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Home My WebLink AboutSDP 96-14G; LEGOLAND WATERWORKS EXPANSION; GEOTECHNICAL UPDATE REPORT; 2013-07-24I I I I I I I I I I I I I I I I I I I Figures I I I I I I I I I I I I I I I I I I I PLATE 1 Geotechnical Map I I I I APPENDIX A I References I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 10075.002 APPENDIX A References American Concrete Institute (ACI), 2006, Guide for Concrete Slabs that Receive Moisture-Sensitive Flooring Materials. Bryant, W. A. and Hart, E.W., 2007, Fault Rupture Hazard Zones in California, Alquist- Priolo Special Studies Zones Act of 1972 with Index to Special Study Zone Maps, Department of Conservation, Division of Mines and Geology, Special Publication 42, dated 1997 with 2007 Interim Revision. California Building and Safety Commission (CBSC), 2010, California Building Code. Kennedy, M.P., and Tan, S.S., 2007, Geologic Map of the Oceanside 30'x60' Quadrangle, California, California Geologic Survey, 1:100,000 scale. Leighton and Associates, Inc., 1995, Preliminary Geotechnical Investigation, Lego Family Park and Pointe Resorts, Lots 17 and 18 of the Carlsbad Ranch, Carlsbad, California, Project No. 950294-001, dated October 5, 1995. ----, 1996, Supplemental Geotechnical Investigation, Lego Family Park, Carlsbad Ranch, Carlsbad, California, Project No. 960151-001, dated July 23. ---, 1998, Final As-Graded Report of Rough-Grading, LEGOLAND, Carlsbad, California, Project No. 4960151-003, dated February 10. ----, 2009, Geotechnical Investigation, Proposed Waterworks Cluster, LEGOLAND Theme Park, Carlsbad, California, Project No. 960151-031, dated September 30. ----, 2011, Geotechnical Investigation, Proposed Pirate Island Attraction, LEGOLAND Theme Park, Carlsbad, California, Project No. 960151-035, dated September 30. A-1 I I I I I I I I I I I I I I I I I I I 10075.002 APPENDIX A (Continued) NCMA, 2009, Design Manual for Segmental Retaining Walls, 3rd Edition R.W. Apel Landscape Architects, Inc., 2013, Conceptual Site Plan, 2014 Water Park Expansion, Legoland, Carlsbad California, dated July15 Tan, S. S. and Kennedy, M. P., 1996, Geologic Maps of the Northwestern Part of San Diego County, California, Division of Mines and Geology (DMG) Open-File Report 96-02, San Luis Rey and San Marcos Quadrangles. Treiman, J.A., 1993, The Rose Canyon Fault Zone, Southern California: California Division of Mines and Geology, Open-File Report 93-02, 45 p. United States Geologic Survey (USGS), 2010, Ground Motion Parameter Calculator, Version 5.1.0. A-2 I I I I APPENDIX B I Boring Logs I I I I I I I I I I I I I I I Project No. I Project Drilling Co. I Drilling Method Location I I I I I I I I I I I I I I C: .2-" S;; :2 CD -.. .. ., Cl.a, r::i.o ~u.. lJu.. l!!.J iii C) ~ 0 - ' I -. I -· 180 s-·. - - - 175 - 10- - - -. 170 ts~·. - - 165--~ 20- - - - 160-- 25- - - - 155 - SAMPL!tl,:vPES: B BULK SAMPLE C CORE SAMPLE G GRAB SAMPLE R RING SAMPLE ! ' GEOTECHNICALBORING LOG B-1 10075.002 Date Drilled 5-23-13 Legoland Water Park Activity Pool Logged By _,_F"'JW,..,_ __ _ Baia Exploration Hole Diameter _,8,_" ____ _ Hollow Stem Auger -140Ib -Autohammer -30" Drop Ground Elevation _,1_,,84C'-' ___ _ See Borina Location Mao Sampled By FJW 0 ., ~ a,';/. en-:-SOIL DESCRIPTION J/1 Xl ., ., z ;-5 ·;;; ~ . Ul<I) ., "ti ., "-,,-... This Soil Description applies only to a location of the exploration at the I--" -u :, 15. o.!: ., " ., ., (J . time of sampling. Subsurface conditions may differ at other locations -;,:: CCI. ·--_<I) 0 i:: E iii"' ?' 0 C: ·5::; and may change with time. The descn'ption is a simplffication of the ., c( .. ~ :::i;o Cl. <I) ., C (J <ll-actual conditions encountered . Transitions between so,r types may be ... IL gradual. I- /iii 0': TOPSOIL 8-1 SM @ 4": UNDOCUMENTED ARTIFICIAL FILL {Afu) 0-4' Silty SAND with gravel, dense, light brown to brown, moist light brown to gray SM @ 4.5': ARTIFICIAL FILL {A!} S-1 6 Silty SAND, dense, reddish brown, moist, micaceous EI. SA, B-2 12 CR 5-10' 11 SC-SM @ I0.5': QUATERNARY TERRACE DEPOSITS {Qt) R-1 5 Silty ~layey SAND, mediwn dense, dark reddish brown, moist, DS 12 m1caceous 27 -----~---------------------------------------SM Silty S~ND. with gravel, very dense, light reddish brown, dry to moist, mtcaceous S-2 14 B-J 20 15-17' 20 --~---------f-----------------------------------R-2 23 SP-SC Poorly_grad~d SAND with Clay, very dense, dark reddish brown, '""'5" moist, m1caceous Total De~th I 9' Groundwater not encountered Backfilled on 5/23/ 013. - - TYPE OF TESTS: -200 % FINES PASSING DS DIRECT SHEAR SA SIEVE ANALYSIS AL ATTERBERG LIMITS El EXPANSION INDEX SE SAND EQUIVALENT CN CONSOLIDATION H HYDROMETER SG SPECIFIC GRAVITY co COLLAPSE MD MAXIMUM DENSITY UC UNCONFINED COMPRESSIVE STRENGTH I I s SPLIT SPOON SAMPLE CR CORROSlON pp POCKET PENETROM£TER " T TUBE SAMPLE cu UNDRAINED TRIAXIAL RV RVALUE • • • This log is a part of a report by Leighton and should not be used as a stand-alone document. • • • Page 1 of 1 I I I I I I I I I I I I I I I I I I I Previous Boring by Leighton -2011 I I I I I I I I I I I I I I I I I I I Previous Boring by Leighton -2009 I I I I I I I I I I I I I I I I I I I Project No. Project Drilling Co. Drilling Method Location C: 0 .c_ u ---:C en 1a: -" "-a, "-0 ~u. "u.. f!..J C iii (!) " 0 - 165 - - - 5- - 160 - -. -· 10-·. -·. 