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HomeMy WebLinkAbout1960 LA COSTA AVE; SOILS; PC080008; PermitSOILS REPORT FOR PC080008 1960 LA COSTA AVE f .:.. ,-~-- Leighton Consulting, Inc. A LEIGHTON GROUP COMPANY September 6, 2007 {Revised October 25, 2007) To: Roesling Nakamura Terada Architects, Inc. 363 Fifth A venue, Suite 202 San Diego, California 92101 Attention: Mr. Joe Mansfield Project No. 600203-004 Subject: Review of Grading and Foundation Plans, Leucadia Wastewater District Proposed Headquarters Building, Carlsbad, California References: BDS Engineering, Inc., 2007, Grading Plans for Leucadia Wastewater District, Carlsbad, California, Job No. 04-38, Sheets 1 through 9, dated October 24, 2007 Leighton and Associates, Inc. 2004, Geotechnical Investigation, Leucadia Wastewater District Proposed Headquarters Building and Facility Improvements, Carlsbad, California, P-rojectNo.600203-002, dated September 14, 2004 ----, 2006a, Addendum to Geotechnical Investigation, Leucadia Wastewater District Proposed Headquarters Building and Facility Improvements, Carlsbad, California Project No. 600203-002, dated August 24, 2006 ----, 2006b, Addendum No. 2 -Alternative Grading and Foundation Recommendations for the Leucadia Wastewater District Proposed Headquarters Building, Carlsbad, California Project No. 600203-002, dated December 29, 2006 SDSE, 2007, Foundation Plans and Details, Leucadia Wastewater District Site Improvement Project, Carlsbad, California, Job No. 04334, dated October 24, 2007 As req1.1ested, we have performed a geotechnical review of the referenced grading and foundation plans for the proposed Leucadia Wastewater District Proposed Headquarters Building and Facility Improvements, located in Carlsbad, California. The purpose of our review was to identify potential conflicts with our referenced geotechnical documents (Leighton, 2004, 2006a and 2006b ). Based on our review, -the plans (BDS, 2007 and SDSE, 2007) were found to be in general agreement with the geotechnical recommendations. ~l0'6DO~ 3934 Murphy Canyon Road, Suite ~Sqn 7io1&2~2s 858.569.6914 • Fax 858.292.0771 • www.leightonconsulting.com ._,;, .. ":-_ .., . 600203-004 The conclusions and recommendations in this review are based in part upon data that were obtained from a limited number of observations, site visits, excavations, samples, and tests. Such information is by necessity incomplete. The nature of many sites is such that differing geotechnical or geological subsurface conditions can and do occur. Therefore, the findings, conclusions and recommendations presented in this review and previous report can be relied upon only if Leighton has the opportunity to observe the subsurface conditions during grading and construction of this project. Only with these observations are we able to confirm that our preliminary findings are representative for the site. If you have any questions regarding this letter, please contact this office. We appreciate this opportunity to be of service. Distribution: (3) Addressee Respectfully submitted, LEIGHTON CONSULTING, INC. William D Olson, RCE 45283 Associate Engineer -2- Leighton .q ·1J r·) -~1·j -IJ -~ 1! ·. ·1] 11 .-l 11 1 . 1.1 ,·· 1 IJ 11 1J l ,11 ADDENDUM No. 2 .,. ALTERNATIVE GRADING AND FOUNDATION · RECOMMENDATIONS, LEUCADIA WASTEWATER DISTRICT PROPOSED HEADQUARTERS BUILDING, CARLSBAD, CALIFORNIA PREPARED-FOR: ROESLING NAKAMURA TERADA ARCHITECTS, INC. 363 Fifth Avenue, Suite 202 San Diego, California 92101 Project No, 600203-004 December 29, 2006 Rece,veo JAN O 2 2007 ROESLIIVb IV"11\f'11v1un~ I tRAOA ARCHITECTS INC. ( eJdt:PcfJ Leighton Consulting, Inc .... _ .... A LEIGHTON GROUP COMPANY ' : : 1 Ii. ., ' 1:l {-.'=] IJ .. ,, 11 11 1! Leighton Consulting, Inc. A LEIGHTON GROUP COMPANY To: Attention: December 29, 2006 Roesling Nakamura Teraqa Architects, Inc. · 363 Fifth Avenue, Suit~ 202 San Diego, California 92101 Mr. Joe Mansfield Project No. 600203-004 Subject: . Addendum No. 2 -Alternative Grading and Foundation Recommendatio11s for the Leucadia Wastewater District Proposed··· Headquarters Building, Carlsbad, California References: Leighton and Associates; Inc. 2004, Geotechnical Investigation, Leucadia Wastewater District Proposed Headquarters Building and Facility Improvements; Carlsbad, California~ Project No. 600203-002~ dated September 14, 2004 Introduction ----, 2006, Addendum to Geotechliical Investigation, Leucadia Wastewater District Proposed Headquarters Building and Facility Improvements, Carlsbad, · California Project No. 600203.-002, dated August 24, 2006 In · accordance. with your request, we have developed alternative grading and foundation .recommendations for the proposed Leucadia Wastewater District Headquarters Building located· · - in Carlsbad, California. In summary, these alternative recommendations consist of revised· ot' · . reduced remedial· grading depths and the use of deep foundations, Cast.:.In-Drilled .. fiofe (CIDH) concrete piles, with grade beams, which are based on. our recent site investigation (Leighton, 2006). 3934 Murphy Canyon Road, Suite B205 • S_an Diego, CA 92123-4425 858.569.6914 • Fax 858.292.0771 • www.leightonconsulting.com . ·,.,:,.;_, -.~ , --· .. ~ . ·: :-: __ ···.:. ;•. ..·-- I 1:i I! 1! 1 -I I\ _·:'.:/ lj ·~1 11 ') 1i 1l 11 11 ,,-i j1 -~.1 ,, I·! ·<l I! 1·!- 1J 1l 600203-004 Earthwork Recommendations for Building Pad In ge11eral, the existing fill and alluvium beneath the building is potentially compressible and should be removed and replaced with compacted fill to support additional fill or structural loads from conventional foundati0ns (i.e., spread and continuous footings). However, if CIDH piles are used for the building, a limited removal could be performed. The removal should be extended at least 3 feet below the proposed finish pad grade and at least 10 feet beyond the building footprint. Note that all removal bottoms should be reviewed by the geotechnical consultant prior to scarification and recompaction. The onsite soils are generally suitable for reuse as compacted fill provided they are free of organic material, debris, and rock fragments larger than 8 inches in maximum dimension. All fill soils should be moisture conditioneq. or dried back to approximately 2 percent above optimum moisture content and compacted in uniform lifts to at least 90 percent relative compaction based on laboratory standard ASTM Test Method D1557. The optimum lift thickness required to produce a uniformly compacted fill 'will depend on the type and size of compaction equipment usec;l. In general, fill should be placed 'm lifts not exceeding 8 inches in thickness. Foundation Recommendations Based on the results of out expiorations (Leighton, 2004 and 2006) and analysis, the proposed building pad is underlain by potentially compressible s·oil and a competent bedrock identified as the Santiago Formation, which generally ~lopes towards the northwest. The approximate elevation of the bedrock contact is at a negative 12 feet msl beneath the northern end of the building (CPTs-4 and 5), +16 feet msl beneath the southeast'comer (CPTs-2 and 3), and negative 6 feet msl beneath southwest comer of'the building (CPT-1 ). This corresponds to a differential on the order of 18 feet across the structure. Due to the sloping bedrock contact, we recommend that the building be constructed and supported on 24-inch or 36-inch diameter CIDH piles. In addition, we recommend that the southern portion of the building be supported on CIDH piles that are based on geotechnical data from CPT-2, and northern portion of the building be supported on CIDH piles that are based on geotechnical data from CPT-4 (note, see Figure 1 for · the approximate location the Southern and North:~rn areas). Vertical Capacity The vertical capacities (i.e. compression and tension) for CIDH piles penetrating into competent formational material in the Southern and Northern areas are shown in Appendix A. The penetration depth of _caissons should be a minimum of 5 feet into fotmational material and should be verified by the geotechnical consultant due to anticipated variance in depth to formational material. -2-Leighton :, ,•,:' ·--=~'~-:·:-;;,' . •.· : .. ' .. -,,\.1.: .. ·. '· / lj 600203-004 It should be noted that the data presented on the design cutves are based on the supporting capacity of the earth materials. Design considerations should also be given to the pile as a structural member. Piles should be spaced at a minimum of three pile diameters if group action capacity reductions are to be neglected. Capacities depicted are· for total dead and normal vertical live loads. Capacities may be increased by 50 percent for short duration dynamic loads, which include the effect of wind or seismic :forces. Settlement of piles deriving support primarily from formational materials is expected to be small. Pile settlements are estimated to range from on the order of 1 /2 inch to negligible. Rigid co_nnection of pile-supported to footing-supported Structural elements (if any) should be avoided artd replaced with pin or hinged connections when possible. Lateral Capacity Based on an computer program LPile analysis,. the maximum allow&ble lateral capacities for 1/4- inch deflection of fixed and free head piles are presented in Table l below with graphical output presented in Appendix B for CIDH Piles. These lateral capacities provided are for 24-and 36- inch diameter CIDH piles that penetrate the fill and alluvium, and extend into underlying formational material. Assumed as part of these lateral capacity c~lcu(ations are: • a concret~ modulus of elasticity of at least 3,600,000 pounds per square inch (psi), • a gross moment of inertia for the pile cross section (lg), and • a minimum penetration of 5 feet into formational material, as discussed above. It should be noted that these capacities assume that there is no applied external moment at the pile head for free head piles. There is an internal moment at fixed head pile heads . ./ -3- Leighton .,. < ' ~ •:•"I,.,. ·•.,.,•i" I ' I I i 11 I i : ··1 -1 ,; l ll 11 11 I :·) ·ll 11 1·1 600203-004 Table 1 Lateral Load Capacities for CibH Piles Southern Area (CPT-2) FREE HEAD -Hinged Pile Diameter (inches) 24 36 Latera,l Load Capacitr (kips) a 12.2 29 Maximum Moment (ip.-kip) 920 2,950 Depth to Zero Moment (feet) 21 27 - Depth to Maximum Moment (feet) 11 13 FIX HEAD -No head Rotation Pile Diameter (inches) 24 36 Lateral Load Capacity (kip)" 31.5 79 Maximum Positive Moment (in-kip) 1,000 3,200 Maximum Ne&ative Moment (in-kipt -2,500 -8,000 . Depth to Maximum Positive Moment (feet) 14 17 Depth to Zero Moment (feet) 24 30 -- Depth to Inflection Point (feet) 7.6 9.2 Northern Area (CPT-4) FREE HEAD -Hinged . . . Pile Diameter (inches) 24 36 . Lateral Load Capacity (kips)• 10.5 21 Maximum Moment (in-kip) 710 1,860 Depth to Zero Moment (feet) 23 32.2 Depth to Maximum Moment (feet) 10 14 FIX HEAD-No head Rotation Pile Diameter (inches) 24 36 Lateral Load Capacity (kiJ? t 22.8 46 Maximum Positive Moment (in-kip) 600 2,100 - Maximum Negative Moment (in-kip? ,1;840 -5,200 . . . Depth to Maximum Positive Moment (feet) 17 23.8 Depth to Zero _Moment (feet) 28 37 -- Depth to Inflection Point (feet) 8.4 11.8 Notes: a. Lateral capacity is based on 1/4-inch deflection and should not be increased for short duration seismic loads. · h. Maximum negative moment is at the rigid, pile to pile cap or grade beam connection, at the top of the pile. -4- Leighton • 1,.-• ,, . ; .. , 11 11 1! . 11 j1 1l ,1 1I 11 11 . '\ 1·1 ,-, ·1 11 Ii 1J 11 600203-004 Pile Installation All pile installation should be performed under the observation of the geotechnical consultant and consistent with standard practice. Drilling equipment should be powerful enough to drill through the overlying fill soils and into the dense td very dense formational material to the design penetration depths. Once a pile excavation has been started, it shall be completed within 8 hours, which indudes inspection, placement of the reinforcement, and placement of the concrete . Ground water may be encountered and should · be anticipated. Where minor ground water seepage conditions occur, the pile excavations should be dewatered prior to placing the concrete; otherwise, water that is allowed to accUniulate may build up excessive hydrostatic pressure in the soil .adjacent to the pile excavation. If excavations are filled with water, concrete must be placed through a pipe extending to the bottom of the pile excavation. Caving of soft or loose soils may occur. Consequently, the contractor should be prepared to employ casing or other methods of advancing the drilled pile excavation to mitigate caving. Use of casing should be at the contractor's discretion. If pile excavations become bell-shaped and . cannot be advanced due to severe caving, the caved region may be filled with a sand/cement slurry and redrilled. Redrilling may continue when the slurry has reached suitable set and strength. In this case, it may be prudent to utilize casing or other special methods to facilitate continued drilling after the slurry has set. Slabs-on-Grade All floor slabs should have a minimum thickness of 6 inches thick and be reinforced with No. 4 rebars 18 inches on center each way (minimum) placed at mid-height in the slab. Increased thickness or reinforcing may be necessary based on structural requirements and loading conditidns. Floor slabs should be underlain by a 2-inch layer of clean sand (Sand Equivalent or SE greater than 30). If reduction of moisture migration up through the slab is desired, the sand or gravel layer should be additionally, underlain by a 10-mil ( or heavier) moisture barrier plastic $heeting, which is in tum underiain by an additional 2 inches of clean sand. For a structural design of a mat slab in the building, a soil modulus of subgrade reaction of 125 pounds per cubic inch is recommended, and should be designed in accordance with the structural engineer's requirements. In addition, we recommend installing a 2-inch layer of clean sand (SE greater than 30), over a 10-mil ( or heavier) moisture barrier plastic sheeting, over a 4-inch layer of aggregate base beneath the. mat slab . Limitations The conclusions and recommendations in this report are based in part upon data that were obtained from a limited number of observations, site visits, excavations, samples, and tests. -5- Leighton '•' ·, '·:·:{··,; .',';.::: .. :.:_._-" -.. : : -' 1·: l'l 1J 11 11 I I' 1r ::·) 1~\ 600203-004 Su,ch information is by necessity incomplete. The nature of many sites is such that differing geotechnical or geological conditions can occur within small distances and under varying climatic conditions. Changes in subsurface conditions can and do occur over time. Therefore, the findings, conclusions, and recommendations presented in this report can be relied upon only if Leighton has the opportunity to observe the subsurface conditions during grading and construction of the project, in order to confirm that our preliminary findings are representative for the site. If you have any questions regarding this letter, please cop.tact this office. We appreciate this opportunity to be of service. Attachments: Distribution: Respectfully submitted, LEIGHTON CONSULTING, INC. · · William D. Olson, RCE 45283 Senior Project Engineer Figure 1 -Geotechnical Map Appendix. A -Vertical Capacity Appendix B -Lateral Capacity (3) Addressee -6- Leighton . ;a'•, ' . •. ' ' • ·• ..,, • ,,.\ \\ (,: :,,, ,., -, . ~:.; • • . '.. '/ ~ .. , . . .... ,:, . ", . '• ' . : . . .. , ," '.,··: .. -. -. . " . " ' . -~ "l ·1 :,1 ! "' 1 \I I l\t :1 .1 I I i q I i I I II 11 11 ' 1 11 • 1-+ I i···" , . Base Map: BOS Engineering, Inc., 2005, Grading Plan, Leucadia Waste Water District, Sheet C1 •• *Ill~ LEGEND Af Artificial fill Tsa Qal -........ ? CP-6W TD=66.0' T 8-4 C. TD=41.5' 1V A-13 ._ TD=36.5' Q LAB-2-$- ·E i, __ ,i E' 0 Tertiary Santiago Formation (circled where buried) Quaternary.Alluvium ( circled where buried) Approximate location of geologic contact (dashed where approximate, dotted where buried, queried where uncertain) Approximate location of Leighton and Associates CPT Soundings (;!006) Approximate location of Leighton and Asspciates borings (2004) Approximate localjon 61 AMEC borings (AMEC, 2001) Approximate location of L&A borings (Leighton, 2003) Approximate cross-section location ~ NORTH 40 80 L::J Scale in Feet GEOTECHNICAL MAP Leucadia Wastewater Treatment Plant Carlsbad, California Project No. Scale Engr./Geol. Drafted By Date 600203-004 1"=40' WDO/MRS ML December 2006 Leighton Consulting, Inc. A LEIGHTON GROUP COMPANY Figure No. 2 ' I ·I I I ' i • I . I I I i ,, ·, I ' I 1 I: Vertical Capacity -Southern Area .. . . . .. -' -; --·.1,-:', -·· _ ..... , _,,;; --··. -' --'. -·:.;:J -· ;i,'.· -__ :;:: -'" --. --. -: ~-' __ .., .,:,,, __ .; :.,-._!..' • • '.!..:J.;.l ---~~~ ---L..:.:. ...._. --_.____, .... -.. ..:L.,, • .;, • ...:,.• --• .:~,,I -------· --~ .• ·' ·., ,· AXIAL PILE CAPACITY AND SETTLEMENT ANALYSIS (Version :z.0.1, CoP,yright 2003-2005, Developed By:, GeoSoftware Solutions, All Rights Reserved) (Licensed to: Leighton Consulting -Rancho Cucamonga, California) ALLOW ABLE AXIAL CAPACITY VERSUS PILE DEPTH LWWD, Admin Jlldg CPT-2, 24'·' CIDH Pile 0 10 20 -S 30 --= i ~ ~ 40 A. 50 60 70 0 - ,. ... ~ .. - 50 ..... ,........._ "' .. .. .. ' , .. 'Ii .. .. .. 100 150 ~~ ' .... Allowable Axial Capacity (kips) 200 250 300 ~ '--"' ' ~ .. ............. .. ~ .... -.. .. ' "' .. .. .. • .. .. .. ~ -.. .. .. -.. .. ~ 350 ~ ~ • • • Tension Capacity Compression Capacity P:\Leighton Consulting\600000-600500\600203.004\ENG\LWWDc-2 (24 in) PILECAPv2.0(rev) Graphs 400 450 500 -~ --... ~ ..... ---. -,··,-·-··-·:-··--···-_ .. _-·.::.-· -···----. :.__.. ' --~~ __ , ~J ...,_., ~:.;_; ~:_:,, , ___,_. ~-· .__1 .--.. ~· ~.::.:~ '!--_...;., ~--· • • • .. ·--· ----' AXIAL PILE CAPACITY AND SETTLEMENT ANALYSIS (Version 2.0.1, Copyr,ight 2003-2005, Developed By: GeoSoftware. Solutions, All Rights Resei:ved) (Licensed to: Leighton C«msulting -Rancho Cucamonga, California) 0 0 ,. 10 20 -$ 30 -= .... Q., cu Q .. 4 .. 100 "'~ ......... • .. .. ' ... .. .. .. • .. .. -" ALLOWABLE AXIAL CAPACITY VERSUS PILE DEPTH L WWD, Admin Bldg CPT -2, 36" CIDH Pile Allowable Axial Capacity (kips) 200 300 400 500 """" "'----.... -~ ~ .. , .. ... ... .. .. ...... 600 ~ 40 ~ .. .. "' ' ~ .. ~ .. 50 ... .. .. -.. .. -60 .. 70 • • • Tension Capacity ---Compression Capacity P:\Leighton Consulting\600000-600500\600203.004\ENG\LWWDc-2 (36 in) PILECAPv2.0(rev) Graphs 700 800 ~ ~ I :-_:) ' -- ... ./ I ·-,:1 ··-·) ·1 >1. I ·J ii i:.:~ !'-,,/ :I ··i • . I I i'~.:'' ,, 1 ."") I • ?J I . ' ·1 I ' I l I Vertical Capacity -N orthem Area !,•, ~: r ,· : ----·-···--·-;: -:··-·'· ·-· -----·· ~-.:::,:-"··, ..•. ~ -·:··-.. ,-· ---___ .,,.----.._,_.,.,. '_::.:..::.. . • -· • .!.:..:.: ....,,:..:....1 • ------,;,-' --:,.. --~ ~ .... ) .,.:.....~ '1111111111111!!------~:.! ,__,,, ~---....,._ AXIAL PILE CAP ACJTY AND SETTLEMENT ANALYSIS · (Version 2.0.1, Copyright 2003-2005, Developed By: GeoSoftware l,olutions, All Rights Reserved) (Licensed to: Leighton Consulting -Rancho Cucamonga, California) 0 10 20 ,...._ ~ 30 -= .... 0.. Q,) Q ~ 40· ~ 50 0 ....._ 'II 50 ALLOW ABLE AXIAL CAPACITY VERSUS PILE DEPTH LWWD, Admin Bldg CPT-4, 24" CIDH Pile Allowable Axial Capacity (kips) 10,0 150 200 250 .. ....... .. .. """~--- .'' . -------.. ...... .,,,,,__~-· 'II . .. . .. .. .. ' ~ ' ·, . ' ' ' ~ .. --............. -.. '- " 300 350 400 60 70 . ',, ~ . . ' . '-----..._ ~~I~-~-~I___I' :rl =~ • • • Tension Capacity ---Compression Capacity P:\Leighton Consulting\600000-600500\600203.004\ENG\L WWDc-4 (24in) PILECAPv2.0(rev) Graphs -·---' -~_; --~ .-.:.:_: -;_:';j ... '.: __ : -£} ~fu~ --~l~-___ ; -a.::;. -···~~::.,; -:·:;: -;~~ ... '..:_) -ij ... L, lliill~----· ...... · AXIAL PILE CAPACITY AND SETTLEMENT ANALYSIS (Version 2.Q.1, C9pyright 2003-2005, Developed B:y: GeoSoftware Solutions, All Rights Reserved) (Licensed to: Leighton Consulting .. Rancho Cucamonga, California) ALLOWABLE AXIAL ,CAPACITY VERSUS PILE DEPTH LWWD, Admin Bldg CPT-4, 36" CIDH Pile 0 lO 20 -$ 30 -= .... fr ~ ~ 40 ~ 50 60 70 0 - " "' .. .. - - 100 -.. .. - " "' .. .. .. ,. . .. ... .. .. 200 ~ --- .. -.. .. .. .. -.. .. Allowable Axial Capacity (kips) 300 .........._ ~ ~ 400 ~ ~ .. .. " .. .. Tension Capacity Compression Capacity P:\Leighton Consulting\600000-600500\600203.004\ENG\LWWDc-4 (36in) PILECAPv2.0(rev) Graphs 500 600 ~ ~ i I ..l I Lateral Capacity -Southern Area, 24-inch Diameter (Free and Fixed Head Conditions) ·, f I! --I Ii l 0 1i I ('! -tj" i co I ll 00 .-.·') 0 ..... I N ..... "''] I· -tj" ..... I co ·1: ..... - ' .I ~ 00 ....,. I .c: +' 0. (I) 0 C N .. ) I N N :· 1 'Sf" I N !':.") co 1: N 00 N I 0 . 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I I I I I I I I I I -----r-----r-----r-----r---~-r----- I I I I I I I 1 I I I I I I I I I ----r-----,-----r-----,-----r-----r-- 1 I I I I I I I I I ----~-----1------L-----~-----~-----~--I I I I I I I I ., ____ I----• I _____ I _____ I _____ I _____ I __ I I I I I I 1 I I I I I I I ' I I I I I I ~-~--r-----r-----r-----r-----r-----r-- 1 I I I I I I I I I -----1-----~1------1------1------1------1--- ' I I l I I I I I _____ L _____ I _____ I _____ I _____ I _____ l __ I I I I I I I I I I I I I \· I I I I I -----r-----r-----r-----r-----r-----r-- v 24 inGh dia CIDH at CPT-02 location; Free Head I I I . ) I (>.') I :; . ( I : I I -¢:: -.s::: -a. (I) C N co Unfactored Bending Moment (in-kips) ,. ------~-----~------~-----' I I I I I I I I I I ______ l ______ l ______ j ______ I ______ I ______ _ I I I I I I I I I I I I. 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I I ·I I I I I I I I I I I I I I I I ______ L _____ J ______ J ______ .L------L -----L _____ J ______ _J ______ L _____ L _____ _ I I I I I I I I I I I I I I l I I I I I I I I I I I I ------------1-----I ,--! -I -I I --,--- 1 I I I I I I ---~------,------T------r------r-----~------~------T------T------ 1 I I 1 I I I I I, I -L-----J------~------L------L------L-----J------J------L------L------1 I . 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Cl) 0 C N N N -s:j-N (0 N co N 0 (') N (') -st" (') (0 (') co (') 0 -s:j- 0 0.02 o.04 0.06 Lateral Deflection (in) 0.08 I I 0.1 0.12 0.14 0.16 0.18 0.2 0.22 0.24 I I I I I I --~----~-----4-----+-----~----~-----4-----+-----~-----~----J I I I I ., __ I _____ I _____ J _____ I-----~-----'-----I __ . __ I_ __ I _____ I _____ I _____ I _____ I , _ I I I I I I I I I I I I I I I' l I I I I I I I I I I I I I I I f, I I I ( I I --r-d--,-----,-----y-----r---------,-----y----r-----r--7 ----y-----r-- I I ., , l I I I I I --~----~-----4-----+----~----~-----4-----+-----~-----~----~-----4-----~-- I I I J I I I I I I I I l I 1 I I I I I I I I I I I I I __ , _____ ! ___ _ _____ L _____ L ____ J _____ J_ ~ _L _____ L _____ L ____ J _____ L _____ L-- I I 1 I f I I I I I I I I I I I ,-----!-----: -----: -----:-. ---: , ----! -----: -----: ----!-----: -----: -- I I I ! .1 I I I I I I I I I I I I I I I I ---~-----4-----+-----~ ---4-----4-----+-----~-----~----4-----1-----~-- I I I I I I I J 1' I I I I I I I I I I I I I 1 I I I _____ J _____ J _____ L _____ L ___ J _____ J ____ L _____ L _____ ,· ____ J _____ i _____ L-- I I I 1 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 ----I ---I---I -I ----I -----1----I -----I -----I -- I I I l I I I I I I I-I I I I I l -1 I I l I· I I I I I -~----~-----4-----r-----~----4-----4-----+-----r-----~----4-----~-----r-- 1 I I I I I I I I j I I I I I I I I I I I I I I I _____ J _____ J _____ L-----L----~-----J _____ i _____ L-----L----J-----L-----L-- 1 I I I I I I I I I I I I I I l I l I I I I I --I I I I -I I I I I ---I -----I -- I I I I I I 1-I • I • I ----,-----,-----r-----r----,-----4-----y-----r-----r----,-----,-----r-- 1 I I I I I I I I-I t I I I I I I I I I ----J-----~-----~-----~----~-----J-----+-----~-----L----~-----~-----~--1 I I I I I I I I I I I I I I I I I I I I l I I I I I I ---, ---I I --I -.... I I -I -I I ---I -----I -- I I I I I I-.1 I I I I I I I I I I I I I I ----,-----,-----r-----r----, ----, ----y-----r-----r----,-----y-----r-- 1 I I I I I I I I I I I I t I 1-I I I I ----~-----4-----+-----~----~-----4-----+-----~-----~----~-----4-----~--I I I I I I I I I I I I I I I I I l I I I I I I I ____ .I _____ 1 _____ I. _____ I _____ I _____ I _____ I _____ I _____ 1 _____ 1 _____ 1 _____ L __ 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 ----,-----,-----y-----r----,-----,-----T-----r-----r---7 ----y-----r-- 1 I I I I I I I. v 24 inch dia CIDH at CPT-02 location; Free Head , • , •• ,, t ' -~ .. ·' \ -= -.c: -c.. (I) C 11. I --:: 'v Unfactored Bending Moment (in-kips) -2500 -2000 -1500 -1000 -500 0 500 1000 1500 2000 I I I I I I I N ------~-------~----~-------~------~-------~-----·~-------~------~------- "SI' co ~ p ..... N ..... 