ll~ /7 2820 - gmw.conservation.ca.gov · 29/03/1977 · ' ll~ /7 2820 state o~...

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STATE O~ C.&.U~ORNIA-THE RE"'50URCES AGENCY l:DMUND G. BROWN Jft, GovcrnQr

O~PAIHMCNT OF CONSERVATION

DIVISION OF MINES AND GEOLOGY DIVISION HEADQUARTERS RESOURCES BUILDING, ROOM 1341

1.416 NINTH $l~EET

SACRAMENTO. CA 95814

Di~frkt Offices~ LO$ ANGELES $AC~AMENTO Junipero Svrr1;1 Sldg., Rm. l 06.5 107 South Broadway

Re~ourtt!' Bldg .• Rm. 118 1411) Ninth Straet

SAN FRANCISCO Ferry Buildin9 94111

~001:2 9.5814

Mr. Harry W. Radley Senior Building Inspector City of Hayward Department of Public Works Building Inspection Division 22300 Foothill Blvd. Hayward, Ca 1 i forn i a 94541

Dear Mr, Radley:

(415) 557-0413

May 13, 1977

We are placing on open file the following report, reviewed and approved by the City of Hayward in compliance with the Alquist-Priolo Special Studies Zones Act:

Geotechnical investigation for Lucky Discount Center, Hayward, California; by Kaldveer and Associates; March 29, 1977.

EWH/mkr

cc' A.P. file,_,.. Dave Carpenter

Sincerely yours,

EARL W. HART Office of the State Geologist C.E.G. 935

• ' '

CITY OF HAYWARD. DEPT. OF PUBLIC WORKS

BUILDING INSPECTION DIVISION

May 12, 1977

State Geologist California Division of Mines & Geology Ferry Bui 1 ding San Francisco, CA 94111

Attention: Earl W. Hart

Dear Mr. Hart:

In accordance with the Division of Mines and Geology Policies and Criteria of the Alquist-Priolo Geologic Hazard Zones Act, we are enclosing one copy of the geologic report and review of the subject report for a proposed Lucky Discount Center to be constructed at 22695 Foothill Blvd., Hayward, CA - Assessor's Map 428, Block 66, Parcels 34-4 and 35-2.

HWR/bc

Encl.

~2300 rOOIHILL BOULt'.VAi::!O, HAYWAFO!O 94541 • \415) 581-234!;i

,

ALAMEDA COUNTY PUBLIC WORKS BUILDING

ROOM l41

399 ElMHURS:T STREET HAYWARD, CALIFORNIA 94544

88l-"42J

357.0844 EXT. 6423

BUILDING INSPECTION DEPARTMENT

Mr. Harry W, Hadley A/..L? Senior Building Ins?r7t\r City of t!ayward Building Inspection Division 22300 Foothill Blvd. Hayward, CA 94541

Dear Mr. Radley:

May 10, 1977

•

. ,._,, .,, ... ~·

BOARD OF $UPERV1$0RS

JOHN D. MURPHY lST OIS!lllC.T

CHA~lf':S SANTANA 2ND 01$TRICT

f~ED F. COOPft 3RD DISTRICT

JOSEPH P. aORT .4TH DIST!i!ICT

THOMAS H. BATES 5TH DISTRICT

HERBERT G. CROWLE Ot~ecro~ Of PUBLIC WORKS

~·--==11""=e:"'!c-fl \tel.1

MAY 1 '' .,,·- -~- i ... ·-· j,

IUlG. 'f

In accordance with your authorization (City of Hayward P. O. H0479), the Geotechnical Investigation report prepared by Peter Kaldvcer and Associates for the proposed Lucky Discount Center has been reviewed for conformance with provisions of the Alquist-Priolo Act, The review consisted of a careful study of the report and other applicabie investigations and an inspection of the site and adjacent areas.

lt is my professional opinion that the Geotcchnical lnvestigation report prepared by Peter Kaldvecr and Associates conforms to the re_q_u_i_re1nents of the Alquist-Priolo Act. It may be ----;:;-sedby the City of Ilaywa~d--ii.s a bcrnis for the issuance of a building permit.

During review of the report, the presence of an unidentified unit was noted in the vicinity of Station 230 in the exploratory trench (Figure A-3), Peter Kaldveer and Associates was contacted and the undersigned was advised that the field notes identify this zone as a gray-green silty clay, a portion of the lake bed sequence. Therefore, the omleaion on Figure A-3 does not affect the conclusions contained in the report.

Costs for this review arc $96,51, These will be charged against City of Hayward P, o. uo479. I have appreciated this opportunity to provide geological review eervic0 for the City of Hayward and would be pleased to do so again if desired by the City of Hayward.

ll\Lil.M~DI'. • ,ll,Lll,O.NY • BILRKll:Lllif'r' ill l!.~E"YVILLE • FRt;M()lo!T • l'IAYWARO • l,.Ll,lllOAt.1(11'1~ • liEWARK .. OAKl,..11.hlC) • PllEDMDl\IT 1111 P'LllAIANTOH

;l.,o.hl LEANDRO ill V~•O"'! CtTY

, •

wr~ ttarry w. ~haiey· );'age 1'wo ' May lo, 1977

Very truly yours,

I , ·'-1

\) ~l,\;./.f( .... ~ ~ _.~ ..... \;t,\.r,} David w. Carpenter Alameda County Engineering Geologist R. G. #248 CEG #135

DWC:k><b

I I I I I I I I I I I I I I I I I I I

GEOTECHNICAL INVESTIGATION FOR

LUCKY DISCOUNT CENTER HAYWARD, CALIFORNIA

,

J I I I I I I I I I I I I I I I 1-I -1

Peter Haldueer and AssaEiates Geotechnlcal Consultants

PORTOBELLO OFFICE CtNTER ELEVEN EMBARCADERO WEST, OAKLAND, CALIFORNIA 94607, 415/839-1680

Lucky Stores, Incorporated 1701 Ma1·im1 Boulevard San Leandro, California

Attention: Mr, James Justus

Gentlemen:

March 29, 1977 K283 'I, 0 7~·69

RE: GEOTECHNICAL INVESTIGATION LUCKY DISCOUNT CENTER HAYWARD, CALIFORNIA

In accordance with your request, we h'1Ve pe1·fornn'd a geolechnicc>I investigation for the subject development. The accompanying 1·epod presents the 1·csults of au1· field investigation, labor'1to1·y tests, and engineering analysis. The geologic,,I, soil and foundation conditions are discussed and 1·ecommendations for the sail and foundation engineering aspects of the project are presented,

We refer you to the text of the report fo1· detailed recommend«tions. If you have any quest<ons concerning our findings, please cal I us.

JMC/l°K: lab Copies: Addresse" (2)

Williorn Ch.'lrles Glass (2)

Very truly yours,

PETIOR KALDVl:'ER AND ASSOCtATES

,;: 71t ('/;Cd'/ (Jf-tr-:Y

J. Michael Cleary C.E,G. No. 352

Peter l<a I dveer

Lloyd McV ich'r, Struclurn I Enn i11cer (1 J


GEOTECHNJCAL INVESTIGATION

For LUCKY DISCOUNT CENTER HAYWARD, CALIFORNIA

To Lucky Stores, Incorporated 1701 Marina Bouelvard San Leandro, California

March 1977

Pr.ter· lhr1d1.1r.er 11nd DHolinlr:.


TABLE OF CONTENTS

Letter of Transmittal

TITLE PAGE

TABLE OF CONTENTS

INTRODUCTION

SCOPE

SITE INVESTIGATION A. Surface B. Geologic Setting and Sei sm icity C. Site Geologic and Subsurface Conditions D. Groundwater

EVALUATION AND CONCLUSIONS - GEOLOGIC HAZARDS A. Fault Offset Hazard B. Shaking Hazards

1. Soi I Liquefaction 2. Landsliding and Lateral Spreading 3. Differential· Compaction 4. Ground Cracking 5. Seismically li1duced Waves 6. Inundation Due to Dam or Embankment Failure

CONCLUSIONS AND RECOMMENDATIONS - FOUNDATIONS A. Earthwork

1. Clearing and Site Preparation 2. Subgrade Preparation 3. Material for Fil I 4, Compaction 5. Trench Backfi II 6. Drainage 7. Construction Observation 8. Guide Specifications

B. Foundations 1. Footings 2. Slabs-on-Grade 3. Retaining Walls 11, Sign Pol es 5. Later a I Loads

C. Pavements 1. Asphaltic Concrete 2. Concrete Truck Slab

Pnge No.

l

1

2 2 2 3 4

4 5 5 5 5 6 6 6 6

6

7 7 7 8 8

8 8 8 9 9 9

10 10 11 11

1 J 11

12


Table of Contents (continued)

FIGURE 1 - SITE PLAN FIGURE 2 - GENERAL GEOLOGY MAP FIGURE 3 · VICINITY AND FAULT LOCATION MAP FIGURE 4 - GEOLOGIC PROFILE

APPENDIX A ·-FIELD INVESTIGATION Figure A-1, Key to Explorutory Boring Logs Exploratory Boring Logs (1 through 5) Figures A-2 and A-3, Exploratory Trench Logs

APPENDIX B - LABORATORY INVESTIGATION Figure B-1, Plasticity Chart and Data Figure 8,-2, Gradation Test Data Figure B·-3, Direct Shear Test Data

APPENDIX C - GUIDE SPECIFICA_TIONS - SITE EARTHWORK

APPENDIX D - GUIDE SPECIFICATIONS -ASPHALT PAVING

APPENDIX E - BIBLIOGRAPHY

A-1

B-1

C-1

D-1

E-1

~~ • . \


GEOTECHNICAL INVESTIGATION FOR


INTRODUCTION

In this report we present the results of our geotechnical investigation for the proposed Lucky Discount Center. The Center wi II be located on the west side of Foolhil I Boulevard between "B" and "C" Streets in Hayward, California, as shown on the Site Plan, Figure 1.