155 -. -. - IS- - ISO - - - 20-. 145 - - - 25- - 140 - - - 30 SAMPLE lYPES: s SPUTSPOON R RING SAMPLE B BULK SAMPLE T TUBE SAMPLE ' G C GEOTECHNICAL BORING LOG B-1 960151-031 LEGO/Waterworks Cluster Baja Exploration Hollow Stem Auger -140Ib -30" Drop Southwest Portion of Site i!' ci ., a,'#. en~ ., ., ., z .,.c "iii ~ -UICI) ,:, .!!! ~u c:.._ :,-"' • -C: -<J :, o-= "u -Cl. CCI. .. ., (J • ---::"! E E iii"' oc: c( "' ~ ~ ::EO O::J II) ., C (J II)-Cl. SM B-1 2'-4' R-1 13 127 II 38 50 ~ R-2 14 122 9 17 29 R-3 24 130 9 43 50/4" Date Drilled Logged By Hole Diameter Ground Elevation Sampled By SOIL DESCRIPTION 8-25-09 MDJ 8" 167' MDJ The Soil Description applies only to a location of the exploration at the time of drilling. Subsurface conditions may differ at other locations and may change with time. The description is a simplification of the actual conditions encountered. Transitions between SCN/ types may be gradual ARTIFICIAL FILL~ @ O': Silty hne SA With clay: Dark red-brown, moist, medium dense, top 2 inches dry @ 6': Silty medium SAND: Red-brown, mois~ very dense @ IO': Silty fme SAND: Red-brown, mois~ dense, traces of clay @ 15': Same as 10 feet except very dense --- ---~-------~---------------------------- ~UAlERNARY~D~S-17.5': Silty fme&,; Uffi FD : Red-brown, damp to moist, very dense R-4 36 115 7 '""" TotalDepth -21 Feet No fruund water encountered at time of drilling Bae filled on 8/25/09 lYPE 01' TESTS: " GRAB SAMPLE DS DIRECT SHEAR SA SIEVE ANALYSIS -200 % FINES PASSING CORE SAMPLE MD MAXIMUM DENSITY SE SAND EQUIVALENT AL ATTERBERG LIMITS CN CONSOUDAllON El EXPANSION INDEX co COUAPSE CR C0RROSION RV RVALUE pp POCKETPENETROMETER UC UNCONFJNEO COMPRESSIVE STRENGTH ., -., " I--0 " Cl. >, I- CR • • • This log is a part of a report by Leighton and should not be used as a stand-alone document. • • • Page 1 of 1 I I I I I I I I I I I I I I I I I I I Project No. Project Drilling Co. Drilling Method Location C 0 .c_ " ---:E CJ) -., -., .. ., "'-a, "'-0 ~IL ~IL f!...J iii (!) N 0 -.. - 170 - - 5 - - 165 - - IO-. -- -· 160 - - 15- - - 155 - - 20-. - . - 150 - - 25- - - 145 - - 30 SAMPLE TYPES: s SPUTSP00N R RING SAMPLE B BULK SAMPLE T 1UBESAMPLE • . G C GEOTECHNICAL BORING LOG B-2 960151-031 8-25-09 LEGO/Waterworks Cluster Date Drilled Logged By MDJ Baja Exploration Hole Diameter Ground Elevation Sampled By 8" Hollow Stem Auger -140Ib -30" Drop 173' Center of Site MDJ 0 .. ~ SOIL DESCRIPTION o,'?f!. en-:-., ., ., z .,.c ·;;; .. -U>tl) ,, ., J" c-::,-... The Soil Description applies only to a location of the exploration at the _c -u ::, -a. o.E ., " ., ., U• ;,:: 0 D. ·--_tll time of drilling. Subsurface conditions may differ at other locations and -E iii"' oc ·o::i may change with time. The description is a simplification of the actual ;j: .. .. ~ :;;o ti) ., 0 u ti)-conditions encountered. Transitions between soil types may be gradual . D. SM UNDOCUMENTED ARTm~IAL FILL(~ @ 0': Stlty hne SAND: Medium to dark re?rown, moist, dense B-1 3•.5• ----~----------~----------------------------R-1 7 125 10 SM ARTmOAL FILL (Ml 18 @ 5': Silty fine SAND: Medium to dark red-brown, moist, dense 27 --1-------~-----~--~---------------------------- ~ SM ~JAIBRNARYIBRRACEDEPOSITS~l 7.5': Silty fine to medium SANDSTO • Red-brown, damp to ~ moist, very dense R-2 7 120 10 @ IO': Same as above 29 50 @ 12': Very dense S-1 11 @ 15': Silty fine SANDSTONE: Red-brown, damp and mois~ 15 dense, several friable layers 15 - S-2 10 16 @ 20': Same as above except more friable '7 Total Depth-21.5 Feet No ~und water encountered at time of drilling Bae illed on 8/25/09 TYPE Of TESTS: ,. GRAB SAMPLE DS DIRECT SHEAR SA SIEVE ANALYSIS -200 % FINES PASSING CORE SAMPLE MD MAXIMUM DENSITY SE SAND EQUIVALENT AL ATTERBERG LIMITS CN CONSOLIDATION El EXPANSION INDEX co COLLAPSE CR CORROSION RV RVALUE pp POCKET PENETROMETER UC UNCONFINED COMPRESSIVE STRENGTH ., -., ., I--0 ., D. >, I- * * * This log is a part of a report by Leighton and should not be used as a stand-alone document * • • Page 1 of 1 I I I I I I I I I I I I I I I I I I I Project No. Project Drilling Co. Drilling Method Location C 0 .c_ u ·--:Ee, -., -., ., ., o.., o.o ~IL a,IL :!--' Q iii C) " 0 ' ~ ~ - 190 - - 5- ~ - 185 -. -. 10-. - - 180 - -. 15-· - - 175 - - 20- - -. 170 -· _. 