'Sf" ..... co ..... ' 0::, ..-. 0 N N N 'Sf" 'N co N 0::, N 0 C') N C') 'st: C') co C') 0::, C') 0 'Sf" ! I I I I I I I I I I I I I I I ------'-------' ______ J _____ . I------~-------' ___ . __ 1 _______ 1 ______ ! ______ _ I I I I f I I I I I -1 I I I I I I I I I I I I I I ------7-------r------7-------r------7 -----r------7-------r------7------- -------~-------~------~-------~------~-------~-----~-------r------~------- ' I I I I I I I I I I I I I' 1 I I I I I I I I ______ J _______ L ______ J _______ L ______ J _______ L ______ J _ _____ L ______ J ______ _ I I I I I -I I I I I I I I I I· I I j I f I I I I I ------,.-------1 ------,-------r------7-------r------1------ 1 I I I I I I I. I I I I I I I I I ------;----~--~.-----,-------r------;-------r------;--------------t ------- 1· I I I I I I I I I I 1 I I I I ______ J _______ L ______ J _______ L ______ J _______ L _____ J ____ _ J I I I I I I I I I I I I I I I I l I I I I I I I I I , ------1-------1 ------1-------, ------1· ------,.-----I -----, ------,------- I I I I I t 1 I I ------;-------r------1-------r-----~,-------r-----,-------r------,------- 1 I I I I I. 1 I I ------~-------L------~-------~------J-------L _____ J _______ L ______ J ______ _ I I I I I I I I I I I I I . I I 1-------1 ------,------ 1 I I I I I ------,-------r------,-------r------,------ 1 I I I ------~-------~------~-------~------~------ ' I I I I I I I l I I I I -. I ,-------1 ------I----- I I 1 I I I I l I -----7------r------7-------r------7------- 1 ------~-------~------~-------~------~-------' I I I I I I I I I I ______ 1 _______ 1 ______ _J _______ I ______ I ______ _ I I I I I I I I I I I I __ I __ _ I r -----,------r------,------- 1 I I I I f 1 I I ~------~-------~------~------- ' I I I I I I I 1 I ---------- 1 I I I I I I -----7-------r------7------- 1 I I I I I ------~-------~------~-------1 I I ______ I _______ I ______ I ______ _ I I I I •I I I I I I I I I I l I I I I ------,-------r-----7-------r------7------------7-------r------7------- "24 inch dai CIDH at CPT-02 Location i I I I ! I I i' I ~>i I :"7 I ' I -~ l -I .c I +-' C. Q) C i I 'J I ~.:, I . I I .~. ~ . 1, 'i1 I , I I : I I I ''•'1. • •• • ~ ,J,. ' N 0 ..... N ..... <Ci ..... co ..... 0 N N N CD N co N 0 ('I) Shear Force (kips) -25 -20 -15 -10 -5 0 5-10 15 20 25 I -----+ ------t ---. --1------·1------+ ------t ------1------I------+ ------I -----_,_ - I I I I I I I I I I I I I J, I I I l I I I I _ . ___ I' _ _ _ _ _ I ______ I ______ L _____ I _____ _J _ _ . -., __ 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 -----;---· --7 ------,------r -----T -----7 ------,------r -----T -----7 - I I I I I I I I I I I I I -----+----~------~-----~-----+-----~------~-----~-----+---1 I I I I I I I ,I I I I I l I I I I I I I I 30 _ · ___ .L _____ .J ______ I ______ L _____ .L _ . ___ .J _ _ _ _ _ . I ______ L ___ · _ _ ____ .J ______ I _____ _ I I I I 1· 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 -----1 ------,------r -----I -----7 -----,------I -----I -----I ------1------ I I I I I I I I I I I I I I I i I I I I --+ ------I ------,------t------+ ------j ------1------ I I I I I I I I I l I I I I I ___ 1 ____ ....., _ L _____ .L _____ J ______ 1 _____ -L ____ -1. -__ --..J -_ ---_I_ ----_ I J I I I I 1 I I I I I I I I l I I I I I I I I I I I I 1 -I -I I . I ---I --I ---,------I -----I -----I ------,------ I I I I I I 1 I I I I I I I I I I ! I I I -T-----4 ----~------r-----T----4----~------r-----T-----4-----~------I I I I I I I I I I I I I I I I I I I I J ------1------L -_ ---.1 -----_J ----• -1------L -----.L -----.J ------1------ 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 ,. ----T-----7-----~------r ----T-----7------r-----r-----T-----7------r----- I I -I 1 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 -----1 ---,- I ______ I ______ I _____ I _____ I ______ I _____ _ 1 I I I I I I I -----T-----7------r-----r-----T-----7 I I I I I I I I I --. ---+ -----~ ------t------I------4-------t - I I I I I I I 1-I 1 I I I I I I I I _____ I _ _ _ _ _ I ______ I ______ I _____ I _ _ _ _ _ I _ I I I I 1-I I I I I I I I I I I I -----T ---· -7 ------,------r -----T -----7 I I I I I I I I I I I I I ' I I I ----1------r -----T -----7 ------,------ I I I ----1------I------4-------f -----_,_ ----- 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 -----r-----r-----T-----7-----,------ v 36 inch di~ CIDH at CPT-02 location; Free Head o.__~_..__ ___ ..__ ___ ..__ ___ ..__ ___ ..___~~,._,__ __ ~--------------------' s;t, ;.,,.,, ,, .• ,,.1,,, . I I I I I I I I I I .. ) I • -¢:: -..c:-.. Q. Q) 0 Unfactored aending Moment (in-kips} -1000 -500 6 r-.-'-r--.-,.,-.-,----,--.---.----,,._,,-,----,,----.---,-----,,-,-,---,---'-'-t---.----;r--r---,-r,---r----i-.---,---,'--T----,-.-.------,---,,----,-,-,------,--.----, 0 500 1000 1500 2000 2500 3000 N "<:I' co CX) 0 -,- N -,- "<:I' -,- co -,- CX) -,- 0 N N N (0 N CX) N 0 C') N C') CX) C') ---------f ---------1---------t--------~---------~--------+--------~---------I I I I f I I I I I I I ________ J _________ I _________ I ________ 'I ____ _ ___ ! ________ ! ________ I_-------- I I I I 1" I I I I I I I I I I I I I I I I --.-----T--------, -------r--------,---------r-------T--------,--------- , I I I I l I I I I --------~---------~--------~--------~---------~--------+-----1 I I I I I I I I I I I I I I --------~---------1-________ L ________ J _________ L ________ L ________ J ___ _ I I I I I I I I I I I I I I I I I I -1 ---------1---------I --------I ---------, --------I --------I ------- I I I , I I I I I I I I I I I ---------f ---------1---------t----------1 ---------1---------+ --------J ------ I I I I I I I I I I --------~---------L ________ L ________ J _________ L ________ i ________ J_ I-I J, I I I I I I I I I I I I I I ---1---------,---------, --------,---------, ---------------,--------- 1 --------,; ----. ----,---------t" ---------i -------r--------T--------7---------1 I I I I I I I I I ________ J _________ ~--------L---- 1 I I I __ J __ ------L--------L--------~---.----- 1 I I I I I I I I I I I I I I ---.---. 1---------1------I 1,---I----, -,------ 1 I 1 I I I I I I I I I I -------,---------r -------r--------,---------r--------T--------,--------- I I 1 I I I I --------'------' I I --------,------ ----------1,------- ' --------'--------1 I I --------,-------- I I I I I I I I I I -I------_, --t---------~----------1----------1----------1 --------_ I I _I I I I I I I I I I I . 1 I I ·1 I I I -I -------------- 1 I I ,, I I I I I f -r-------r--------,--------r--------T--------,--------- 1 I I I I -1---------~ ---------I ----. ----_,_ --------+ ---------1--------- I I I I I I I _________ I ________ j _________ I ________ I ________ I ________ _ I I I I I I 1 I I I I I I I I I 1 I I I I ---------r--------,---------r-------T--------,--------- 1 I v 36 inch dia CIDH at CPT-02 location; Free Head ~'-------~------...... ---~~-'-------~---~-----------------------' . \. .... , I I •• :·:· .. j I i I j If ;l -¢! -~ .... 0.. Cl) C N '<:!' <p co 0 ..... N ..... '<:!' ..... <O ..... co ..... 0 N N· N '<:!' N <O N co N 0 C') N C') '<:!' C') <O C') co C') 0 0.02 0,04 0.06 Later~I Deflection (in) 0.08 0.1 0.12 I J I 0.14 0.16 o~rn 0.2 0.22 0.24 r. I I I I I I I I I ---~ ---~-----4-----+-----~----~-----4-----+-----~-----r ----4----4-----.i----1 I I I I I I I l I I I I I 1, I I I I I I I I I I __ / ____ I _____ I _____ I _____ I _____ 1 _____ I _____ I __ ,--1 _ ___ I _____ I .... ____ I _____ I __ I I I · 1 I I I I I I I I I I, I I I I I I I I I I I --r----,-----,-----T-----r----,-----,----y-----r-----r----,-----T-----r-- I I I I I 1 1 I I I I I I I I I I --b----~-----4-----+-----+---1-----4-----+-----+-----b----~-----~-----+-- 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 __ L ___ J _____ J _____ i_ ___ L ____ J _____ J _____ i _____ L _____ L ____ J _____ J _____ L __ j I I I I I· I I I I I I I I I I I I 1 1 I I I I I I I I I I I I I I I --, -, __ 1----------I -----I -----1-----7 -----I -' ---I · ----,-----, -----I -----I -- 1 I I I 1 1 I 1 I I I I I I I I I I I I I I I I I I ---4-----+-----+----~-----1-----+-----+-----+----1-----~-----r--1 l I I I I I I I I I I I I I I I l I I _J _____ J _____ i _____ L ____ J _____ J _____ i _____ L _____ L ____ J _____ J _____ L __ 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 ----J---· -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 I I I I I I I I I I I I I I -+----~-----,-----+-----~----~-----,----~-----r-----+----1-----~-----r-- 1 I I I I I I I I I• I I I I I I 1 I I -L----J-----d-----L-----L----J-----~-----i-----L-----L----J-----~-----L--1 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 ----I --I -I -----I -- I I I I I I I I I -r----,-----,-----r-----r----~-----,-----T-----r-----r----,-----T-----r-- -, I I I I I I I I I 1, 1-I I I I I 1 I I I I I I I I I I I -L----~-----4-----L-----~----~-----4-----+-----L-----L----~-----4-----~--I 1 I I I I I I I I I I I I I I I I I I I I I I -----,,-----,-----, -,----1 -----,----I 0 1 I I I I I I I I I 1 I I I I I I I I I -----,-----,-----r-----1-----,-----7 ---· --T--· --r -----1-----7----- I I I I I I I I I I I I I _____ 1 __ I 1 I I -----r-- ----~-----~-----+-----~----~-----~----+-----~-----~----~-----+-----+--1 I I I I I I I I 1 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 I I I I I I I I I I I I I I I I I ----,----,-----r-----r----,-----,-----T-----r-----r----,-----,-----T-- , I 1. v 36 inch dia CIDH at CPT-02 location; Free Head ~'--""-----~---~---~---~---~---~---------------------------' I I I I I I I ' I I •• I I I I I -.~ .s:: 0.. (I) Cl Shear Force (kips) -40 0 -30 -20 -10 0 10 20 40 50 60 70 80 N '<I' <O co 0 ..- N ..- '<I' ..- ·<O ..- co ..- 0 N. N N '<I' N, <O N co N 0 (") N (") '<I' (") <0-(") I I I I I I I I I I I I I -----+, ------1 ------1------I------+ ------l ------1------I------+ ------I -----_,_ -- I L I I I I l I I I I I I I I I I I I _____ I _____ I _ -____ /, _____ L _____ I _ _ _ _ _ I ______ I _____ L _____ 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 -----T-----,-----,------r-----T---1-----,------r ----T-----,----- 1 I I I I •I I j I I I -----+ ------I ------1------I------+ -----..; ------1------I------+ ------f --- I I I I I I I I I I I I I I I I _I I I I I I I -----.L -----..J ------'------L --__ -.L --___ ..J -_ -· _ -'-----_ L -----.L -----..J I I L 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 -----7 ------,------I -----I ~ ----7 -_, ----1------I ----I -----I ------1------ I I I I, I I I I I I l I I I I I I 'I I -----+-----~-----~ -----~-----+-----~-----~-----~-----+-----~-----~------ 1 I I I l I 1 I I I I 1-I I I 1-. I I I I I I I I ___ • _ J. _____ J ______ 1 ______ L __ , _ _ _ ____ J _____ -1-_____ L ____ -..l _ --__ J __ ---_I ___ --- I I I I I I I I I I I I 1 I 1 I I I I I I I I I -----I-----,-----------, -----, -----,----------1 ---1 ---1--___ I _____ _ 1 , • I I I I I I I I I 1 1 I -4-----~------~----T-----4-----~-----~-----T-----4-----~------ 1-I I I I I I I 1 I I 'I -----.J ------1------L -----..L ------.I ---~ --1------L -----.L ------.I ------1------I. I I I I I I I 1 I I I I I I I t I I . 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I _____ I _____ I ____________ I I I I I -----T -----7 ------,------r I I I t· I I I I I I I I --. --+ ------I ------1------1------+ ------I ------1------ I 1 I ____ I _ _ _ _ _ I ______ I __ -_ -_ I _____ I _ _ _ _ _ 1 ______ 1 _____ _ I I I I I I I I I I I I I I I I I I I ----T-----~-----7 -----r-----T-----7-----,------ v 36 inch dia CIDH at CPT-02 location ·~· L-----~--~-~--~~---~~--,-~~--~----~-~~------------------~ I I I I: I I I I I -¢! -·1 .c -a. ar C I· I II I I I ii I I . ·._ :.:,::~: :-~·(,::.;.::-.-::;:: ..... Unfactored Bending Moment (in-kips) -5000 -4000 -3000 -2000 -1000 0 1000 2000 3000 4000 N ,,-1 ------1------I------+ ----, -I ------1--,----J--------1-------I ------1------ -I I I I I I I I I I I I _ _ _ _ _ I __ ,._ _ _ I ______ 1 __ _ I I I _ I _____ I _ _ _ _ _ 1 ______ 1 ______ I _____ I _ _ _ _ _ I ______ 1 _____ _ I -I I I I I I I I I I I I I l I I 1 I I I I' I f I I -----T-----7-----7-----r----T----7 ------1 · -----r -----T -----7 ------,------ l -----+-----~-----~------~-----+-----~----------I------+ -------i ------1------ ! I I I I I I I I I I .1 I I I I I I I I ·1 I I I 0 _____ .L _____ .J ______ I ______ L _____ .L _____ .J ______ 1 ______ L __ __ _L _____ J _____ J _____ _ I I -, I I I I I I I I I I I I I I I I I 1-I ' I I I ~ . -----: -----: ------:------: -----: -----~ ------:------~ -----: ---- I I I ,------------ 0 N N N <D N co N co C") I l I I I I I I I I I I l I I I I I I I l I I I I I ' ----+ -------t ------,------t------t-------1 ------t------t------+ -------t --- I I I I I I I I I I 1. I I 1 I I I I I I I I _____ J. _____ ...J ______ I , _____ L _____ .L __ • __ --1 ______ I ______ L _____ .L _____ J ______ 1_ I I I I I I I l 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 ------1------I -----I -----I ------1------I -----I --I ---, I I I I I I I f I L I I -----T ----4------~-----~-----T-----4-----~------~-----T-----4---- l l L I I I I I I I -----J. -----_J -----_,_ -----L. -----J. -----.J -----_J_ -----L. -----J. ----------1------,-I I I I I I I I I I I I I I I I I 1 I I I I I l I I I I I I I .-I I I -I I ----, -I ---I ------,-_,. ---- I I I t I I I I I I -----T -----I ------1------I -----T -----, -----· 1------r-----T -----7 ------1------ I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I ---__ + ------1 ------1------1------+ ------I ------I------1----~-----~-----~------·1 I I 1 I I 1 I I I -1 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 I -----T -----7 ------1------r -----T -----7 ------,----- I 1 I I I I I I I I -----+ ------1 ------1------1------+ ---. --4 ------1----- I I I I I I I I I I I' I I I _ _ _ _ _ 1-_____ .J ______ I ____ _,_I _____ I _ . ___ .J ______ 1 ____ _ I I I 1 t I I I I I I I I I I I I I f I I I I -----T -----7 ------1------r -----T -----7 ------1----- I I I I I I I -----, -----,------------ 1 I I I I I r-----T-----7-----7------ I I I 1 I I I I ~ -----+ ------I ------1------ '1 I I I I I I I I ______ I _ _ _ _ _ I ______ \ _____ _ I I I I I I -----T, -----7 ------1------ I v 36 inch dia CIDH at CPT-02 location ~Lc.---~-~-~---~--~~--~~---~---~--'-----------------_J • .,.''":...~ ... ~H. '~*' • •.'· ' ,, • ' I ll :1 I ;i ·1 ··.,_) I ' -~, I ' 1· I 1 I . ' ,, I .. ~ :) , I I\ i ll i:l ,, I 11 ll 11 ,. '•., .. Lateral Capacity -Northern Area, 24-inch Diameter (Free and Fixed Head Conditions) • • '1• , I,', • ,,.. • • ;,• .,., ',•• 1: • • ·~-•• • .. ' .,\.. ,.,, •,. ·, '' .,,.,.,. ,, I I I I ':'] I . 1 I 11 I -~ .i::. -a. Cl) 0 N '<I" co· co 0 .,... N .,... '<t" .,... co .,... co .,... 0 N N N '<t" N co N co N N co co C") $near Force {kips) -6 -4 -2 0 2 4 6 8 I I I 10 I I I I I I I I --~-------L------~-------~-------J-------4------~-------~------~-------1 I I I I I I I I I I I I I I I I I ___ ,i _______ 1_. ______ I _______ I _______ j _______ I ______ ~ I __ _ ___ I _______ I------- I I ! I I I I 1 I I I I I I ,. I I I I I I I I I ---r-------r------,------7 -----,-------,-----T-------r------r------- 1 I I r I I ---~-------L------~------~ ------~ ------;-------+-------+-------~-------I I I I , I ' I I I I I I I I I I I I I I I I __ -L _______ I ________ I ______ _ ____ . __ J _______ J _______ i _______ L-------L------- I I 1 I I I I I I I I I I I' I I I ---r-------r------,-------1-------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 -------L ______ J _______ J _______ J _______ J _______ i _______ L _______ L ______ _ I I . 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I_ I , I, I I I I I j ---r-------r------,-------7 I I ---I--------1-------_,_ ------ I I I I I I I ' I I I I I I I I ----! _______ ! ______________ I _______ I------- 1 I I I I I I I I I I I I ------,-------,--------------r-------r------- ------~-------~-------+-------+-------~------- ' I I I I I I ---' -------'---------------·------'-------1 _______ 1 _______ ' -------' ------- ' l . ,f I I I I I I I I I I ~ ---~-------~------~-------I I I I I -------,-------,-------T-------r-------r------- 1 I 1 I, v 24 inch dia CIDH at CPT-04 location; Free Head ~~-~-----~--~--~----~-----~-,......~~-------~--------------~ ·1 :1· '.I I i ii :·,) I ,'') I I -.;:: I -.c: -Q. Q) 0 I I i .. i I .. 1 I· I I ·1- I I . . , ... t,.,·., .. , '••' Unfactored Bending_ Moment (in-kips} -100 0 100 200 300 400 500 600 700 800 0 ,-,-,-,-,----.--=-.--r--,---,---,---,-,--,,-,-r,-,-,-,-,-,---,,--,----,---,---,---,--,-,-,-,-,--,-,-,-,---,,--,----,---,---,---,---, -------+-------~--------~-----·+--------1-------L------+-------~--------! I I . I I I I I I I -------: -. ------:--------: --------: --------:--- I I I I I I I I I I -------7-------,--------r-------7-------,--------r------ -------_I_ ------- I I --------1-------- ro -------+-------~--------~-------+-------~--------~-------+------ 0 -,- N -,- (!) -,- ro -,- 0 N N N (!) N a:> N 0 (') N (') (!) (') ro (') ' I I I I I I I I I I 1 I I _______ i _______ J ________ L _______ i _______ J ________ L _______ i _______ J I I I I I I I I I I I I I I I I I -------I --------,---e ----I -------I -------1--------r -------I ------ I I I I I -------+-------4-------~-------+-------4-------~---------------1-------- 1 I I I I I I I I I I I I I I I I I I I I I I I _______ i _______ J _______ L _______ i _______ J _____ _ _ L _______ i _______ J _______ _ I I I I I I I I I I I I I I I I I ,__ ,-------I-----I ------1 ---,----I ---I --,----- I I f I -------T-------4-------~-------T-------7--------~-------T-------4-------- l I I I I I I I I, I I I I I I I I I I I --------1----__ J ________ L _______ i _____ '_J ________ L _______ + _______ J _______ _ 1 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 I I --T-------,--------r-------T-------,--------r-------T-------,-------- 1 I I I I I I I I I I -+-------J--------L----·--i-------J--------L-------+-------J--------1 I I I I I I I I I I : ---_. ---:--------: -------; -----~ --:--------: -------: --------:-------- I I l I I I I I I J I I I I I I I I I -------,--------r-------7------,--------r-------T-------,-------- 1 I I I I I I I I I I I I -------~--------~-------4-------~--------~-------4-------~--------I . I I I I I I I I I· I I I' --------'--------' ---____ 1 ________ 1 ________ 1 -------1 ________ 1 _______ _ I I I I I I I I I I I I 1 I I I I I I I I -------,-------r-------7-------,--------r-------7-------,-------- 1 I I I v·24 inch dai CIDH at CPT-04 Location; Free Head ~'------~"------~~---~~------'--~-...L--'--------~------------------..J • ··.-···,(1.·i···'•':-; .. ,·,.-: . I I I \ I i i I ) I I r "j I ,··i I I I i e--.c: -a. Cl) C Lateral Deflection (in) 0 0.02 0.04 0.06 0.08 0.1 0.12 0.14 0.16 0.18 0.2 0.22 0.24 6 n"'-r-i-½-',--,-,--r,-,-,---,-,-,-,-f-,--r,--,-,--r-,--,'-,-,--,r,-,--,-r,-,--,-,--ri--r-rr-i-r-r,--ri-r,-r,-,--,-,--,,-r-,-.,-r-r--r-r-r,i-r-r:= N co N ..... "<t ..... co ..... co ..... 0 N N N "<t N <b N co N 0 (") N (") "<t (") co (") co (") 0 "<t I I I I I I l I I I I I 1· --~----~-----~-----+-----~----~-----4-----+-----~-----~--------+-----~--1 I I I I I I I I I I I I l I I I I I I I I I I I I I __ t _____ I _____ I _____ I _____ I _____ 1 ____ . 1 _____ I _ _ _ _ _ _____ I _____ 1 _____ I _____ I __ j 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 --,-----,-----,-----r-----r-----,----~-----y-----r-----r---·7 ----y-----r-- 1 I I I I· I I I I 1 I I I I I I --~ ---~-----~-----+--------~-----4-----+-·---~-----~----~-----+-----~-- 1 I I I I I I I I I I I I I I I I I I I I I I I I l -_I_ ----_,_ ----_J -- __ L _____ 1_ ____ J _____ J _____ i _____ 1_ _____ 1_ ____ J _____ _1 _____ L __ 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 --7 ----------, -----1-----7,----·. I -----r -. --.,----·1 ----, ----f - •1 I I I I I I I I I I ~-----~----------~----~----~-----+-----~-----~----~-----+-----+--1 I, I I f I I I I I I I I I I I I I I I I I I I I I I I ___ J _____ _1 _____ L _____ 1_ ____ J _____ _1 ____ _1 _____ 1_ ____ L ____ J _____ _i _____ L __ I I I I L 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 _____ 1 _____ I _____ I _____ I _____ I _____ I _____ 1 _____ 1 __ 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 -~-.--4----+-----r-----~----4-----4-----+-----~-----~----4-----+-----r-- 1 I l I I I I I I I I I I l I I I I I I I I I I I I _ 1-___ --1-__ --J -----.L -----L -----1----. J -----J. -----L. -----1-----J _ ----.J. -----L -- 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 -----1-----l -----I -----I ----I---I ---I -----I -- I I I ( I ----7-----,-----r-----r----~-----,-----T-----r-----r----,-----,-----r--1 , I I I I I I I I 1 I I I I I ----~-----J-----~-----~----~-----4-----~-----~-----~----~-----J-----~--I I I I I I I I I I I I I I I I I I I I I I I f 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 ----7-----,-----r-----r----,----,-----r-----r-----r----,-----,-----r-- 1 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 -----1---' -4 -----4----.... -1-----_,_ ' ----I -----4------I------1------f------4------I--- I I I I I I I 1 I I I I I I I I I I I I I I I I I I ____ ! _____ I _____ I _____ ,I ___ , _I _____ J _____ I _____ I _____ l _____ t _____ I _____ I __ ' I I l 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 l I I I , I I I I I I ----,-----,-----y-----r----,-----,-----y-----r-·---r----,-----y-----r-- . I I I I· : v 24 inch dia CIDH at CPT-04 location; Free Head I I I· I I I I I n I I I .J ' I 1 I I I I -.::: -.c 0.. Cl) C N co co c6 ..- co ..- 0 N N N '-I" N co N N Cf) <O Cf) co Cf) Shear Force (kips) -6 -4 -2 0 2 4 6 8 10 12 14 16 18 20 22 I -~~---4----4---~4----~----4----~----~----4----4----~----~----~----4-I I I I I I I I I I I I -I I I I I I I J, I I I _ I ____ I __ _,_ 1 __ ,__ I ____ ! ____ 1 __ ,__j ____ I ____ ! ____ I ____ I ____ l ____ j 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 I I I I -7----7----7----7----7----7----7----7----7----7----7--------7----7----7-- I I ( I I I I I I I I ,I I I I I I I 1 -;----4----4----;----;----;----;----;----~7---1--;----;----4----4----1-- I I I I I I I I I I I I I I I I I 1 1 I I I I J I I I I I I I I I I I ! I I I I I I t _J ____ J ____ J ____ J ____ J ____ J ____ J ____ J ________ J ____ J ____ J ____ J ____ J ____ J __ I I I I I I I I I I I I I I l I I I I I I I I I I I 1 I I I _ I i I I I I I I I -1----,----,----7----,----1'----,---,----,----,----,----,----,----1----,-- 1 I I I I I I l I I I I I I I I I I -,~---,----,----~----~---;----7----;----7----,----;----;----;----;----;-- ' I I I I I I I I I I I I I I I I I I I l I I I I I I _ J ____ J ____ J ____ J_ __ J ____ J ____ J ____ ~ ____ J ____ ~ ____ J ____ J ____ ~ ____ J ____ J __ -I I I l 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 -,----,----1----1----,----,----1--,--1----1----,-- 1 I I I I I I I I I I I I I I· I I I I I ----~----4----4----4----4----4----4----4----4----,----1----4----1-- I I I I I. I I I I I I I I I I ---~----J ____ J ____ J ____ J ____ J_~--J~---J ____ J ____ J ____ J ____ J ____ J ____ J __ I I I I I I I I I I I I I I I I I I I I I I _ 1 ____ I ____ I ____ I ____ I ____ I ____ ! _____ 1 ____ I _____ I ____ I ____ I ____ I ____ I ____ I __ I I I I I I I I I f I I I I I I I I I I I I I I I I -,----7----,~---,----,---~,----,7---,----,----,----,----,----,----,-- 1 I 1 I I, I I I I I I I I I I I I 1 I I I I I I l 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 ____ I ____ .I ____ I __ ,_! ____ I ____ I ____ ! ____ 1 ____ ! ____ I __ J, 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 -,----7----7----7 I I I I -~----~----~----~ I I I I I I I I I I -'----, ____ j ____ - 1-I I I I I I -7----7-~--7---- I I I I I I I I I I I I 1 I I ---7----7----7----7----7----7----~----7----7----7----7-- I I I I ---~----~----~----~----~----~----~----~----~----~----~--( I I I I I I I I I I I I I I I I I I I I ___ j ____ I ____ ! ____ I ____ I ____ ! ____ I ____ l ____ j ____ I ____ _J __ I f 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 ----7----7----7----7----7----7----7----7----7----7----7-- I I I I : ' v 24 inch dia CIDH at CPT-04 location ~'--~--~---~--..._--~--~--~---~--~--'"1,.._------------------' ,,,,,,t ·,. I I N 'Sf" co 00 0 ..... N ..... 