVEL 30 % SAND SILT & CLAY 28 % LIQUID LIMIT PLASTICITY INDEX SIEVE ANALYSIS U.S. STANDARD SERIES CLEAR SQUARE OPENINGS ·so ·40 •30 ·15 ·10 "8 •4 315· 314" 1 y,• 3" ~ ·--------::_=.. __ __:..:::=:__-::-----·~--~·<::=::::::_::_~--=·=--==:-=--==--==-=---· - ~60. .. . ---- ~50 ~--· :: . ..::=.~·--.:. --~-~~~==~-:~ --~·: ___ ::·~~-~--=-=-----~- IX ,._ -<------·-·-----~-----· & 40 ~ --------~-,,- 10 0 ~ ----~----.:.=::.-~:.:-· --=---~~~~~ -~----=---·-·-·--·----·----------_...J..... __ _.____.____......__ 42 % 26 % 8% s·5· s·0 : 10 0 w z ~ w a:: ~ w u a: ~ 001 0.002 005 009 .019 .037 .074 .149 .297 .590 1.19 20238 4.76 9.52 191 0 42 76 2 127 200 152 CLAY (PLASTIC I TO Sil T (NON-PLASTIC) Sample of GRAVEL, CLAYEY (GC) From TH -2 AT 20.5-22 FEET -------.-------· Lot 22 Solis Residence PROJECT NO. GS05050-125 S:IGS05050.000\12516. Calcs\5050Gradation.xls DIAMETER OF PARTICLE IN MILLIMETERS SANDS FINE MEDIUM GRAVEL COARSE FINE COARSE COBBLES GRAVEL 45 % SAND SILT & CLAY 2i % LIQUID LIMIT PLASTICITY INDEX - Gradation Test Results 28 % 27 % 10% FIG. 8-1 HYDROMETER ANALYSIS SIEVE ANALYSIS 25 HR. 7 HR. TIME READINGS U.S. STANDARD SERIES CLEAR SQUARE OPENINGS 45 MIN. 15 MIN. 60 MIN. 19 MIN. 4 MIN. 1 MIN ·100 ·so ·40 ·30 •4 318" 3,4• 1 •.;· 3• s·e· 8" 100 f=:===============================================================================::;;jii!".:-:=- 90 l.=:::::=::.::. _____ :_·~= ./ 0 10 ..•. 80 -20 . 30 ~ 70 ~::::::::_::_·=·-~:~~=--· _.-:::.~----~ fB iii z m --~ 40 ~w ~ I--·------·---~ I- ; :: §--·~--~--~-~-~-~-~-~~-~--~-~~~~~~~~~~~~-~~~~~--~s~a~m~p~l~e1f~ro~m~s3h~e~lb~yYtt~u~b~e~.1~~::; ._ ..... _. ___ ..... _. -------.. -----· / Sample does not include 30 ~~~~~~~~~~~~~~~~;:;~~;;;;;;;;;;;;;;;;~ =70 ~ .. particles with diameters 20 .._ .. _ .. _--·:::..:::.:::·::.:.:___ ______ larger than 3 inches. >=ea 0 '---'-~~--'-~~-'--~-~'=--'-'--'::":-'-'--~-~~-'-~'-'--~-~~~-"-':-'-'---'---'--'-~-'-'...W..---1100 .001 0.002 .005 .009 .019 .037 .074 .149 .297 .590 1.19 2.0 2 38 4.76 9 52 19.1 36 1 76 2 127 200 a~ 1~ DIAMETER OF PARTICLE IN MILLIMETERS CLAY (PLASTIC) TO SILT (NON-PLASTIC) FINE Sample of SAND, CLAYEY (SC) From TH - 3 AT 9 FEET HYDROMETER ANALYSIS 25 HR. 7 HR. TIME READINGS 45 MIN. 15 MIN. 60 MIN. 19 MIN 4 MIN. 1 MIN. "200 100 :--·· ............. -----· .. -----. ------· - 90 ~ 70 m ~ 60 >-····-·-·-····----·---.... -----------·----· ai 50 ---·--~ 40 :: =-· --===~~~~-~- SANDS GRAVEL MEDIUM COARSE FINE COARSE COBBLES GRAVEL 34 % SAND 41 % 24 % 9% SILT & CLAY 25 % LIQUID LIMIT PLASTICITY INDEX SIEVE ANALYSIS U.S. STANDARD SERIES CLEAR SQUARE OPENINGS ·1e ·10 ·a •4 3/8" 3i4" 1~" 3" s·e· a· 0 __ .. 