It is our understanding through conversations with the architect's offic.e, William Charles Glass, and the structural engineer's office, Lloyd McVicker, that the building wi II be of concrete block construction and have maximum column loads on the order of 45 kips and maximum wall loads of 3 kips per lineal foot, with concentrated loads along the wal I of up to 20 kips. The building wi 11 have concrete slab-on-g1·ade floors. A depressed truck loading dock with a concrete slab-on-grade will be constructed on the west side of the building.

SCOPE

The scope of our work included the following:

1. Review of published geologic information pertinent to the site, including aerial photographs.

2. A site reconnaissance by our consulting engineering geologist.

3. Excavation and logging of an exploratory trench across the site.

4. Excavation and logging of small diameter exploratory borings at selected locations.

5. Laboratory testing of samples obtained from the exploratory trench and borings.

6. Geotechnical engineering analysos of the field, office and laboratory data.

7. The preparation of this report.

The data obtained and the analyses performed were for the purpose of determining the suitability of the site for the proposed development from a geologic hazards standpoint and providing design and construction criteria for site earthwork, building foundations, slab-on-grade floors, retaining walls and pavements.

Pi!ter Huhtu~l:!r und Rs!iiociot~!i

I I I I I I I I I I I I I I I I I

-•

K283-4, Page 2

This report has been prepared for the exc::lusivc use of Lucky Stores, Incorporated for specific application to the subject project in accordance with generally accepted soil and foundation engineering practices. No other w11rranty, 1Jxpressed or implied, is made. In the event that any changes in the nature, design or lorn!ion of the building are planned, the conclusions and recommendations in this report shall not be considered valid unless the changes are revicwecl and conclusions of this report modified or verified in writing.

SITE INVESTIGATION

A subsurface investigation was performed on February 8 and 9, 1977. The subsurface Investigation consisted of the excavation and logging of a 10-·foot deep, 2-foot wide, 259-foot long exploratory tl"ench and five small diameter exploratory borings extending to a maximum depth of 50 feet. The exploratory trench w<is logged to a scale of 1 inch" 5 feel. The locations of the exploratory trench and borings are shown on the Site Pian. The logs of the expkiratory trench and bo1·ings and detai Is_ 1·egarding the field investigation are included in Appendix A. Our laboratory tests are discussed in Appendix B.

A reconnaissance of the site and surrounding area was performed by our consulting engineering geologist on February S, 1977. The reconnaissance consisted of an examination of pavements. sidewalks <lnd buildings located within several blocks ofthe site for evidence of any unusual structural distress or offset which could be clue to faulting.

Black and white stereoscopic aerial photographs, scale_ 1" = 1667 1 dated March 24, 1947, were studied for evidence of fault related lineations on or projecting onto the site. A bibliography of the published data used to develop site information for our studies is included as Appendix E.

A. Surface

The site is trapezoidal in shupe, essentially level and encompasses an area of approximately 3. 5 acres. The site is currently occupied by an existing Lucky Store, several one and two story commercial buildings and a paved parking lot; all of the existing buildings will be removed and the parking lot expanded during the new constn1ction. A depressed machine room pit in the existing Lucky Store and a ba.sement is present under one of the buildings along "B" Street-. Both the pit and basement will be backfilled after the buildings are removed.

B. Geolog~c Setting and Seismicl.!Y_

The s.ite is within a 2,000·-fool wide opening in the hills along the east side of San Francisco Bay caused by downc:utling and meandei·ings of San Lorenzo Creek. The area is believed to be underlain with at least 50 feet of sand, silt, clay and

I I

•• I I I I I I I I I I I I I I I I

K283~4, Page 3

gravel deposited during the period extending from Late Plcis.tocene to Recent time (approximately within the last 1,000,000 years). Underlying these materials is the much older bedrock of the Franciscan Formation. Th.ese rocks are believed to be gabbros, serpentine, chert and graywacke sandstone similar to the rocks forming the hills to the southeast and northwest.

During late Pleistocene time, a lake existed within the downtown .Hayward area (Robinson 1956; Burkland and Associates, 1975) due either to fault uplift or offset resulting in the blocking of the creek opening to the Bay. The site is situaled near the south end of this former lake. Figure 2 shows the local geology in the Hayw<ird vicinity.

The trace of the northwest trending, right lateral Hayward Fault lies <ibout 700 feet to the west of the site, between Mission Boulevard and Main Street (Radbruch· Hall, 1974). This fault has been the source of several major earthquakes during historic times, including the 1836 event believed to have had an inten·sity of X on the Rossi Foret scale and the 1868 earthquake which had an estimated Richter magnitude of 7i (Slemmons, 1967). The 1868 fault trace is presently undergoing slow movement, or fault creep, of up to a few tenths of an inch per year in Hayward, and 3 to 4 inches of right lateral curb and sidewalk offset is clearly visible at "C" Street between Main Street and Mission Boulevard.

During the 1868 earthquake, a 4 to 5 inch wide crack was reported (Lawson, 1908) to have extended about 1200 feet northweslly beg inning 11ear the corner of "B" and First Street (presently Foothill Boulevard) and roughly lining up with an earlier postulated trace of the Hayward Fault (Robinson, 1956). More recent studies have established that the Hayward Fault lies further to the west and have not found evidence that a fault exists in the downtown Hayward area. Another crack was reported to have extended easterly 1. 5 mi !es from the same point. No indication of lateral displacement for either of the above cracks is noted in the historical evidence.

In addition to being near the Hayward Fault, the site is located 8 miles southwest of the active Calaveras Fau It and 29 miles northeast of the active San Andreas Fault. The locations of these faults with respect to the site are shown on the Vicinity and Fault Location Map, Figure 3. Although research on earthquake prediction has greatly increased in recent years, seismologists have not yet reached the point where they can accurately predict when and where an earthquake wi.11 occ~1r. Nevertheless, on the basis of current hchnology, it is reasonable to assume th;:it the proposed development wi II be subjected to at least one moderate to severe earthquake that will cause strong shaking of the site.

C. Sile Geologic and Subsurfac.e Conditions

The subsurface investigation found that portions of the proposed Discount Center are underlain by unconsolidated clayey and silty alluvium of recent geologic age, and older, more compact lakebed materials to the maximum depth of the exploration, 50 feet. The recent alluvium is marked by an upper stiff lo very stiff

Pettr ttuldu~~r 11nd P!ll.!iiDdl!t~!i


K283-'I, Page 4

sandy clay horizon which is dark brown and about 5 feet thick and a lower very stiff to hard sandy silt to silty clay horizon which is noticeably lighter in color. In Exploratory Boring 2, in the area of the former stream channel discussed below, soft to firm silty and clayey soils were encountered. Underlying the recent alluvium is gray green to tan, very stiff to h<1rd, silty clay and minor luyers of medium dense to very dense sand deposited in the former lake which occupied this area. The lakebed soils appear slightly tilted and dip toward the northeast, probably the result of movement on the Hayward Fault. The surfac:e of the lake-deposited sediments Is Irregular and covered with a one to three foot sand and gravel cap, indicating stream dissection occurred sorntime after sediment consolidation.

The surface and near surface soils at the site were found to vary widely in plasticity and expansion potential. It appears that the upper soils generally have low plasticities and low expansion potentials. However, the surface soils encountered in Boring S weru found to have fl very high plasticity and expansion potential. The latera I extent of these materials is very difficult to predict due to the manner· in which the soi Is we..-e deposited and subsequently eroded. The materials encountered in Boring 5 may represent an isolated pocket or possibly be one of several pockets of this type of soi I.

A pronounced stream channel, now filled with recent alluvium, appears to have been scoured into the lakebed sediments in the vicinity of Boring 2 at the no1"thwest corner of the proposed bui !ding. As shown on the Geologic Profile, Figure 4, there is about 18 feet of recent alluvial soils here while throughout the remainder of the site lakebed deposits are present at relatively shallow depths (an exception is near Foothill Boulevard where the soil depth drops off again to about 10 feet).

A previous study [Burkland and Associates, 1975) found a seismic anomaly at the site. The locstion of the seismic anomaly was found to c:orrespond to the location of the buried stream channel. No indication of offset soi I horizons or strata displacement indicative of faulting was observed in the exploratory trench.

D. Grnundwater

Free groundwater W<is encountered in Borings 1, 2, 4 and 5 at depths of 18. S, 13. 5, 18. 5 and 23. 5 feet, rm;pectively, at the time of dri_lling. All borings were backfilled immediately after drilling due to requirements of the Alameda Flood Control and Wate1· Conservation District. Therefore, the borings may not have been open for a sufficient length of time for the groundwater to reach an equilibrium level. It must be noted that fluctuations in groundwate1- level may occur due to var.iations in rainfall and other factors.

EVALUATION AND CONCLUSIONS ·· GEOLOGIC HAZARDS

Based on our investigation, it is our opinion that from a geologic haza1-ds standpoint, the site is suitable fo1- the proposed development. We should note that historical evidence and the results of current technology indicate that nt least one moderate

Pl!ll!!r K11ldueer nnll A!is~dCltf!:!i

I I I I I I I I I I I I I I I I I I

•

K283-IJ, Page 5

to severe earthquake wil I occur sometime during the design I ife of structures located on the site. Geologic hazards in this reg.ion are typic<Jlly most critical during strong earthqw1kes and can be divided into two genera I categories: fault offset hazaf"d and shaking hazards. Detailed discussions of these hazards with respect to the site are presented below.