'Sf" ..... co ...,. -¢::: 00 -..... .r: -a. a, 0 C N N N 'Sf" N co N· 00 N 0 C() N C() 'Sf" C() co C<:l.' 00 C() 6 'Sf" Unfactored Bending Moment (in-,kips} -1800 -1600 -1400 -1200 -1000 -800 -600 ~400 -200 0 200 400 600 I I I I I I I I I --~-----~-----~----~-----~--~~-~-----~-----~---~-~-----~-----~-----~----- !, I I I I I I 1 I I I I I I __ I _____ I _____ I _____ I _____ •I ___ _ I __ . __ I _____ I _____ L _____ I _____ L _____ 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 --r----r-----r-----r-----r-----r-----r---------r-----r-----r-----r----- --~-----~-----~-----~-----~-----~-----~-----~-----~----~-----~-----~----- ! I I l I I I I I I I I I I I I I I I I I I ~-L _____ L _____ L _____ L _____ L _____ L _____ L _____ L _____ L _____ L ____ _ I-I I I l I I I I I I I I I I I I I I I I I I I I I I I I _____ L ____ _ --1 -----1 -----1 -----1 -----r-----, ------, -----, -----1 -----, -----, ----- 1 l l I I I I I I I· I I I I I I I .I-I 1 I I --r-----r-----r-----r-----r-----r-----r-----r-----r-----r-----r-----r--- 1 I t I I I I I I I I I I I I I I I I I I I ,I I I I I __ L _____ L _____ L-----L-----L-----L-----L-----L--~~-L-~---L-----L-----L---- 1 I I 1 I I I I I I I I I I I I I I I. I ·--: -----: -----: -----: -----: -----: -----: ----~: -----: -----: -----: -----: ---- 1 I I t I I I I I I I I I I --r-----r-----r-----r-----r-----r-----r-----r-----r.-----r-----r-----r-- 1 I I I I I I I I l I I I I I --L-----L-----L-----L-----L-----L-----L-----L---~-L-----L-----L----1 I I I I I I I I I I I I I I I I I I I 1 I I I I I -,-----,-I I -1--I 1, I I I I ---,-- 1 I I I I> I I --r-----r-----,-----,-----r-----,-----r-----r-----,-----r---r-----r----- t I I I I I I I I I 1 I I I I 1 I I I I I I I --L-----L-----L-----L-----L-----~--~~-L-----L-----L----~ -----L-----L-----1 I I I ·1 I I I I J I I I I I I I I I I I I I ,I I --1 -----1 -----, I --l --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 l I I I I I I --r ----r----·r-----~-----r---r-----r-----r-----r----r-----r-----r----- ,, I I I I I I I I I I I I ·I I I I I I 1 I I I 1 --~-----~-----~-----~-----~-----~-----~-----~-----~----! I I I I I I I t I I I t I I I I I __ I _____ I _____ I _____ L _____ I _____ I _____ 1 ______ 1 _____ ! ____ _ I 1 l 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 --r-----r-----r-----r-----r-----r-----r-----r-----r----- , I -----~-----~----- ' I I I I _____ I _____ !----- 1 I I -----r-----r----- v 24 inch dai CIDH at CPT-04 Location I I I ·l I I -~ .c .... a. Q) Ct ···1' ,·:,,•, ' •.• ·••·•• N CX) 0 .,... N .,... lateral D~flection (in), 0 (l.02 0.04 0.06 0.08 0.1 0.12 0.14 0.16 0.18 0.2 0.22 0.24 --~----~-----4----·+-----~----~ ----4-----+-----~-----~----~-----4-----1 l I I I I I I I I I I I I I I I I I I I __ I ______ I _____ I ___ --._ I _____ I _____ 1 _____ I_ . ___ I ____ ,· f _____ I _____ I____ _ _ ____ L __ I I I I I { I I I I I I I I I I I I I l I I I I I I 1 I I I I I --, -· ---,-----,-----r---.--r-----,-----,-· ---,-----r-----,--- 1 I I 1 I I I I I I I I I --~----~----.4-----+-----~---~-----4-----+---------~----4-----4-----~-- I I I I I I I I I I I I I I I I I I __ L ____ J _____ J _____ L _____ L ___ J _____ J I I I I I I I I I I I I I I I I I I I I I I ____ i _____ L _____ L ____ J _____ i _____ L __ I I I I 1 I I I I I I I I I I I I --, ----,-----,-----, -----r----,-----I -----I -----I -----,-----,-----I -----I -- ' l I I I I I I ~ ---~----7-----~-----r I I I I I I I I ----~---~-----4-----+-----~-----~---~-----4-----~-- I I I I (0 .,,.. CX) .,... 0 N N N "'Sj" N (0 N CX) N 0 C') N C') "'Sj" C') (0 C') CX) C') 0 "'Sj" I I I I I I I I I I l I I I I I I I I I _____ i _____ L ____ J _____ J _____ i _____ L _____ L ____ J _____ i _____ L __ I I I I I ·f I I I I I I I f I I I I I I I l I I I I I I I ----I -----I -----, -----1-----r-----I -----I -----,-----I-----I -----I -- I I I I I I I I I I I I I I I I I I J I ·1 I I I -~-----,-----~-----~----~----4-----+-----r-----~----~-----,-----r-- 1 1 I I I' I I I I I I I I I I I I I I f. I ____ 1 _____ J _____ J.. -_ ---L _____ f _____ ...I _____ .L _____ L ____ -1-____ ..J ____ -.J. _____ L __ I I I I I I I I I I 1 I I I I I I I I I l I I I I I I I I I -----,-----I _____ I-----,-----,-----,-----, I -------,----I --I I I I I I ---, ----,-----r-----r---~-----,-----y-----r-----r----7-----,-----r-- 1 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 -----1------I ------I------I-----_,_ -----I -' ---+ -----I------1------I -----.... -----I--- I I I I I I I J 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 l 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 ----,-----,-----r-----r----,----,-----T-----r-----r----7-----,-----r-- 1 I I I 1 I I I I I I I I I I I I I, I I I I I I I I I I I ----~-----4-----+-----~----~-----~-----+-----~-----~----~-----4-----~--I I I I, I I I I I I I I I I I I I I ____ I _____ I _____ L _____ I _____ 1 _____ I _____ I _____ I _____ 1 _____ I _____ I _____ I __ I I I I -I I I I I I I I 1 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 ---, ----, -----T ----·,r -----,-----, -----T -----r -----,-----7-----, -----r -- I I I I I I I v 24 inch dia CIDH at CPT-04 location : ! : . ·: ... ~ . t •• ~· ~' •• ~· 1· I I I • I I : • -I I I I : 1 I I I ! ·I· I I . ' I I i -I ,I ·I . i I Lateral Capacity -Northern Area, 3 6-inch Diameter (Free and Fixed Head Conditions} . ··.· : . ·~ ~ . . . ~ <• • • • ·~-• ' • ' . . . .. . . ~' I I I I ,-:::?) I -1 I· ;,:,1 I -~1 ,. I I . I -Et ~ .c I .... 0. Q) 0 .... '( 1'. .:·"/ ,, Vj ;.,.•. 11 ---,) I ;"',! 1, ·;.:;q I' . ·1 1, I! 1! She~r Force (kips) -20 -15 -10 -5 0 5 10 15 20 25 30 0 r-r-r--r--r--r--r-r-i--r-.-r-,--,,--,--,-,--,--,---,---,--,-...,--,-c-,-,--cr-,--'-,--,,--,-,--,--,--,--,-...,--,--,--r-,---,,-,--,-,--,-,-,-,--,--, I I I I I I I I I N ------~-------~------~-------1-------~-------~-------1-----1--------1------- co co co ..... co ;- 0 N N N co N co N 0 (") -N (") co (") 1 I I I I I I I I i I 1 I I I ______ j _______ l ______ I ____ ,--' ______ 1 _______ 1 ______ 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 ------7 -------r ------7 -------r ------7,-------r -----7-------r------7------- r I I I I I ------~-------~------~-------~------~------~------~-------~------~------- ' I I I I I I I /. I I I I I I I I I I _____ J _______ L ______ J _______ L ______ J _ _____ L _____ J _______ L ______ J ______ _ I I I I I I I I I I I I I I --_ ---,-------r--.----7-------, --- I I I I I l I I I I -1-------r------7-------, ------,------- ' I I I I I I I I I I I I I ------~-------~-----~-------------,-------r------,-------r------,-------' I I ,I 1 I I I I I I I I I ______ J _______ L ______ J __ ---~------J _______ L _____ J _______ L ______ J ______ _ I I I I I I l I I I I I I ,. I I I I I I I I I I ------,--------, -----1-------, __ _, ___ 1-------l ------,-------1 ------,------- 1 I 1 I I I I I I I I I I I I I I I -------;-------.------,-------r------,-------r--·---,-------r------,------- ' I 1 I I I I I I I I I I I I I I I L------J-------~--____ J _______ L ______ J _______ L ______ J ______ _ 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 I I ------r------,-------r------,-------r----.-,-------r------,-------t l I I I I 1 I I I I I I I I I I I I I -------l·----. -~------~-------~------~-------~------~-------~------~-------' I I I I I I I I I I I I I I I I ------:-------1 ---__ J -~-: ---: , -: : : ----: ---.- ' I I I I I J I I 1 I I I ------7-------r------7----"-r------7-------r------7-------r------7------- 1 I I I I I I I I I I I I I I ------~-------~------~------I I I \ I I I I ~------~-------~------4-------~------~-------I I I I I I I I I I l I I I I ______ j _______ L ______ I _______ L _____ t _______ L ______ 1 _______ 1 ______ 1 ______ _ I I I . I I I I I I I I I I I I I ~ ------~-------~------~--~----~ -----~-------~------~-------~------~------- ' I I v 36 inch dia CIDH at CPT-04 location; Free Head ~ '---'----~----~----~---~~--~-~~~---~---~-----------------~ ·-..... .... --.c .... a. Cl) C Unfactored Bending Moment {in-kips) 0 200 400 600 800 1000 1200 1400 1600 1800 N _, --+ --" ----1-------+ ----. -_,_ ------+ -------1-------+ --- I I I I I 'q" '-_ ---,:-------: -------: . ------: -------:---___ I _______ I _______ I ______________ I __ _ I I CD co 0 ..... N ..... 'Sf" ..... CD ..... co ..... 0 N N' N co N CX) C') I I I I I I I I I I I ---,-------T -------1-------T -------1-------T -------,------y------,-------y--- 1 I I I I I f I I I l I I I I ---~------+------~-------+------~-------+-------~------+------1-------+ --- ) I I I I . I I I I I I I I I I I I I I I _ J _______ i _______ L _____ .1 _______ L ______ 1 ______ J _______ 1 ______ J __ _ I I I I I I I I I I I I I I __ 1 __ _ I I I •I I I I I I I I · --1------T-------,-------1 -------,--· ----I -------,-------I -------,-------I . 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I v 36 inch dia CIDH at CPT-04 location ·1 I ' ·1 I ·1 I- N (0 I co 1.-:· .. , ' N -,- '<:I" -,- co -,- -¢:: co --,- .c: .... C. Cl) 0 C N N N '<:j-· N (0 N co N- 0 C') N C') '<:I" C') (0 C'). i_ l co C') I . ' 0 '<:I" I I .. . , .... .,.,:~ L,ateral Deflection (in) 0 0.02 0.04 0-.06 0.08 0.1 0.12 0.14 0.16 0.18 0.2 0.22 0.24 --~----~-----~-----~-----~---~-----~-----+-----~-----~----~-----4-----~ 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 __ 1_ _ _ _ _ I_ _ _ _ _ I _____ I _____ I _____ I_ _ _ _ _ I _____ j _____ I _____ I_ _ _ _ _ I_ _ _ _ _ I __ _ I I I I I I f 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 --r----7-----,-----y-----r----7-----,-----y-----r-----r----,----,-----r-- 1 I I I ' I I I --1----~-1---,-. -1-----+-----f------1------t-----+' ----1--.---1-----t--..;;---t-----f--- 1 I I I I I I I I I 1 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 __ L ____ J _____ J _____ L _____ L ____ J ____ J _____ i _____ L ____ L ____ J _____ i _____ L __ I . 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'. • • •• ; " 1· I I I -1 I 1 ... I I I -, I I I I I I I I ADDENDUM TO GEOTECHNICAL INVESTIGATION, LEUCADIA WASTEWATER DISTRICT PROPOSED HEADQUARTERS BUILDING , I AND FACILITY IMPROVEMENTS, CARLSBAD, CALIFORNIA PREPARED FOR: · ROESLING NAKAMURA TERADA ARCHITECTS, INC. 363 Fifth Avenue, Suite 202 • :, ,1' San Diego, California 92101 Project No. 600203-004 -August 24, 2006 r1Jot ~c.,oi . Leighton Consulting, Inc. __ __. A LEIGHTON GROUP COMPANY C!Jo7 19 {:;~ 1· I I I ., ., I. 1· ··1 I I ·1. I . I I I ,I I I '•. ' ", •. -' Lei'ghton Consulting, Inc. A, LEIGHTON GR,OU.P C,PMP-ANY To:· Attention:· Subject: Reference: Introduction August 24, 2006 ·'.Roesling Nakamura Terada Architects, Inc. 363 Fifth Avenue, Suite 202 San I)iego, Califontla 92101 Mr. Joe Mansfield Project No. 600203-004 Addendum.to Geotech,nical Investigation, Leucadia Wastewater District Proposed Headquarters Building and Facility Improvements, Carlsbad, Calif9rnia Leighton and Associates, Inc. 2004, Geotechnical Investigation, Leucadia Wastewater District Proposed Headquarters Building and Facility Improvements, Carlsbad, California, Project No. 600203-002, dated September 14, 2004 In accordance with · your · request and . authorization, we. have performed an . additional geotechnical subsurface exploration for the proposed Leucadia Wastewater District Headquarters Building and improvements at the_ facility located in Carlsbad, California (see Figure 1). The purpose of our recent investigation was to further evaluate the existing geotechnical conditions present beneath the building and site and to provide updated preliminary conclusions and geotechnical· recommendations that append ow recommendations presented in the referenced . project geotechnical report (Leighton, 2004) . · Our rec~nt subsurface exploration was performed on August 8, 2006 and consisted of the advaricement of six (6) Cone Penetration Test (CPT) soundings to further evaluate the subsurface . .conditibns· beneath the site. Depths of the CPT soundings ranged from 19 to 66 feet below the existinfground surface (bgs). The locations of the CPTs are presented on the attached revised Fi$Uf~ ·2~· Geotechnical Map. the logs of. the CPT soundings are included in Appendix A. 3934 Murphy Canyon -Road, Suite 8205 • San Diego, CA 92123-4425 858.569.6914 • Fax 858.292.0771 • www.leightonconsulting.com I I I .I I I ,, I ,, I I I I -1 .I I I, I I . 600203-004 Summary of Findings As encountered during our initial exploration and discussed in the referenced report (Leighton, 2004), the .building and site, in general, are underlain by artificial fill, alluvium and the Santiago Fonnation, as illustrated on the geological Cross-Sections A-A' through E-E' (see Figure3 through 7). It should also be noted that ground water was encountered during our previous exploration at a depth of 8 to 9 feet below ground surface in the northern portion of the site (i.e., Borings B-3 and B-4 at an approximate elevation of -1 ft msl). However, only ground water seepage was observed at a depth of 30 feet below the ground surface in the central part of the site at Boring B-2. Therefol,'.e, it is assumed that ground water is· being influenced by the active dewatering system located west of the existing reactor clarifier, and the true sta~ic ground water surface in the vicinity of Boring B-2 is higher than recently documented. Conclusions Based on our recent subsurface exploration:study, it is our professional opinion that the existing fill soils and alluvial soils beneath the ·proposed building and improvements are potentially compressible and should be removed and replaced with compacted fill to support additionai fill or structural loads from conventional foundatiQns (i.e., spread and continuous footings). For the headquarters building, we recommend that the potentially compressible soils be removed to competent formational material, or to ·within 2 feet of the ground water ( or deeper if possible with a semi-wet removal operation). For other improvements (including· the proposed covered parking structures and maintenance building), we recommend performing a limited removal (i.e., approximately 4 to 5 feet below the lowest footing bottoms and the use of a· mat slab for the pr9posed maintenance building. In addition, a cut/fill transition condition is anticipated beneath the southern proposed headquarters building based on the proposed finish floor elevations and mitigation (i.e. overexcavation of the cut portion) will be required, as discussed below. Recommendations for Earthwork In general, we recommend that removal of the existing fill and alluvium beneath the building and structures ·be started at the proposed finish pad elevation at a point 5 feet from perimeter and be sloped away from the structure a~ an inclination of 1: 1 (horizontal to vertical) to competent material. Note that all removal bottoms should be reviewed by the geotechnical consultant prior to scarification and recompaction. · For the cut/fill transition condition beneath the proposed headquarters building, we recommend that the entire cut portion of the transition be. overexcavated or undercut, and replaced with properly compacted fill to mitigate the transition. The depth of the undercut should be at least 8 feet beneath the proposed footing bottoms. It should be noted that the actual depth of the undercut should be determined during grading operations by the geotechnical consultant. All undercuts -2-Leighton I I I I -I I .:I I I I I I I I I I I I I 600203-004 should extend aqross the entire building footprint, at least 5 feet beyond the building perimeter, and sloped at least 1 percent toward the fill portion to facilitate drainage of subsurface ground water. The onsite soils are generally suitable for reuse as compacted fill provided they are free of organic material, debris, and rock fragments larger than 8 inches in maximum dimension. All fill soils should be moisture conditioned· or dried back to appro~imately 2 percent above optimum moisture content and compacted in uniform lifts to at least 90 percent relative compaction based on laboratory standard ASTM Test Method D1557. The optimum lift thickness required to produce a uniformly compacted fill will depend on the type and size of compaction equipment used. In general, fill should be placed in lifts riot exceeding 8 inches in thickness. Foundation and Slab Considerations The proposed building and structures may be supported by conve_ntional spread and continuous footings. The footing should extend a minimum of 24 inches beneath the lowest adjacent finish grade and may be designed for a maximum· allowable bearing capacity of 2,000 psf if founded on properly compacted fill soils, as discussed above. The minimum recommended width of footings is 18 inches for continuous footings and 24 inches for square or round footings. The allowable pressures may be increased by one-third when considering loads of short duration such as wind or seismic forces. The recommended aliowable bearing capacity is based on a maximum total and differential settlement of 1.5 inches and 3/4 inch, resp~ctively, with all footings founded in competent artificial fill material. Since settlements are a function of footing size and· contact bearing pressures, some differential settlement can be expected between adjacent columns or walls where a large differential loading condition exists. All floor slabs should have a minimum thickness of 5 inches thick and be reinforced with No. 3 rebars 18 inches on center each way (minimum) placed at mid-height in the slab. Increased thickness or reinforcing may be necessary based , on structural requirements and loading conditions. Floor slabs should be underlain by a 2-inch layer of clean sand (Sand Equivalent or SE greater than 50). If reduction of moisture migration up through the slab is desired,-the sand or gravel layer should be additionally unclerlain by a 10-mil (or heavier) moisture barrier plastic sheeting, which is in turn underlain by an additional 2 inches of clean sand. ·. For the maintenance building, a soil modulus of subgrade reaction of 125 pounds per cubic inch is recommended for the design of the mat slab, and should be designed in accordance with the structural engineer's requirements. In addition, we recommend installing a 2-inch layer of clean sand (SE greater than 50), over a 10-mil ( or heavier) moisture barrier plastic sheeting, over a 4-inch layer of aggregate base beneath the mat slab. -3-Leighton I I I I ·1; . , I I ·1· 1· I ·1 I I I I I I I 600203-004 Limitations · The condusions and recommendations in this report are based in part upon data that were . obtained from a limited p.umber of ob~ervatiops, sit~ visits, excavations, samples, and tests. Buch infonn~tion is by n~cessity incomplete. Tlie nature of many sites is such. that differing geotechriic~ or _geological · conditions can occur within small distances and under varying climatic conditions. Changes in subsurface conditions can and do occur over time. Therefore, the f'iµdings, conclusions, and recommendations presented in this report can be relied upon only if Leighton has the opportunity to observe the subsurface conditions during grading and constructi<;>n of the project, in· order to confinn that our preliminary findings are representative for the site . If you have any questions regarding this letter, please contact tbis office. We appreciate this opportunity to be of service. ' I . . Respectfully submitted, LEIGHTON CONSULTING, INC. William b. Olson, RCE 45283 Senior Project Engineer Attachments: Figure l -Site Location M~p · Figure 2 -Geotechnical Map Figures 3 through 7 -Cross-Section A-A' through E-E' Appendix A, CPT Sounding$ Distribution: (3) Addressee '' .. ~ .. ,.,• ~ . ·, ~. ' ','. ' ' .. ,, ' .~. ·.• . ,:, ~ '' ' . ' '~ ~ ' :. '';. -4-Leighton I I I I I J I I ,I I I I 1, 1· ,, ,, .I -, I NORTH Leucadia Wastewater Treatment Plant Carlsbad, California ---... ~i~ ~:y ~ BATIQUITOS LAGOON ...--------'----,, PRQJ.ECT SITE --- -5dNJ.11RCO" _ ---CREEK ~ - LEUCADIA BLVD SITE LOCATION MAP NOT TO SCALE Project No. 600203-004 Date August2006 FigJre No. 1 I I I I I I I I -I I I I I I I I I I I -+- -::-:------==--=-:.::::.:::- \ t,sne;c MAl~T£NA.' NCE 8\JlLDING , i -+--! ~ C: Base Map: BOS Engineering, Inc., 2005, Grading Plan, Leucadia Waste Water District, Sheet C1 LEGEND Af Tsa Qal -...... ? CP-6W TD=66.0' T 8-4 ~ TD=41.5' .:7 A-13 e TD=36.5' LAB-2-$- E 1, __ j E' 0 Artificial fill Tertiary Santiago Formation (circled where buried) Quaternary Alluvium (circled where buried) Approximate location of geologic contact ( dashed where approximate, dotted where buried, queried where uncertain) Approximate location of Leighton and Associates CPT Soundings (2006) Approximate location of Leighton and Associates borings (2004) Approximate location of AMEC borings (AMEC, 2001) Approximate location of L&A borings (Leighton, 2003) Approximate cross-section location ~ NORTH 40 80 l::::=::I Scale in Feet GEOTECHNICAL MAP Leucadia Wastewater Treatment Plant Carlsbad, California Project No. 600203-004 4 Scale 1"=40' Engr./Geol. WDO/MRS Drafted By TS Date August20O6 Leighton Consulting, Inc. Figure No. 2 A LEIGHTON GROUP COMPANY 11 TA c:- I I' g-;:---a, o- I Ill I 40- I~~ I iil& I , __ Approximate limits o[J : proposed building I-4 0 I ~I I .:!l I I u ·I I ~ Existing ~ -~ : I a, ground surface a, .,. e I N I --Q. I I 20 · ~ ~ ~------------. .-----------, o-'ca I ·o ·o Af Ex1sT1NG I ' I· 2o .,. ._ '? ~ TREATMENT 1 I I I 1, ., I ,, I I I .I co .e: co -EXISTING BUILDING I STRUCTURE ' ,, 1 roposed I . A-f----_ _ _ _ _ _ _ Pad Elev. 9.75' .'...J Af . I.: ? ? --I ? ' ?-? ' ? ? --?..:._ ------. --Af --------------.---.--' Q I I ?. -------.---. . a O..i::---='2----__.-~'---------== _-.:: _-=---:---~ ~ ----?-------------!J----------___ !) __ ---------------?----------_..2,.. ----?--------__ !)_ -----------!:J---•ro -. . -r'" ----~ -. . . . ~ ,. . @ El. @-1.0 Qal _ --11 ,. ii ?---. I .Qal· -20· -?-----L. TD=41.5' -- Qal _?--L-_?-'- TD=36.5' _?_ --------_?---- --?_ ---_?_ -- I ----?--1-- TD=29.0' TD=35.5' Tsa Tsa 1 I ~-20 I I I I I -40--------------------------------------------------------------------------------------·40 ~ ND I c:-I ~4> · 1 · :j~ I a, C: ' ujC .... ------------Approximate limits of pr.oposed-building 40-1 I I . · ... I .- 1 I Existing· · ground surf~ce Proposed Pad Elev. 19.77' . . I 20-t--. ~ I 1-· -?---; -'----:-?---?---?~ ~ -?-. . . -· . I '·. . Q I · 1· .. ·. _ a ".l,:,h:L:::._v _ _;_ _____ --o,·i.' ,, ..... --.·'•','•'_..:-- -----Tsa ..... ' ca l -- I I I I MSE I -wall ,::,. _, a, l . -g I .... u -I a, U· N•O rS / G) I ·o' I I.. ' r;! o . .e: <7 .el I l 0 I I C') / -?-1--I-'?---/• TD=19.0' Tsa o-:;::;Cl't' ~~! a, C: ' w:::..· ,. I ' 1-40 i 1-20 .I 1-0 LEGEND See Figure No. 2 CROSS-SECTION A-A' 11·-· 1·1 '1·:·:_\_ ... ,: , ~r--. · ..... : TD=21.5' .l. TD=27.5' Leucadia Wastewater Treatment Plant Carlsbad, California I . ll '201 .I l 1· 1--201 I Project No. 600203-004 " $cale 1"=20' Engr./Geol. WOO/MRS Drafted By TS Date AUGUST2006 Leiqhton ·Consultinq, Inc. 