10 ---------.)20 _.1_ __ .._ .... _..._ _ _.,. _..___ _ ______ ....__ .. ___ __:. - -I ·-30 fB z ----·--·-..: 40 ~ a: '50 !z UJ u a: -60 le -·-70 80 90 0002 .005 009 .019 .037 .074 .149 .297 .590 1.19 20 238 476 952 19.1 361 100 76 2 127 200 152 CLAY (PLASTIC) TO SILT (NON-PLASTIC) Sample of SAND, CLAYE_Y (~<:;) From TH. 3 AT 12 FEET Lot 22 Solis Residence PROJECT NO. GS05050·125 S:\GSOSOS0.0001125\6. Calcs\5050Gradation.xls 0.42 DIAMETER OF PARTICLE IN MILLIMETERS SANDS FINE MEDIUM GRAVEL COARSE FINE COARSE COBBLES GRAVEL 30 % SILT&CLAY 28 % PLASTICITY INDEX SAND LIQUID LIMIT Gradation Test Results 42 % 27 % 11 % FIG. B-3 .. HYDROMETER ANALYSIS SIEVE ANALYSIS 25 HR. 7 HR. TIME READINGS U.S. STANDARD SERIES CLEAR SQUARE OPENINGS 45 MIN 15 MIN 60 MIN. 19 MIN. 4 MIN 1 MIN. ·200 ·100 ·so •40 •30 "16 ·10 ·a •4 3:a· 3·4• 1\>" 3• 5"6" 8" 100 i================================================================-;;;;;;;;;;..,...-:=---:-::-~==-==-=======o go~· -.. --------.. -10 20 Cl 30 w z < 40 f-w a: f- 50 z w u a: 60 w c.. :=10 _::_BO 90 0 ~ _ _.___.~~~~~~~~-~~~~-~-~~~-~-~-~~~~~--~_.__._~~~-~100 .001 0.002 .005 .009 .019 .037 .074 .149 .297 590 1 19 2.0 2.38 4.76 9.52 19.1 361 76.2 127 200 o~ 1~ DIAMETER OF PARTICLE IN MILLIMETERS SANOS GRAVEL CLAY (PLASTIC) TO SILT {NON-PLASTIC) COARSE FINE MEDIUM COARSE COBBLES FINE Sample of SAND, CLAYEY (SC) From TH ___ 3_,_A_T_1 _8_F_E_E,.,,__T_...., ___________ _ GRAVEL 6 % SAND SILT & CLAY 42 % LIQUID LIMIT PLASTICITY INDEX 52 % 26 % '1"6 % 25 HR. 7 HR. 45 MIN. 15 MIN. 100 90 HYDROMETER ANALYSIS TIME READINGS 60 MIN. 19 MIN. 4 MIN 1 MIN. ~ 70 c.---------- ijj If) ~ 6G ,... z t'j 50 ··--------·------------- ffi ·200 c.. ·tO i-···---------------------------------- 30 10 CLAY (PLASTIC) TO SILT (NON-PLASTIC) Sample of From Lot 22 Solis Residence PROJECT NO. GSOSOS0-125 S:\GS05050.000\12516. Calcs\5050Gradatlon.xls SIEVE ANALYSIS U.S. STANDARD SERIES CLEAR SQUARE OPENINGS ·100 ·so •40 ·30 ·1s ·10 ·a •4 3/8" 3/4" 1 y," 3• s·s· .297 .590 4 76 9.52 0.42 DIAMETER OF PARTICLE IN MILLIMETERS SANDS GRAVEL FINE MEDIUM COARSE FINE COARSE COBBLES GRAVEL SILT & CLAY PLASTICITY INDEX % SAND % LIQUID LIMIT Gradation Test Results % % % FIG. 8-4 5.0 -------------- 