A. Fault Offset Hazard

The surface reconnaissance, aerial photograph interpretation and subsurface explor--ation found no evidence of active faulting on the property. We therefore conclude that the risk of structural damage due to fault.offset is negligible at this location.

B. Shaking Hazards

During a modernte to severe earthquake within the San Francisco Bay Area, strong ground shaking of the site wi II occur. The predicted earthquake intensity in downtown Hayward from a large carthquuke is classified as "very violent" (Borcherdt, 1975) from a large earthquake on the Hayward Fault.

Shaking of this magnitude not only can cause the structure to shake but <ilso has the capability of inducing other phenomena that can indirectly cause substantial damage to structures. These phenomena include soil liquefaction, landsliding, lateral spreading, differential compaction, ground cracking, seismically induced waves such as tsunamis and seiches and inundation due to dam or embankrnent failure. Discussions of these phenornena with respect to the site are presented below.

1. Soi I Lique~.~ti£_12_

Soil liquefaction is a phenomena in which a saturated cohesionless soil layer located near the ground surface loses strength during cyclic loading, such as imposed by earthquakes. During the loss of strength, the soi I acquires a "mobi I ity" sufficient to permit both horizontal and vertical movements. Soils that are most susceptible to liquefaction are clean, loose, saturated, uniformly graded, fine sands that lie within 50 feet of the ground surface.

The soils encount(ored in the borings consist precominantly of clays and silts with occasional layers of medium dense to very dense sands. The likelihood of liquefaction at this ~ite is exfremcly remote because the clays and si Its are not subject to liquefaction and the underlying sand is dense and confined; conditions not conducive to I iquefaction.

2, Landsliding and Latcr<d Spreading

The site i·s located on terrain which has a natural slope of less than 2 percent and there are no creeks or depressions in the near vicinity. These conditions combined with the stiff, cohesive charncle1· of the soi Is make it extremely unlikely that landsliding or lateral spreading will occur at this location during strong earth shaking .

" I I 3. Diffet"ential Compaction


Differential compaction resulting in structure settlement can.occu1· in loose, dry, clean sand and gravel when those materials arc shaken by an earthqu<1ke. Because the existing soils are predominantly cohesive <:md not subject to soil particle rearrangement, differential compaction al this site is unlikely.

4. Ground Cracking

Ground cracking is relatively hard to predict but is believed to be caused by or the result of any of the phenomena discussed above. Since the phenomena discussed above are considered unlikely, the potential hazard due to significant ground cracking is considered to be slight.

5. Seismicully lnduce~l._~aves

During a major earthquake, strong waves such as tsunamis or seiches may be generated in large bodies of water and may cause substantial damage ·to structures affected by them. The tsunami, or seismic sea wave, is an open oceun phenomenon

. caused by faulting, volcanism or other abrupt movement on the ocean floor often at considerable depth. The seiche is a wave which occurs in an enclosed basin as a result of fault displ<:tcement in the basin bottom , la,.ge landslides into the basin, or from periodic oscillation or sloshing of the water in the basin.

The site is more than 11 miles from San Francisco Bay at an elevation of about 100 feet above mean sea level. For these reasons, we condude that the site will not be affected by a seiche traversing San Fruncisco Bay. In addition, our evaluation of recently published datu by the U.S. Geological SuY'vey indicates that the site would not be affected by even a very large tsunami arriving at the Golden Gate with a run-up of 20 feet.

6. Inundation Due to Dam or Embankment Failure

The only lakes or reservoirs of any size in close proximity to the site are Chabot and South Reservoirs. Inundation maps showing the areas affe.cted in the event of d<;lm failure for euch reservoir have been prepared by the East Bay Municipal Utility District, owner of the reservoirs. The maps indicute that the site would be unaffected by a cfam or embankment foi lure at either ·reservoir.

CONCLUSIONS AND RECOMMENDATIONS "" FOUNDATIONS

F.rom a soil and foundation engineering standpoint, it is our opinion that the site is suitable for the proposed development. However, all of the conclusions and recommendutions presented in this report should be incorporated in the design and const1-uction of the project so that possible soil and foundution problems can be avoided.

Peter Kaldu~l!.I' und 055io1·irJl~!i.

"7"1.'"


K283-4, Page 7

It is recommended that our firm be provided the oppor"tunity for a general review of the fin<1I design and specifications in order that the ea1·thwork and foundation recommendations may be properly interpreted and implemented in the design and specifications. If our firn1 is not accorded the p1·ivilege of making this recommended 1·eview, we can assume no responsibility for misinterpretations of our recommendations.

A. Earthwork

.!.:_ __ Cleuring and Site Preparation

The site should be cleared of a 11 obstructions including foundations and slabs of existing building's, designated walkways and puvements, buried utility lines, and ilny debris. Basement walls of demolished buildings should be r.emovcd to a minimum depth of 3 feet below the subgrade elevation. Holes resulting from tho removal of underground obstructions that extend below the proposed finish grade should be cleared ;:ind backfi lied with suitable material compacted to the requ.irements given below under ltf'm A. 4, "Compaction". We recommend that the backfilling oper;:itions be carried out under the observation of the soil engineer so that these excavations wi II be properly backfi lied.

The floor slabs of the existing machine room pit and basement which a re to be backfi lied, may either be removed or left in pluce and drained. If the floor slabs are left in place, holes should be drilled through them to allow any infiltrating groundwater to dr<iin through the slabs. We recommend the holes be" minimum of 6 inches in diameter and be drilled on an approximatf' 5-foot grid.

Prior to preparation of the subgrade in footing and slab areas, the subgrade should be inspectf'd for the presence of pockets of highly expansive soils. Where highly expansive soils are encountered, they should be removed to a depth of at least 3 feet below the bottoms of footings and slabs and backfilled with compacted structural fi 11.

2. Subgrade Preparation

After the site has been properly cleared and stripped and any required excavations have been made, the exposed soils in those arf'as thut are to receive stt·u~tural fill or slabs· on-grade should be scarified to a depth of 6 inches, moisture cond1t.1oncd to slightly above optimum and compacted to the requirements for structural fill.


K283-4, Page B

3. Material _!:or Fill

All existing on-site soils .below the stripped layer having an organic content of less than 3 percent by volume are suitable for use as fill unless they arc determined to be expansive. All imported fill should be non-expansive material with a plasticity index of 12 or less. Fill material should not, however, contain rocks or lumps larger than 6 inches in greatest dimension with not more than 15 percent la1·ger than 2. 5 inches.

All structural fill should be compacted to at least 90 percent relative compaction as determined by ASTM Test Designation D 1557-70 except for the machine room pit,· basement backfill and the upper G inches of subgrade soil under pavements which should be compacted to at least 95 percent relative compaction. Fill mate1·ial should be spread and compacted in lifts not exceeding 8 inches in uncompacted thickness. We should note that if construction proceeds during or shortly after the wet winter months, It may require time to dry the on-site clayey soils to be used as fill since their moisture content will probably be appreciably above optimum.

5. Trench Backfi II

Pipeline trenches should be backfilled with fill placed in lift~ not exceed ing 8 inches in uncompactcd thickness. If on-site soil is used, the material should be compacted to at least 85 percent relative compaction by mechanical means only. Imported sand may <1lso be used for backfilling trenches pYovided it is compacted to at least 90 percent relative compaction. If imported sand is used, sufficient water should be added during the trench backfilling operations to prevent the soil from "bulking" during compaction. In all building pad and pavement areas, the upper 3 feet of trench backfill should be compacted to at least 90 percent relative compaction for on-·site soils and 95 percent where imported sand b<1ckfill is used.

6. Drainage

Positive surface gradients should be provided adjacent to the bui !dings so as to direct surface water away from foundations and slabs toward suitable discharge facilities, Ponding of surface water should not be al lowed adjacent to the structure.

7. Construction Observation

The·analysis and recommendations submitted in this report are based in p;irt upon the dat;i obtained from the five exploratory borings. The nature and extent of variations between the borings may not become evident unti I construction. If variations then become apparent, it will be necessary to r'e-evaluate the recommen~ dations of this report.

f '


K283-4, Page 9

It is recommended that our firm be retained to provide soil engineering services during construction of the excavation and foundntion phases of the work. This is to observe compliance with the design concepts, specifications or recommendations and to allow design changes in the event that subsurface conditions differ from that anticipated prior to the start of construction.

8. Guide Specifications

All earthwork should be performed in accordance with the Guide Specifications · Site Earthwork presented in Appendix C. It should be pointed out, however, that these specifications are only general in nature and that the actual job specific<1 lions should also incorporate all requirements contained in the text of this report.

B. Foundations

1. Footings

We recommend that the proposed building be supported on conventional continuous and isolated spread footings bearing on either undisturbed natural soils or compacted fill. All footings should be founded at least 18 inches below lowest adjacent finished grade. Any footings located adjacent to other footings or uti llty trenches should have their bearing surfaces situated below an imaginary 1, 5: 1 plane projected upward from the bottom edge of the adjacent footings or utility trench.

At the above depths, the footings may be designed for an allowable bearing pressure of 2, 000 pounds per square foot due to dead loads and 3, 000 pounds per square foot due to dead plus live loads with a one-third increase for all loads including wind or seismic. These allowable bearing pressures are net values; therefore, the weight of the footings can be neglected for design purposes. Footings should not, however, have a width of less than 12 inches.

All continuous footings should be designed with adequate top and bottom reinforcement to provide structural continuity and to permit spanning of local irregul11rities. Any visible cracks in the bottoms of the footing excavations should be closed by wetting pY"ior to construction of the foundations. To assure that footings are founded on apprnpriate rnaterial, it is essential that we inspect the footing excavations prior to placing reinforcing steel or concrete.