'I I ' I I I I' •40 • •40i I ''"""'°' os-"---.. -. I Figure No. 3 . 'VUt' 1-oUMPAN,Y I I I :I :1 :I II .I, I I ,., I I I i I· ,I ,~ . I B -c:~ o-:;:: Q) 11)'1> >~ <I> C: we 40· EXISTING TREATMENT . "STRUCTURE 20· I Existing ground surface ..,. I 0 I ,-- I I I I I I I I I I I I ··~?-AL ___ ~?---+ -?-- w I w C 0 ;; () Ill Ill .. Ill .... -= Approximate limits of proposed building Proposed -Pad Elev. 19.77' ~. -Af -?-_ --· --":-Pad Elev.9.75 ___ --_ ----Qal -?--. 0-1---?... ---~ "9---_. --g ----!J---i------?... -. f"I --. .. -; . . ----------(----_;::.. .. . ---?---- -?-,-. -20.:r · Tsa Qa'I .l -~-. ?------.. Ts-a TD=29~0' I I -, lntersecti , r·D' MSE Wall i <"')1 I O' I I Af 1 -_?_ --?- I Af_ -+?-__ ?_ I -__, TD=27.5' .i I I ('\. I Tsa I I i B' -- az :;::Ql "'Ql >-Ql C: iii'-=-I I 1-40 I I I I I 1-20 I i-o 1--20 -4 L...----------------------__,;,---------------------~------40 LEGEND 0 5 10 20 L::J L:J Scale in Feet· :•, .,!.)•~!I,':~,' I' .. ; ~ ' ,• ... , • ·~: ' < ···. :'\. ' ,, ~ ''' \ .\ -~-I See Fig.ure No. 2 CROSS-SECTION B-B' Leucadia Wastewater Treatment Plant Carlsbad, California Project No. 600203-004 ti Scale 1"=20' Engr./GeoL WOO/MRS Drafted By TS Date August 2006 Leighton Consulting, Inc. Figure No. 4 A LEIGHTON GROUP COflt!PANY I C c~ o-•-'Q) .CV~ >· Q) C: w==- 40- 20- Existing ground surface I ,- I I· I I I I I I I I I I I I I I C' -c:- w 1• w ~~~ C MSE . ~E o .e w,11 . w- il P,ojected O • P,oposed Pod Elev. 9.75' : ,n 0 •. ""' ~ , ~ ~- .f!o i: .: Projected -Proposed Pad Elev. 19.77' p._ ____ _ Pad Elev ~a Approximate limits of _______________________ _, proposed-building ~ '? I Q I C I " I . I "' I I N I I 0 I l I IUl,.IV~t::d I --... -~-77' I ~20 ? ----Af_____ --?----?----?-_Al~?---?-----?---?--Af--?---?--- " -.-----?--. --o+-?-:_ _______ .2 "'. · . · Qal _ -?---~--------Q-----n ?--Tsa Qal ~?----20.J-·?--- -40- ' ~ '. \ .. ! ~ " ' ' . \ ',•,', ' ' ',.,· .... ..... ,. . ·. ~ ' .. ',, :,·· .. ' ,, . ---1---:.?:::--.,.--. L TD=19.0' -?-- I--_?--- TD=31.0' 0 5 10 20 Scale in Feet I I, i \ ' I I I ' I '' r I ~o --2-0 i:,..4·0 LEGEND See Fig.ure No. 2 CROSS-SECTION C-C" Leucadia Wastewater Treatment Plant Carlsbad, California Project No. 600203-004 ti 1"=20' Scale Engr./Geol; WOO/MRS Drafted By TS August 2006 Dijte Leigh-ton Consulting, Inc. Figure No. 5 A LEIGHTON GROUP COMPANY ' I I D --.-- <=-o-:.;: a, ffl GI > ..... ~-=: w- 40"". Existing ground surface ,,. "';" 0 Proposed Approximate limits of proposed building (,) 'I (,) C 0 ;: u GI II) ... GI -C T"' I al I al C ;:; u GI II) ... GI .. C ~ C"') I 0 I I I I I I I I I I I I I I MSE Wall 1 l l 0,.,1 i:1 .. v_ 19. 77' m 20b* :1 , , . . ,.,---: 1uw-·-···---J . Af . Af . I I ,_ --'9-~ --_!) ----~ --?aal? ____ : ~~~f-?---Qa~_Af -l-?--_? I 0-1---------?---~-----2-: -------__ ? ____ __,,.,.. ,..,,.,.. "/ ·-20- .4·0- . . . ! ',\ .. :I,~' ·.•,', •• 1' ·' ,11,:,•i• ·,· '' ·~ . . ' ' " Qal -?-·--- ?/ __,,.,. ?__,,.,. __,,.,. .,,...--. __,,.,. .. ?--TD=33.5' -· -· TD=21.5' .. TD=27.5' Tsa c-1 I cl ;· 0 5 10 L:J L:J D' -gz-= Ql ~~ GI C: w'=- -40 t-20 i-o 1--20 ~-40 Scale in Feet 20 LEGEND· See Figure No. 2 CROSS-SECTION D-D' Leucadia Wastewater Treatment Plant Carlsbad, California Project No. 600203-004 Scale 1"!=20' Engr./Geol. WDO/,MR8_~ Drafted By TS I . Lejq~,~~~0 ~~~0~~l!~n.~,J~c. Date August 2006 ti Figure No. 6 ----·-.......... _ ----------~-EGG, l --. .. -.l - I' -10 -20 /\ i-' ~ ..... -v _c ·-30 i-' Q (!J [) -<JO -50 -60 -70 LEIGHTON qt (tsf) 500 Hand F)uger- 1ax. Oept h: 19. 03 (ft) :Jepth Inc.: 0.16"1 (ft) S1 t e: Leucad1 a Waste Water- Loe at 1 on: CPT-02 fs (tsf) Rf ( %) 0 10 0 10 Hand Auger-Hand ~uger- • -"' ---., .J -----• -- .... --. ·: ---..... -. ,--;----•••• ---"j ----• --•• Dept. Eng1 neer-: 0. Olson Date: 08,,-08/06 11: 33 SPT NC 60) 0 100 Hand Auger- SBT 1 1 l;lndef tned ' ! t Si.It i ~~~4e4 Silt J -C- l ---, --- i St.1 fl Ftne Gra1ne i ---l Silt r·-.-.. ~n 1 ~~~d4 St l t 1 1 Sti·H Fine Gra1ne: 1~ 1s~;;d4,S1lt ' ! j ' i j' SBT: S011 Behavior-Type ~Rober-tson 1990) ·- ------'Ill ... ~ LEIGHTON S1tE;>:Leucad1a W-as.te Water-·oept. Eng1neer-:O • .Olson ~ . Ldcat 1 on: CPT-01 . Oat e: 08/08/06 08: 50 -... -...... -- /"\ +-'' '+- '\../ ..c +-' Q (I; 0 qt ( t sf) 0 -:~·g_o_ O ~ I I I I f . I )·-:I-: ·1 '.:j Hand ~l.,Jcje~ ·- -10 ••• -••••• -•• -· •• -f --•• -• ---••••••• - I -20 -•••• 7 ~ •• ·: .,..,_ -., ' ~30 -. ·{·· --., ..... I -40 -• ---·1 .. ------------· , •• -50 -60 -70 0 fs ( t sf) ·! Hand ·Auger- I ' -.') 10 . I 1 • • • • •· •• • • ·r • • •• •• -•• - ' I . -. --.... --~ --,. Rf ( %) SPT N(60) $BT. 0 1 o: 0 100 I I· I ,· .1 Hand Auger-:I. · t · Hand Auger-· I • ,-· -· •••••• -.. 'J .... ·--•••••• -' --••• --·-. "'"!"''" ••• ,,. ---' ,r··· · ····1· • ., -"" --., .. -. -. .. Unt;iefiJ1et;I ClalJ E:~lJelJ s,i', ,clalJelJ s,1·, 9al/ ClalJelJ Silt StltlJ ClalJ ·Cla<JelJ Silt S1l.t'lJ ClalJ ClalJ - Stiff tine Gra1ne Stiff Ftne Gra1ne Max. Depth: 33.63 (ft) SBT: S011 Behavior-T~pe (Rober-tson 1990) Depth Inc.: 0.164 (ft) - --... --.... .. 1111111 ---I fij' I LEIG HTQ N S" e, Leuc ad, a w·as t e Wat e, Dept. Enq, nee cc D. Dl son I Location:CPT-03 Date:08/08/06 09: 17 ......... -- 0 p -10 -20 r-. +-' '+- '-/ _c ·-30 +-' 0.. (]; D -40 -50 -60 -70 qt (ts f) 500 Hand ~uger ' • V ··-• • ._. -•I•••••---•• •o _,,: I -( -.. -.. -. -.. . . . ... --... -.-------------·-·· •• .J -.... G fs (tsf) Hand ~wgefr " -•. -f -• ' I '1 --.. Rf ( %) SPT N(60) SBT 10 0 10 0 100 Hand ~uger Hand Auger ' -l~ 1------,.. -------.. -I , ' ' -•• • • •• •• -"! • -• • • •• • •I ••• -• --• -•• ·1 -• -· -• -• -_ ....... --... •• 1 -- Unde-f ined Clay Clay St1EE F'1ne Gra1ne1- F'1ne Gra1ne Ce-mented Sand Sand4 Sl'lt ~~~d4 S11 t Max. Depth: 27.56 (ft) Depth Inc.: 0.164 (ft) SBT: S011 Behav1 or Tt,Jpe <Robert son 1990) - ---11111 -.. .. .. -· -... ~ LEIGHT·o· N Site: Leucadia Waste Wat er .Dept. Engineer: 0. 01 son ~ . Location: CPT-04 Date: 08'/08/06 09: 56 ... .. .. .. .. -- 0 -10 -20 r'\. +-' '+- '-/ _c -30 +-' o_ CL, 0 -40 -50 -60 -70 qt ( t sf) 0 -5.0.0 : .. _···=- Hand ~uger· ., .. __ ····----- ' . "' --.. ------t .. --.. ., . -.. -' -•• ----• --I •.•• " -....... -., '•• •II Max. Depth: 29. 04 (ft) Depth Inc.: 0.164 (ft) fs ( t sf) 0 10 Hand .Auger' -•·-····---~--+-·······- ""------.L-' . -. -.. "., ---·i --·------. - •••• ·•·•·r ·-" .. •• -·. -.... J Rf ( %) 6 10 Hand ~uger' I•" "" -•• -•• "i -•• -•• _. • -• •• I ••• SPT NC 60) 0 1 oo ·Hand·Auger ' . .! -•• - ' -.. --· -----· - SBT 1. _____ : __ _ ' ---. ··----- 'Undefined Cla4e4 Sri t ~!-aLJeLJ S1l-t Clay -Silty Cl·ay Claye4 S1·p S1lt4 Clay ~~~yey Silt Clay Cla4e4 Silt 'j --- ·1 c;;ent ed Sand SBT: Soil Behavior Type (Robertson 1990) - -----Ill 11111 .. ---ill ~ LEIGHTON Site: Leucadia Waste Wa,ter-Dept. Engineer-: D .. Olson ~ Location:CPT-05 Oate:08/08/06 10:24 1111 --- qt ( t sf) 0 500 0 0 Hand ~uger- ' -10 • -•••••• 4 •••••• ~ •••••• -•• ~,, ~20 .; -' r,. ...., '-I-- '-/ ..c ·-30 ~--·,--, ...., Q_ OJ 0 -40 .• ·1· • -50 -60 • _J - -70 fs ( t sf) Hand Auger- ' I --..... .l, •• __. .. --• . 1. Rf ( %) 10 0 Hand ~uger- .,. . -----,-----.. SPT N( 60) SBT 10 0 100 Hand Auger-' --. ~ .. - -. ---./ .. - Undefined Cl1aye4 S11 t s,1t Cla<Je<J Stlt - Sens1 t 1 ve Ft nes ~~":_4e>lJ S1 l t Stlt<J Cla<J j Cla<Je\J Stlt Silt Silt Clayey 51 l t Cla<J Stiff Fine Gr~nne Silt Ceme,-ited Sand Max. Depth: 30. 68 (ft) Depth Inc.: 0.164 (ft) SST: Soil Behavior-T~pe (Robertson 1990) - -.. -.. --.. -l ~EGG I LEIGHTON S,t e, Leucadt a Waste Water bept. EOqt neer, D. 01 son · I · Locat1on:CPT~Q6. Date:08A08/0~ 10:52 -. ..'. .... : :-.. -.... .. .. - 0 -10 -20 " +-' '4- '-./ _c;: -30 +-' Q_ ClJ 0 -40 -50 -60 -70 0 ·qt ( t $f) I .. Hand Auc;ier: ·, -""···-········-!---------- -J ---.. ' i"" _·Jgp_ Max. Depth: 66. 11 (ft) Depth Inc.: 0.164 (ft) fs ( t sf) Rf · ( %> 0 10 C) 10 Hand ~~gle; I 1, . -~-I ·.· . . i Hand ~uger J ' -• •••••• -•• -••. 4 -_, -••.• --•• • i •••. --... -- __ ; __ , _______ _ . _,_ ---.,...;._ --·---··-' ' ··-----··· t-.... :... -...... ~ SPT NC-60) $B_T 0 100 I 1. t 'Hand ~uqer-Un9efuied -~~~dy Silt Sens1t1,ve Fines ' l~~nsit1ve Fines .. Senst t 1 ve F"ines • -• .,! .... - Sandy Silt' ' Sand Silt ------ . Sli ty Clay ---$11 ty Clay Clayey Silt Silty Clay Clay Clayey Silt -- C!,aye4 S11,\ ------ Olay Silty Cl'ay Clay 'clay Cla4e-4 S1 lt Silt ~~'.:y ~~~4e4 Silt Cla4el.J S1lt l --- J === ~--l~~~dy Silt ;- l I 1 ) SBT: S011 Behavior-T~pe CRober-tson 1990) -· -1 -- --- -: __ 1' II i -1· I I .I I I- I I( -1 I \ . GEOTECHNICAL INVESTIGATION, -LEUCADIA WASTEWATER DISTRICT, PROPOSED HEADQUATE~S BUILDING AND FACILITY IMPROVEMENTS, CARLSBAD, CALIFORNIA . ,•," , I Prepared For Roesling Nakamura Architects, INC. 363 Fifth Avenue, Suite 202 . San Diego, California 92101 Project No. 600203-002 September 14, 2004 Leighton Consulting, Inc. A LEIGHTON GROUP COMPANY • ... ~' ; •• ~ i.• .. , CBol I C(bJ 1· I I I- I -I I I ,. I .• : I I 1, I ·1 I I Lei_g~ton Co:nsult.ing, Inc .. A. LEIGHTON GROUP COMPANY \ ' To: Attention: September 14, 2004 Roesling Nakamura Architects, Inc. 3 63 Fifth A venue, Suite 202 ' [ . ' ' ' San Diego, California 921 () 1 Mr. Joe Mansfield . . Project No. 600203-002 Subject: Geotechnical Investigation, Leucadia Wastewater District Proposed Headquarters Building and Facility Improvements, Carlsbad, California . In · accordance with your request and authorization, · we have conducted a geotechnical hrvestigation for the proposed headquarters building and improvements located at 1960 La Costa . -A venue· in Carlsbad,-California. Based on the results of our study, it is our opinion that the · building and improvements are feasible from a geotechnical standpoint provided the recommendations provided herein are inc·orporated into the design and constructjon of the proposed improvements. The accompanying report presents a summary of our investigation and provj4es geotechnical conclusio_ns arid recoinmendat1ons .relative to the proposed improvements . LEIGHTON CONSULTING, ~JilJ.~ William D. Olson, RCE 452 Senior Project Engineer Distribution: (9) Addressee Michae;l R. Stewart, CEG 1349 Principal GeologistNice President 3934 Murphy Canyon Road, Suite B205 • San Diego, CA 92123-4425 858.292.8030 • Fax 858.292.0771 • www.leightonconsulting.com I I I I I I ·-I I, I I I I I I I I I -600203-001 TABLE OF CONTENTS Section . 1.0 INTRODUCTION ................. ~ •..........• _ ..........................•....................•........•..... ~ .. -.••.....•.. 1 1.i 1.2 -PURPOSE AND SCO'PE •••••••••••••••••••••••• i ••••••••••••••••••••••••••••••••••••••••••••••••••••••.•••••••••••••••••••• l SITE LOCATION AND PROPOSED IMPROVEMENTS; ................... : ............................................ 2 2.0 SUBSURFACE EXPLORATION AND LABORATORY-TESTING .............•........••.......•....••.••...•. 4 . 3.0 SUMMARY OF GEOTECHNICAL CONDmONS ..••..........•................•............•.•..••...•••.•••.•... 5 3.1 REGIONAL GEOLOGY •••••••• · •••••••••••• ,.,i,,,., •••••••••.•••.•••••••••••••.••..•••.•••••....•.•••....•••••••..•••••••• 5 SITE GEOLOGY·····················································-···········~·········································· 5 3.2 3.2.1 3.2.2 3.2.3 3.3 3.4 Artificial Fill Undocumented·(map unit Afu) ......................................................... 5 QtJaternary Alluvium (map unit Qal) ....•. : ............................................................. 5 Tertiary Santiago Formation (map unit Tsa) ........................................................ 6 SURFACE AND GROUND 'WATER •••••••••••••••••••••••••••••••••••••••••••••• · •••••••••••••••••••••••••••••••••••••••• 6 GEOCHEMICAL CONSIDERATIONS/SOIL C0RROSIVIlY ........................................................... 7 4.0 FAULTING AND SEISMICrrY .....•..•...•...• i •••••••••••••• ~ ••.•••••••••••••••••••••••••••••••••••••••• ~ ••••••••••••• 8 4.1 FAULTING ••••••••••••••••••••.••••••••••••••••••••••••••••••••.••••••••••••••••••••••••••••••••• _ ••••.••••••••••••••••• ~ •••••• 8 SEISMICID ........................... ." ••••. -.••••..•••••. !!••···· •••••••••••••••••••••••••••••••••••••••• .' ••••••••••••••••••• 8 4.2 4.2.1 4.2.2 4.2.3 4.2A Shallow Ground Rupture ........... , ..................................................................... 10 Liquefaction············································~························· .. ····························· 10 Earthquake-Induced Settlement .................................................. .-..•• ; ..•............ 10 Lateral Spread ........................................................... ~ .................................... 11 5.0 CONCLUSIONS .................•......•..•...•..•..•..•..•............•.•••.•..•...•••........ ~························· 12 6.0 RECOMMENDATIONS-................. · ............... ~ ..•...............•...........•......•....•...•.••..•..•......... 14 EARTHWORK •••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••• · •••••••••••••••••••••••••••••••••••• 6.1 6.1.1 6.1.2 6.1.3 6.1.4 14 14 Site Pre_paration .......... ~························· ...................... ~ ................................... . ~xcavations and Remedial Grading ................... : ......................... · ...................... 14 Fill. Placement and Compaction ........................... ; ............................................ 15 Ground Improvements ............ -............................•.......•........ ~ .. ~ ...... ~················· 15 6.2 6.3 6.4 6.5 6.6 6.8 6.9 TEMPORARY ExCAVATIONS AND SHORING •• , ••••••••••••••••••••••••••••••••••••••••••••••• ; ••••••••••••••••••••• 16 ·FOUNDATIONS ••••••••••••••••••••••••••••••••••••••••. ~ •••••••••••••••• ~ ••••••••••••••••••••••••••••••••••••••••••••••• 16 RETAINING WALL LATERAL EARTH PRESSURES ................. : ............................................... 19 M$E RErAINING WALLS ••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••• 20 PRELIMINARY PAVEMENT RECOMMENDATIONS ••••• ; ............................................................ 21 CONCRETE FLATWORK •••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••• 22 CONSTRUCTION OBSERVATION ..................................................................................... 23 6.10 PLAN·REVIEW ····································································~····································· 23 7.0 LIMITATIONS .............................•..................................... 1!: ••••••••••••••••••••••••••••••••••••••••• 24 i Leighton I I I I -, :1 ,, ·1 I ,-- 1 . :1 ·1 I' I I ,-- 1 .I TABLE OF CONTENIS (Continued) TABLES TAB~E 1 -SEISMI(: PARAMETERS FOR Ac;rIVE FAULTS -PAGE 9 TABIE2.:. TEMPORARY SLOPES-PAGE 16 _ TAB~E-3 -RETAINING WALL EQUiVALENTFLUID WEIGHT (PCF) -PAGE 19 TABLE 4 :-MSE RETAINING WALL DESIGN PARAMETERS --PAGE 20 TABLE-S -PRELIMINARY PAVEMENT SECTION$ -PAGE 22 FIGURES ,. [ FIGURE 1 -SITE Loc;:ATION MAP -PAGE 3 FIGURE 2 -GE0TECHNICAL MAP -REAR OF TEXT FIGURE 3 -CROSS'-SECTION A-A' -REAR OF TEXT APPENDICES APPENDIX A .:. REFERENCES APPENDIX B -BORING LOGS APPENDIX C -LABORATORY DATA ANALYSIS APPENDIX D '" SEISMIC ANALYSIS APPENDIX E .,_ GENERAL EARTHWORK AND GRADING SPEOFICATI0NS '' IJ ~ •• \ .. / ~ " ' ' ' ·,. ~ ',·, ' ~' ,,, .... ·,·,··,; .•, .' .· .. -' '. • l" 1 : ·~ • • •' ii 600203-001 Leighton ·1 1. , .. , ... ·1· ., . ,_ I ·1 :1·· I •• I ·I .I I 600203-002 1.0 INTRODUCTION 1.1 .. Pur,pose and :Scoge ' . \ . This report presents the results of our geotechnical investigation for proposed Leucadia Wastewater District Headquarters Building, maintenance building and other · ·improvements at the facility located in Carlsbad, California (Figure 1 ). The purpose of · · our inve~tigation was to evaluate the existing geotechnical conditions present at the site .-~d to grqvide preliminary conclusions &nd geotechnkal recommendations relative to the . proposed development. Our .scope of services for this investigation included: . . . • Review of available pertinent, published and linpublished geotechnical literature and · maps (Apnendix A) . ~ I - • ... A geotechnical reconnaissance of the site and geologic mapping of site conditions. ·• Cpordination with Underground Service Alert and Leucadia Wastewater District representatives. • . Obtaining a County of San Diego, Department of Health, Boring Permit. • Subsurface exploration consisting of the excavation, logging, and· sampling of 4 ·hollow"'stem borings (B .. l ·through B-4). In addition we utilized the information of previous studies including two borings.identified as A-12 and A-13 by Amee Earth & . Enviro~ental, Inc: (Amee, 2001), and two borings identified as-LA-1 and LA-2 by -Leighton and Associates (Leighton, 2003). The lo$s of all the borings are presented in Appendix 13 . • Laboratory testing of representative soil samples obtained from the subsurface · exploration program. Results of these tests are presented in Appendix C, and are noted on the boring logs (Appendix B). • Compilation and analysis of the geotechnfoal data obtained from the field investigation and laboratory testing. : . •: .Preparation of this report presenting our geotechnical :findings, conclusions, and :-·//·:!', ·:: 'geotechnical recommendations with, :respect to the proposed design, site grading, and · ... :.·.\ ,, . general construction considerations. ',: ·,1 : • . . ~ ~ . ,, ~· ' : . ' -1- Leighton I I :1 I I I • I I. I· I I r I I I I I I I. I . 600203-002 1.2 Site Location and Proposedimprovements The existing facility is located at 1960 La Costa A venue in Carlsbad, California. The proposed development will include a two-story corpmercial building (i.e., a concrete masonry block) over a semi day-lighted parking garage and a lightweight metal maintenance building, as presented on Figure 2, Geotechnical Map. The proposed underground parking garage for the building is assumed to be approximately eight to ten feet b~low the proposed finis4 floor elevation of 20.0 mean sea level (msl); Location of the proposed building is in the southeast comer of the facility and is presently occupied by a existing metal storage building, asphalt pavement, and an open areas that is covered with woodchips. Based on drawing reviews and discussions with facility personnel, the southern portion of the proposed building area was also occupied by an above ground digester tank. Topography of the proposed building site at the southern end is relatively flat at an approximate elevation of 20 feet msl and then gently slopes northward to an appro~imate elevation of 12 feet msl bene~th the northern portion of proposed building. At the time of our investigation, site grading plans were not available. However, the proposed.surfi:1.ce grades surrounding the building are anticipated to remain relatively the saine and earthwork is expected to consist of site preparation, excavation of the underground parking garage beneath the building footprint and wall backfills. In addition, there are two new covered parking structures and a retaining wall being proposed (see Figure 2). It is our understanding that the proposed covered parking structures, located in the north end of the facility, are to be lightweight metal canopy type structures that would require permanent footings. The proposed retaining wall is locate~ along the eastern perimeter of the proposed maintenance building and is anticipated to be less than 10 feet tall. · Leighton _-_1 I I:· __ ,.-, ·1: I • l 1· ·1 I I- I I I I .-1 I .I ,-_ WORTH' ... : ·~ .: .. '\ • ~ I H ! :. ,':. • ,. Leucadia Wastewater Treatment Plant Carlsbad, California ---..:· . ~?~ ~ BATIQUITOS LAGOON I I .-------- ' I PROJECT SITE ·, . -StJN.M{lRCOS _ -' -CREEK -- ' I ' ---- LEUCADIA . BLVD SITE LOCATION MAP NOT TO SCALE Project No. 600203-002 Date September 2004 Figure No. 1 I 1, I I I I: • I I I I 1:· I I I ,;. I I I I 600203-002 ..2.0 SUBSURFACE EXPLORATION AND LABORATORY TESTING Our subsurface exploration consisted of the excavation of four ( 4) small diameter hollow stem augured borings within the vicinity of the proposed improvements, to a depth of approximately 21 to 41 feet below the existing ground surface (bgs). See the Geotechnical Map, Figure 2, for locations of the borings. The purpose of these excavations was to evaluate the physical characteristics of the onsite soils pertinent to the proposed improvements. The borings allowed _evaluation of the soils to be encountered at foundation elevations and the general nature of the .soils proposed for use as compacted fills, arid provided representative samples for laboratory testing. Prior to boring excavation, Underground Service Alert and representatives of the District were contacted to coordinate location and identification of nearby underground utilities. Indications of hazardous materials were not encountered during 'drilling . · The exploratory excavations were logged by a representative from our firm. Representative bulk and undisturbed samples were obtained at frequent intervals for laboratory testing. The approximate locations of the borings are shown on the Geotechnical Map, Figure 2, and logs of the borings are presented in Appendix B. Subsequent to logging and sampling, the current borings ·were backfilled with bentonite grout per County of San Diego; Department of Environmental Health requirements. Laboratory testing was performed on representative samples to evaluate the moisture, density, direct shear, maximum density, expansion potential and geo-chemical { corrosion) characteristics of the subsurface soils. A discussion of the laboratory tests perfo1111ed and a. summary of the laboratory test results are presented in Appendix C. In-situ moisture and density test results are provided .on the boring logs (Appendix B). -4-Leighton I I I I 1· I • I I I I I I I I I I I I I 600203-002 3.0 SUMMARY OF GEOTEC:HNICAL ·CONDmONS · 3.1 Regional Geology The subject site is situated in the coastal section of. the Peninsular Range Province, a California geomorphic provip.ce with a long and active geologic history. Throughout the last 54 million years, this area known as the. San Diego Embayment has undergone several episodes of marine indunation and subsequent, marine regression. This has resulted in a thick sequence of marine and nonmarine sediments deposited on rocks on Southern California batholith during minor episodic tectonic uplift of the area. 3.2 Site Geology Based on our subsurface exploration, and review of pertinent geologic literature and maps, the units underlying the site within the proposed subsurface basin area consist of artificial fill and alluvial soils that were underlain by the Santiago Formation. A brief description of the ge~logic units as encountered. on the site is presented below. 3.2.1 Artificial Fill (map unit Af) Artificial fill was encountered in all borings and was on the order of 1 to 9 feet in . depth. The fill soil, consisting of loose to medium dense clayey sands .and medium stiff to stiff sandy clays, appears to have been plac;ed during the original construction of existing or. 'previous facility improvements. Any undocumented fill, and/or desiccated documented fills that are encountered during the anticipated future grading operations ·are considered potentially compressible in their present condition and will require removal and recompaction during site grading. · 3.2.2 Quaternary Alluvium (map unitOal) Alluvial material was encountered in three borings, B-2, B-3 and B-4, and predominately consists of loose, clayey sand and soft sandy clay. Thickness of the alluvium ranged from 10 to over 40 feet in borings B-2 an4 B-4, respectively. In general, the alluvium increases in thickness to the north and is considered potentially compressible in its present condition. These soils, previously tested, have a medium expansion potential (Leighton, 2003). The alluvium beneath the proposed building should be removed and replaced with . compacted fill to support foundations or additional· structural fill. As an alternative foundation system, Cast Ih-pl~ce Drilled Hole (CIDH)_piles extending -5- Leighton I I I I I I. • I I I. I I: I I I I -I I I I 600203-002 through the alluvium and founded in the underlying formational material may be considered given the conditions encountered and potential impacts of higher groundwater elevations. 