2s-·. - - 165 - - 30 SAMPLE TYPES: s SPUTSPOON G R RING SAMPLE C B BULK SAMPLE T TUBE SAMPLE GEOTECHNICAL BORING LOG B-3 960151-031 LEGO/Waterworks Cluster Baja Exploration Hollow Stem Auger -140Ib -30" Drop Northeast Portion of Site 0 ., ~ a,'i! W"""":" ., ., " z .,.c ·;;; ~ o,,n "0 ., ~u c-,,--., . -c -u :, ii o.E a>u .. ., U, -co. ·--_,n E E iii"' oc ·o:::i c( ., ~ ~ :;;o rn ., Q u rn-IL SC B-1 3'-4' R-1 8 115 12 II 17 SM R-2 8 114 II 8 12 R-3 14 120 13 14 39 Date Drilled Logged By Hole Diameter Ground Elevation Sampled By SOIL DESCRIPTION 8-25-09 MDJ 8" 193' MDJ The Soil Description applies only to a location of the exploration at the time of drilling. Subsurface conditions may differ at other locations and may change with Ume. The description is a simplification of the actual conditions encountered. Transitions between soil types may be gradual . lJNOOCUMENTED ARTIFICIAL F!Llltfua.m @ 0': Silty clayey fine SAND: Brown, to p, loose to medium dense @ 3': Gets moist @ 6': Silty fine to medium SAND: Red-brown, mois~ medium dense @ IO': Silty fine to medium SAND with clay: Dark red-brown, moist, mediwn dense @ 15': Silty fine SAND: Red-brown, moist, dense ------1-~----->---f--------------------------------SM ~UATERNARY TERRA~ Dl'iiSirs Ii fss: Silty fine to medrum ~STO : Red-brown, damp, dense R-4 15 117 8 25 38 S-1 10 @25': Silty fine SANDSTONE with clay: Red-brown, damp to 15 moist, dense 11 Total Depth -26.5 Feet No ftowid water encowitered at time of drilling Bae filled on 8125/09 TYPE OF TESTS: tt GRAB SAMPLE DS DIRECT SHEAR SA SIEVE ANALYSIS -200 % FINES PASSING CORE SAMPLE MD MAXIMUM DENSITY SE SAND EQUIVALENT AL ATTERBERG LIMITS CN CONSOLIDATION El EXPANSION INDEX co COLLAPSE CR CORROSION RV RVALUE pp POCKET PENETROMETER UC UNCONFINED COMPRESSNE STRENGTH ., -., ., I--0 ., 0. >, I- EI • • • This log is a part of a report by Leighton and should not be used as a stand-alone document • • • Page 1 of 1 I I I I I I I I I I I I I I I I I I I Project No. Project Drilling Co. Drilling Method Location C: .2-u .c:_ :c C, -.. -.. .... ..... a.o il';u. ~"-f!-1 C) iii N 175 0 - - - - 170 5 - - - - 165 10- - - - - 160 15- - - - 155 20- - - - - 150 25- - - - - 145 J_ SAMPLE TYPES: s SPUTSPOON R RING SAMPLE B llUU( SAMPLE T TUBE SAMPLE s G C GEOTECHNICAL BORING LOG B-4 960151-031 LEGO/Waterworks Cluster Baja Exploration Hollow Stem Auger -1401b -30" Drop Northwest Portion of Site ci ., ~ a,'rf-en-:-., ., ., z .,.c: ·;;; ~ . .,II) .., ., 3:u c:-::,-... -C: -o ::, ii o-= ., u ., ., O• -Ca. ·--_II) ::, E iii"' 0 C: -~ 'i5::i <( .. ~ :.o U) ., Q 0 II)-D.. Date Drilled Logged By Hole Diameter Ground Elevation Sampled By SOIL DESCRIPTION 8-25-09 MDJ 8" 175' MDJ The Soil Descdption applies only to a location of the exploration at the time of dn7/ing. Subsutface conditions may differ at other locations and may change with time. The descnption is a simplification of the actual conditions encountered. Transitions between soil types may be gradual . UNDOCUMENTED ARTIFICW, FILL~Afu) @ O': Silty fine to medium SAND: Red-TOwn, moist, medium dense; top 4 inches dry -----------~------ARTIFICW.FILL(~ R-1 15 128 8 25 @ 5': Silty hne tom wn SAND: Red-brown, moist, dense 31 R-2 12 129 9 @ IO': Same as 5 feet B-1 22 I0'-13' 44 R-3 9 117 IO @ 15': Silty fine SAND with clay: Red-brown, moist, medium 12 dense 14 --------~-----~-------------------------------~UATERNARY TERRAi£E DFPOS!TI, ~ is•: Silty SANDS1cF: Red-brown, p, dense 20 121 8 45 50/4" TYPE OF TESTS: tt GRAB SAMPLE OS DIRECT SHEAR SA SIEVE ANALYSIS -200 % ANES PASSING CORE SAMPLE MD MAXIMUM DENSITY SE SAND EQUIVALENT N.. ATTERBERG LIMITS CN CONSOLIDATION El EXPANSION INDEX co COLL.APSE CR CORROSION RV RVN..UE pp POCKET PENETROMETER UC UNCONFINED COMPRESSIVE STRENGTH :i ., {!!. ... 0 ., Cl. ~ EI DS • • • This log is a part of a report by Leighton and should not be used as a stand-alone documenl • • • Page 1 of 2 I I I I I I I I I I I I I I I I I I I Project No. Project Drilling Co. Drilling Method Location C u 0 .c_ :E CA ·---., -., .. a, a.., a.o ~ .... ~u.. I!-' iii (!) "' 145 30 - - - - 140 35- - - - - 135 40- - - - - 130 45- - - - - 125 50- - - - - 120 55- - - - - 115 6-0 SAMPLE TYPES: s SPI.JT SPOON R RING SAMPLE B BULK SAMPLE T TUBE SAMPLE " G C GEOTECHNICAL BORING LOG B-4 960151-031 LEGO/Waterworks Cluster Baja Exploration Hollow Stem Auger -140Ib -30" Drop Northwest Portion of Site Ill ~ 0 QJ-;fl. 0-:--., z .. .. .,.c Ill ~ -"'Ul ,, .. ~u =-:,-... -= -o :, ii o.5 mu ., Cl) O· -CCI. ·--::"! E E m"' oc <( .. ~ ~ ~o o:::, U) .. C 0 U)-a.. ~ - - ~ TYPE OF TESTS: GRAB SAMPLE DS DIRECT SHEAR SA CORE SAMPLE MD MAXIMUM DENSITY SE CN CONSOLIDATION El Date Drilled Logged By Hole Diameter Ground Elevation Sampled By SOIL DESCRIPTION 8-25-09 MDJ 8" 175' MDJ The Soil Description applies only to a location of the exploration at the time of drilling. Subsurface conditions may differ at other locations and may change with time. The description is a simplification of the actual conditions encountered. Transitions between soil types may be gradual . Total Depth -30 feet No ftl\und water encountered at time of drilling Bae filled on 8125109 SIEVE ANALYSIS -200 % FINES PASSING SAND EQUIVALENT AL ATTERBERG LIMITS EXPANSION INDEX co COUAPSE CR CORROSION RV RVALUE pp POCKET PENETROMETER ct UC UNCONFINED COMPRESSIVE STRENGTH ., -Ill ~ -0 a, Cl. >, I- • • • This log is a part of a report by Leighton and should not be used as a stand-alone documenl • • • Page 2 of 2 I I I I I I I I I I I I I I I I I I I Project No. Project Drilling Co. Drilling Method Location C :!:lli ..c_ u a.CD :ctn .... o.o 8:.. i1i11. l!