Settlements are expected lo be within tolerable limits for the proposed structure. Althoug11 soft to firm soils were encountered in Boring 2, the depth of these materials is below the major zone of influence of the footing pressures. On the basis of the anticipated building loads, we estimate that maximum total settlements wi 11 not exceed l/2·inch and differential settlements between interior columns and the wall footings will be less than 1/1Hnch.


K283-4, Page 10

2. Slabs··on .. Grade

The slab·on-grade floors may be supported directly on the prepared natLirill soils or on compacted structural fill. Slabs should be 1·einforced in accordance with thu anticipated use and loading of the slabs. Prior to final construction of the slab, the subgrade surface should be proof rolled to provide a smooth, firm surfoce for slab support,

In areas where floor wetness would be undesirable. 4 inches of free drilining gravel should be placed beneath the floor slab as a capillary barrier b<etween the subgrade soil and the slab. In order to minimize vapor transmission, an impermeable membrane should be placed over the gravel. The membrane should be covered with 2 inches of sand to protect it during construction, The sand should be lightly moistened just prior to placing the concrete.

3. Retaining Walls

Retain ini;] wal Is for the depressed truck loading dock must be designed to resist both lateral earth pressures and any additional lateral loads caused by surcharge loads on the adjoining ground surface.

We recommend that unrestrained walls with a level backfill be designed to resist an equivalent fluid pressure of 40 pounds per cubic foot. W<e recommend that restrained walls be designed to resist an equivalent fluid pressure of 40 pounds per cubic foot plus an addition·<:JI uniform lateral pressure of SH pounds per square foot where H =

height of backfill above top of wall footing in feet.

Wherever Wi'.llls will be subjected to surcharge loads, they should be designed for an additional uniform lateral pressure equal to one-third or one-half the anticipated surcharge load depending on whether the wal I is unrestrained or restrained,

The preceding pressures assume sufficient drainage behind the walls to prevent the bui Id- up of hydrostatic pressures from surface water infi It ration and/or a rise in the 9roundwater level. Adequate. drainage may be provided by means of either weep holes with permeable material installed behind the walls or by means of a system of subdrains.

Backfill placed behind the walls should be compacted to at least 90 percent relative compaction using light compaction equipment. If heavy compaction equipment is used, bracing designed in <1ccordance with the loads created by such equipment should be used.

Pettr Holdueer and P!!i!iill[iUl(!i

I I I

K283-4, Page 11

Retaining walls should be supported on spread footing foundations designed in accordance with the recommendations presented previously under Item B. 1, "Foot#lgs". Lateral load resistance for the walls can be developed in accordance with the recommendations presented below under Item B.5, "Lateral Loads".

I 4, Sign Poles

I I I I I I I I I I I I I I I

Sign poles may be supported on drilled, cast--iwplace friction piers deriving support In compacted fill materials and/or natural soil underlying the. site. The piers should be designed for an allowable supporting skin friction value of 600 pounds per square foot. The upper 1 foot of the pier shaft should not be considered as contributing to the load carrying capacity of the pier ;md should be neglected in computing design capacities. Recommendations for lateral load carrying capacity of ihe piers is given immediately below under Item B. 5, "Lateral Loads".

5. Later a I Loads

Lateral loads may be reisted by a combination of friction between the bottom of the footings and the supporting subgrade and the passive soil pressures acting against the sides of the footings. We recommend that a friction coefficient of 0. 35 and a passive resistance equivalent to a fluid weighing 350 pounds per square foot be used in design. The passive resistance should be assumed to start at the top of the lowest adjacent finished grade.

Lateral load resistance for pier supported sign poles will be developed by passive pressures acting against the embedded portion of the piers. It is recommended th<it an allowable latei-al bearing pressure of 700 pounds per squar·e foot per foot of depth up to a maximum value of 7,000 pounds per square foot allowable lateral pressure be used in design. The design method as given in the Uniform Building Code, Section 2907 (f) 1., 1973 edition is applicable.

C. Pavements

1. Asphaltic Concrete

An "R" (resistance) value test was performed on a bulk sample of the surface materials at the site. The results of this lest are presented in Appendix B. The pavement subgrade conditions vilry across the site and a representative design "R" value was selected to reflect this variation. Combining this information with an appropriate traffic index for the proposed parking and access are"ts, we have developed a pavement section usinq Procedure 301-·F of the State of California Department of Public Works, Division .-of Highways for a 20-year pavement life.

Pli!ll!.r Hold11l!l!r ond A!i5D(iat~~


RECOMMENDED PAVEMENT DESIGNS

Location

Automobile Parking and Traffic Channels (T.f.oc4.0 for 20·year life)

Truck Access and Parking A1°eas (T, I ."6. 0 for 20-year life)

____ P_a_v_e_rr-'ie nt Com po~_e_n_t_s __ _ Asphaltic Concrete Aggregate Base

(Inches) Class 2 (Inches)

2 8

3 12

K283-4, Page 12

Total Thickness (lnd!_es~)~--

10

15

The traffic index used in our pavement design is considered a reasonable value for the proposed development and should provide the indicated pavement life with only a normal amount of flexible pavement maintenance. Selection of: . .&he design traffic paramters, however, was based on engineering judgement and not an equivalent wheel load analysis developed from a traffic study or furnished us.

Asphaltic concrete, aggregate base and preparation of the subgrade should conform to and be placed in accordance with the Guide Specifications - Asphalt Paving presented in Appendix D.

2. Concrete Truck Slab

We recommend that the concrete slab-on-grade in the depressed truck loading area be 5Upported on a 6-inch lnyer of Class 2 aggregate base that overlies prepared subgrade. We recommend that a modulus of subgrade reaction of 75 pounds per square inch per inch be used in the design of the concrete apron.

* * * * * * * * * * * * * * * *

Peter Kaldu~r aq!I Ri~odot~~

I I I I I I I I I I I I I I I I I I

1 •

J _ _r· --

·,

' - ..J

·---1· ---~.::;:::_:;;~--· ·.- ·--· ti'' ·- ·: .-- ··- -·~.;-:-_ .. ---:·· .. =--~-'=='":.:::1+-:-.·~ ~· ~ ·-· . . ________ .) . . t

~ .. ,:;·:":""'~ .

LEGEND

r~H-1 ~ Approxirr1a.te Locatil)n of ~ l:::xplor<1tC1r-y Baring

PETER KALJ:lVEER

AND ASSOCIATES

Con$l)ltln.g Geotechnlcal EnglneerS

0

-· -·· __ L . ..:~ ~:12:"·

SCALE (feet)

-- ' .. "i2 100 200

$!TE PU.N

\..I.ICKY Dl~;COUNT Ct::NTF!l. !111ywa1·d, Ca/iforr\I~

PROJECT NO- DAH

K2S3-!I

/ /

Figure

I , I •


LEGEND

lo...I Recent Alluvium

jQ.j Lakebed Deposits

lo~I Quaternary Gravel

jK.,j Oakland Conglomerate

Gabbro and Serpentine Intrusives

Knoxville FormationSandstone and Shale

Hayward Fault Trace

(Radbruch 1968)

-- - Hayward Fault Trace

(Robinson 1956)

• SCALE: 1" = 1667'

Reference: G'"'Ologic Map of the H«yward Quadrangle, Robinson, 1956; Radbruch, 1968

Peter Kaldveer and Associates

Geotechn .. :caf COflSU/tants

GENERAL GEOLOGY MAP

LUCKY DISCOUNT CENTER Hayward, California

PROJECT NO, DATE

K283-'I

I I I I I I I I I I I I I I I x

x

I +

•

I I I

Earthquake epicenters

M<lgnltude 3.5 and greater

Magnitude 2.5 to 3.!I

Mngnitude 1.5 to 2.5

Magnl"tude 0.5 ta 1.5

PETER KALDVEER

AND ASSOCIATES

Conaultino Geotcchnic~1I !::nginecrs

Active faults and potentially active faults

... Probable surf<lce fault break

NOTE: T11i.1; figure ~how~ only tho major active faults usod In our :studies

:lASI!: Sehmklt)" Mup cf Gt~tet S(Jrl. FroncI.!.~o Bey Area, Californi~, 1969-1971 U.S. Geological Survey, 1972

VICINITY At-JD FAULT LOCATION Mf'P

LUCKY DISCOUNT CENTER

Havwai'd, Califr>rr1l.1

PRQIECT NO. DATE ~~~-1--~~~~~~---t Figure '

K2a3 .11.

- - -- - - - - - - - - - - -

SW E:.:!stlng I BL.:!ilding

Si:ty CL.\Y Sandy GRAVEL

Sandy CLAY

Clayey S!l. T Silty CLAY

Q.