3.2'.3 Tertiary Santiago Formation (map unit Tsa) _The Tertiary Santiago Formation is the underlying bedrock unit beneath the site (Tan, et. al., 1996). Our investigation encountered the Santiago Formation at -depths of approximately 5 t_o 20 feet bgs within the proposed build~ng area (i.e., borings B-1 and B-2) and consists primarily of massively bedded clayey to silty sandstone with interbedded siltstone ap.d claystone. The siltstones and claystones · generally are bluish gray to gray, damp to . moist, stiff to hard, moderately weathered, fractured l:Uld sheared. The sandstone generally consists of grayish green, damp to moist, dense to very dense, fine to medium grained sand. This unit has a very high expansion potential in the clayey portions and a low to very low . expansion potential in the sandy portions. Similar to the varying thickness of the alluvium, the contact of the Santiago. Formation appears to dip towards the northwest. 3.3 · · Surface and Ground Water · No surface water or evidence of surface ponding was encountered during our field· ii:ivestigations. However, the facility is located adjacent to the San Marcos Creek streambed and may be subject to storm related fl0odi:ng. In addition, surface water may drain as sheet flow from the higher portions of the site during rainy periods and accumulate in lower elevations. _ Ground water was encountered in borings B-3 and B-4 at a depth of 8 to 9 feet below ground swface (i.e., an approximate elevation of -1.0 feet msl). It should be noted that previous explorations by AMEC in January 2001 at the facility indicated that ground water was encountered at an elevation of +3 to +3.5 feet msl. An investigation in January 1992, also .encountered ground water at the surface in lower lying areas of the facility (AMEC, 2001). '. '. " I • \ .~ •, • • '. '·, ·, ' f' ·. ,,. IO 1, ~' . ' ,. -6-Leighton I I I I ,, I --1 I I' 1: I I I I I I I I I 3.4 600203-002 Geochemical Considerations/Soil Corrosivity The National Association of Corrosion Engineers (NACE) defines corrosion as "a deterioration of a substance or its properties because of a reaction with its environment." From a geotechnical viewpoint,, the "environment" is the prevailing foundation soils and the "substances" are reinforced concrete fm:mdations or various types of metallic buried elements such as piles, pipes, etc. that are in contact with or within close vicinity of the soils. In general, soil environments-that are detrimental to concrete have high concentrations of soluble sulfates and/or pH values of less than 5.5 .. Table 19A-A-4 of 2001 California Building Code (CBC) provides specific guidelines for the concrete mix-design when the soluble sulfate content of the soil exceeds 0.1 percent by weight or 1,000 ppm. The results of our. laboratory tests on representative soils from the site indicated a soluble sulfate content of 0.2 percent (2,000 ppi,n) and a pH of .8.13 which suggests that the concrete should be designed minimally in accordance with the Severe Category of Table 19A-A-4 ofthe 2001 CBC. A minimum resistivity value less than approximately 5,000 ohm-cm (City of San Diego, 1992} typica1ly indicates a corrosive environment to buried, uncoated metallic conduits. The test results indicate a minimum resistivity of 357 ohm-cm indicating a very high corrosion potential to buried uncoated metal conduits. Chloride testing indicates a severe degree of corrosion potential (3,600 ppm). The test results are provided in Appendix C. For appropriate evah:1ation and mitigation design for other substances with potential influence from corrosive soils, a corrosion engineer may be consulted. These other · substances include (but are not necessarily limited to) buried copper tubing, aluminum elements in _close vicinity of soils,. or stucco finish that can be potentially influenced. Leighton I I I I I -I -I I I ,. I I I I I I I I I 600203-002 4.0 FAUL TING AND SEISMICITY 4.1 Faulting Our discussion of faults on the site is prefaced with a discussion of California legislation and state policies cohcerning the classification and land-use criteria associated with faults. By clefinition of the California Mining and Geology Board, an active fault is a fault· which has had surface displacement within Holocene time (about the last 11,000 years). The State Geologist has defined a potentially active fault as any fault considered to have been active during Quaternary time (last 1,600,000 years) but that has not been proven to be active or inactive. This definition is used in delineating Fault-Rupture Hazard Zones as mandated by the Alquist-Priolo Earthquake Fault Zoning Act of 1972 and as most recently revised in 1997. The intent of this act is to assure that unwise urban developm~nt does not occur across the traces of active faults. Based on our review of the Fault-Rupture Hazard Zones, the site is not located within any Fault-Rupture Hazard Zone ~s created by the Alquist-Priolo Act (Hart, 1997). . San Diego, like the rest of Southern California,. is seismically active as a result of being located near the active margin between the North American and Pacific tectonic plates. The principal source of seismic actjvity is movemenfalong the northwest-trending regional fault zones such as the San Andreas, San Jacinto and Elsinore Faults Zones, as well as along less active faults such as the Newport-Inglewood (Offshore) and Rose CaIJ,yon Fault Zones. Our -review of geologic literature pertaining to the site and general · vicinity indicates that there are no knpwn major or active faults on or in the immediate vicinity of the site (Jenning~; 1994). Evidence for faulting was not encountered during otir field investigation. The nearest known active regional faults are the Rose C?Tiyon fault located approximately.5 miles west of the site, the Newport Inglewood Fault located offshore 11 miles west of the site the Coro~ado Bank Fault located 20 miles west of the site (Blake, 2000). 4.2 _Seismicity The site can be considered to lie within a seismically active region, as can all of Southern California. Table 1 indicates potential· seismic· events that could be produced by the maximum moment magnitude earthquake. A maximum moment magnitude earthquake is the maximum expectable earthquake given the known 'tectonic framework. Site-specific seismic parameters for the site are included in Table 1 ·are the distances to the causative faults, earthquake magnitudes, and postulated ground accelerations as generated by the deterministic fault modeling software EQFAULT (Blake, 2000). Leighton I I I I ,. I - I .,. I ., ,. I I I ,. I 1· I 600203-002 '" .. . •' Table 1 Seismic Parameters for Active faults (Blake, 2000) . .. Peak Potential . Distance from Slip Rate* Maximum Horizontal· One Standard • Causative Fault to .Site Moment Ground Deviation · Fault · (Miles) (mm/yr) Magnitude Acceleration (g) . .. (g) Rose Canyon 5.3 1.5 7.2 0.44 0.24 · Newport- Inglewood·· 10.6 1.5 7.1 0.24 0.13 (Offshore) · · Coronado l20.5 3.0 7.6 0.16 0.09 Bank " *CDMG 1996 As-indicated in Table 1, the Rose Canyon Fault Zone is the 'active' fault considered having the most significant effect at ·the site from a· design standpoint. A maximum moment magnitude earthquake of moment magnitude 7 .2 on the fault could produce an . estimated p~ak horizontal ground acceleration 0.44g at the site. The ground acceleration was modeled using the l 995b/l 997 attem,iation equation of Abrahamson & Silva for a · rock site. 'the Rose Canyon Fault Zone is co1_1sidered a Type B seismic source according to Table 16A-U of the 2001 CBC. Sumniary printouts of the detenninistic analyses are provided in Appendix D of this report. The effect of seismic shaking may be mitigated by adhering to the California Building Code or state"-of-the-art seismic design parameters of the Structural Engineers Association of California. The seismic parameter setting for the site per 2001 CBC are as follows: • Soil Profile Type (Table 16A-J) = S:o · • Seismic Zone 4 (Figwe 16A-2) Z = 0.4 • Slip Rate, SR, (Table 16A-U) = ·1.smm per year (CDMG, 1996), based on the Rose Canyon fault Zone • Seismic Source Type (Table 16A-D) = B .. ,_;.,), ... ·~-Na= 1.0 (Table 16A-S) ·. ·,:',-: .. ·• Nv= 1.1 (Table 16A-T) ',' . ·~: -. ,•, .· . ·.:. skcondary effects that can be associated with severe ground shaking following a · -':relatively large earthquake include shallow ground rupture, soil liquefaction, and dynamic settlement. These secondary effects of seismic shaking are discussed in the following sections. -9-Leighton I I I I I I -I I I I I I I I I I I I I . 600203-002 4.2.1 Shallow Ground Rupture Ground rupture because of active· faulting is not likely to occur on site due to the absence of known active faults. Cracking due to shaking from distant seismic events is not considered a significant hazard, although it is a possibility at any site. 4.2.2 Liquefaction Liquefaction and dynamic settlement of soils can be· caused by strong vibratory motion due to earthquakes. Both research and historical data indicate that loose, saturated, granular soils are susceptible to liquefaction and dynamic settlement. Liquefaction is typified by a total loss of shear strength in the affected soil layer, thereby causing the soil .to flow as a liquid. This effect may be manifested by excessive settlements and sand boils at the ground surface. Due to the high clay content in the alluvium deposit and the dense nature of the shallow underlying formational soils above the ground water table, it is our opinion that the potential for liquefaction beneath the proposed building due to the design earthquake is low. However, there is a potential for liquefaction in the vicinity of the proposed c6vered parking structures and retaining wall located to the north. . . In summary, mitigation measures should be con$idered beneath the ·proposed maintenance building and retaining wall structure. As for the proposed covered parking structures, mitigation measures are not consider appropriate based on the anticipated light foundation loads and our understanding of it use. If the project designers determine that the cqvered parking structures require mitigation for liquefaction, addition subsurface investigation and analysis may be needed to develop site-specific recommendations. 4.2J Earthguake-Induced Settlement . Granular soils tend to densify when subjected to shear strains induced by ground shaking during earthquakes. Simplified methods were proposed by T okimatsu and Seed (1987) and Ishihara and Yoshimine (1991) involving SPTN-val1.1es used to estimate earthquake induced _soil settlement. Due to the low susceptibility· of liquefaction beneath the proposed headquarters building, the potential for earthquake-induced settlements is considered to be low during strong ground shaking. Earthquake-induced settlements tend to be most damaging when differential settlements result. J?arthquake-induced differential settlements are expected to be ¼ to ½ ·Of an inch within the headquarters building footprint area. -10-Leig-hton I: -I I .,. .. , . :_ I. -I I ·1! .. ,· I I I I I. .1· I I I 600203-002 Dynamic settlement beneath the proposed maintenance building and retaining wall structur~ .based on the results of our limited exploration indicates and our experience· with other project in the vicinity indicate total liquefaction-induced -settlement 6n the order of 2-to 6-inches can be anticipated as a result of the design earthquake event. Differential dynamic settlement is anticipated to be on the order ofless than 1 ½ inches provided mitigation measures are implemented . 4.2A Lateral Spread I'•' \ l'' '. " . ! '\ \ .,: ~ ., ' ,I_ ',•:, ' I ( ' '• .. ~,. " ... ,:'·~. ' .. ; ·, ~ -.· ' .. . • 1 ,. ... ,' ': ' ,' Empirical ·relationships· have been derived by Youd and others (Youd, 1993; . Bartl~tt and Youd, 1995; and.Youd et. al., 1999) to estimate the magnitude of iateral spread due to liquefaction. These relationships il}clµde parameters such as earthquake magnitude, distance of th¢ earthquake from the site, slope height and angle,.the thickness ofliquefiable soil, and gradation characteristics of the soil. The susceptibility to earthquake-induced lateral spread is considered to be low for the site beneath the proposed headquarters building because of the low susceptibility to liquefaction. -11- Leighton I. '!9 I I I. .,. I I I I I I I I 1· 600203-002 5.0 CONCLUSIONS .Basei -~~ th~ results of om;-geotechnicaJ investigation of the site, it is our opinion that the ' proposed _improvements . are feasible. from a geotechnical standpoint, provided the following . ·conclusions.and ·recommendations are incorporated into the project plans and specifications. Tpe :following is a.summary .of the geotechnical factors that sho~ld be considered. · . Based, on our subsurface exploration and laboratory testing, the upper portions of the existing · fill ·soils and alluvial soils beneath the proposed building are considered potentially compressible and should be removed to competent for:rnational material or to within 2 feet of the groµnd water aµdreplac_ed with compacted fill to support additional fill or structural loads from conventional. foundations (i.e., spread. and continuous footings). The depths· of these · soils-are esthnated to range from 5 to 20 feet bgs: In addition, drilled piers and the ~tructural slab should be considered for the proposed building to mitigate cut/fill transitions and/or alluvial soil left in place. · · · The formational materials and surficial soils present on the site should be gen·erally rippable with co:µventional heavy.,duty earthwork equipment. · Based .on laboratory testing, the onsite alluvium has a medium expansion potential. It should be noted· that clayey portions of the Santiago Formation may have high to very high expansion potential and. should not be reused as compacted fill. ·. Laboratory test results indicate the soils present on the site ha;e a high (severe) potential for sulfate attack on concrete .. In addition, onsite soils are considered to have a high to very high potential for corrosion on buried uncoated metal conduits from minimum resistivity testing. The maximum moment magnitude earthquake of moment magnitude 7 .2 on the Rose Canyon ,; ' fault could produce _an estimated peak horizontal ground acceleration 0.44g at the site. _Considering that there is a potential for liquefaction and .differential movements i11 the vicinity· of the proposed maintenance building and ·retaining wall 1ocated in the northeast comer of the facility. Mitigation measure or ground improvement and the use of relatively flexible MSE retaiµing wall system should be considered. ''. ! · ,' .. ~ •, . ', 1 .... ·, •,',. ! Thfi~:Xi~ting upper fill and alluvium soils appear to be suitable material for reuse as fill . p:t'~~id~ci they are relatively free of organic material, expansive soils, debris, and rock frci:ginents larger than 8 inches in maximum dimension. ,'. .. -12-Leighton I I ., I I I -I' I I I I I I I I I I I 1· 600203-002 • Ground water was encountered during our investigation at a depth of 8 to 9 feet below ground ·surface in the northern boring, B-3 and B-4 (i.e., approximate elevation of -1 ft msl). Previous explorations by AMEC in June 1999 indicated that ground water beneath the facility was encountered at elevations of +3 to +3.5 feet msl. It should also be noted· that ground water levels can fluctuate due to runoff, or sea~onal flow of San Marcos Creek, and will most likely be higher in elevation in wetter times of the year.The contractor should be prepared to remove ground water from deeper excavations. -13- Leighton I .,. ·1.· . , ·I. I I . ,· I I I ,~ I I ,.· I I 600203-002 6.0 RECOMMENDATIONS 6~1 ·Earthwork . \ We. anticipate that earthwork at the site will consist of site preparation, remedial grading, excav~tions, fill placement and ground iIIlprovement (i.e., mitigation measures beneath the northern retaining wall). We recommend that earthwork on the site be performed in : accordance with the following recommendations and the General Earthwork and Grading · Specifications for· Rough Grading included in Appendix E. In case of conflict, the .. foliowing recommendations shall supersede those in Appendix E . 6 . .i.1 Site Preparation ., I Prior to grading, all areas to receive structural fill or engineered structures should be deared ofsurface and subsurface obstructions,. including any existing debris · and undocumented or loose fill soils, and stripped of vegetation. Removed · vegetation and debris should be· properly <;lisp.osed off site. All areas to receive fill . a11d/or other surface improvements should be scarified to a minimum depth of-6 inches, brought to 11ear-optimum moisture conditions, and recompacted to at least ·· 90 percent relative compaction (based on ASTM Test Method D15-S7) . 6.1.2 Excavations.and Remeqial Grading· , .. .. " : ". \ .. ! ~ ... ' . \ ·, ,·,',, r' ',,, ,, ... ' . ::·::··:~.: ,'; ; . . ~ •'" •• 1l ,' .t .. , L. ,, . Excavations of the onsite materials may generally be accomplished with conventional heavy-duty earthwork equipment. Artificial fill and alluvial soils present on site may cave during trenching operations. In accordance with OSHA requirements, excavations deeper than 5 feet should be shored or be laid back to ~ : 1 (horizontal to vertical) if workers are to enter such excavations. See Section 6.2 for additional excavation recommendations. Remedial grading or rem0vals of the undocuinented fill and aHuvium soils should be performed where possible to competent formational material or to within 2 feet of the. ground water. · we· recommend remedial excavations be started at the proposed finish pad elevation at a point S feet from building perimeter and be sloped away from the structure at an inclination of l: 1 (horizontal to vertical) to competent material. It should be noted that removals may be limited by the seasonal ground water elevations (i.e., elevations range from -1.0 to +3.5 feet msl) (AMEC, 2001). All removal bottoms should be reviewed by the geotechnical consultant prior _to scarification and recompaction. -14- Leighton I --1 ,,·: I . ·, I -I I I .,. I I I I I 1· I I I 600203-002 in· order to mitigate the impact of the underlying cut/fill transition condition beneath the headquarters building, we recommend all footings be deepened to · extep,d through the fill soils and founded a minimum of 12 inches into competent formational material. . Spread footings ~ay be extended beyond the design bottom of the footing· to· obtain the minimum re<::ommended embedment with the use of a . 2-sack, sand-cement slurry prior to placement of foundation reinforcing steel and · concrete. In areas of deeper fill and underlying alluvium (i.e. the northern portion · of building) drilled piers and grade beams are teconimended . 6.1.3 Fill Placement and Compaction -In general, the onsite soils are generally suitable for reuse . as compacted fill provided they are free of organic material, debris, and rock fragments larger than 8 inches in maximum dimension. All fill soils should be brought to above-optimum moisture conditions and compacted in uniform lift~ to at least 90 percent relative. compactjqn based on laboratory standard ASTM Test Method D1557. The · optimum lift thickness required to produce a uniformly compacted fill will depend on the type and size of compaction equipment used. · In general, fill should be placed in lifts not exceeding 8 inches in thickness. Placement and compaction of fill should be_ performed in general accordance with the current local grading ordinances, sound construction practice, and the General · Earthwork and Grading Specifi~ations · for Rough Grading · presented in· A:ppendixE. All import soils should be granular and tested to have an expansion index of less than 50 (per UBC Standard. 18-2). The soils-shall be certified -(by the soil consultant of the export site) to be free from organic debris and contamination (such as pesticides, hydroc~bons, etc,). The soil engineer shall be notified of the potential borrow Source a minimum :0f 36 hours prior to importing the soils onto the site. The soils engineer shall :provide acceptance of these soils prior to · trucking of import soils onto the site. Granular soil may also be available on the site. : ·.ELl.4 Ground Improvements ~· . ! '~l .. ! ~ ·: J ' \ '.•.,', : '. ' • ,, > ~ • ,. . . ',' '' -~: . .. ,: .. ~ ·,:' . ' ' ~ ' ~ I I< • .. ', ',·,: . '.· .. Based on the loose characteristics of the onsite alluvium materials beneath the ground water table in the vicinity of the proposed maintenance building and retaining wall, there is potential for liquefaction within sand layer. Therefore, ground improvement mitigation beneath the proposed foundations in this area is recommended. The use of.a .gravel mitigation blanket (i.e., a 1-foot thick layer of -15- Leighton I I I I I I -I I I I I I I I I I I I I 600203-002 3/4-inch gravel surrounded with a Woven geotexti~e, Mirafi 500x, or equivalent) and the placement of on.e geogrid reinforcement layer (Tensar BX-1200, or equivalent) on top of the Mirafi 500x material prior to placement of gravel. The gravel mitigation blanket should extend at least 10 feet beyond the building or retaining wall footprint. Assuming a finish pad elevation of roughly +l 0 feet msl for the maintenance building and a maximum footing depth of 24-inches, the recommended bottom elevation of the gravel mitigation blanket is +3.0 feet msl. A representative of this office should perform continuous observation during ground improvement. 6.2 Temporary Excavations_and Shoring_ Sloped excavations may be utilized when adequat~ space allows. The cut is most likely to expose· fill/alluvium over formationaJ. material with a possible seepage condition. Based on our borings and laboratory testing, we provide the following recommendations for sloped excavations in fill/formational materials without seepage conditions: Table Z Temporary Slopes Excavation Depth (feet) Maximum Slope Ratio in Fi'll/Alluvium Materials (J;iorizontal to vertical) I 0-5' l 3/4: 1 I 5-20' 1 : 1 greater than 20' 1-1/4: 1 We do not recommend surcharge loading or equipment lay-down within 5 feet of the top .of slope. In addition, cut slopes should not be made within 5 feet (measured horizontally) of adjacent structures. A "competent.person" should observe the slope on a daily basis for signs of instability. If slopes exceeding those indicated ate deemed necessary, shoring ·maybe necessary. .6.3 Foundations Foundations should be designed in accordance with structural considerations and the following recomrp.endations. These recommendations· assume that the soils encountered have a low to medium potential for expansion. -16-Leighton ·_I I I I 1·. .1· -I I I'. . ·I· '· ' ., I I I- I I I I .I 600203-002 Conventional Footings for the Building . Portfons of the headquarters building may be supported by conventional continuous footing · depending on depth· fill. The· footirig should extend a minimum of 24 inches beneath the lowest adjacent finish grade and may ,be designed for a maximum allowable . qeadng pressure o'f 3,000 psfiffounded on competent formational material. Footings for the maintenance building should extend a minimuni of 24 inches beneath the lowest .adjacent ·_soil grade; At these· depths, footings may be desjgned for a maximum allowable bearing pressure of 2,000 pounds per square foot (psf) if founded in properly compacted ·:fill soils.