-' iii Cl .. 0 - - - 165 - 5- - - 160 ' - 10- - - 155 - 15- - - - 150 - 20 i : - - 145 - 25- - - - 140 - 30 SAMPLE TYPES: s SPl.!TSPOON R RING SAMPLE B BULK SAMPLE T TUBE SAMPLE • i j I ' i G C GEOTECHNICAL BORING LOG B-5 960151-031 LEGO/Waterworks Cluster Baja Exploration Hollow Stem Auger -1401b -30" Drop Southeast Portion of Site 6 .. ~ 2!~ ui-.:-., .. .. z .. ..c .. V>II) ,,, .. J" c,.. :::i-., . :::, I o.E .. ., _c -u ..... (.) . ,:: co. ---::"! :t: ' m~ oc < ., 1!:' ::EO o::, II) CD C u rn-0. B-1 0-2' ' R-1 13 1!6 8 --___ _,,_ ~io __ --------50 B-2 7'-9' R-2 16 122 JO ll so : : S-1 IO IS 16 ~ : i- ' ~ i : ~ ' r Date Drilled Logged By Hole Diameter Ground Elevation Sampled By SOIL DESCRIPTION 8-25-09 MDJ a· 169' MDJ The So• Description applies only to a location of the exploraffon at the time of drilling, Subsurface conditions may differ at other loca6ons and may change with time. The description is a simplification of the actual conditions encountered. Transit.ions between soil types may be gradual. ARTIFICIAL FIL~ @O': Silty !me S SRed/orange-brown, dry to damp @2': Damp ----------------------------- ~~~~~,dense,massive @ 10': Same as above Total Depth~ 20 Feet No tfiund water enCOW1tered. at time of drilling Bae !led on 8125109 ' TYPE OF TESTS: " GRAB SAMPU, OS DIRECT SHEAR SA SIEVE ANALYSIS -200 % FlNES PASSING CORE SAMPLE MD MAXIMUM DENSITY SE SAND EQUIVI\LEIIT ""-ATTERSERG LIMITS CN CONSOUDATION El EXPANSION INDEX co COLI.APSE CR CORROSION flY RVAUJE pp POCKET PENETROMETER UC UNCONANEO COMPRESSIVE STRENGTli .ti " ~ 'o i :: • • • This log is a part of a report by Leighton and should not be used as a stand-alone document. • • • Page 1 of 1 --- I I I I APPENDIXC Laboratory Test Results I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 10075.002 APPENDIXC Laboratory Testing Procedures and Test Results Following are tables that summarize laboratory testing that was performed by other consultants and provided to Leighton. Copies of the tests results we were provided are included at the end of this appendix. Moisture and Density Determination Tests: Moisture content and dry density determinations were performed on relatively undisturbed samples obtained from the test borings according to ASTM D 2216 and D 2937. The results of these tests are presented in the boring logs. Where applicable, only moisture content was determined from "undisturbed" or disturbed samples. Direct Shear: A direct shear test was performed in accordance with ASTM 03080 on selected a sample that were soaked for under a surcharge equal to the applied normal force during testing. The rate of shearing used for the tests was reported to be 0.05 in/min. Plots of the individual test results are provided within this appendix. Strength envelopes are provided on each of the individual plots. Those envelopes correspond to the peak shear resistance and the shear resistance at the end of the test. Minimum Resistivity and pH Tests: Minimum resistivity and pH tests were performed in general accordance with Caltrans Test Method CT643. The results are presented in the table below: Sample Location pH Minimum Resistivity (ohms-cm) B-1 @ 5-10 feet 7.14 2,455 Chloride Content: Chloride content was tested in accordance with DOT Test Method No. 422. The results are presented below: Sample Location Chloride Content Degree of Corrosivity (ppm) B-1 @ 5-10 feet 12 Low C-1 I I I I I I I I I I I I I I I I I I I 10075.002 APPENDIX C (Continued) Soluble Sulfates: The soluble sulfate contents of selected samples were determined by Caltrans Test Method CT417. The test results are presented in the table below: Sample Location Sulfate Content (ppm) Potential Degree of Sulfate Attack* B-1@ 5-10 feet 210 Negligible * Based on the American Concrete Institute (ACI) Committee 318-08, Table No. 4.3.1. Expansion Index Tests: The expansion potential of a selected material was evaluated by the Expansion Index Test, ASTM Test Method 4829. The prepared 1-inch thick by 4-inch diameter specimens are loaded to an equivalent 144 psf surcharge and are inundated with tap water until volumetric equilibrium is reached. The result of the test is presented in the table below: Sample Location B-1 Depth (ft) 5 to 10 Sample Description Dark Reddish Brown-Silty Sand (SM) C-2 Expansion Index 1 Expansion Potential Very Low I I I I I Previous Laboratory Testing by Leighton -2011 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 960151-035 APPENDIXC Laboratory Testing Procedures and Test Results Following are tables that summarize laboratory testing that was