Sandy SI~ T

forl'!'Fc-r Stream Channu\

lO "' •o •• 100 120

EB-S. {4S 1SE:)

• c;."'-'-:·

SI Hy CU\ y - cr;;iye-y SlLT

Sandy CU.. Y

! Silty SAti.:O

S.ar.:dy Cl.AY

160

Horizontal D-lst<ince {fet!t)

~ Recent ~!1uvium - nne gr.ained-c:Jay and slrt slopcvfasn deposited uncon,-ormahly O-\/'e.t -0rdoe.: g!'"a-ve:ls and \ake.b'!!'d -~e;:x:isi"..s - Rec""nt

• St: e.a fT! Cha nneJ Depo-5-l ts - ~lr1 e s.a nd to co.a rse g ra ve-1 5 and f;:iK-e.b-ed dep'.:i.s.:i~s - £ar\'f R<.!'C-ent

180 200

Lak-eb:d Dep::isits - rac:uslrine silt and cl-~y d€:po-slt.e-d ?n a~c-fent 12':ke e:n 111 re-nm€;~~; gent I c- ti I ting c-f st rat a observed - P-1 eistocene- or E<1 r- I y R-x:en·t

Peter Kaldvcer and Assoclates

220

- - -

)'.iE Sa~dy G~AVE l

-

F'OCl-U~i~I

B{nti e va :rcl

Sandy CLAY

~...._Siay ClAY

Silty ..) CLAY

240 260

G EOLQG JC PHOF n .. E

LLCKY o;sccu:-..:T CENTER Hr.y•.o;:,-rd, Caii~o~·~ia


K283--4, A--1

APPENDIX A -- FIELD INVESTIGATION

The field investigution consisted of a surface geologic reconnaissance and a subsurface exploration program. The subsurface exploration program consisted of the excavation of a 10-foot deep, 2-foot wide, 259-foot long exploratory trench, and the drilling of five explor<Jtory borings. Four of the bo1-ings were 6 inches in diameter and one was 8 inches in diameter. The borings ranged from 20 to 50 feet deep. The field invf'stigation was performed on February 8 and 9, 1977. The locations of the exploratory trench and borings are shown on the Site Pl<rn, Figure 1. The soils encountered in the trench and borings were continuously logged in the field by our .-eprescnlative and described in accordance with the Unified Soil Classification System (ASTM D-2Q87). The logs of the trench and borings as well.a~ a key for the classification of the soil (Figure A-1) u1·e included as part of this appendix.

Representative soil samples were obtain<'d from the exploratory borings at selected depths appropriate to the soil investigation. All samples were transmitted to our laboratory for evaluation and appropriate testing.

_The standard penetration resistanc.,·blow counts were obtained by dropping a 140-pound hammer through a 30--·inch free fall. The 2· inch O.D. split spoon sampler was driven 18 inches and the number of blows recorded for each 6-inch penetrntion. The blows .per foot record<'d on the bo1~ing logs represent the accumulated number of blows that were required to drive the last 12 inches, or a shorter distance where indicated.

Undisturbed samples were obtained using the 2. 5-inch diameter modified California Sampler. Modified California Samples were obtained by driving the Silmpler a distance of 18 inches using the 140-pound hammer described above. Sampler types are indicated in the "Sampl<'r" column of the boring logs as designated below:

[[]split Spoon Sampler

~Modified California Sampler

The attached boring logs show our interpretation of the subsurface conditions at the dates and locations indicated, and it is not warranted that they are representative of ~ubsurface conditions at other locations and times.

Pth~r Huldu~~r nnd Rsimiut~s

' J

! ! ;f.

I

I

PRIMARY DIVISIONS GROUP. SECONDARY DIVISIONS SYMln.

GRAVELS CUAN GW Well graded gri"!V6fs. gravel-sand mixti.Jre.'i. JiUle oi' no

;; GRAVU.5 fines.

~ "'0 MORE THAN HALF CLESS lHAN GP

Poorly ~rader:t gravels or gravel-sand mixture$, li11~ or Wo 5% flNESJ no fines. a ~: OF COARS~

en FRACTION IS GRAVEL GM Silty gra~ls, gravel-sand-silt ·nii)(fl.Jt&;, non-plastic fin~.

6l '" 2 w LAr<GCR JHAN Wl1H ·o "'

N z lL "

in NO. 4 SIEVE FINES GC Ch1·yey gravels, gravel-·5-<lnd-~lay n'i)!tures. plastic finfls

~ ;t i!' w CU"IN I > SANDS SW Well graded &.finds, grsvelJv san(ls, li.Ule or no fines. <.:i 0: w SANDS w z UJ in

MORE THAN HALF (LESS THAN ----- ·--··~··---~·-

~ <( 51 SP Pnorly grad~ !>(!Inds or gravelly sands, little or no fines.. i!' <i OF COARSE 5% FINES l _, ·------ ·-w

\(! FRACTION IS SANDS SM Siliy sands, sand~·s:ilt mixtu(es, non-pl(!stic fines. "' 0 SMALLER THAN WITH ··-:ii . NO. 4 SIEV[ FINES SC Cl;:iyey s.11~ds, sand-day mixtur~s., pf<!Stic fines.

I I I

I I I

':'l l!j SILTS AND CLAYS ML 1nor~&n\c silt!:i and Vli!'ry fine sands, rock flour, silty· or

~ ex; Oi c aycy fine sands ~! c~ silts. wi!~ slight plasticity. 0 w a _,

lnor~ilriic r.lays Of low t~ rn~ium plasticity, griilveHy _, w LIQUIO LIMIT IS Cl w ~ <( > c <l'ys. sar15iv clays, silty cl~ys., lean clay~. _J ::;; w a ~ "' in LESS THAN 50%

OL OrgaPk:. !i.ilts And o<g?inic s.itt'y clays of lovv plasticity. uJ z g ~ 0

~ 0 tn11rga(1ii:: silts micaceous or diatomacoous fir"' sandy or _, "' SILTS AND CLAYS MH

" 2 s.~ty soils. 'P-lastii:.silts:. ,. -

<.:i UJ ffi

w ~~ ~ UOUIO LIMIT IS CH Inorganic clays of h_igh pls:S"ticity, fat clays.

~ ------------··· GREATEf! THAN 50% OH Organic clays of mediurn to high pl<:tsticity, organii;; silts.

I HIGHLY ORGANIC SOILS Pt Peat (Jnd other ~1iyhly org;;r,(1ic soils.

DEFINITION OF TERMS

I U.S. srANDARD SERIES SIEVE CLEAR SOUAAE SIEV[ OPCNINGS 200 40 10 4 3/4 11 3" 12 11

I SAND GRAVEL SILTS AND CLAYS

I I COO.ASE COBBLES BOULDERS

rtNf MWIUM COAR.SE FINE

I GRAIN SIZES

I SANDS AND GRAVELS BLOWS/FOOTt SILTS AND CLAYS STRENGTHt BlDWS/FOOT

1

VERY LOOSF 0 - 4 vrnv son 0 - 1/4 0 - 2

I SOFT 1/4 - 112 2 - 4

LOOSE 4 - 10 1/2 FIRM - 1 4 - 8

MfDIUM OfNSE 10 - 3D SllFf 1 - 2 B - 16 DENSE 3) - 50 VERY STIFF 2 - 4 16 - 32

I VERY DENSf Wcfl-50 HARD OVER 4 OVER 32

RELATIVE DElllSITV CONSISTENCY

I +Nurnber of b/°""1'~ of 140 pound hanvner falling 30 inc:hes lO drivf'! a i.: inch O.D. (l-3/8 inch 1.D.)

spilt ·spoon (ASTM 0-1586>. • =funconfinod comprt;!ssivo strflOgth in ton!l/sq. ft. As d'eten'rtined hy l..:tbortnory testing ot approxinl<ttOO

by. tho srrtndard pen~trcitiun tf!si (ASTM D ~ i5B6), poeket penouometnr', 1orva.ne. or visual observation.

I KEY TO EXPLORAIORY BORING LOGS

I Uoifioo Soil Classification Sysiem CASTM D-2487)

Peter Kaldveer and Associates LUCKY DISCOUNT CENTER

Hayward, California

I Geotcchnlcc'JI Consultants f'f!OJECT NO OAlE

-- Figure A-1 1<283 4 Februai-y 1977

I I I I I I I I I I I I I I :1

I I I I

DRILL RIG Continuous Flight Auger S\JRFACE: EL~VATION - LOGGED BY R.R. DEPTH TO GROUNDWATER 18. 5 feet BORING OIAMETER G inches DATE DfillLED 2/8/77

z.,- "' 0 '±.! :i:: - DESCRIPTION ANO CLASSIFICATION ~

Dot-'. ~;:

I:£: ~~~ ~ :z _i,... a; ti :; ... DEPTH w (?. ;::~- - ti) '·' -~ ,. z ~~t:r.ti ~~~~ ~ ~~ \Ff:r:T) ~ r "'- / W 0 ~.;: SOIL < w u; 0

" z \fl I.I. f-- ·-- u e, ~ -·

DESCRIPTION AND REMARKS COLOR CONSIST. "' ~ lLi i~ 0 ~~ ... 0 /,1) TYF~[ I'.!.. !;. '"" <.) ~"

8" Concrete Slab over 7" Bascrock .. -

'- 1 -

SILT, sandy· SAND, L -· ...___

-silty tan VIO'ry ML-Liquid Limit = '13% stiff- SM - 2 -

- . 17 24 Plasticity Index oo 11% m1"dium Passing No. 200 SilO've " 50% dense

,__ 3 - 1-~ I

- -

~ L 4 - 72/6' 21 hard- ,__ very ,____

5-dense .... -

,__ 6 -

-L -

' ,__ 7 -

,__ -L a -'- -..... _ '- 9 -

L -- 47 (cal iche seams) brown

~10- ---'- -

-· 11 -

L -

L 12 -,_ -

-,__ 13 -

- --L 14 -x 38 25 2.5 Dry Density" 97 pcf ,__ -

~ 15

Note: The s tratifkat ion I ine '- -

represents the approximate L 16 -

boundary between material_ - -types and the transition may '- 17 -

be gndual. l.. -

- 18 -

S2 L _,___ L 19 - 27

Bottom of Boring " 20 Feet '- -20

EXPLORATORY BORING LOG

Peter I< aid veer and Associates LUCKY DISCOUNT CENTER -

H;,yward, California Gcotechnicaf Cons11/tartrs

PROJECT NO. DATE BOA ING . ~- 1

1<283 4 Fcbrua 1·v 19.,-NO.