· Special cop.sideration should be given to the design and installation of foundations · in· order to maintain integrity of the. underlying ground improvement. The minimum recommended width of footings is 18 inches for continuous footings and 24 inches for square or round footings. Footings should be designed _in accordance with the structural engineer's requirements ·and have a minimum reinforcement of four No. 5 reinforcing bars (two top· ·and. two bottom). the allowable pressures may be increased by one-third when considering loads of short duration such as wind or seismic fo:,;ces. Drilled Piers Drilfed · piers embedded a minjmum of 5 feet into competent formational soils may be designed for an_ allowable end bearing of 6~000 psf at a maximum diameter of 24 inches. · · Drilled piers should be spaced at least 3 diameters apart. The capacity may be increased : by 500_ psf skin friction for each additional foot of embedment. Pier lateral analysis with _soil-structure_ response and design bending moments accounting for undocumented fill soils and group effects may be p~rformed once the lateral loads are determined. For. drilled piers, we recommend that concrete be placed in a manner that prevents segregation of the concrete mix and disturbance to the side of this excavation. Limited ·shrink.concrete is recommended to allow fill mobilization of pier skin friction. We also recommend that concrete be placed as soon-as possible after the pier shaft js excavated. ·. Loose or friable sands may be encountered in artifidal fill materials and may cave during drilling. Cate should be taken to prevent-caving of soils into the excavation. Floor Slabs -. In deeper fill areas we recommend the use of drilled piers and grade beams supporting a structural slab. these areas may be transitioned to slab _on grade with conventional f~.undat1ons. The limits of transitioning should be determined in accordance with the . structural -engineer's requirements. Where proper removal and recompaction is " ; :;r:~rrormed, either a structural slab or slab on grade may be utilized with drilled piers and . <_·,.}g:tade beams. • \'1··,;:-• l ' . : ', ~ ·: . ~ . · : AH floor slabs should have a minimum thickness of 5 inches thick and be reinforced with ,. > No; 3 rebars 18 inches on center each way (minimum) placed at mid-height in the slab. Increased thickness or reinforcing may be necessary based on structural requirements and loading conditions. The maintenance building :tloor slab, which is subjected to equipment ~1?-Leighton I I 1· I I I -I I ·1 I . , I I I I I I I I . 600203-002 loading, should have a minimum thic)mess of 7 inches thick and be reinforced with No. 3 rebars. l8 inches on center each way (minimum) placed at mid-height in .the slab. Structural slabs should be designed by the structural engineer for design loads without support from the underlying subgrade soils. Floor slabs should be underlain by a 2-inch layer of clean sand (SE .greater than 50). If reduction of moisture migratiop. up through the slab i~ desired, the sand or gravel' layer should be additionally underlain bya 10-mil (or heavier) moisture barrier plastic sheeting, which is in turn underlain by an additional 2 inches of clean sand. We recommend control joints be provided across the slab at appropriate intervals as designed by the project architect. The· potential for slab cracking may be reduced by the use of low water content concrete. The contractor should take appropriate curing precautions during the pouring of concrete in hot weather to minimize cracking of slabs. All slabs should be designed in accordance with structural considerations. · Moisture barriers can retard, but not eliminate, vapor migration from the underlying soils up through the cement slab. We recommend that the floor coverings contractor test the moisture vapor flux rate through the slab prior to atten;ipting the application of moisture- sensitive floor cqverings. We recommend that a.slipsheet (or equivaleµt) be utilized as a· minimum if grouted tile, marble tile, or other crack-sensitive floor covering is planned directly on concrete slabs. "Breathable" floor coverings or special slab sealants should be considered if crack-sensitive floor·coveririgs are planned on the slab . Settlement For foundations founded on competent fonnational material, the maximum total and differential .settlement are estimated at 1/2 inch and 1/2 inch, respectively. However for most cases, differential settlements are considered unlikely to exceed 1/2 inch and should generally be less than 1/4 inch. Greater settlement may also be experienced if at-grade improvements are founded on deeper fill areas and areas overlying undocumented fill or alluvium. Covered Parking Structure Foundation . Deepened spread footing or reinforced cast-hi-place concrete piers are recommended for foundational support of the lightweight · canopy type structure and to resist wind or seismic loads. An allowable bearing capacity of 2,000 pounds per square foot (psf) at a minimum embedment depth of 2 feet below the lowest proposed ground surface is recommended for the footing or pier. The minimum recommended width of footings is 24 inches for square or round footings .. The allowable pressure may be increased by one- third when considering loads of short duration such as wind or seismic forces. -18- Leighton 1: I .1 I ·1 I -I I ·1 , .. I I I I I I I I I 600203-002 · .Fot resisting uplift loads, we.recommend using the weight of the foundation plus the skin · friction.resistance of 250 psf for footing/pier in contact with competent soil below a minimun;i embedment depth of 2 feet. Lateral loads. on the face of footing/pier may be resisted hy using a· lateral bearing pressure of 3 50 psf/foot in ·competent fill material. , .. : . . ' \ . . '· ' . _. 6.4 · Retaining Wall Lateral Earth Pressures ·.For design purposes, the following lateral earth pressure values for level or sloping · backfill ate rec0mmended for retaining walls backfilled with on-site soils or approved · granular material of very low to low expansion potential. · --,. t Table 3 Retaining .Wall Equivalent Fluid Weight (pcf) · Conditions Levd 2:1 Slope ·. Active 36 55 At-Rest 55 65 Passive 350 150 (Maximum of 3. ksf) (sloping down) Unrestrained (yielding) cantilever walls up to 10 feet in height should be designed for an active equivalent pressure value provided above. In the design of walls restrained from .. movement at the top (nonyielding) such as basement walls, the at-rest pressures ·should be used. If conditions other than those covered herein are anticipated, the equivalent fluid · pressure values should be provided on an individual case basis by the geotechnical engineer. A surcharge load for a restrained or unrestrained wall resulting from automobile . traffic may be assumed to be equivalent to a uniform pressure of 75 psf which is in addition to. the ~quivalent fluid pressure given above. For other un.ifonn surcharge loads, a uniform pressure equal to 0.35q should be applied to. the wall (where q is the surcharge p~essure· in psf). The wall pressures assume walls are backfilled with free draining : ·.rilatepals and Water is not allowed to accommodate behind walls. Typical retaining wall . ::: ··. !_.'1'.dtainage design is iJlustrat~d in Appendix E. Wall backfill should be compacted by :·,.)fuechanical methods to at least 90 percent relative compaction (based on ASTM D1557). ·.·: waH footings should be designed in accordance with the foundation design :. -'.'·.re2bmmendations and reinforced in accordance with structural considerations. For all · retaining walls, we recommend a minimum horizontal distance from the outside base of the footing to daylight of i 0 feet. -19- Leighton ·1: I :I I ·I -I -I I I 1-- I I I' I I -I I I I 600203-002 Lateral ~oil resistance developed against lateral structural movement can be obtained . -from the passive pressure value provided c;i\Jove. Further, for sliding resistance, the · friction coefficient of 0.35 may be used at the concrete and soil interface. These values . ·,. may be in~reased ~y one-third when consideringloads of short duration including wind or · · seismic_ loads. The total resistance may be taken as the sum of the frictional and passive . resistanc~ provided . that the passive portion does . not exceed two-thirds of the total ' resistance... . . . The geotechtlical consultant should approve any backfill· materials that will be utilized · : prior to the ·backfill placement operatfons. It is the contractors responsibility to provide representative samples of the selected backfill material. 6.5 . MSE RetaininsfWc3lls Based on laboratory test results of existing on site soils, the proposed ground improvement · measures. and our etperience with. similar sites, we have prepared the following soil design _ . parameters. for MSE retaining wall design: Table 4 MSE Retaining Wall Design Parameters Soil Property Reinforced Zone Retained Zone Foundation Zone Internal Friction Angle, ~ 28 28 28 . . · (degrees) . .. .. ·Cohesion, c (pst) 0 0 400· . Totai UhitWeight, y (pct) 125 125 125 -For MSE retaining walls extending a min:imLUTI depth of 18 inches beneath the lowest · adjacent finish grade; footings may be · designed for a maximum allowable bearing . P!essure of 2,0_00 pounds per square foot (psf) if founded in properly compacted fill and . ~bove the proposed ground improvement. The allowable pressure may be increased by ... :, .'i9B:~-;-third when considering loads of short duration such as wind or seismic forces. < -.:.;,: ,' ,,, .. ,. _':::··_we.recommend a: minimum horizontal setback distance from the face of slopes for all . · : 'structural footings and settlement sensitive structures. This distance is measured from the ,. -'.-':ot.itside edge ofthe footing, horizontally to the slope face (or to the face of a retaining wall) and ,should be a minimum of 7 feet. Piease note that the soils within the structural setback area_ possess-poor lateral stability, and improvements ( such as retaining walls, ! -20-Leighton I I I -I I I I I I I: I I I I· I I 600203-002 -sidewalks, fences, pavements, etc.}constructed within this setback area may be subject to lateral movement and/or differential settlement. Wall drainage should be provided utilizing a clean sand or gravel (sand equivalent greater than ·so) at the back of the segmental wall blocks (minimum 1 foot horizontal distance) with filter fabric separating the drainage layer from the backfill soils. Walls should be provided with drainage at the bm:ie of the wall consisting of 4-inch diameter, SDR 35 perforated pipe surrounded by 1 cubic foot per lineal foot of 3/4-inch aggregate wrapped in filter fabric. Lined swales should .be provided where sloping backfill drains toward the walls. All drains and swales should outlet to suitable locations as determined by the project civil engineer. Appropriate surcharge pressures should be applied for walls influenced within the ret~ined or reinforced zones by improvements or vehicular traffic, if any. The wall design engineer should also select grid design strength based on deflections tolerable to the . proposed improvements. This office should review final plans prior to commencement of work. Surface drainage should be controlled at all times. Positive surface drainage· should be provided to direct surface water toward suitable drainage facilities. Positive drainage may be accomplished by providing a minimum 2 percent gradient away from proposed improvements. In general, ponding of water should be avoided adjacent to the improvements. 6.6 Preliminary Pavement Recommendations The appropriate pavement section depends primarily on the type of subgrade soil, shear strength, traffic load, and planned pavement life. Since an eval~ation of the characteristics . of the actual soils at pavement subgrade cannot be made at this time, we have provided the following pavement sections to be used for pfrnmirtg purposes only based on an R-Value of 20. The final subgrade characteristics will be highly dependent on the soils present at finish pavement subgrade. -21-Leighton ··1 .. I ·.I· !1··· ·1. .·,· -· I I :1 1· .I I I I I .I I I I 600203-002 .. ' •'' Table .S Preliminary Pavement Sections Pavement Ldadii:lg · Traffic Index '· Condition (20-Year Life) Anticipated Pavement Sections ... 3.0 inches AC over P~king Areas 4.5 6:0 inches Class 2 Base Drive Areas 5.0 3.0·inches AC over 8.0-inches Class 2 Base .· ·Truck Drive Areas 6.0 4.0 inches AC over 9.0 inches Class 2 base ' t For areas subject .to unusually heavy truck loading, we recommend a full depth of Portl~d Cement Concrete (P.C.C.) .section of 7 inches with appropriate steel. -reinforcement and· crack-control joints as designed by the project architect. We recommend that sections be as nearly square as possible. A 3,500-psi mix that produces a 600-psi modulus of rupture should be utilized. The actual pavement design should also be · in acco!dance with County of San Diego and ACI design criteria. All pavement section materials should conform to and be placed in accordance with the latest revision of the California Department of Transportation Standard Specifications· (Caltrans}and American Concrete Institute (ACI) codes. The upper 12 inches of subgrade soil a,nd all aggregate base should be compacted: to a relative compaction of at least 95 · percent (based on ASTM Test Method D1557). . - 6.8 Concrete Flatwork In order to reduce the potential for. differential movement or cracking of sidewalks and .other concrete flatwork, wire mesh reinforcement' (i.e. 6X6-WW 6) is recommended along witj:i keeping pad grade soils at elevated moisture content. Additional control can be optained by providing thickep.ed edges and 4 to 6.inches of base below the flatwork. · Reinforcement should be placed in the middle of concrete section. · Even though the slabs .. j: ~~ .~~inforced, some cr~cking may occur. Proper design and construction control joints is . -:_. ·· ':!r~~ommended to mitigate cracking . .,: '. ·~: . . .: .... ','., ." ... \ , ... ,, , ', . ' .... . ' -22- Leighton I I I I I I -I I I I I I I I I I I I I 900203-002 6.9 Construction Observation The recommendations provided in this ·report are based on.preliminary design information and subsurface conditions disclosed by widely spaced excavations. The interpolated subsurface conditfons should be checked in the field during construction. Construction observation of all onsite excavations and field density testing of all compacted fill.should be performed by a representative of this office. In addition, all footing excavations observed prior to placing steel or concrete. 6;10 Plan Review Final project drawings should be checked by Leighton .before grading to see that the recommendations in this report are incorporated in project plans. -23-Leighton I I ·1 I I I • I I I I I I I I I I I I I 600203-002 i.O LIMITATIONS The conclusions and recommendations in this report .are based in part upon data that were obtained from ·a limited number of observ~tions, site visits, excavations, samples, and tests. Such information is by necessity incomplete. The nature· of many· sites is s.uch that differing geotechnicai or geological conditions can occur within small distances and under varying ·climatic con,ditions. Changes in subsurface conditions can and do occur over time. Therefore, the findings, conclusions, and recommendations presented in this report can be relied upon only if Leighton has the opportunity to observe the subsurface conditions during grading. and construction of the project, in order to confirm that our preliminary findings are representative for the site. ' -24- Leighton I I 1· I I I .I I ·1 . . ·1 :1· 1· 1· I I I I.~ ·I· ,I ·1 .. ___,, r--1 l / . I' \, ... I l C ' 0 ! 1-- Sc' '\...c' ~ ~~\ \ -._., . -. -~~~=~. . _.. a:.ir )I ! ii . I Approximate l!'o.atljn of)/ proposed mamfena~f(:j bullding. Y[ Af ~I I ••• I ~ • c·=v=-,:( JI J7 'v 1 ,,, ,,:::---..,, 1' ·,1 11 '1 11 I A'-· _jl 1 ·, I , a l 0 Approx1!f1~te location of j --L, I Existing 1 ' -,-propo,sed covered / "1 , treatment _g l?arking ~ ', L~7 1 : structure :~~#Al-~--------J_l____ . '1 • I • • ~ 1 0.··o'.: • , I Existing building A-12 TD:=31' f~~~~i ~)J\ ~u re !.__J \,¥-------· Af i ·of ol: . l. I. I (@).· LEGEND Af Artificial fill t I 7 ·• I l .,/7 .li,I ' I·,/) I Tsa .Tertiary Santiago Formation (circled where buried) " ; .'_;.,ii .. Qa I Quaternary.Alluvium (circled where buried) , .. ,,, . __.t.-- ~:·;.. .• :.? ':. Approximate location of geologic contact (dashed where approximate, dotted where buried, queried where uncertain) '' ,, , Tb~4 ~-t, 0 Approximate location of Leighton and Associates·borings-(2004.) A-13 a· A, • • • TD=3$.5' v pproxImate-lo.cahonof AMEC borings (AMEC, 2001) LA-2 4 Approximate:location of'L&A borings (Leightqn, 2003) ·Aj_ __ ,l A' Approximate i;ros_s-seclion location . . Q) ~ .Q) .,.__ u C 0 u I I J ) 1/·· j. ' \ ~\ \ \ I ~ I l '· \ \ \ \ \ 0 . 40 80 c:::J $cale in Feet I \ \ \ ..... 0 ..c 0.. U) GEOTECHNICAL MAP Leucadia Wastewater Treatment Plant Carlsbad, California \ \ \I \I I,, I · 1·· I I \ I ~ l :LA-~ ~ I , .. 11 1 1 \ l I 1 \ j1jL~ 1-1 .[ I NORTH l , P-roject No. 600203-002 Scale· _1_"_=_4_0' ____ _ Engr./GeoL WDO/MRS Drafted By _K_A_M _____ _ Date . September: 2004 Lei{l·hton Consulting, Jnc. Figur.e,No_ 2 A LEIGt-iTOM GROUP COMPANY c~ o-:;::a> ~~ A I I c~ -~<ii I j.2! I ~-~ w- ·I· I! a,c iii'=-1 I --Approximate limits of _J proposed building ._ 40 I I ·.1 I ·I 40 ·• 20 0 I. _l-20 'I -?,...,- Qal. ,_ -c· Cl> -u Cl> ...... ..,_o I ... m..e: Existing ground surface "C Cl> -u Cl> . ..... Mo I.,_ m..e: l Af _? ____ :.--- 1"v---. . :g ~ ~ @.El.@ -1.0 ~ I. Qal _?--TD=36.5' EXISTING BUILDING -?--?- ---?-_?--- _?-- Tsa Af l _?_ _?_ Qal -?--- EXISTING . TREATMENT STRUCTURE -?- ~?- -?--?- _?- N ctl 1 Af --- Qal _?------ Tsa TD=35:5' ·1 I I I I I l-20 I -?-I I I --:-r -O . I .... I ... I :::. I I L.20 I I I I i') __ TD=41.5 --41.S'· -!- .. , . -40 I .. · . · · ·. ·I -40 . · .c~ I . A' I I _,> :· if 1· '· · I ,g~ i For Legend, see Figure No. 2 ~g . I -~~ • I Approxiin.ate limits of 1 / ~g , : proposed building 1 • MSE w 1 ·1 ·1· · 4o.-l .. . .... Existing· 1 Wc!II- . . . . 1 1 t_)~ i;: QrOUnd :SUrface ' I r ,, .~, ''_'" I ' I. I · 1 :1f:> "; : . C'\/ · · . I :;_;i m Af : Af ; · . I ,,, . I C'\ /. 20~·-_:;-.~ t:. , . / • II ,:::t: . Af? . __ ?---?- . ,::·:· ?~ _:_ ------?-?_ "? --.-- I .I t,. ~\~i.' -. Qal -?-,._._. -. ,~:· ' . ---~ i ".I·! ;1~:~\i~\9'.--· -----:-0-~ .. -,. . . lsa TD=21.5' -_.,.., I :-40 Tsa 20 0 CROs.s·-seCTION A-A' Leucadia W.ast.ewat~ff Treatment Plant Carlsbad, California nr ·1 _ 20 J ProjectNo. 600203-0:02 I , Scale 1 "=20' . . J . 2 O EngrJGeoL _W_D....;;O;c..;;/'--M-R_S __ ---I . . 11: · I Drafted By -'-K...;;;.A..;.;.M.;.;;__~---'-- . . ·I I Date September 2004 I -. ·1 . - 4 -0 I Leighton Consulting, ·Inc. Figur-e No. 3 : •40 i A LEIGHTON GROUP ,;oMPANY' .. ,: I .1- I:-· .,. .I· --., __ _,:: :·1. 1·· ,. I I l"- 1 -I- I I I APPENDIX A REFERENCES 600203-002 · -· AMEC,: 200 i, Geotechnical Report· Gafner Water Reclamation Facility Expansion, · Leucadia · ' · · County Water District, January 15, 2001. ·.Blake, ~000~ EQFAULT, Version 3-.0~ . ;Califorrua'B~ilding Standarcl~ Commission (CBSC), 2001, California Building Code, Volume I - · Aclttiinistt:ative~ .Fire-and Life-Safety, and Field Inspection Provisions, Volum~ II - Structural ~ngineering Design Provisions, and Volume Ill -Material, Testing and Installation Standards. · -CbMG, 1996, Probabilistic Seismic Hazard Assessment for the State of California, Opert-File · ·_Report 96-08. · · City of~i:m Diego, 1992, Program Guidelines for Design Consultants,"dated February, 1992. Eisenherg~ i.,. 1983, Pleistocene anq. Eocene Geology of the Encinitas and Rancho Santa Fe · · Quadrangles, San Diego, California. · Dudek , 2003, Revised Site Plan, Leucadia Pump Station, Leucadia County Water District, . Figure 3-1, undated. f=I~, 1994;'Fault-Rupture Hazard Zones in California, Alquist-Priolo Special Study Zones Act of 1972 with Index to Special· Study Zones Maps: Department of Conservation, . Pivision, Division of Mines and Geology, Special Publication 42. International Conference of Building Officials, 1997, Uniform Building Code. ' . . Ishihara, I<., · 1985, ''Stability of Natural Deposits during Earfuquakes", Proceeding of the Eleventh International Conference of Soil Mechanics and Foundation · ;Engineering, A.A. Belkema Publishers, Rotterdam, Netherlands.· · Ishihat4~; '\K;,. and Y oshhnine, M., 1992, "Evaluation of Settlements in Sand Deposits Following ,: ··<.-: .. ' Liquefaction of Sand Under Cyclic Stresses", Soils and Foundations, Vol. 32, No . . . ·::·> .-: : 1, pp. 173-188. -- ' '\ -. . ~ ' .. · Leigh:t6ri .... a:n_d Associates, Inc. 2003, Geotechnical Investigation, Pump Station Improvements, Leucadia Wastewater District's Leucadia Pump Station, Carlsbad, California, Project No. 600203-001, dated December 19, 2003 A-1 I I 1- I I' I -l I I I -1 I I I' 1: I I I I 600203-002 APPENDIX A (continued) .Marcuson, W.F., ill and Bieganousky, W.A., 1977, "SPT and Relative Density in Coarse Sands", Journal of the Geotechnical Engineering Division, ASCE 103 {GTl 1): 1295 ~ 1J09. National Research Council, 1985, "Liquefaction of Soils during Earthquakes" Report No.: CETS-EE-001, National Acade~y Press, Washington, D.C. · NCEER, 1997, Proceedings of the NCEER Workshop on Evaluation of Liquefaction Resistance of Soils, edited by. Youd ap_d Idriss, Technical Report NCEER-97-0022, December 31, 1997. , Schnabel, P.B., and Seed, _H.B., 1973, Acceleratioris in Rock for Earthquakes in the Western Unitecl States, Seismological Society of America Bulletin, Vol. 63, No; 2, pp. 501-57~. . Seed, H;B., and Idriss, LM., 1971, "Simplified Procedure for Evaluating Soil Liquefaction · Potential", Journal of the Soil Mechanics and_ Founqation Division, ASCE 97 (SM9): 1249-1273. -~---'-, 1982, "Ground Motion and· Soil Liquefaction During Earthquake", Monograph, Series, Earthquake Engineering Research Institute,· Berkeley, California ----, 1976, Relationships of Maximum Accelerations, Maximum Velocity, Distance from Source and Local Site Conditions for Moderately Strong Earthquakes, Bull Seism, Soc. _Amer., 66:4, dated August. Seed, H.B., Murarkla, R., Lysmer, J., and Idriss, I., 1975, "Relationships Between Maximum Acceleration, Maximum Velocity, Distance ·from Source and Local Site Conditions for Moderately Strong _Earthquake", Report No. EERC 75-17, University of California, Berkeley. Tan, Sain,g, S, Kennedy, M.P., 1996, Geology of the Northwestern Part of San Diego County, California Divisions of Mines and· Geology, Special Bulletin 200. A-2 I .1 GEOTECHNICAL BORING LOG KEY Date' .c,-· --'--~'---'--,---~- Project .KEY TO BORING LOG GRAPHICS Sheet 1 P,rojectNo. Type of Rig of 1 ·Drilling Co: · --'---=---,--,-,-'--~-----.,....,..-----=------- Drop_"_ I Hole Diameter . ·Prive Weight · · Elevation Top of_H_o-le--'-----· Location ;.....::~=.:.-=~~----~"~-' :;:;,_~..:.....,..:.__.;:;;-:;;:· ==;;;;;;;.::::;===================;;;;;:::;;;::;;;;;;;;;;:::; \ 0 z Q) Q. E tU .en ... ·in 0 ,::o. QLL ,ffi·t 0. ' t a,?ft. cn--:- .. ...r =~ .ac -o DESCRIPTION .!!!S ~en · j Is "5::::i Logged By o en-· Sampled·By Asphaltic concrete Portland:cement concrete CL Inorganic clay of low to medium plasticity; gravelly clay; sandy clay; .~Ilfv dav· leAn clav . . . Ctl. r---. UL 5-J=-r=r-i==t---+---+t---+---+--t--.-....-+-::----:--=--:----::----:--:-:----:---:-':----------1 ML · Inorganic silt; clayey silt with low plasticity I ·--· -~· -· o"-' U, c 10. o.(\,o _.:, o 0 '-\J:) ( . o (1\0-L • .... ·.