performed by other consultants and provided to Leighton. Copies of the tests results we were provided are included at the end of this appendix. Moisture and Density Determination Tests: Moisture content and dry density determinations were performed on relatively undisturbed samples obtained from the test borings according to ASTM D 2216 and D 2937. The results of these tests are presented in the boring logs. Where applicable, only moisture content was determined from "undisturbed" or disturbed samples. Direct Shear: A direct shear test was performed in accordance with ASTM D3080 on selected a sample that were soaked for under a surcharge equal to the applied normal force during testing. The rate of shearing used for the tests was reported to be 0.05 in/min. Plots of the individual test results are provided within this appendix. Strength envelopes are provided on each of the individual plots. Those envelopes correspond to the peak shear resistance and the shear resistance at the end of the test. Minimum Resistivity and pH Tests: Minimum resistivity and pH tests were performed in general accordance with Caltrans Test Method CT643. The results are presented in the table below: Sample Location pH Minimum Resistivity (ohms-cm) B-2 @ 24-28 feet 7.39 1,373 Soluble Sulfates: The soluble sulfate contents of selected samples were determined by Caltrans Test Method CT417. The test results are presented in the table below: Sample Location Sulfate Content (ppm) Potential Degree of Sulfate Attack* B-2 @ 24-28 feet 150 Negligible * Based on the American Concrete Institute (ACI) Committee 318-08, Table No. 4.3.1. C-1 I I I I I I Previous Laboratory Testing by Leighton -2009 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 960151-031 APPENDIXC Laboratory Jesting Procedures and Test Results Following are tables that summarize laboratory testing that was performed by other consultants and provided to Leighton. Copies of the tests results we were provided are included at the end of this appendix. Moisture and Density Determination Tests: Moisture content and dry density determinations were performed on relatively undisturbed samples obtained from the test borings according to ASTM D 2216 and D 2937. The results of these tests are presented in the boring logs. Where applicable, only moisture content was determined from "widisturbed" or disturbed samples. Direct Shear: A direct shear test was performed in accordance with ASTM D3080 on selected a sample that were soaked for under a surcharge equal to the applied normal force during testing. The rate of shearing used for the tests was reported to be 0.05 in/min. Plots of the individual test results are provided within this appendix. Strength envelopes are provided on each of the individual plots. Those envelopes correspond to the peak shear resistance and the shear resistance at the end of the test. Expansion Index Tests: The expansion potential of selected materials was evaluated by the Expansion Index Test; ASTM Standard 04829 Specimens are molded under a given compactive energy to approximately 50 percent saturation. The prepared I-inch thick by 4-inch diameter specimens are loaded to an equivalent 144 psf surcharge and are inundated with water witil volumetric equilibrium is reached. The results of these tests are presented in the table below: Sample Location Compacted Dry Density Expansion Index (pcf) B-3@3-4feet 114.9 20 B-4@ 10-13 feet 116.9 11 I Minimum Resistivity and pH Tests: Minimum resistivity and pH tests were performed in general accordance with Caltrans Test Method CT643. The results are presented in the table below: Sample Location pH Minimum ResistMty (ohms-cm) B-1 @2-4 feet 7.2 1,570 Soluble Sulfates: The soluble sulfate contents of selected samples were detennined by Caltrans Test Method CT417. The test results are presented in the table below: C-1 I I I I I I I I I I I I I I I I I I I 960151-031 Sample Location Sulfate Content (ppm) Potential Degree of Sulfate Attack* B-1 @ 2-4 feet 210 Negligible • Based on the Amencan Concrete Institute (ACI) Comnuttee 318-08, Table No. 4.3.1. C-2 I I I I I I I I I I I I I I I I I I I APPENDIX D CIDH Pile Capacity Curves I I I I I I I I I I I I I I I I I I I APPENDIXE General Earthwork and Grading Specifications I I I I I I I I I I I I I I I I I I I LEIGHTON AND ASSOCIATES, INC. General Earthwork and Grading Specifications 1.0 General I.I 1.2 These General Earthwork and Grading Specifications are for the grading and earthwork shown on the approved grading plan(s) and/or indicated in the geotechnical report( s ). These Specifications are a part of the recommendations contained in the geotechnical report( s ). In case of conflict, the specific recommendations in the geotechnical report shall supersede these more general Specifications. Observations of the earthwork by the project Geotechnical Consultant during the course of grading may result in new or revised recommendations