DRILL RIG Continuous Flight Auger SURFACE ~.LEVATION - - LOGGfD 8Y R.R.

DEPTH TO GROUNDWATER 13. 5 feet OORING DIAMETER 6 inches . DAT£ DRltLED 2/B/77

7. uJ-"": • "' 0 \_LJ

OE:SCRIPTION AND CLASSIFICATION 0 u I- <Z !I.I==. :r; cr ;: z !t. "';: ti: I- < z '1l I-

DEPTH "' <:.:: :;.. -~ - In t:i ---J "'"'"' "'z i:5 z a:: t'i l.J... w :.:=- ..... ~ ~t~ >·"' 5 ~ tt: .j!_ (FEE:T) , "_( ~- 0j~~~~ SOIL < w;;ijo ;;:. :.!. u ~ ,_ -

DESCRIPTION AND REMARKS COLOR CONSIST. z"' J D ::;~ lYPE "' ~a:-~ z (.) ll1 . u :.Jo

l A.C. r '- -GRAVEL, sandy grey medium SP ~ 1 -

dense ' --~ 2 - x - 15 20

CLAY, silty dark stiff CL L. 3 - '--brown L ----

' 4 20 20 --· L

CLAY, silty brown very CL stiff - 5

L. .. .

L 6 - -' -

L 7 -

L -

'. B -

~ --~ 9 ~'), (grading very silty) CL- . 9 20

ML .

10 ·~ '--

' -

~ 11 -Note: The stralificution lines

'- -

represent the approximate 12 -

boundaries between material L. -types and the transitions may L 13 -

'52 be gradual. ' _..__ .... 14 -

soft- - 4 . -fli-m '----15

L -' 16 -L -. L 17 -

' - -16 -

SAND, fine to coarse grained grey medium sw-L --Passing No. 200 Sieve= 22% densEO SM .... 19 - x Bottom of Boring "' 20 Feet ' - 28

20


Peter Kaldveer and Associates LUCKY DISCOUNT CENl-ER

Geotec/Jnical Consultants Hayward, California

_, PROJECT NO. DAlTC DORING

K2fl3-4 Februarv 1977 NO. 2


ORILL RIG Continuous Flight Auger SURFACE ELEVATION •.. ~ LOGGED HY R.R ..

DEPTH TO GROUNDWATER Not Established ClORING DIAMETER 6 inches DATE DRILLED 2/8/77 - -z LI.I"' w 8 ~ :t: DESCRIPTION AND CLASSIFICATION ~ 9vt • IZ

"' ;;: I·• <:( Z II) I'-

DEPTH w ~ ~ ·-~ 0::0:-....~- ~~~~ J

~ t1 ~ "'z i1i z b:: ti ~ ,_ w

(fEETJ ~ " ,_ Iwo~ {') E ~ ~ SOIL < LIJiJiO ;: z w Ci I-~ IJ ~ I-DESCRIPTION AND REMARKS COLOR CONSIST. "'

z IJ,J ,.J

" t;;~ 7, 0 00 . TYPE ~ a: .IE, u => u

2} 11 A .C. over 911 Baserock - -

1 -·

CLAY, silty dark very CL - - ~

brown stiff L 2 - ) -L .. 22 14 GRAVEL, cl;:iyey brown medium GC 3 c

,.~ ............. - - ~- '--

light _,__

SILT, sandy very ML L 4

Liquid Limit= 40% brown stiff 17 26 L " Plasticity Index= 10%

L-- 5 ~.~ '-'-Passing No. 200 Sieve = 59%

L -... 6 -L -

'- 7 -L -L a -L -I--

L 9 -

~ Dry Density= 106 pcf tan hard L 77 20 4.5

~lo

L -

'- 11 -

- -Note: The stratification lines L 12 -represent the approximate L. -boundaries between material - 13 -types and the transitions may L -f--be gradual. very L 14 -

stiff - - 24 22 -15

L -- 16 -

- -'- 17 -L -

h- 18 -

- -~

Dry Density "' 97 pcf L_ 19 - x Bottom of Boring ,_ 20 Feet L - 48 24 20


Peter Kaid veer and Associates LUCKY DISCOUNT CENTER Hayw;:ird, California

Geotechnica/ Consultants PHO.llCT NO. DATE BORING

1<283-4 FdJrua1·v 1977 NO. 3


DRILL RIG Continuous Fliqht Auqer SURfACE FLEVATION - - LOGGED BY

DEPTH TO GflOUNOWATEri 18.5 feet UORING DIAMETER 6 inches DATE DRILLED

.If uJ ,...~ .· DESCRIPTION AND CLASSIFICATION ~ot ~ tt'.;: DEPTH w ~ ~·-.. "'z

~

··' ~ t,} ~ < • >- w '" [FEET) , ~~ SOIL < wti)O ;;;

DESCRIPTION AND f1EMARKS COLOR CONSIST. ~ ~~j " TYPE . - " H" A.C. over 4" Basc,rock ~- -GRAVEL, sandy, clayoy with brown medium SC - 1 ·rr 9/6" cobbles dense -

- 2 - -.

.

CLAY, sandy brown very CL .. 3 -

stiff ~ - '--.• 4 -

23 I..

~ 5

' -L. 6 -

-~ -

7 -SILT, clayey"" CLAY, silty tJreyish stiff ML-~ -

brown CL ' B -~ --~ 9 -x Dry Density = 102 pcf ,_ - 24 22

• 10

~ -.

I.. 11 -

- -

.. .12 -CLAY, sandy, silty an very CL '-- -

stiff L.. 13 -~ -"--

Note: The stratification lines ' 14 -

represent the approximate ~ ~

24 boundaries between material ' 15 types and the transitions may ~ -be gradua I. ' 16 -

~ -. ~ 17 -~ -~ 18 -

I.. - SJ_ L 19 - I~ - - 62

Bottom of Boring = 20 Feet 20


Peter Kaid veer and Associates LUCKY DISCOUNT CENTER Hayward, California

Georechnic.al Consultants PHOJECT NO. DATE HORIN(l

K283-4 Februa1·v 1977 NO.

R.R.

2/8/77 w

0 '" z W ~ I <( z ;;) ~· > .- ii: u'.I \!) i7. " " .!". w ..i; \{} o~ f) !l:: LJJ '><'. >- ~· 0 !t:- g: -· iii :.it...:: !/J

~s

.

I

4


DRILL RIG Continuous Fiiqht Aun"'r SURFACE fLEVATION - - LOGGED BY R.R. DEPTH TO GnOUNl)WATfR 23. 5 feet BORING DIAMETER 8 inches DATE DrHLLED Z/ 8/ 77

- z l.j.J~: w 8 ~ ).' DESCRIPTION AND CLASSIFICATION 0 " >- ' '~ z cr s ~·~. er.: a:~~-~ z ~n: I-

DEPTH w Wz L.: ~ 1 c.· ~ r.C:ti~ ~ .z a: ~ 0. >- w s~g~ ~FC:C.T) ~~ ~ iiib ~ 'Z I 1110 ~

SOIL ~ r,oa:i-~

DESCRIPTION AND REMARKS COLOR CONSIST. ~ Zw~ u >- >- z ~ r.n TYPE ~a:~ u ~"' ,;) u u

2" A.C. over 8" Baserock ,_ -CLAY, silty - SILT, clayey with tan very CH·

.... 1

a trace of coarse sand stiff MH ,... -·

~ Liquid Limit= 711% ,_ 2 -

33 30 Plasticity Index"- 39%

... -

,_ 3 Passing No. 200 Sieve cc 87% - ,,_

- 4 :X 30 39 -c-5 ,_ -,_ 6 -

-- -

- 7 -

- -

- 8 -CLAY, silty - SILT, clayey mottled hard CL-_ - --with a trace of coarse sand tan & ML - 9 -

brown - 35 -,_ 10

- -- 11 -

- --12 -- -I - 13 -

- - ,_ Dry Density cc 84 pcf ML ·- 14 -

), - - 34 36 2.9

-15

- --16 -- -

- 17 -

- -- 16 -

- -

~ '"' 19 -64

~ -

,_ 20


Peter Kaldveer and Associates LUCKY DISCOUNT CENTER

Geotechnical Coasu/tants H<iyward, Cn I iforn ia

PROJECT NO. DATE BORING 1<283-11

.

r.,b1uC11·y 19T/ ™'· 5


I

DRILL RIG Continuous Flight Auger SURFACE ELEVATION - - LOGGED BY R.R. '

DEPTH TO GROUNDWATER 23. S feet AORING DIAMETER 8 inches DATE DRILLED 2/ 8177 7- w---: ., (J ':'-!

DESCRIPTION ANO CLASSIFICATION g ~.t • IZ lll _,. :r.: ~ ffi; a: G § ~ ',.£ iii I-·

DEPTH w <( < ~ ... (/} 0 -···

~

~~ ~ .. ;;:a: ti u.. w 7. l.J... ~ ~ ,, ~ z (( 1.i Cl1

(FEET) ~ ,, "' T L1/0 X b !'.!..II:~-SOIL ~ w" !£Ja:~~=- u ~ ~ DESCRIPTION AND REMARKS COlOR CONSIST. "' .% LJj --' Q ~iii 2 Q"' TYPE it'O:~ u => u

CLAY, silty with trace of coarse mottled hard CL - -sand (continued) tan & - 21 ..

brown - .. - 22 -

- -,, 23 -

'SL ' - _,__

very ,_ 24 .. 23 stiff '-

..... 25

CLAY, sandy, gravelly brown hard CL '- -

~ 26 -' ,_ - .