-o··: ·: Mtl Irtorganic silt; diatomaceous fine sandy or silty soils; elastic silt ML-CL Clayey silt to silty clay' uw Well-graded-gravel; gravel-sand mixture, little or no fines UP Poorly graded gravel; gravel-sand mixture, little or no fines GM UC Clayey gravel; gravel-sand-clay mixture ;:; w Well-graded sand; gravelly sand, little or-no fines I· ' ' ' I ' 7 SP. Poorly graded sand; gravelly sand, little or no fines ..... SM Silty sand; poorly graded sand-silt mixture ·.. .. ,_ 15---ti,;;,V7-;:_•7'•:t-:-,.r.ot-A~----i~-rr---i---i---;-S"'C;,-1-=------:--,--------,----------~.., @/Y: .. ·--~ - .,.. . - - ·- .. '. .. -... •. ~ ! • ' 25- 'B-1 c~1 G-1 .. · R-1 SH-1 · S-1 Bedrock Ground water encountered at time of drilling Bulle Sample Core Silffiple Grab Sample Modified California Sampler (3" O:D., 2.5 I.D.) Shelby Tube Sampler (3" 0.D.) Standard Penetration TestSPT (Sampler (2" 0.D., 1..4" I.D.) I I I . I ·, -· . : .. - - -,-. . 30~. -'---~----,-,...-~~-,---'--~~---'----'---------'----------------..L...---1 SAMPLE TYPES: S SP.LIT SPOON R RING SAMPLE B BULK SJ\MPL!: T TUBE SAMPLE <,; GRAB SAMPLE C CORE SAMPLE TYPE OF TEsts: DS DIRECT SHEAR MD MAXIMUM DENSITY CN CONSOLIDATION CR CORROSION LEIGHTON CONSUL TING, INC . --SA SIEVE ANALYSIS SE SAND EQUIVALENT El EXPANSION INDEX RV RVALUE I I GEOTECHNICAL BORING LOG B-1 Date ___ ____:.7_-8'-'·_:;_04.;....____ Sheet 1 Project ·Leucadia Wastewater District Project No. of 1 600203-002 Drilling Co. Tri-County Type of Rig Hollow-Stl3m Auger .Drop 30" I. Hole Diameter 8" Drive Weight 140· pound hammer _,:E;le~v,:at:io:n~T.:o!:.p.:o~f :H::o.:.:ie:.,_..,;;;;;;;;:;2:;0':;;._::·;,__:L:;:o:.:c.:at:.io~n~....,.-,;;;;;;;;;=:;;:;:;;;;;;;;~;;;;;;;~==;;;;;;;=S;;;;;e;;;;e;;;;;M;;;;;ap==;;;;;;;====::;;;;;;;;;;;=~ I - •• I I I I I I 1· I I I I -5 25 Ill .a, 'Cl .a ~ <( ci z Cl) Q. E CG en R-1 B-1 @5'-8' R-2 R-3 R-4 29 47 ~ 'iii ·c .... Q) CJ cc. ~ C 101.0 21.5 106.1 19.8 73 117.2 13.5 73/11" 119.4 12.9 en~ I/It/) CG • -o 0, _en 'S:::i en-Logged By ~ampled By OESCRIPTION GJM GJM 4" Asphalt Concrete SC ~'iffl~~L(AO -------------. --- .@ 1 ': Fine to medium clayey'SAND: Light gray-green to light green, damp to moist, medium dense to dense . CL . WEATHERED IBRTIARY SANTIAGO FORMATION· sa --- 5': Firie to medi\1111sandy CLAY: Light gray-green to light green, damp to moist, hard . @ 10':. Grades to clayeyfme to medium SAND: Light green, damp to SC m01st, dense CL SM @ 16': ~LA YSTONE: Olive-green, damp to moist, hard; oxidzation stammg @20': Fine to medium silty SANDSTONE: Light green to light ·gray-green, damp, very aense , Total Depth= 21.5 Feet -No ground water encotirit~red at time of drilling Backfilled with bentonite on 7 /8/04 -10 3o__i-..,..-...L.--'-----'-......,..L.L-----'---L---'---'--,--l------'-----------,-------_J---1 SAMPLE TYPES: S SPLIT SPOON R RING SAMPLE B BULK SAMPLE T TUBE SAMPLE G GRAB SAMPLE C CORE SAMPLE TYPE OF TESTS: DS DIRECT SHl:AR MD MAXIMUM DENSITY CN CONSOLIDATION CR . CORROSION LEIGHTON CONSUL TING, INC. SA SIEVE ANALYSIS -200 200 WASH El EXPANSION INDEX Pl A TTERBERG LIMIT GE.OTECHNICAL BORING LOG B-2 Date -,---'----.,-,"-.7-'-8:....;.-=-04""'._-·----'--· Sheet 1 of 2 Project ~-_· -"'-~--.,_,__;__,-__ L_e_u_ca_d_ia,-,-W_a_s_te_w_,_a_te_r_D_i_st-'-ri_ct_-"-'-~-'-,----~-Project No. 600203-002 Driliing ¢,o •. "-,'--~----,-~-,--,_---T_ri-_C_o_u_nt~Y---,-----,----,----Type of Rig I-. HoleJ:'.>jameter-· au·. Drive Weight 140 _pound hammer Hollow-Stem Auger Drop 30" Elevation Top.of Hole. 12' . Location See·Map ~..;.,..;..:...:...,..~;..;_-...:.,......,=~;.::_~--~~:;;;;;===~============~======;;;;;:;;;=;;;;;;:;;;;;; .·, -~ 10 -I: .--1 ·., _.,· .1 5 0 I·· -5 I: I -10 I -15 .. 0 I I 1· · SAMPLE TYPES: .. I ·s SPLIT SPOON -R RING SAMPLE · B BULK SAMPLE T TUBE SAMPLE . Ill Cl) "Cl .a. -;:? <( '\ ,C) ., . .a, Cl).,e. z . iii ... ..,:- Cl) c ... ;g .ac Cl) C.) c.: ou.-1/j,CI) cc. __ .... ms E >-Oc CIS 0. ... 20 ti) C (.) R-1 30, .. 113.4. 14.0 B-1 '-fo R-2 1-5 104.5, 20.6 R-3 16 109.6 . 21.4 R-4 42 110.4 19.0 R-5 37 100.1 25.Z G GRAB SAMPLE C CORE SAMPLE ui-:-111en CIS • -u (.) . _en ·s::; en- SC cusc SC. DESCRIPTION L,ogged By GJM Sampled By GJM 6" Wood chippmultch __________________ _ ARTIFICIAL FILL .5': Claye5' fine to.medium SAND: Brown, orange-brown, damp to moist, medium-dense · _ @ 5': Clayey fine to medium SAND:.Brown, orange-brown, damp to moist, medi_um dense · QUATERNARY ALLUVIUM{Oal) . @ 10': CLAY to.fine t<? medium sandy CLAY: Brown to dark red-brown, moist, stiff · @ 15': Clayey fine to-medium SAND: Orange-brown to brown, moist, loose ' . WEA'.IHERED TERTIARY SANTIAGO FORMATON {Tsa) CL . @ 1~~ CLAY: Light greenish gray to light olive-green, damp to moist, TYPE OF TESTS: DS DIRECT SHEAR MD MAXIMUM PENSITY CN CONSOLIDATION CR CORROSION SA SIEVEANALYSIS -200 200 WASH El. EXPANSION INDEX Pl ATTERBERG LIMIT LEIGHTON CONSUL TING, INC . ·1 GEOTECHNICAL BORING LOG 8-2 ·, Date .. · }:8-04 . "------~--"~-~--Project ·~· ---'-=----'-'----'--__,...."-'-e-....,L~e_uc_a_d....,ia_W-,-a_st_e_w_a_te.,...r_D_is_tr_ic_t _______ _ · Sheet 2 Project No. Type of Rig 140 pound hammer OrilUng Co. __ ----'~-,---'------T_r'-J-_O_o_un-'t.._y ____ ~--'--~--- Hµle·Diameter. 8" Drive Weight Elevation Top-of Hoie ' -. ' 1:2' Location See-Map .. .. , . .. . ' of 2 600203-002 Hollow-Stem Auger Drop 30" Ill· I ·1 ':c. .0 :.:st·· ~:Cl)_' a,LL.. iii' . " :5 ... ..:Cc, C.~. c.o °'u.;. f! ... i 0 . . (.!)_ : ... .. .. ·IN. s 0 ,· ·111· Cl) :z "O Cl) ,a .. Q. B E < CG u, .. ~-a,?!-DESCRIPTION .... ' ~ en--:--Ill 'iii '-+r tnu, Cl) lo c .... .i3c CG • I- Cl)" -o .... ou. f/) Cl) t). --,_ -·cc. ,_..., _u, 0 . m_a, ~ Oc ·o:::; Logged By . GJM Cl) 0. :ES C. .Q u,..,... >. Sampled By GJM I-. . .. I - ' I .. ;·1 ·1 I ' I I I -I I I I .39 . .. ' ' .. . ·,·· : ·.;· ... , ' -'-,'.. .· . ... .. · .. .. . .. '~ .. : -20 -•. '. . !•-.•... -~ ._ ,. . ~: . .. : : .. . . .- . -·· . . .. . . . ~ ' . ' ·35_:_ . .. ... .. .. ... "' ·' -25 ·-· - - ,, .. '. 40-· -.. -30 .,.. - -- 45-· - -35 -· .. - . - . 50.!..,- - -40 ~ ' -, '·' ~ .. ~ ' ~ .,J ~ • ' ' • ' 55-I '' ·/ . ' ..... ... ·-~.: : -,', '' '. ' .. -45 -'': •' ., - -., 60 SAMPLE TYPES: s SPLIT SP.CON R RING SAMPLE B BULKSAl'!'IPLE T TUBE SAMPLE _. .. R-6 72/n" 116.5 13.8 SM @31 ': Silty fine to medium SANDSTONE: Light green to light ~ay-green, damp; very_ dense t .. 'R~7 I 50/5" ~5!: Silty _fine to medium SANDSTONE: Green to dark olive-green, / ' damn. verv dense· little recoverv · . Tota!Depth = 35.5 Feet Ground water seepage at 30 feet Backfilled with.bent<;mite on 7/8/04 . ' '. : I- . TYPE OF TESTS: ff G GRAB SAMPLE OS DIRECT SHEAR SA SIEVE ANALYSIS C CORE SAMPLE MD MAXIMUM DENSITY ,200 200WASH CN CONSOLIDATION El EXPANSION INDEX CR _CO~ROSION Pl ATTERBERG LIMIT LEIGHTON CONSUL TING, INC. I .I GEOTECHNICAL BORING LOG B-3 Date . 7-8-04 Sheet 1 Project ----~~--'----=Lc::.e.::.uc:::.:a::.:d:.:.:ia=--=-W.:..:a::.:s:.:.te:::.:w:;.;a:::.:t:.::.e.:...r =D.:.::is:.::trc:.:ic:.:t _____ ~~--.Project No. of 2 600203-002 .Drilling Co. Tri-County . Type of Rig . Hollow-Stem Auger Drop 30" I Hole Diameter · 811 Drive Weight 140 pound hammer _,:E::,:le:.:v.:a.:ti:,o":,;...;.T.:.o:.:.p.:o~f-.:.;H:o.:.:le:.......,:;=8=' ;;;;;,:;__:L~o:.:c.:at::.io~n~ ...... --=;;;;;;;;;====~=:===:;::;;;=~S:;;e;;;;;e;;;M:.:;;;a!:p===========; Ill I ~ 0 Q)~ ~""':"-D.ESCRIPTION - C Ill -Ill ~-CJ Q) z 18 'iii loo,._r IU~ Q) =-.c.c, "O Q) c .... .sic ... IU Cl> c.°' Q) CJ -o .... c.o .a Q, oLL .~.s o. >Cl) Cl)CI) 1!..J QC. _(/J 0 Cl>LL QLL i:! E ai :» >, oc ·o~ Logged By GJM Q) I. jjj (!) ~ IU 0. ... :eo ~ C/J C 0 CIJ-Sa!llpled By GJM 4" Asphalt Concrete · I SC -fR_~~ ~t (At) ----------· . ------- @ l': ~lalcey fine to ~edium SAND: Brown to red-brown, damp to • m01st, .oose to medmm dense . . I 5 UA1ERNARY ALLUVIUM al --. --- 3': Fme to medium sandy CLA .: Mottled green to brown, moist to wet, stiff : I R-1 IO .. 0 I R•2 push 102.5 18.5 SC @10': Poor recm,ery 1 I -5 I 15 @ 15': No recovery 2 I -10 I 20 @20', <;:LAY: Dark gray to black, wet, very soft; slight organic odor . S-1 push CH I -15 I 25 ... .·· @25': Silty fme SAND: Olive-gray, wet, medium dense .. S-2 . 17 SM I .. !",' . . .. ... .··· .. .. -20 ... ... .. I .. .. ·, ·.· .. 30 SAMPLE TYPES: TYPE OF TESTS: ,, I s SPLIT SPOON G GRAB SAMPLE OS DIRECT SHEAR SA SIEVE ANALYSIS R RING SAMPLE C CORE SAMPLE MD. MAXIMUM IJENSITY -200 200WASH B BULK SAMPLE CN CONSOLIDATION El EXPANSION INDEX T TUBE SAMPLE CR CORROSION Pl ATTERBERG LIMIT I LEIGHTON CON-SUL TING, INC. GEOTECHNICAL BORING .LOG 8-3 :Date ---'--,e:.7..,..:-8:::.... -~04c:... ~~---=-- Proj~ct_ · • .Leucadia Wastewater District Sheet 2 Project No. of 2 600203-002 · Drliling <;:o, · tri~County I. · Hole 'Diameter.-: · 8" Drive Weight Elevation Top-of-Hole __ 8' . Location · Type of Rig 140 pound. hammer See Map Hollow-Stem Auger Drop 30" I -I : I :·1 I I I I .I I I 1: 1· I .. 3-0 =~ ~ ·-30' -35 -40 -45 ~so ,-.... ' 35:....,_ .°;;(//4 .. ·1'./2 ':"~:, -. 40--'- ~ =-·· - - 45- - - - - 50.- - - - - 55- ...: - ·' ... " I ' • ;~ ~ 'J ' , ~ '..: ,,',,,:'' I . ·' . ' .. ~ •' . ..... ,,: , . • •.-I" ·:. > . ~ .. .. . ,, \ 0 .. z ;g Cl) a. .ou., iiit E -~ ,0. .. ., S-3 ) 11 -· I .. S-4 20 - '-. .. ~ o;';f!. ,.,;--:,- ui .. +J' I/Ir/) c...,; ii CG • CllU -u~ cc.· _,_..., -"' >, oc ·s::; .. ' :EO C 0 u,- ' .. SC DESCRIPTION Logged By GJM Sampled By GJM @ 30': Clayey fine to medjum SAND: Mottled orange-brown and green, damp to moist, medium dense ----------' --·---------------WEATHERED·SANTIAGO FORMATION (Tsa) @ 35': Clayey fine to mediu_m &ANDSTONE: Mottled orange-brown to olive-Preen damn.to moist dense Total Depth== 36.5 Feet . Ground·water encountered-at 9 feet at-time of drilling Backfilled with bentonite on 7 /8/04 · ,I!? Ill Cl) I-.,_ 0 Cl) Q. >, I- 60-.--'----'--'--~~~,_,_~. '-. --'----'----L---'---------~------------'-----1 SAMPLE TYPES: S SP.LIT SPOON R RING s,-MPLE . B BULK SAMPLE T TUBE SAMPLE G GRAB SAMPLE C CORE SAMPLE TYPE OF TESTS: DS 'QIRECTSHEAR MD MAXIMUM DENSITY CN CONSOLIDATION CR CORROSION .LEIGHTON CONSULTING,. INC. SA SIEVE ANALYSIS -200 200 WASH El EXPANSION INDEX Pl ATTERBERG LIMIT I I Date 7-8-04 Project Drilling Co. I Hole Diameter · '8" l;levation Top of Hole I C 1/1 ~ .... (.) 0) ;; .... :Cc, 'C ca a, e,CI --c.o ,a >°' °'°' f..J c,ll-cu.· :cs I (!) ~ jjj I 5 -I I 0 I 10 ·1, -5 I 15 .. . .. -. ', .. I .. ... -10 .. ·.·· .. , . .. ... I .. . . .... -. . . 20 .. .. .. .. . .. I . ·-·· i .. -15 { . .. .. t: ... ·.·· .. .. I 25 -20 7' 0 z 0) C. E ca (/) R-4 B-1 '-10 R-2 R-3 R-4 R-5 GEOTECHNICAL BORING.LOG B-4 Sheet 1 of 2 Leucadia Wastewater District Project No. 600203-002 Tri-Coun~ Drive Weight· Location ~ o,.f-Iii"":: ' .... ;g 'ui .. ..,r 1/1(/) c .... .ac ca . G) (.) -o ou. . 1/1 0) 0, cc. ,_,... _0 -.. oc m c, >, ·s::; 0. .. :EO C. 0 en- CL. 9 78.8 · 37.9 .push 68.6 58:7 CH 12 86.6 34.8 . SM Type of Rig Hollow-Stem 140 pound hammer Drop 30" See Map DESCRIPTION Logged By GJM s~mpled By· GJM 4" Asphalt Concrete ~iffl'~~UAO __________________ @ I'.: CLAY: Brown to gray-brown, moist to wet, stiff @ 5': CLAY: Brown to gray-brown, ,moist to wet, stiff QUATERNARY ALLUVIUM (Qal} @ 10': CLAY: Dark gray to dark gray-brown, wet to saturated, very soft thinly laminated beds ' @ 15': Grades to silty fine to medium SAND: Gray to medium gray, wet to saturated, loose, shell fragments J!l 1/1 {:!. .... 0 Cl ~ I- @20'.: Fine to medium SAND: Gray to II)edium gray, wet to saturated, 13 107.1 21.6 SM loose; shell fragments pusn 56.6 75.2 CH @25': CLAY: Dark gray, wet, stoft 4 I I . 30-E,L,ICA,,CL.---':...--.L...L-----'--'-----'-----,--'----------------------L----I SAMPLE TYPES: I S SPLIT SPOON , R RING SAMPLE 'B BULKSAMPLE T TUBE SAMPLE I G GRAB SAMPLE . C CORE; SAMPLE TYPE OF TESTS: OS DIRECT SHEAR MD MAXIMUM DENSITY CN CONS0LIDATION CR CORROSION LEIGHTON CONSUL TING, INC. SA SIEVE ANALYSIS -200 200 WASH El EXPANSION INDEX Pl ATTERBERG LIMIT I I ·1 ·I I I -I I I I I I I I I I I I I GEOTECHNICAL BORING LOG. B-4 Date 7 -8-04 Sheet 2 Project Leucadia Wastewater District . Project No. Drilling Co. ___________ T_ri-_C_o_u_nt~Y--,-----~~~-~-_ Type of Rig .Hole Diameter 8" Drive Weight 140pound hammer Elevation Top of Hole 7' Location See Map ~ 0 a,'#. en--:--DESCRIPTION C t/), .... 0 (.) Cl) z ;g 'iii .. ...,r mu, ':i:r .... :5 .... :C.c,; -0 Cl) c .... ..ac CII • CII a, Q.CI) Cl)(.) -o >Cl) Cl) Cl) c.o ..a Q, oLL 'cc. .~S-o. Cl>LL cLL· f..1·' =! E . ai t >, Oc =~ Logged By GJM iii C) <( CII 0.. .. :eo o::, . rn C 0 u,- Sampled By GJM "' 5 ... 30 I' @30': No recovery -.. 7 SP .. . . -25 -. .. . . -· . . .. -.. . . 35-@ 35': Fine to coarse SAND: Gray, wet to saturated,_ loose .. . . -S-1 8 . . .. -30 -.. . . -.. . . -· . . . .. . . .· . of~ 600203-002 Hollow-Stem Drop 30" ti) ..... ti) Cl) I-.... 0 Cl) Q. >, I- 40 -~· S-2 . 15 SC @40': Clayey fine to medium SAND: Olive-green, moist, loose .. './ -35 -Tola! Deplh.= 41.5 Feet · -Ground water encountered at 8 feet at time of drilling Backfilled with bentonite on 7/8/04 _, 45- - -40 - -t- - 50- - -45 - - - 55-- - ~so - - -r- 60 SAMPLE TYPES: TYPE OF TESTS: " s SPLITSPOON G GRAB SAMPLE DS DIRECT SHEAR SA SIEVE.ANALYSIS R RING SAMPLE C CORE SAMPLE MO MAXIMUM DENSITY -200 200WASH B BULK SAMPLE CN CONSOL!DATION El EXPANSION INDEX T TUBE SAMPLE CR CORROSION Pl ATTERBERG LIMIT LEIGHTON CONSUL TING, -INC. I I I I I I I I I I I I I I I I I . I I 600203-001 APPENDIX C Laboratory Testing Procedures and Test Results Chloride. Content: Chloride content was tested in a~cord81J,ce with DOT Test Method No. 422. The results are presented below: .. Sample Lo.cation Chloride Content, Degree of ppm .. Corrosivity* * B-4, 5-10 Feet· 3,600 Severe ** Based on City ofSanDiego,.Program Guidelines for Design Consultants, CWP, February 1992. Consolidation Tests:. Consolidation tests were performed on select~d, relatively undisturbed ring samples. Samples were placed in a consolidometer and. loads were applied in geometric progression. The percent consolidation for each load cycle was recorded as the raJio of the amount of .vertical compression to the original 1-inch height.· The consolidation pressure curves are presented in the test data. Direct Shear Tests: Direct shear tests were performed on selected undisturbed samples which were · soaked for a minimum of 24 hours unde~ a surcharge equal to. the applied normal force during testing. · After transfer of the sample to :the shear box, and reloading the sample, pore pressures set up 'in the sample due to the transfer were allowed to dissipate for a period of approximately 1 hour prior to appiication of sh~apng force. The samples were tested under various normal loads,. a motor-driven, strain-controlled, direct-shear testing apparatus at a strain rate of less than 0.001 to 0.5 inches. per minute ( depending upon the soil type). The test results are presented ,in the test data. Sample· Location Sample Description Friction Angle Apparent Cohesion B-2, 10 Feet Sandy CLAY 28 700 Minimum· Resistivity and pH Tests: Minimum resistivity and pH tests were performed in general accordance with California Test Method 643. The results are presented in the table below: .. Sample Location pH Minimum Resistivity ( ohms-cm) Corrosion Potential** B-4 5-10 Feet ' . 8.13 357 Very High ** Based on City of San Diego, Program Guidelines for Design Consultants, CWP, February 1992 . C-1 :1· I ,. 1· • ·.·1· 1-. .1· :I I'. 1. 1: I I I I I I I 600203-001 .APPENDIX C (Continued) . Moisture and Density Determination Tests: Moisture C(?ntent and dry density determinations were . . performed on relatively midisturbed samples obtained from the test' borings. The results of these . . • ·. tests ·are presented in. the boring logs. Where applicable, o_nly moisture content was determined . · .. from ''uhdisturbe<;l" or disturbed samples . . ·. . Soluble· Sulfates: The :soluble sulfate contents of selected samples were determined by standard · · ·geochemical methods. · The test results are presented in the table below: .. SruJ1ple Locatiqp. Sulfate Content (ppm) Potential Degree of Sulfate Attack* · . . . . B.:4, s:..10 Feet ·2,000 Severe · * Based _pn tl;te. 1997 edition of the Uniform Building-Code, Table No. 19-A-4, prepared by the international Conference of Building Officials (ICBO; 1997). ' ,, _,_,. ' 'l ':·.\,,ti.·.··,· \ ·, •,', , , r' ' ., ~ . ., ',• 1.·:·'.r:·. • I ,;, • •,, , ' I ~ '. ! ~ . " ,. '., ' ... l •• •• C-2 I I I I I I I I 1· I 1.· .1 I I I I I I ·I 4000 3000 '' ¢:- 1/) ,, Q. -,i, 1/) 2! 2000 .... U,· V. II., ~ cu G) V ' J::. u, • 1000 / vv ,, 0 0 1000 2000 3000 4000 Vertical Stress (psf) Boring Location B-2 Sample Depth (feet) 10 ft • Sample Description CL, BROWN SANDY CLAY ' Average Strength Parameters Friction Angle, $'peak (deg) 28 Cohesion, c'peak (psf) too Friction Angle, $'uit (deg) 28 .. Cohesion, c'u1t (psf) 400 ·DIRECT. SHEAR SUMMARY Project No. 600203-002 cam Project Name LWD Figure No. C-1 ~ ·1· I . I .. I ,··· ·.1 ·,1 •• I: :1 1· 1· I ·1 I. .1 I 1· 1· : . ' - Time Readings@ . 0 ·tssf .. .. . OJ500 0.1500 : •' .. ·. .. 0 .. 1600. 0.1600 . ,. .... g " g ··, 'C 0.1700 C 0.1700 0 0 i ., .. \ :; E . '·.r ~-0.1800 5 ·o:,1soo ; : 'S .... GI Q .. Q· ·. " 0.1900 0,1~QO ·' .. .. ; ' 0,2000 0.2QOO .. 0.1. to 10.0: 100.0 100.0.0 10000.0 · 0.0 10.0 20.0 30.0 40.0 50.0 Log ofTlme (min.) . Square Root ofTlme (min.112) .. .. <, .. 0.00 .. l - I" .~ ""~ --~ ... _,J 1nundate I ~ : " '. ,. --· , .. -;fl. .. ...,.. ., C: ~\. 0 -;; ·Q.00 IU ''. E ~ .... 0 -~ .... C .. _ \ ..........__ -I",. ... --~\ , .. i,,,.i,,. "'.' .. A . .,, 10.00 0.10 .. 1.00 10.00 100.00 .. Pressure, p (ksf) .. Moistur~ Content Dry Density Void Degree of Bodng Sample Depth Number ·' Number: (ft.) .(%) (pcf) · Ratio Saturation(%) '' '' ·:'.\,,,'\',' Initial Final Initial Final Initial Final Initial Final ' '. , B-2 ',• ., ..... R-3 15 21.4. 18.6 109.6 109.9 0.513 0.443 107 94 ·.~ : ···~: .. , : '' t ~ . .. ,• Safu61~ 'oescriotion: SM: PALE YELLOWISH-BROWN LEAN l;,IL T 4 Project Name: LEUCADIA WASTEWATER DI .. Leighton Consulting, ·Inc. Project Number: 600203-002 ONE-DIMENSIONAL CONSOLIDATION PROPERTIES OF SOIL ASTM D2435 Rev. 01-03 ' ' ' ' ' ' ' ., . , ' ' • I 1: I I ' • ,. • ,. Time ·Readings @ 0 ksf 0.1500 0.1500 0.1600 0.1600 ' g, ? ' .. ';;; 0.1700 · 6 0.1700 o· ;. ;i 111 Ill E § 0.1800 -l5 0.1800 ':ii 'Iii 0 0 0.1900 0.1900 I 0.2000 0.2000 0.1 1.0 10.0 100.0 1000.0 10000.0 0.0 10.0 20.0 30.0 40.0 50.0 Log of Tlme·(mln.) ·square Root ofTime (min.112) 0.00 .. -~ 0 -C: · Inundate i---! ~~ 0 ~~-:::: 5.00 l'CI '" E , .. "" 1',._ ·0, .... "' Cl) "' . " C r',. ... "' ~ I"-r--,.. ~~ ['. .. r-,...... - 10.00. I 0.10 1.00 10.00 100.00 Pressure, p (ksf) Boring Sample Depth • Moisture .Content · bry Density Void .Degree of Number Number: (ft.) (%) (pcf) Ratio Saturation (%) Initial Final Initial Final. Initial Final Initial Final B-4 . R-2 10 58.7 54.1 68.6 72.4 1.3~8 1.327 109 110 Sample Description: ' CH: PALE BROWN HEAVY CLAY til Project Name: LEUCADIA WASTEWATER DI Le-ighton Consultin~, Inc . Project Number: 600203-002 ONE-Dl~EN,SIONAL CONSOLIDATION PROPERTIES OF SOI~ ASTM D 2435 Rev:01-03 -1 1· .,, ,, .,,,; ., .... ' . ,,: -1 ·., ·1··._ ., ·,. I ·1 .,, I I 1· ,, L .. ei~hton Consulting, Inc. pH and Resistivity Sulfate Content Chloride Content CT 532, CT 417, CT422 .P(oject N1:1m~; Proj~Ct:Number .. · Boring Nunib!3r: '.: · ·, ' . Sample·Nuinber Sample-lJ!3sbription: -. LEUCADIA WASTEWATER DISTRICT 600203-002 13s4 \. 81 CL: PALE BROWN LEAN CLAY 'Date: 7i27;2004 ----- Tested By: __ l_3C_'c_: __ Checked By: ____ _ Depth (ft.): __ (,_L_-:_· ._, _ Initial Moisture Content Initial Sample Weight (g) 1300 OiyWeight of Soil+Container (g) . Weight of Cor,ifainer (g) MoisturE:JCont~h_t (%) Water Added (ml) '• . iv,oisture· Cortt~nt (%). Spec. ··cqnd.( uh·micm) · · Resistivity (ohms_-cm) 600 ~ ,..., ·-> ·-..., V) ·;; 200( ·Cl),_ '•, ,' a:: '.' .. ·,. ., I 0 -l'-"'~--4S'--F--4-'--+ Q.QO 10.00 .. 100.0 Box Constant 87.5 Soil pH 0:0 Sulfate Content (ppm) 14.3 · Chloride Content (ppm) 23.08 31.87 40,66 49.45 80 53 52. 53 550 364 357 364 --Resi~ti-vi_ty of Soil 20.00 30.00 40.00 50.00 .Moisture Content(%) . ·---· . ··------··---·-.. -----,--, ~-~--------------~----------· 6.87 8.13 2000 3600 6D.OO Rev. 10-01 I ' I I I I I l l I I I l I I I I I I .,,,~ * * * * * * * **** * * ** * * * ** * * * \ * ~ Q F A,U L T * * * * Version 3.00 * * * **.·* * ** ** * *·* * * ** * * * * * * * * DETERMINISTIC ESTIMATION OF . ·.PEAK :ACCELERATION FROM DIGITIZ·ED FAULTS. JOB-~ER:'600203-002 DATE_: 09-01-2004 JOB NAME: 'RNP .. CALC"QLATIONNAME: Test Run Analysfs Jr~VLT·.-DATA-:-FII,,E NAME:_ C: \Program Files\EQFAULTl \cdmgenew (BMR) . dat SITE COORDINATES: SITE t.ATI+UDE: 33.0863 , SITE LONGITUDE: i17.2671 SEARCH RADIUS: 100 mi ATTENUATION RELATION: 22) Abrahamson UNCERTAINTY (M=Meciian, S=Sigma): M DIST~CE_MEASURE: cl6dis .SCOND: 0 & Silva (1995b/1997) Horiz.-Rock Number, of Sigmas: o.o Basement Depth: s:oo km Campbell SSR: Cc1mpbell SHR: COMPUTE PE_AK HORIZONTAL ACCELERATION FAULT-DATAFILE USED: C:\Program Files\EQF.i,.ULTl\cdrngenew('HMR) .dat MINTMUM DEPTH VALUE (km}': 0.0 .. . ' \>~.,~I, '' · .. ··,· . ',. ,,: . . . : i.' ' ' , ' , ' ' ' , ' ' ' ' ' ' ' I I ' EQFAULT SUMMARY DETERMINISTIC $ITE PARAMETERS . . . Page 1 -----------------------.-----------------------------------------------------I jESTIMA';['ED MAX. EARTHQUAKE EVENT I . .APPROXIMATE I -------. ------------. ---------- ABBREVIATED I DIS'.I'ANCE I MAXIMUM I PEAK I ES';[' .. S-ITE FAULT NAME I mi (km) I EARTHQUAKE I SITE I INTENSITY . ·I I MAG. (Mw) I ACCEL. g IMOD.MERC. ======·============· ============t==============~========= l?=========l====-=--- ROSE CANYON AB-Modifiec::i trace 6.-1 5. 3· ( 8. 5) I · 7. 2 I O. 442 I· X NEWPORT-INGLEWOOD (Offshore) AB I 10."6( 17.0) I 7.1 I 0.242 I IX CORONADO BANK_ (Mmx Mod. 8-15-03) I 20.5( 33.0) I 7.6 I 0.159 I VIII ELSINORE-TEMECULA I 24.9( 40.1) 6.8 I 0.090 I VII ELSINORE-JULIAN. I 24. 9 ( 40 .1) 7; 1 I O .10.5 I VII SAN JOAQUIN HILLS AB Added 2·-'9-I 36. o ( 57. 9) 6. 8 I o. 079 I . VII ELSINORE-GLEN IVY I 38. 8 ( 62. 4) 6. 8 j O. 056 I VI EARTgQUAKE V.At,LEY I 40.2( 64.7.) 6.5 I 0.046 I VI PALOS VERJ)ES I 41.2( 66.3) 7.1 I 0.063 j VI sAN JACINTo-ANzA .-. r 47.7( 76.8) 1.2 1 0.057 1 vI SAN JACINTO-SAN JACINTO VALLEY j 49.5( 79.7) g.9 I 0.046 j VI SAN JACINTO-COYOTE CREEK I 50. 9 ( 81. 9) 6. 8 j O. 042 · I VI NEWPORT-INGLEWOOD (L.A.Basin) I 52.3( 84.2) 6.9 I 0.044 I VI ELSINORE~COYOTE MOUNTAIN I 53.1( 8.5.4) j 6.8 I 0.040 I V CHINO..:CENTRAL AVE. (Elsinore) I 53.7( 86.4) I 6 .. 7 I 0.049 I VI WHITTIER j 57.2( 92.1) I 6.8 I 0.037 I V COMPTON THRUST I 62 .1 ( 99. 9 ) I 6. 8. I o. 044 I vt ,SAN JACINTO -BORREGO I 62.6( 100.8) I 6.6 j 0.030 j V SAN JACINTO-SAN BERNARDHfO I 64. 3'(. 103. 5). I . 6. 7 j O. 031 j . V -ELYS;rAN· PARK THRUST I 64. 9 ( J,.04. 5) I 6. 7 j O. 040 I V SAN ANDREAS .. -San Bernardino I 67 :5 ( io8. 7) I 7. 3 O. 043 I VI SAN ANDREAS_ --Southern :I 67. 5 ( 108. 7) I 7. 4 o. 046 I VI SAN ANDREAS -Coachella I 73.9( 119.0) I 7;1 0.035 I V SAN JOSE I 74.0( 119.1) j 6.5 0.030 I V PINTO MOUNTAIN I 74.2( 119.4) j 7.0 0.032 I V CUCAMONGA I· 76. 4 ( 123. 0) j 7. 0 0. 040 I V SIERRA MADRE. j 76.7( 123.4) j 7.0 0.040 I V SUPERSTJTION MTN. (San Jacinto) I 78 .1 ( 1~5. 7) I . 6 .·6 o. 023 I IV l3PRNT MTN. ·1 78.6( 126.5) I ,6.4 0.020 I IV NORTH FRO;NTAL FAULT ZONE (West) I 80;1( 128.9) I 7.0 0.039 I v EUREKA PEAK j 81 . 3 ( -1 ~ 0 . 9) j 6 . 4 0 . 019 j IV ELMORE RANCH I 81.9( 131.8) j 6.6 0.022 j IV ' I .-,_,., . . . ' I .. , . . ' . I I I I I I I I ., ' I ,. I I I. .CI,.EGHORN I 82.1( 132 ._1) I 6.5 0.021 IV SVPERSTITION HI~LS (San Jacinto) I .82 .9 ( :1.33.4) I -£. 6 0.022 .IV .· · NORTH. FRONTAL·· FAULT ZONE. (East): ·I l:!3. 3 ( 134.o) I 6.7 LAGUNA SALADA I 84.0( 135.2)1 7.0 SAN ANDREAS -Mojave · ·I 85. ~ ( 13.8 .. 3). J 7. :I. 0.030 V 0.028 V 0.030 V SAN ANPREJ¥l -·1:as1 Ru];)ture I 85.9( 138.3)1 7.8 0.048 VI RAYMOND.' ·t 86.0( 138.4) I 6.5 :CLAMSHE.LL:.'SAWPIT I 86 .2 ( 138.7) I 6.5 0.025 V 0.025 V DETERMINISTIC SITE PARAMETERS :l?ag~ .2· . . ' . . . . ' t ' · I ' . . . · I ESTIMATED· MAX. EARTHQUAKE EVENT I APPROXIMATE I -------------------. ----------- ABBREVIATED 1· DISTANCE ··I -MAXtt-ruM I PEAK I EST. SITE · FAULT NAME I ini (km) I EARTHQUAKE I SITE I INTENSITY . .. . . . . ·I · I MAG .. ·(Mw) I ACCEL. g jMOD.MERC. = = ==.·= .= = -~ ·· ·= ===··=====I============ l===r~=== -l==========I========= . VERPUGO · . . I 88 .. 