that could supersede these specifications or the recommendations in the geotechnical report(s). The Geotechnical Consultant of Record Prior to commencement of work, the owner shall employ the Geotechnical Consultant of Record (Geotechnical Consultant). The Geotechnical Consultants shall be responsible for reviewing the approved geotechnical report( s) and accepting the adequacy of the preliminary geotechnical findings, conclusions, and recommendations prior to the commencement of the grading. Prior to commencement of grading, the Geotechnical Consultant shall review the "work plan" prepared by the Earthwork Contractor (Contractor) and schedule sufficient personnel to perform the appropriate level of observation, mapping, and compaction testing. During the grading and earthwork operations, the Geotechnical Consultant shall observe, map, and document the subsurface exposures to verify the geotechnical design assumptions. If the observed conditions are found to be significantly different than the interpreted assumptions during the design phase, the Geotechnical Consultant shall inform the owner, recommend appropriate changes in design to accommodate the observed conditions, and notify the review agency where required. Subsurface areas to be geotechnically observed, mapped, elevations recorded, and/or tested include natural ground after it has been cleared for receiving fill but before fill is placed, bottoms of all "remedial removal" areas, all key bottoms, and benches made on sloping ground to receive fill. The Geotechnical Consultant shall observe the moisture-conditioning and processing of the subgrade and fill materials and perform relative compaction testing of fill to determine the attained level of compaction. The Geotechnical Consultant shall provide the test results to the owner and the Contractor on a routine and frequent basis. -1- I I I I I I I I I I I I I I I I I I I LEIGHTON AND ASSOCIATES, INC. General Earthwork and Grading Specifications 2.0 1.3 The Earthwork Contractor The Earthwork Contractor (Contractor) shall be qualified, experienced, and knowledgeable in earthwork logistics, preparation and processing of ground to receive fill, moisture-conditioning and processing of fill, and compacting fill. The Contractor shall review and accept the plans, geotechnical report(s), and these Specifications prior to commencement of grading. The Contractor shall be solely responsible for performing the grading in accordance with the plans and specifications. The Contractor shall prepare and submit to the owner and the Geotechnical Consultant a work plan that indicates the sequence of earthwork grading, the number of "spreads" of work and the estimated quantities of daily earthwork contemplated for the site prior to commencement of grading. The Contractor shall inform the owner and the Geotechnical Consultant of changes in work schedules and updates to the work plan at least 24 hours in advance of such changes so that appropriate observations and tests can be planned and accomplished. The Contractor shall not assume that the Geotechnical Consultant is aware of all grading operations. The Contractor shall have the sole responsibility to provide adequate equipment and methods to accomplish the earthwork in accordance with the applicable grading codes and agency ordinances, these Specifications, and the recommendations in the approved geotechnical report(s) and grading plan(s). If, in the opinion of the Geotechnical Consultant, unsatisfactory conditions, such as unsuitable soil, improper moisture condition, inadequate compaction, insufficient buttress key size, adverse weather, etc., are resulting in a quality of work less than required in these specifications, the Geotechnical Consultant shall reject the work and may recommend to the owner that construction be stopped until the conditions are rectified. Preparation of Areas to be Filled 2.1 Clearing and Grubbing Vegetation, such as brush, grass, roots, and other deleterious material shall be sufficiently removed and properly disposed of in a method acceptable to the owner, governing agencies, and the Geotechnical Consultant. The Geotechnical Consultant shall evaluate the extent of these removals depending on specific site conditions. Earth fill material shall not contain more than I percent of organic materials (by volume). No fill lift shall contain more than 5 percent of organic matter. Nesting of the organic materials shall not be allowed. -2- I I I I I I I I I I I I I I I I I I I LEIGHTON AND ASSOCIATES, INC. General Earthwork and Grading Specifications If potentially hazardous materials are encountered, the Contractor shall stop work in the affected area, and a hazardous material specialist shall be informed immediately for proper evaluation and handling of these materials prior to continuing to work in that area. As presently defined by the State of California, most refined petroleum products (gasoline, diesel fuel, motor oil, grease, coolant, etc.) have chemical constituents that are considered to be hazardous waste. As such, the indiscriminate dumping or spillage of these fluids onto the ground may constitute a misdemeanor, punishable by fines and/or imprisonment, and shall not be allowed. 