,_ 27 -'- -

(large rock at 30 feet) ,_ as -

(grading to CLAY, sandy, gravelly ~ --- SAND, clayey, gr'1vclly) CL-

,_ 29 -x 48 23 SC

,_ -

.__ 30

... -l- 31 -- -

SAND, fine to coarse grained, grey isl very SM ~ 32 -

silty brown dense ,_ -Passing No. 200 Sieve " 10%

~ 33 . ,_ . i--,_ 34 -~ - 61

.__ 35 I- -,_ 36 -~ -~ 37 -,_ -,_ 38 -~

_.__ ,_ 39 - 29 18 -

CLAY, sandy brown very CL h- 40

stiff

EXPLORATORY BORING LOG '

Peter Kaid veer and Associates LUCKY DISCOUNT Cl:NTER Haywa1·d, Californi"

Geo technical Consultdfl t!; PRO.IECT NO, DAlE El0111NG

. K783-ll Febn1a1-y 1977 NO, 5

'


DRILL f11G Continuous Flight Aug<>r SURFACE ELEVATION .. - l.OGGED !lY R.R . DEPTH TO GROUNDWATER 2 3 - s feet

.

inches 2/ 8/ 77 BORING DIAMETER 8 DATE DRILLED --z 1;1 ""° "' ,, "'

DESCRIPTION AND CLASSIFICATION ~ ~~ u t:: "'; :r z ~ ~ ~

DEPTH w ~ :f ~-- LI../;;-: ~ ~j~ c· L;:,~ '.:) ,--;_,-~ ti:: r- .\') ~u.i 1,1 :;zc:c. u:. z UJ Z ff)

~ "" U) ~ ;:; ~ ~ ;$. o[~~ SOIL. (fEETl u.• Vi 0 ~~ ., > 7. 0 ~ f-D~SCRIPTION AND REMARKS COLOR CONSIST. l YPE "' f::;~iii 1. 0 t; ~ $3~ ~ ~ u

CLAY, sandy (continued) brown very CL -- -stiff . 41 -

.• -

42 " - -

L 43 -.... ·-1-- .......

L.. 44 --hard 3S 31

L --

~4s

- -L 46 -... -L.. 47. L.. -

L.. 48 -I .. -~-

L 49 -L.. - 26

·so L -Bottom of Boring = 50 Feet L.. 51 -- -

Note: The stratification line.s ... 52 -L.. -

represent the approximate L.. 53 -boundaries between material L -

types and the transitions may L.. 54 -be gradual. L -

-55-- -L.. 56 -L -

- L 57 -h -..

58 l.- -' 59 " L -1.-hn-


Peter Katdveer and Associates LUCKY DISCOUNT CENTER Hayward, California

Geotecbnical Consultfu1t~ Pl-ltJJECT NO. UATE BORING

K283-1! Fcbru<irv 1977 NO. 5

- -

E:xisting Buildil""g

0

0 s s -

10-

• I

SW

70 I

- -

" I

- -- :;;,

1}1L 111 A.C.

-.~- --.-

" I

- - - -

Hori z-i:mta f Di :srance (fe12 l}

'1' ., I

A recate 'Sas'!!-. ~!'! ~ar-een., sand GRAVEL

\

so 1

s~ ndy c L.A. y • d.a:r k brown; t.'10 i :s~k fi.rm r s [opewa sh (CL)

S 1 l T , brown, S<J ndy to clayey, n'.cJ i st, fi ml, ffnea ngu 1a r to r--a unded grave I [ML)

90 I

Ca lea r-eo-us CLAY, -gre'f-:Wh i te, wet, fir

Horizontal Distance (fee-t) 100 110

t I

- -

so I

- - -

.. I

Silty CLAYr -light bro-wn [CL)

120 HQ I

- -

" I

f40

'

-

0 - s.,1~'~~~~~~~"";:;;;;;":;;:~'~l;"~-~,~·~A~.c==."=~~==========~======~========~~~~~============~~~~~~~~~~~~~~~~~~~==~~~~~~~======,,,,;NE 1 A ,..,.-re ate B.a.s-e

10 -

>a"1y CLAY (CL)

Q~

Sandy SlLT, Ii ht b-T-own (ML)

o .....

S;:snC'y Cl.A Y, brown (CL)

Silty CLAY, brown, malst, stiff (CL}

grading mottled grey-bnJoW!'L -Clayey Sll T,

g ra Y-----£ r-ee r.. (ML}

~-------::Q~ ......... ~ Q,

CtA. Y, gray-green, mo! st. stiff (CH)

}Erosional Sur.face

(GC)

EX PLO AA TO RY TR Er-.! CH LOG

Peter Kaldvee r and Ass oici at es LUC KY D ~SC OUN. T CE NT":::R r.i':VY.,-;] rd C.t, ! ; f(! rll i i:t

A-·2

- - - - - - - - - - - - - - - - - - -

=

10 -

:,:. 5 -s = 0.

" " 1D -

140

I SW

'" I 1i- 11 -2" A.C.

- gra-dil'!!g clayey

160 I

Hori;ronta! D1stanc:e {f-eetJ

170 I

,

"" I

'-.. Sar.dy GAAVEl, red-brown, srigll~!y moist. 1 "-l" st-ratif::ed !aye.rs, r.avelring, medium sand 'o 3 '' gra v.zl, s~re-am c:hanne I de;::-o.s-i is

{G?]

190 I

Clayey S~LT, gray-green, moist. stiff,: gray-white, c:a I .;;:-er" 001.J s nod ua I .s-, b;a ck ,r;,., n ox k:::e sta '. n ed hedd in~, j nd i st i n-::t fresh w.ate;

ra::.;;e Cej:m-s.it (ML}

a~

2\0

I NE

tBedd ing A ttl tude-D ep:is itki·ncil lan-e N 70\"I / J 6N E

Horizontal Distance (ree-t}

160 I

270 I

Fo-:ithill Boulevar-d

F=~~~===~~=========::==~-~NE Sandy CLAY, dark brownT mofst, o...._ j ...

moJs:, !°O'Ur.-ded s ha I e, c'1ert .s.a ndstone f rag r.: e-n~s. poor: y sorted (G,-.,,)

CI a yey SJ LT r g rey-g ree:n, mol st, stiff, w-eek iy ce:mer::t-ed, with c:oa rs~ .s.end, indlstlnc:t bedding· (ML-CL]

firm (CL)

-------------------- ,I Silty CLAY, mottled grey-brown, :r.t'JJst, stlff wHh some rounded grav~r (CL-.~..ll}

Q"

..____ Cfayey CRAV!:L, brown, ;o~nded s ha I e and che-rt

fragments (CC)

Peter Kaldveer and Associates

EXPLORATORY TRE~CH LOC

LU(:KY DISCOUNT CENTER H.:i'Yw2cd, Ca>i'-::i-rr.!:i

pq(lj~Cl NO t i::,r.r~ I --J;-.:2:::3--.l!- l.'-'eb_r :=Ir-·· •q-;;7 I F:g~·~ A-3

I I I I I I I I I I I I I

K283-'-4, B-1

APPENDIX B - LABORATORY INVESTIGATION

The laboratory testing program was directed toward a quantitative and qualitative evalua.tion of the physkal and mechanical properties of the soils underlying the site.

The natural water content was determined on 17 samples of the materials recovered from the borings; these water contents are recorded on .the boring togs at.the appropriate sample depths.

Dry Density determinations were performed on five samples of the subsurface soils to evaluate their physical properties. The results of these tests are shown on the boring logs at the appropriate sample depths.

Atterberg Limit determinations were performed on three samples of the subsurfac~ soils to determine the range of water content over which these materials exhibit plasticity. The Atterberg Limits are used to classify the soil in accordance with the Unified Soil Classification System and to indicate the soil's expansion potential. ·The results of these tests are presented on Figure B-1 and on the logs of borings at the appropriate sample depths.

Grad<ition tests were pedormed on two samples of the subsurface soi Is. These tests were performed to assist in the classification of the soils and to determine their grain size di.stribution. The results of these tests are presented on Figure R-2.

The percent passing the #200 sieve was determined on five samples of the subsurface soils to aid in the classification of these soils; the results of these tests are shown on the boring logs at the appropriate sample depths.

Direct shear tests were performed on three undisturbed samples of the subsurface materials to evaluate their strength characteristics. The tests were performed at a constant rate of strain and failure was taken as peak normal stress. The results of the direct shear tests are presented graphically on Fig1.1re B-3,

Unconfined compression tests were performed on three undisturbed samples of the subsurface soils to evaluate the undrained i.hear strengths of these materials. The unconfined tests were pe.-formed on samples having a diameter of 2.4 inches and a height to diameter ratio of at least 2. Failure was taken as the peak normal stress. The results of these tests are presented on the boring logs at the appropriate. sample depths.

An "R" value test was performed on a sample of the surface soils at the site. This test was performed to obtain data for use in pavement design. The test indicated an "R" value of 74 al an exudation pressure of 300 pounds per square inch. The results of the test are presented below:

Peter Haldurrr ond As!icd::Jll!.!ii


Description of Material

Brown, Clayey, Sandy GRAVEL

Water Content

(%)

9.7 9.2

10. 1

K283"'1i, B-2

"R" VALUE TEST RESLJL"fS

Dry Exudation Expansion Density Pressure "R" Pressure

(pd) (psi) Value (psf)

129.1 320 75 22 128. 1 640 80 35 128. 0 150 67 9

I I I I I I I I I I I I ,I ]I ·.~ ' ;I '

:1 : .• ''

I I

60

50 v ·-·-C--• .,_ -·--·- f---,··---- r--·

"' CH , v~"'-;11.