6 ( 142. 6) I 6 .. 7 I O .. 028 I V · LAN.l)ERS I 89. 2 ( 143. 6) ,. 7 .. 3 I 0. 033 . , V HOLLYWOOD : I 90. 5 ( 145. 7)-1 6. 4 I O. 022 I IV HELENDALE -S. LOCKHARDT I 91. 7 ( 147. 5) I 7 .1 I 0. 028 I V BRAWLEY SEISMI(;: ZQNE , I 92.1( 148.2) I 6.4 I ·0.017 j IV LENWOOD~LOCKHART-OLD WO~ SPRGSI 94.9( 152.7} I 7.3 I 0.031 I V SANTA.MONICA -1 95.4( 153.5)'1 6.6 I 0.024 I v EMER$0N So. -COPPER MTN. I 96.9( 155~9} I 6.9 I 0.023 I IV JOI{NSQN'. V~LE¥ (Nc;,rthern} I 97. 4 ( 156. 8) I 6. 7 · I O. 02 o I IV MALIBU COAST · I 98 .1 (. 157. 9) I 6. 7 j O. 025 j V IMPERI.Al;. j 9 9 • 1 ( 15 9 • 5) j 7 . 0 j 0 • 0 2 4 j IV ****~~*****************************~******************************************* -END OF SE~CH-Si FAULTS FOUND WITHIN THE SPECIFIED-SEARCH RADIUS. THE ROSE CANYON·AB Modified trac~ 6-FAULT IS CLOSEST TO THE SITE. IT ·IS ABOUT 5.3 MILES (8.5 km) AWAY. LARGEST MAXI~-EARTHQUAKE -SITE ACCELERATION: 0.4420 g 'I. ~ ',~ •1~ ~ 'I• J ' \ •, •,". ' 1, ,,, .,,, ... : ., ~-. '' .,. · .. · . . ~ ' .. . ". ~. ~' :. :, . ' ' ' I I I I I .·1.•• . . I I I I I I I *********************** * * \ . * E Q FA UL T * * * * Version-3.00 * * * *~*******•************* DETERMINISTIC ESTIMATION OF PEAK ACCELERATION FROM DIGIT.IZED FAULTS ;.JOB ·NtJMBER : 6.0 0·2 03 -0 0 2 . , , . . . ' DATE:· 09-01·-2004 J0B ·N~: ·RNP qA.LCULATION ~AME: Test Run Analysis FiULT-:-DATA-FILE .NAM~: c·: \Program Files\EQFAUL'I'l \cdmgenew(;HMR) .cl.at SITE COORDINATES: SITE LATITUDE: . 33, 0863 SITE LONG.ITUDE: ll 7. 2671 SEARCH RADIUS: 100 mi .ATTENUATION RELATION: 22) Abrahamson · UNCE;R~A:i:NTY (M;..Median, S=Sigma) : s ·:bIS.TANCE. MEASURE: cloo.is & Silva (1995b/1997) Horiz.-Rock Number of .. Sigmas: 1. O SCOND: O Basement ·oepth: .s. 00 'km Campbell SSR: Campbell ·SHR: COMPUTE P)E.AK HORIZONTAL ACCELERATION ·FAULT-DATA. FIJ;,E US~~: C: \Program Files \EQFAULTl \cdingenew {IWJR) . dat MINIMUM DEPTH VALUE . (km).: 0. 0 ' ·' 'l.' 11· ~ ' \ .,/ ~ • ' ' < ,,: . .: . . . , '. ',. ·.·;'·i: ,· ,', ,r I'• > l ~ "'. '.' ,• '., ' .. ,, ',',' .. ' ' ' I I I I I .·1.•• . . I I I I I I I *********************** * * \ . * E Q FA UL T * * * * Version-3.00 * * * *~*******•************* DETERMINISTIC ESTIMATION OF PEAK ACCELERATION FROM DIGIT.IZED FAULTS ;.JOB ·NtJMBER : 6.0 0·2 03 -0 0 2 . , , . . . ' DATE:· 09-01·-2004 J0B ·N~: ·RNP qA.LCULATION ~AME: Test Run Analysis FiULT-:-DATA-FILE .NAM~: c·: \Program Files\EQFAUL'I'l \cdmgenew(;HMR) .cl.at SITE COORDINATES: SITE LATITUDE: . 33, 0863 SITE LONG.ITUDE: ll 7. 2671 SEARCH RADIUS: 100 mi .ATTENUATION RELATION: 22) Abrahamson · UNCE;R~A:i:NTY (M;..Median, S=Sigma) : s ·:bIS.TANCE. MEASURE: cloo.is & Silva (1995b/1997) Horiz.-Rock Number of .. Sigmas: 1. O SCOND: O Basement ·oepth: .s. 00 'km Campbell SSR: Campbell ·SHR: COMPUTE P)E.AK HORIZONTAL ACCELERATION ·FAULT-DATA. FIJ;,E US~~: C: \Program Files \EQFAULTl \cdingenew {IWJR) . dat MINIMUM DEPTH VALUE . (km).: 0. 0 ' ·' 'l.' 11· ~ ' \ .,/ ~ • ' ' < ,,: . .: . . . , '. ',. ·.·;'·i: ,· ,', ,r I'• > l ~ "'. '.' ,• '., ' .. ,, ',',' .. ' ' ' ' ' ,:. ' • I I I ' ,. I I I I I I EQFAULT SUMMARY ---------------------------- DETERMINISTIC SITE PARAMETERS Page 1 ----------------------------------------·------.• J __________________________ _ j jESTIMATED MAX. EARTHQUAKE. EVENT I· APPROXIM.Pi,.TE 1------------------------------ ABBREVIATED I DISTANCE I MAXIMUM I PEAK I EST .. SITE FAULT NAME I mi (km) !EARTHQUAKE I SITE I INTENSITY . . I . j MAG. (Mw) I ACCEL. g IMOD.MERC. ================================I=========. ====l==========l==========I========= ROSE CANYON AB Modified trace 6-I 5. 3 ( 8·. 5) I 7. 2 I o. 679 I NEWPORT-INGLEWOOD (Offshore) AB I 10.6( 17.0) I 7.1 I 0.371 I CORONADO BANK (Mmx Mod. 8-15-03) I 20.5( 33.0) I 7.6 I 0.245 I XI IX IX ELSINORE-TEMECULA I 24.9( 40.1) I 6.8 j 0.143 j VIII ELSINORE-JULIAN I 24.9( 40.1) I 7.1 j 0.161 j SAN JOAQUIN HILLS AB Added 2-9-I 36.0(' 57.9) I 6 .. 8 I 0.125 I ELSINORE-GLEN IVY I· 38.8( 62.4) I 6.8 j 0.089 EARTHQUAKE VALLEY j 40.2( 64.7) I 6.5 I 0.075 PALOS VERDES j 41.2( 66.3) j 7.1 I 0.097 SAN JACINTO-ANZA .I 47.7( 76.8) I 7.2 I 0.088 SAN JACINTO-SAN JACINTO VALLEY j 49.5( 79.7) j 6.9 I 0.072 SAN JACINTO-COYOTE CREEK I 50. 9 ( 81. 9) I 6. 8 I O. 067 NEWPORT-INGLEWOOD (L.A.Basin) I 52.3( 84.2) I 6.9 I 0.068 ELSINORE..:coYOTE MOUNTAIN I 53 .1 ( 85. 4) I . 6. 8 I o. 064 CHINO-CENTRAL A~. (Elsinore) I 53.7( 86.4) I 6.7 I 0.078 WHITTIE~ I 57. 2 ( 92. 1) I 6. 8 j 0. 059 COMPTON THRUST j 62.1( 99.9) j 6.8 j 0.-070 SAN JACINTO -BORREGO I 62.6( 100.8) I 6.6 I 0.048 SAN JACINTO-SAN BE;RNARDINO j 64. 3 ( 103. 5) I · 6. 7 j O. 049 ELYSIAN PARK THRUST I 64.9'( 104.5)1· 6.7 I 0.063 SAN ANDREAS -San Bernardino I 67.5( 108.7) I 7.3 I 0.066 SAN ANDREAS -southern I 67.5( 108.7) I 7.4 I 0.071 SAN ANDREAS -Coachella I 73.9( 119.0) I 7.1 I 0.053 SAN JOSE j 74.()( 119.1) I 6.5 I 0.049 PINTO MOUNTAIN j 74.2( 119.4) I 7.0 I 0.050 CUCAMONGA ,. 76.4( 123.0) I 7.0 I 0.062 SIERRA MADRE I 76.7·( 1.2~.4) I 7.o· I 0.062 SUPERSTITION MTN. (San Jacinto.) I 78 .1 ( 125. 7) I 6. 6 I o. 038 BURNT MTN. I 78.6(_ 126 .. 5) j 6.4 I 0.034 NORTH FRONTAL FAULT ZONE (West) I 80 .1 ( 128. 9) I 7 .. O I O. 059 EUREKA PEAK j 81. 3 ( i'30. 9) ,. 6. 4 I O .-032 ELMORE RANCH j 81.9( 13·1.8) I 6.6 I 0.036 VIII VII VII VII VII VII VI VI VI VI VII VI VI VI VI VI VI VI VI VI VI VI VI V V VI V V I I -I _I: l l l- :1 :-,·;. . . ,. I ., 1.- .1- ,_. -I I· I I .·CL:jl:GHORN I 82.1( 132.1} I 6.5 I 6. 034 · I V SUPERSTITION HILLS (_San Jacinto) I 82. 9 ( 133. 4) I 6.6 I -0. 035 I V .. ·NO~TH ·;FRON'i'AL :FAULT ZON:E (East) I 83. 3 ( 134. o> I 6.7 I 0.048 I VI LAGUNA. S)UiADA I 84.0( 135. 2> I 7.0 I 0.043 I VI $AN ANDREAS -Moj.ave I 85.9( 1.38 .3) I 7 .-1 I 0.046 I VI SAN ANDREAS -;J.8.57' Rup'tur·e. I 85. 9 {_ 138.3)1 7.8 I 0.074. I VII RA¥MOJ:{I? _·. l 86.0( 138_.4) I 6.5 I 0.042 I. VI . _CLAMS~E~L~SAWPtT I 86. 2 { 138.1> I 6.5 I 0.042 I V bETERMIN~STIC .SITE PARAMETERS ·Pag~ .2 ·. ' . -. . ; ,. I, . . . . . . , ·J ESTIMATED· MAX. EARTHQUAKE EVENT APPROXIMATE I --. ----------. ----------------- 'AB~REVIATEb DISTANCE I MAXIMUM I PEAK !EST. SITE FAULT N.,AME I mi {km) I EARTHQUAKE I SITE I INTENSITY . . I . I MAG. {Mw) I ACCEL. g JMOD.MERC . . = === === -. ===. ==== = ==== ===!=====·========~=========. l==========I========= VERDUGO. J 88.6( 142.6) J 6.7 .I 0.045 I VI LANI?ERS J S-9 . .2 { 143. 6) J 7. 3 J O. 050 J VI HOLI,i'YWOOD J 90.5(. 145.7) J . 6.4. I 0.037 J V HELENDALE -s·. LOCKHARDT I 91. 1 ( JA 1 . 5) I. 1 . 1 I o . o 4 3 J VI BRAWLEY"SEISMIC ZONE J ~2.-1( 14~.2) J 6.,4 J 0.028 I V LENWOQD-L'OCKHAR.T,-QLD WO~. SPRGS.J 94. 9 ( 152. 7) J 7. 3 J O. 047 J VI SANTA MONICA. J 95.4( 153.5) J 6.6 J 0~039 I-V EMERSON. So. -COI?PER MTN. ·I 96.9( 155.9) I 6.9 I 0.035 -1 v JOHNSON VALLEY (Northern)· J 97.4( 156.8) I 6.7 I. 0.031 j V MALIBU c;:011-sr I 98 .1_( 151. 9) I 6. 1 I o. 040 I v IMPERIAL . J 99.1( 15·9.5) J ··7.0 J 0:037 j V '** * * **·* * * * * * * *** * ** ** ** * * * * * ** * * * * * *·* * * *'* * * * * * *.* * * * * * * * *·* * * * * * * * * * * * * * * * * * * * * * * -END Of SEARCH-51 FAULTS FOUND WITHIN THE SPECIFIED SEARCH RADIUS. THE ROSE C~ON AB Modified trace 6-FAULT IS CLOSEST TO THE SITE. IT IS ABOUT 5 . 3 MILES ( 8 • 5 Jprt} AWAY. LARGEST MAXIMPM-EARTHQUAKE SITE ACCELERATION: 0,6795' g . ·' I'• I '. " 1'\ 11,• i . < ·, ·.,:. ·:·';. ,, ,., .. ,, ·,•.·,,: ·, < .... ·,:. • .• t -' .. ,• : -'~ ' :: ·' 1: I I I ,, •• •• I I I ,, I I I I I I I I Leighton and Assodates, Inc. GENERAL EARTHWORK AND GRADING SPECIFICATIONS Pagel of6 LEIGHTON AND ASSOCIATES, INC. GENERAL EARTHWORK AND GRADING SPECIFICATIONS FOR ROUGH GRADING 1.0 General _3030.1094 1.1 Intent . 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 cqntained 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 resuit in new or revised recommendations that could supersede these specifications or the recommendations in the geotechnicalreport(s). 1.2-The Geotechnical Consultant of Record: Prior to commencement of work, the owner shall employ the Geotechnical Consultant of Record (Geotechnical Consultant). The GeotechnicaJ Consultants shall be responsible for reviewing the approved geotechnical report(s) and accepting the adequacy of the ptelimin_ary geotechnical findings, concl,usions, and recommendations prior to the commencement of the grading. . . Prior to commencement of grading, the Geotechnical Consultant shall review the "work pla1:i" prepared by the Earthwork Contractor (Contractor) and schedule sufficient personnel to perfonn 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 requtred. Subsurface areas to be geotechnicallyobserved, mapped, elevations recorded, and/or tested include natural ground after it has been cleared for receiving fill but before fill i~ placed,. bottoms of all "remedial -removal" areas, all key bottoms, and benches made on sloping ground to receive fill. The Ge9technical Const!ltant shall observe the moisture-conditioningand 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. ., ' ' ': ,. ' ' f ::f .,· ' ' ' ,. ' ' ' • ' Leigh ton and· Associates, Im;. . GEN ERAL.EARTHWORKAND GRADING SPECIFICATIONS PJ:1g~.2·of6 .· . i.o 1,3. · The :Earthwork Contractor: The Earthwork Contractor (Contractor) shall be qualified, 'expeti~hced, and knowlec,lgeable in earth\vork logistics, p~eparation and processing of · . ground to receive fill, moisture-conditioning and processing of fill, and compacting fill. The Coritrabtor·· shall rev_iew 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 Cbntractor shall pr~pare and submit to .the owner and the Geotechnical' Consultant a . work plan that indicates th~ sequence of earthwork grading, the number of "spreads" of work anci the estjmated quantities of daily .earthwork contemplated for the site prior to ce>mmericement of grading. The Contractor shall infonp the owner and. the Geotechnical C~:msultant of changes in work schedules and updates to the work plan at least 24 hours in _ advance·of such ch;mges so that appropriate observations and tests can be planned and accomplished .. The Contractor shall not assl!me that the Geotechnical Consultant is awafe of all gradfng operations. . . The Contractor shall have the sole responsibiiity to provide adequate equipment and . methods.to accomplish the earthwork in accordance with the applicable grading codes and · agen~y ordinances,-these Specifications, and the recommendations in the approved geotechnicar 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 specific~tions, the a·eotechnical 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 o·rubbing: 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 GeotechnicatConsultant. '. ~ .. ,,!_.',{:•li:•, 1 ,,, ,,•,,' .. \ ~ ' .. I.' ..... '' ,' The Geotechn'ical Consulta_nt shall evaluate the extent of these removals depending on · specific site conditions. Earth fill material shall not contain more than 1 percent of organic materials (by volume). No fill lift shall contain more than 5 percent of organic matter. ~esting of the organic materials shall not be allowed. 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.) h.ave chemical constituents that are considered . to be hazardous waste. _As such; the indiscriminate dumping or spillage of these fluids onto t4e ground may constitute a misdemeanor, punishable by fines and/or imprisonment, and shall not be allowed. · · 3030.1094 ' I ' I I I I I I I I I I I I I I I I LeightQn and Associat~s,Inc. GENERAL EARTHWORK AND GRADING SPECIFICATIONS Page3 of6 2.2 Processing: Existing ground that .has been declared satisfactory for support of fill by the Geotec·hnical Consultant shall be scarified to a m1hiinum depth of 6 inches. Existing ground th~t 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 uriifonn, flat, and free of uneven features that would inhibit unifonn 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 Geotecbnical Consultant during grading. 2.4 Ben~hing: . Where fills are to be placed on grou11d 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 f~et wide and at least 2 feet deep, into competentmaterial as evaluated by the Geotechnical Consultant. Other b_enches shall be excav~ted 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 ov_erexcavated to provide a flat sub grade for the fill. · 2.5 Evaluation/Acceptance of Fill Areas: All areas to receive fill, including removal ~nd 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 prior to fill placement. A licensed surveyor shall provide the survey control for detennining elevations of processed areas, keys, and benches. · · 3.0 Fill Mater'ial 3030.1!)94 · 3 .1 General: 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. .. 3.2 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 compl'etely surrounded by compacted or densified fill. Oversize material shall not be placed within 10 vertical feet of finish grade or within 2 feet of future utilities or underground construction. ' ,,_ 1:- .. 1·--: l I I -, :·,_ ,-. I I •• ,. I -I I I' I· · L!;?ighton~ru;i Associat!,!s;Inc. .. GENERAL EAR'IHyVORKAND GRADING SPECIFICATIONS : f>age4·of 6: 3.3 Import: If importing of fillmateria"I is required for grading, proposed import material shall meet the requirements .of Section 3. l. Tlie 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 detenn.ined and approp~iate tests performed. 4.Q· . Fill Pla.ceme~tand·compaction . .. 4.1- .4.2. . 4.3: 4A· .4.5 ' .. ,, ;., \,,ti,,,·.', < ·,·':·!:; ,,, ,' . ...... ,: . . ' .: . ~ ,· . . .. . . ~ ""' " .. "/: .. •' . 3030.1094 Fill Layers: Approved fill material. shall be .placed in areas prepared to receive fill (per Section·3.0) in near-horizontal layers not exceeding s· inches in loose thickness. The Geotechnical Consultant may accept thicker layers if testing indicates the grading p·rocedures can adequately compact the thicker layers. Each layer shall be spread evenly · and mixed th9roughlyto attain relative unifonnityof material-and moisture lhroughoul. ,. l •, . Fill Moisture Conditioning: Fill soils shall be watered, dried back, blended, and/or mixed, as necessary to attain a relatively unifonn moisture content at or slightly over optimum. . Maxiim,1m density and optimum soil moisture content tests shall be performed in accordance with the American Sociefy of-Testing and Materials (ASTM Test Method Dl557.,9)J. . Compaction of Fill: After each layer has been moisture-conditioned, mixed, and evenly ~;p~ead, it shall be unifonnly compacted to not less than 90 percent of maximum dry density (ASTM T¢st Method DI 557-91 ) .. 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. . . Compaction of Fill Slopes: In -addition to normal compaction procedures specified above, 1a:om,paction of slopes shall be accomplished by backrolling of slopes with sheepsfoot- .. roilers. at increments of 3 . to· ·4 feet in fill elevation, or by other methods producing satisfactory res·ults ·acceptable to the Geotechnical Consultant. Upon completion of grading, relative compaction of the fili, out to the slope face,. shall be at least 90 percent of maximum density per ASTM Test Method D1557.;91. Compaction Testing: F.ield tests for. moistut.e content and relative compaction of the fill soils shall be perform~d by the Geotechnical Consultant. Location and frequency of tests shall be at the Consultant's discretion based on field conditions encountered. Compaction test· loc·ations will not nec~ssatily 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). ' I I I ' I I I I I ,, I I I .I I I I ' Leigl1ton and Associates, Inc . . GENERAL EARTHWORK AND 9RADINGSPECIFICATIONS Page5of6 4.6 Frequency of Compaction Testing: Tests shaH be taken_ at intervals not exceeding 2 feet in vertical rise and/or 1,000 cubic yards of compacted fill sOils embankm<;:nt. In addition, as a g1ddeline, 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 vertical 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 dow.n the earthwork construction if these minimum standards are not met 4.7 Compaction Test Locations: The Geotechnical Consultant shall document the approximate elevation and hor.izontal coordinates of each test location. The Contractbr shall coordinate with the project surveyor to assure that suf:fjcient 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 verticaily less than 5 feet apart from potential test locations shall be prov.ided. Subdrain Installation Subdrain systems shall be installed in· accordance with the appi:oved geotechnical report(s), the grading plan, and the Standard Petails. The Geotechnical Consultant may recommend additional subdrains and/or changes in sub_drain extent, location,. grade, or material depending on conditions - e11countered during grading. All subdraiqs shall be surveyed by a land surveyor/civil engineer for lirte mid grade after installation and prior to burial. Sufficient time should be allowed hy the Contractor for these surveys. 6.0 Excavation 3030.1094 Excavations, as well as over-excavation for remedial purposes, shaJl 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 slppe, unless otherwise recommended by the Geotechnical Consultant. ' f ·-1 .. ' . I I I I I I I I I I I I I I I I Leightonan:d Associ~tes,Inc. GENERALEARTHWORKAND GRADING SPECIFICATIONS Pag~ 6 of 6.: · .1 :0 · Trench :i3ackfi11s · · · 7 .1 . The Contractor shall follow all OHSA anq Cal/OSHA requirements for safety of trench · excavatibns: · · . · · · '' 7.2. · Ail bedding and backfill of utility trenches shall be doQe in accordance with the applicable · provisions of Standard _Specifications of Public Works Construction. Bedding material . shall have a -Sand Eq1,1ivalent greater than 30 (SE>30). The bedding shall be placed to I foot over the top of the conduit and densified by Jetting. Backfill shall be placed and . densified to a minimum of 90 per<;:ent of maximum from 1 foot above the top of the -conduit to the surface. 7.3 The jetting of the bedding around the conduits shall be·obsetved·by .. the-Geotechnical ,. l Consultant. ?A The Geotechnical Consultant shall test the trench backfill for relative c.ompaction. At least .. one test shquld.be made for every 300 feet of trench and 2 feet of fill. 7 .5 · Lift thickness of trench backfill shall not exceed those allowed in the Standard Specifications of Public Works Constr'uction 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. · " ~-J \ .'1: \ '. I ' • : < .. ·.:~. '', i' •' . ,, ',.• ~ ..... ·,;: ... • ,: ·.' l ',, ' ~ . 'i ~ ' .. ~· :, ..... ',·,, -3030.1094 II I I I I I I I I I I I I I I I FILL SLOPE PROJECT.ED PL'ANE 1 TO 1 MAXIMUM FROM TOE OF SLOPE TO APPROVED GROUND EXISTING GROUND SURFACE FILL-OVER--:CUT SLOPE ------- CUT--OVER-FILL SLOPE PROJECTED PLANE 1. TO 1 MAXIMUM FROM TOE OF SLOPE TO APPROVED GROUND 15' MIN. LOWEST BENCH (KEY) REMOVE UNSUITABLE MATERIAL REMOVE UNSUITABLE MATERIAL REMOVE UNSUITABLE MATERIAL CUT FACE SHALL BE CONSTRUCTED PRIOR TO FILL PLACEMENT FOR SUBDRAINS SEE STANDARD DETAIL C -BENCHING SHALL BE DONE WHEN SLOPE'S ANGLE IS EQUAL TO OR GREATER THAN 5: 1. MINIMUM BEN.CH HEIGHT SHALL BE 4 FEET AND MINIMUM FILL WIDTH SHALL BE 9 FEET. 1------------------,r------~ I KEYING· AND BENCHING GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAILS A I LEIGHTON ANO ASSOCIATES L---------------------- I I ' I' I 'I I I I I I I I I I I I I I I •,, 0,\/ERSIZE ROCK IS LARGER THAN 8, INCHES IN, LARGEST DIMENSION. FINISH GRADE • EXCAVATE A TRENCH IN THE COMPACTED F'!LL DEEP ENOUG!:-1 TO BURY ALL THE RciGK. . -GRANULAR MATERIAL ·TO BE DENSIFIEO, IN PLACE BY FLOODING OR JETTING. DETAIL •. BACKFILL WITH GRANULAR SO!L JETTED · OR FLOODED IN PLACE TO FILL ALL THE ·vo1Ds. • DO NOt ·suR'Y ROCK WITHIN 10 FEET OF FINISH GRAQE. * WINDROW OF BURIED ROCK SHALL BE '. PARALLEL TO THE FINISHED SLOPE. ',·\·,i!\'.1··1.: \ •• , • .:_: ! ,· .. , . .' ~ . JETTED OR, FLOODED ,GRANULAR MA TERI AL • 't', ~ ···~: • '\ " . -~ TYPICAL PRO.FILE ALONG WINDROW ,• :,·, . . ' OVERSIZE ROCK DISPOSAL GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAILS B LEIGHTON AND ASSOCIATES I I I I I I I I I I I I I. I 1· I DESIGN FINISH GRADE ----------------- SUBDRAIN DETAIL FILTER FABRIC REMOVE UNSUITABLE MATERIAL (MIRAfl 140N OR APPROVED· EQUIVALENT)* COLLECTOR PIPE SHALL BE MINIMUM 6" DIAMETER SCHEDULE 40 PVC PERFORATED PIPE. SEE STANDARD DETAIL D FOR PIPE SPECIFICATIONS ____ -_-_-_-_-_-_-_-_-_-_-_ 1 O' MIN. FILTER. FABRIC -----------------BACKFILL (MIRAFI 140N OR APPROVED ------------------::::-------~ EQUIVALENT) . ~------COMPACTED Fill"----------------. --:::~:::::-i::::::-: :-. ' • •. • • • • • ' • . • •. • • · ' ---CAL TRANS CLASS 2 P~RMEABLE · ________________ '. ; '". • . '• : '. ; ,' :· • ' ' ; •. : • •• . OR #2 ROCK (9FT"3/FT) WRAPPED I j · . • • . • ' . . IN Fil TER FABRIC t--20· MIN .. · · 5' MIN. I . PERFORATED . · • · -· .· • 6" 0 MIN. PIPE NONPERFORATED 6" 0 MIN. DETAIL Of CANYON SUBDRAIN QUTLET 1------------------......-._...---------1 I CANYON -SUBDRAINS ·GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAILS C , _________ ____, I LEIGHTON ANO ASSOCIATES ' ' I I I I I< ., .. ,. I I I I OUTLET PIPtS . 4" 0 NONPERFORA TED PIPE, 1 b0' MAX. 0: C. HORIZONTALLY,. " 30' MAX O.C. VERTICALLY \ -----·----------------. --. ----------------~_,.- _-:-:=:=:=:=: :=:=:=:=:=:-::s-:=:=:=:=:=:=:=:=:=:=:=::~ /-: ..,~ _:-:::-:-:-:--:-:COMPACTED: FI.Ll.:---:-::-:-2~ -~-s.:=· ~~=~~*~~=~=~~=~~~ ~: ~=~~*~~=~=~=~~=~=~=~~ # . . _ -:-i:= :=:=:=: =:: :=:=:: ::::=:;2% !-1_1 ~ .-=:=:=: ~=== =: ='5'--s.:=:= <f · -------i - _,_~=~C--:--:·-:-:-:-:-:-:--:-:-:-:-:2%~ MIN.-:-:-:-:-:-:-:-:-:-:-:-:~:-:-;;,: .. Ly DEPDT::::--~~-G~~ir::···:~:::···:r·· (2' MIN.)'_ . 12" MIN. OVERLAP FROM.THE TOP HOG RING TIED. EVERY 6 FEET CAL TRANS CLASS 11· PERMEABLE OR #2 ROCK (3 FT".3/FT) WRAPPED IN FILTER FABRIC 15' MIN. ·1 TRENCH LOWEST SUBDRAIN SHOULD BE SITUATED AS LOW AS POSSIBLE TO ALLOW . SUITABLE OUTLET T-CONNECTION FOR COLLECTOR PIPE TO OUTLET PIPE '----4" MIN. FILTER FABRIC ENVELOPE (MIRAFI 140 OR APPROVED EQUIVALENT) BEDDING SUBDRAIN TRENCH DETAIL I. SUBD~AIN INSTALLATION -subdroin .collector pipe shall -be installed with perforation down or, . unless otherwise designated by the geo~echnicol consultant. Qutlet pipes shall be non-perforated pip~, .. , Th_e· subdrain pipe shall hove at I.east 8 perforations uniformly spaced per foot. Perforation .I. st:ioJl;J).e,· ;t/4'.' to 1/2" if drill· holes ore used. All ·subdroin. pipes shall hove o gradient of at · leo'sf.:2% towards the outlet. . . • •'• ····· ,, ,',j• • . St,JEi.D.R·AIN: PIPE -Subdrain pipe shall be ASTM D2751, SDR 23.5 or ASTM D1527, Schedule 40, or .,. A~:~··. '.C?~034, SDR 23.5, Schedule 40 Polyvinyl Chloride Plastic (PVC) pipe. All ,.outlei -pipe shall· be placed in a trench no wide than twice the subdrain pipe. Pipe shall be in soil of SE >/=30 jetted or flooded in place except for the outside 5 feet which shall be native _ , ._ ____ s_o .. il_b_o_·c-kf_i1_1: _____________ ....., ______________________ _, .. ·BUTTRESS OR· I .REPLACEMENT FlLL GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAILS D . SUBDRAINS 1--.---------------------------------------L£-1G_H_ro_N_A_N_o_A_ss_o_c_,A_rE_s I I I I 1· I I .I I I I I I I I I RETAINING WALL WALL WATERPROOFING-~-PER ARCHITECT'S · SPECiFICA TIONS FINISH GRADE . -------..... -------------... ------------.- -c-:0:-:-:-:-:7:-:-:-:-:-:-coMP AC TED FILL--:-:-:-:-:-:-: -. ---:.-_-___________________ _ WALL-FOOTING -- SOIL BACKFILL, COMPACTED TO 90 PERCENT RELATIVE COMPACTION BASED ON ASTM 01557 COMPETENT BEDROCK OR MATERIAL AS EVALUATED BY THE GEOTECHNICAL CONSULTANT NOTE: UPON REVIEW BY THE GEOTECHNICAL CONSUL TANT, COMPOSITE DRAINAGE PRODUCTS SUCH AS MIRADRAIN OR J-DRAIN MAY BE USED AS AN .ALTERNATIVE to GRAVEL OR CLASS 2 PERMEABLE -MATERIAL. INSTALLATION SHOULD BE PERFORMED IN .ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS. 1---------------------,1 I RETAINING WALL' DRAINAGE DETAIL GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAILS E I LEICH TON AND ASSOCIA T[S _-------.,...._-..--~-------'