2.2 Processing Existing ground that has been declared satisfactory for support of fill by the Geotechnical Consultant shall be scarified to a minimum depth of 6 inches. Existing ground that is not satisfactory shall be overexcavated as specified in the following section. Scarification shall continue until soils are broken down and free of large clay lumps or clods and the working surface is reasonably uniform, flat, and free of uneven features that would inhibit uniform compaction. 2.3 Overexcavation In addition to removals and overexcavations recommended in the approved geotechnical report(s) and the grading plan, soft, loose, dry, saturated, spongy, organic-rich, highly fractured or otherwise unsuitable ground shall be overexcavated to competent ground as evaluated by the Geotechnical Consultant during grading. 2 .4 Benching Where fills are to be placed on ground with slopes steeper than 5: 1 (horizontal to vertical units), the ground shall be stepped or benched. Please see the Standard Details for a graphic illustration. The lowest bench or key shall be a minimum of 15 feet wide and at least 2 feet deep, into competent material as evaluated by the Geotechnical Consultant. Other benches shall be excavated a minimum height of 4 feet into competent material or as otherwise recommended by the Geotechnical Consultant. Fill placed on ground sloping flatter than 5: 1 shall also be benched or otherwise overexcavated to provide a flat subgrade for the fill. 2.5 Evaluation/Acceptance of Fill Areas All areas to receive fill, including removal and processed areas, key bottoms, and benches, shall be observed, mapped, elevations recorded, and/or tested prior to being accepted by the Geotechnical Consultant as suitable to receive fill. The Contractor shall obtain a written acceptance from the Geotechnical Consultant -3- I I I I I I I I I I I I I I I I I I I LEIGHTON AND ASSOCIATES, INC. General Earthwork and Grading Specifications 3.0 4.0 prior to fill placement. A licensed surveyor shall provide the survey control for determining elevations of processed areas, keys, and benches. Fi II Material 3.1 General 3.2 3.3 Material to be used as fill shall be essentially free of organic matter and other deleterious substances evaluated and accepted by the Geotechnical Consultant prior to placement. Soils of poor quality, such as those with unacceptable gradation, high expansion potential, or low strength shall be placed in areas acceptable to the Geotechnical Consultant or mixed with other soils to achieve satisfactory fill material. Oversize Oversize material defined as rock, or other irreducible material with a maximum dimension greater than 8 inches, shall not be buried or placed in fill unless location, materials, and placement methods are specifically accepted by the Geotechnical Consultant. Placement operations shall be such that nesting of oversized material does not occur and such that oversize material is completely surrounded by compacted or densified fill. Oversize material shall not be placed within IO vertical feet of finish grade or within 2 feet of future utilities or underground construction. Import If importing of fill material is required for grading, proposed import material shall meet the requirements of Section 3. I. The potential import source shall be given to the Geotechnical Consultant at least 48 hours (2 working days) before importing begins so that its suitability can be determined and appropriate tests performed. Fill Placement and Compaction 4.1 Fill Layers Approved fill material shall be placed in areas prepared to receive fill (per Section 3.0) in near-horizontal layers not exceeding 8 inches in loose thickness. The Geotechnical Consultant may accept thicker layers if testing indicates the grading procedures can adequately compact the thicker layers. Each layer shall be spread evenly and mixed thoroughly to attain relative uniformity of material and moisture throughout. -4- I I I I I I I I I I I I I I I I I I I LEIGHTON AND ASSOCIATES, INC. General Earthwork and Grading Specifications 4.2 Fill Moisture Conditioning Fill soils shall be watered, dried back, blended, and/or mixed, as necessary to attain a relatively uniform moisture content at or slightly over optimum. Maximum density and optimum soil moisture content tests shall be performed in accordance with the American Society of Testing and Materials (ASTM Test Method D1557). 4.3 Compaction of Fill After each layer has been moisture-conditioned, mixed, and evenly spread, it shall be uniformly compacted to not less than 90 percent of maximum dry density (ASTM Test Method D1557). Compaction equipment shall be adequately sized and be either specifically designed for soil compaction or of proven reliability to efficiently achieve the specified level of compaction with uniformity. 