4.0 3.0 . u:2·0 (/) ~ (/) (/) w ~1.0 IX ~ ::c -,:\ (/)0.0 u-------------- 0 0.1 0.2 HORIZONTAL DEFORMATION (IN.) 7.0 6.0 5.0 4.0 3.0 u:-(/) ~2.0 (/) (/) w IX ~1.0 IX ~ ~0.0 @ 8 0.3 ~ 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 NORMAL STRESS (KSF) ~ Moisture Dry Sample Boring Depth Content(%) Density No. No. (FT) Before After (PCF) 1 • TH-2 29-31.5' 19.1 25.4 102.4 2 • TH-2 29-31.5' 19.1 22.7 106.4 3 /\. TH-2 29-31.5' 19.1 19.0 104.4 LL,%: Pl,%: -200: Thickness (in): 1.0 Diameter (in): 2.873 Strain Rate (in/min): 0.0095 Peak Softened: Normal Shear Shear . Sample Stress Stress Stress No. (KSF) (KSF) e (KSF) 0 1 1.44 2 2.88 3 5.76 Peak <I> (DEG): Softened <I> (DEG): Peak C (PSF): Softened C (PSF): 1.16 2.42 3.95 32 32 390 260 0.98 2.31 3.75 : Sample Description: CLAY,V. SANDY,V.MOIST-WET,BROWN Sample Type: SHELBY Remarks: Direct Shear Test Results Project No. GS05050 TH-2@29-31.5' Fig. B-5 PROJECT NO. GS05050-125 TABLE 8-1 SUMMARY OF LABO RA TORY TEST RES UL TS NATURAL ATTERBERG LIMITS GRADATION TESTS PASSING HYDROMETER TEST* TEST DEPTH NATURAL DRY LIQUID PLASTICITY PERCENT PERCENT NO. 200 SOIL CLASSIFICATION HOLE MOISTURE DENSITY LIMIT INDEX GRAVEL SAND SIEVE SILT CLAY (FEET) (%) (PCF) (%) (%) (%) (%) (%) (%) (%) TH-1 24 26 8 30 42 28 20 8 SAND, CLAYEY (SC) TH-2 20.5-22 27 10 45 28 27 18 9 GRAVEL, CLAYEY (GC) TH-2 25 25 7 24 42 34 12 22 SAND, CLAYEY OR SILTY (SC-SM) TH-2 25-27.5 28 9 8 30 62 46 16 CLAY, SANDY (CL) TH-2 29 22.2 104 CLAY, SANDY CCL) TH-3 9 24 9 34 41 25 14 11 FILL.SAND, CLAYEY CFSC) TH-3 12 27 11 30 42 28 14 14 FILL, SAND, CLAYEY (FSC) TH-3 18 26 10 6 52 42 24 18 FILL, SAND, CLAYEY (FSC) TH-4 24 16.5 112 CLAY, SANDY (CL) . *Note: Percent silt and clay based on maximum clay particle size of 0.002 mm. Page 1 of 1 PROJECT NO. GSOSOS0-125 TABLE B· 11 SUMMARY OF LABORATORY STRENGTH TEST RESULTS BORING NATURAL UNDISTURBED SAMPLES OR DEPTH NATURAL DRY UNCONFINED COMPRESSION DIRECT SHEAR SOIL TYPE PIT MOISTURE DENSITY TEST «!>' c' (FEET) (%) (PCF) ip (deg) c (psf) (deg) (psf) TH-2 29 22.2 104 0 1,450 CLAY, SANDY (CL) TH-2 29 to 31 19.1 104 32 (32) 390 (260) CLAY, SANDY (CL) TH-4 24 16.5 112 0 550 CLAY, SANDY (CL) NOTE: (XX) SOFTENED STRENGTH VALUES ... • Page 1 of 1 -0 0 0 ~ x --........ Q) ~ -c: 0 :.;:; co > ~ w .. Alpine Drive 8.21 TH-4 Pre-excavation surface 8.20 ---------.... 8.19 ~-8.18 ' 8.17 8.16 ).__ 8.15 ~ 8.14 ·---8.13 i-8.12 8.11 . 