4.4 Compaction of Fill Slopes In addition to normal compaction procedures specified above, compaction of slopes shall be accomplished by backrolling of slopes with sheepsfoot rollers at increments of 3 to 4 feet in fill elevation, or by other methods producing satisfactory results acceptable to the Geotechnical Consultant. Upon completion of grading, relative compaction of the fill, out to the slope face, shall be at least 90 percent of maximum density per ASTM Test Method D1557. 4.5 Compaction Testing Field-tests for moisture content and relative compaction of the fill soils shall be performed by the Geotechnical Consultant. Location and frequency of tests shall be at the Consultant's discretion based on field conditions encountered. Compaction test locations will not necessarily be selected on a random basis. Test locations shall be selected to verify adequacy of compaction levels in areas that are judged to be prone to inadequate compaction ( such as close to slope faces and at the fill/bedrock benches). 4.6 Frequency of Compaction Testing Tests shall be taken at intervals not exceeding 2 feet in venical rise and/or 1,000 cubic yards of compacted fill soils embankment. In addition, as a guideline, at least one test shall be taken on slope faces for each 5,000 square feet of slope face and/or each 10 feet of venical height of slope. The Contractor shall assure that fill construction is such that the testing schedule can be accomplished by the Geotechnical Consultant. The Contractor shall stop or slow down the earthwork construction if these minimum standards are not met. -5- I I I I I I I I I I I I I I I I I I I LEIGHTON AND ASSOCIATES, INC. General Earthwork and Grading Specifications 5.0 6.0 7.0 4.7 Compaction Test Locations The Geotechnical Consultant shall document the approximate elevation and horizontal coordinates of each test location. The Contractor shall coordinate with the project surveyor to assure that sufficient grade stakes are established so that the Geotechnical Consultant can determine the test locations with sufficient accuracy. At a minimum, two grade stakes within a horizontal distance of 100 feet and vertically less than 5 feet apart from potential test locations shall be provided. Subdrain Installation Subdrain systems shall be installed in accordance with the approved geotechnical report(s), the grading plan, and the Standard Details. The Geotechnical Consultant may recommend additional subdrains and/or changes in subdrain extent, location, grade, or material depending on conditions encountered during grading. All subdrains shall be surveyed by a land surveyor/civil engineer for line and grade after installation and prior to burial. Sufficient time should be allowed by the Contractor for these surveys. Excavation Excavations, as well as over-excavation for remedial purposes, shall be evaluated by the Geotechnical Consultant during grading. Remedial removal depths shown on geotechnical plans are estimates only. The actual extent of removal shall be determined by the Geotechnical Consultant based on the field evaluation of exposed conditions during grading. Where fill-over-cut slopes are to be graded, the cut portion of the slope shall be made, evaluated, and accepted by the Geotechnical Consultant prior to placement of materials for construction of the fill portion of the slope, unless otherwise recommended by the Geotechnical Consultant. Trench Backfills 7.1 Safety The Contractor shall follow all OSHA and Cal/OSHA requirements for safety of trench excavations. -6- I I I I I I I I I I I I I I I I I I I LEIGHTON AND ASSOCIATES, INC. General Earthwork and Grading Specifications 7.2 7.3 7.4 Bedding and Backfill All bedding and backfill of utility trenches shall be performed in accordance with the applicable provisions of Standard Specifications of Public Works Construction. Bedding material shall have a Sand Equivalent greater than 30 (SE> 30). The bedding shall be placed to I foot over the top of the conduit and densified. Backfill shall be placed and densified to a minimum of 90 percent of relative compaction from I foot above the top of the conduit to the surface. The Geotechnical Consultant shall test the trench backfill for relative compaction. At least one test should be made for every 300 feet of trench and 2 feet of fill. Lift Thickness Lift thickness of trench backfill shall not exceed those allowed in the Standard Specifications of Public Works Construction unless the Contractor can demonstrate to the Geotechnical Consultant that the fill lift can be compacted to the minimum relative compaction by his alternative equipment and method. Observation and Testing The densification of the bedding around the conduits shall be observed by the Geotechnical Consultant. -7-