8.10 8.09 '------0 10 20 30 2006 ground surface from topo / "' Slide stabilization excavation Planned excavation TH-1, 2, & 3 Sierra Trail .o1l1 ===-------~ ----Remnant foundation 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Project No. GSOSOS0-125 Distance (feet) Figure C-1 8.20 8.19 8.18 8.17 -0 0 8.16 0 ~ x 8.15 ~--c: Name: Fill type 1 Unit Weight: 130 pcf Cohesion: 100 psf Phi: 34 ° Name: Fill type 2 Unit Weight: 130 pcf Cohesion: 150 psf Phi: 32 ° Name: Gravel, clayey (upper gravel) Unit Weight: 130 pcf Cohesion: 100 psf Phi: 35 ° Name: Clay, sandy Unit Weight: 120 pcf Cohesion: 300 psf Phi: 27 ° 0 8.14 >--:.;:::; co > ~ w 8.13 -8.12 ~-I "'......_ -...~ ... -........_""'-Remnafif!{oOiida "'.:.;~~·~~~:> "'~~( • . .,_ 8.11 .-~~ 8.10 ;....__ -~...._...._...._ ' ' t '•""'-i i • I I i '"', I 8.09 , _ ____._ __ . _ ___L__ ' l >, 0 1 0 20 30 40 50 60 70 80 I ; I ! ' 1 l i _J ---'----··--'···---·_J__ -·+·'-••· --l .. i.. ___ ..L..,__ • 90 100 110 120 130 140 150 160 170 180 Distance Soil Profile and Strength Parameters Project No. GS05050-125 Figure C-2 • See figure C-2 'i> 1.41 for soil descriptions and strength parameters 8.20 8.19 8.18 8.17 -0 0 8.16 0 ...-x 8.15 -c: 0 8.14 ~ ca > Q) w 8.13 ~ 8.12 ;..::,__,...._ ~ 8.11 ~ ~ i -~ Failure surface 8.10 r-'~ i "-.._ 8.09 ! _J L l . l . . l ~-:::-_i . ___ .L ··--··-··-····--··-~ _ _L_J 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 Distance Existing Slope, Critical Condition Project No. GS05050-125 Figure C-3 .. -0 0 0 ~ 8.20 a i 8.19 x 8.15 ~---c: 0 8.14 ~ :;::; co > ~ w 8.13 .-~ 8.12 "'·-~ ---~. 8.11 t-i ·-------1.4 $-See figure C-2 for soil descriptions and strength parameters Required minimum force = 7000 pounds per foot 8.10 ~ ---~ 8.os l _ _J_ ____ L_.J -----J l ~~---~----L.__l_ __ J · 1 _L_: _ __. o 10 20 30 40 so 60 10 ao 90 100 110 120 130 140 150 160 110 100 Distance Required Minimum Force, Upper Excavation Project No. GS05050-125 Figure C-4 • -0 0 0 -r-x -c: 0 +:i m > ~ w 8.20 8.19 8.18 8.171->ff~:\ > 8.16 --8.15 -8.14 ~--8.13 j '-..... I ~-8.11 f-----~ I ~ 1.4 $-See figure C-2 for soil descriptions and strength parameters Required minimum force= 7,000 pounds per foot Required minimum force= 16,000 pounds per foot ~-< : ........... :: I-LL L l----~L : I . l . .I L: .. : I _j _ __.._'-~ 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 Distance Required Minimum Force, Combined Excavation Project No. GS05050-125 Figure C-5