~ v 40 ~~ >---···'- -·- ~··-~·-- -··-

15 '

~ Cl / 30 -· ·- ,_,. ---

>- / .... i3 MH

~ .. 20 ·-1-· or --

<t /" -I OH l>. ,, A

10 ,,,, -. \

7 , L. ..... .,_...., ____

/'.6' 4

CL-Ml /' /' / ML or OL . i.-:....-- ... ~-

0 ML ,,,..

I

0 10 20 30 40 50 60 70 BO 90 TOO

LIQUID LIMIT (%)

NATURAL PASSING UNIFIED

l(EY BORING SAMPLE LIQlJID PLASTIClfY LIOUIDl1 Y SOIL SYMBOL NO. DEPTH WATER LIMIT INDEX NO, 200 INDFX Cl-ASSIHCATION

CONTENT SIEVE SYMBOL (feet) % % % % %

'

0 5 2.5 33 74 39 87 -- CL-MH

6 1 1. 5 24 43 11 50 -·· ML-SM"

0 3 3.5 26 40 10 59 -·- ML

I

*Coarse grained symbol shown because 50% retained on No. 200 Sieve

PLASTICITY CHART AND DATA Peter Kaldveer and Associates

LUCl<Y DISCOUNT CENTER

GeoteclmiCJJ! Consultanrs Haywa1·d. California

PROJfCT NO, DATE Figcire B-1

K2ll3 4 Februarv 1977


100

"

"

" ! ~ " < • .. ~ :50

" • ~ 41'J

" " ID

•

UNIFIED SOIL CLASSIFICATION SYSTEM (AS"TM D' 422-72)

U. S. STANnAl~D :!:i!!:'.Yf." SIZES , • l ]/-4 \/l ,,.. ... ' s JC 16 10 )I! .i;(I ~o 60 ao 100

~

~

-- --r-- ~

M::f:=-.:=ti=t=t:::::···~·~=1 . ..:~i...:.= ~.::::=""::. ,;;.__ .. -· ·- i-- t-- - --1--.. ""

'~ ---1--· ·- -~

~ ~--

~--

____ ,_

~ --

'

• -- .. 1-.-::"11.

-··- r-

--·- ~-

'--- _,_J__ -"""=-·.·_f-~-,....:_~,~\----· _,_ -I- --I'- I-

·- . ~---·

··-··-~ ~ f:::·.

-·

--..... r---

__ ,_ -..... :::;-- -·-i·.::-t=·

.~-r-- '~ -- ::::+---'-·•1---t

"- -- ·-·+- ~--~ ---·-.-r--~-

-· +----Go- j-., , __ ....__ ---1- -

------_.,,__,_ ,.......

... i-----... ..

I 1 I I I 11 I I I

l..._ft '-L..- "-- -·-1---·-

--· .. ~

I I I I

--· .~-~ ... -~

··-

~· .;-1--t--· --r---··-

. 1--- ~,~.

. I- --r-- ·•~-

-- -

-~

-t...._,_,..._

-·-~

··---

" " " lo

.,

.. '"" ' " 100 50 20 10 5.0 2.0 1.0 o.ti 0

1.1 .o~ .O;i! .Ol .005 _1}02 _001

GFl ... \IEI

l'.:0891...F.~

C:QAR58 l COAR~E I ~·1N £ .

KEY SORING SAMPt.E: l:.LEV, .SYMBOL. NO . OC::PTH

(t0el) (foal)

- 2 19.5 ~-

-- 5 33.5 "'-

Peter Kaidveer and Associates

GeotechniciJ/ Con..;;ultonts

SANIJ

611.T AND C:lA'I"

I M~D!UM FINIC

UNIFIED SOIL

CLAS.SIFIOATION $.1\MPLE O£SCR1PTION

SYM60L

SW·SM Grey SAND

SM Greyish Brown Silty SAND

GRADATION TEST DATA

LUCKY DISCOUNT CF.NTER

1--------H,a,Y.~ rd, Ca I ifon1 ia PRO.J[CT NO. DATE

L.----------------.1.--·~K-2_8_3_-4 __ _,_F_e_b!..u" ry 19 77 Figure 13-2

0

" ' < • " • .. ' • u • • •


.. 2.5

j ) .

-·-

.... v /

2.0

/'"' _;. - -

~ ....... /'

u. C/J :.:: 1. 5

/ ~

!/) !/) w rr: --I-!/)

~ ~ 1. 0

~ ) !/) -

·-~

.

0.5

--- ., --

o· 0 0.5 1.0 1. 5 2.0 2.5 3.0

NORMAL PRESSURE (KSF)

SAMPLE DATA TEST DATA

O~SCRIPTION: TC5'f N~IM13EA 1 2 3 ' Tan Silty CLAY - Clayey NORMAL PRESSURE !KSF) 0.50 1. 00 2.00

SILT (CH-MH) SH CAR $TRCNGTli (K3f) 0.94 1. 81f 7.34

BORING NO.; 5 INITIAL t!10 CONltNl (%) 40 39 35 OEr't'H (n.); IL 5 I El!;;VATION (11): - - FINAl. !hO CONTE:NT (%) 45 41 40

TEST RESULTS INlllAl DRY DENSITY (r'CF) 82 85 90 APPARENT COHESION (C): 1360 nsf r1NAL DR'r" DfNStTV (PCf) 79 8'1 86 Af'PAR'ENT ANGLE or INTF.RNAL r'RICTION t¢1J: 7.60 Slf'IAIN RAT~-

DIRECT SHEAR TEST DATA

Peter Kaid veer and Associates LUCKY DISCOUNT CENTER Hayward, California

Geotechnical Consultants PRO.l[CT NO. DATE

Figure B-3 1<283-1! f0 ebruarv 1977

.


1. GENERAL

APPENDIX C

GUIDE SPECIFICATIONS - SITE EARTHWORK FOR


A. ScoE_e of Work

These specifications and applicable plans pertain to and include all site earthwork including, but not limited to, the furnishing of all labor, tools, and equipment necessary for site clearing and st1·ipping, disposal of excess materials, excavation, preparation of foundation m<:iterials for receiving fill, and placement and compaction of fill to the lines and grades shown on the project grading plans.

B. Pe1·formance

The Contractor warrants all work to be performed and all materials to be furnished under this contract against defects in materials or workmanship for a period of

year(s) from the date of written acceptance of the entire construction work by the Owner.

Upon written notice of any defect in materials or workmanship during said ---year period, the Contractor shall, at the option of the Owner, repair or replace said defect and any damage to other work caused by or resulting from such defect without c~st to the Owner. This shall not limit any rights of the Owner under the "acceptance and inspection" clause of this contract.

The Contractor shall be responsible for the satisfactory completion of all site earthwork in accordance with the project plans and specifications. This work shall be observed and tested by a representative of Peter Kaldveer and Associates, hereinafter known as the Soi I Engineer. Both the Soil Engineer and the Architect/ Engineer are the Owner's representatives.· If the Contractor should fail to meet the technical or design requirements embodied in this document and on the applicable plans, he shall make the necessary readjustments until all work is deemed satisfactory as determined by the Soil Engineer and the Architect/ Engineer. No deviation from the specifications shal I be made except upon written approval of the Soil Enginee1· or Architect/Eng incer.

No site earthwork shal I be performed without the physical presence or approval of the Soil Engineer. The Contractor shall notify the Soil Engineer at least twenty-four hours prior to commencement of any aspect of the site earthwork.

Pl!tl!r Kotdue~r l1Hd AHKMlntt.!i


K283-4, C-2

The Soil Engineer shall be the Owner's representative to observe the grading operations during the site preparation work and the placement and compaction of fills. He shall make enough visits to the site to familiarize himself generally with the progress and quality of the work, He shall make a sufficient number of tests and/or observations to enable him to form an opinion regarding the adequacy of the site preparation, the acceptability of the fill material, and the extent to which the compaction of the fill, as placed, meets the specification requirements. Any fill that does not meet the specification requirements shall be removed and/01· recompacted until the requirements are satisfied.

In accordance with generally accepted construction practices, the Contractor shall be solely and completely responsible for working conditions at the job site, including safety of all persons and property during performance of the work. This requirement shall apply continuously and shall not be limited to normal work hours.

Any construction review of the Contractor's performance conducted tiy the Soi I Engineer is not intended to include review of the adequacy of the Contractor's safety measures in, on or near the construction site.

Upon completion of the construction work, the Contractor shall certify that all compacted fills and foundations are in place at the correct locations, have the correct dimensions, are plumb, and have been constructed in accordance with sound construction practice. In addition, he shall certify that the materials used are of the types, quantity and quality required by the plans and specifications.

C. Site and Foundation Conditions

The Contractor is presumed to have visited the site and to have familiarized himself with existing site conditions and the soi I report titled "Geotechnical Investigation, Lucky Discount Center, Hayward, California", dated March 29, 1977.

The Contractor shal I not be relieved of liability under the contract for any loss sustained as a result of any variance between conditions indicated by or deduced from the soi I report and the actual conditions encountered during the course of the work.

The Contractor shall, upon becoming aware of surface and/or subsurfoce conditions differing from those disclosed by the original soil investigation, promptly notify the Owr.er as to the nature and extent of the differing conditions, first verbally to permit verification of the conditions, and then in writing. No claim by the Contractor for any conditions differing from those anticipated in tho plans and specifications and disclosed by the soil investigation will be allowed unless the Contractor has so notified tho Owner, ve1·bally and in writing, as required above, of such changed conditions,

I I I I I I I I I I I I I I I I

•• I I

K283-4, C-3

The Contractor shall assume responsibility for the alleviation or prevention of any dust nuisunce on or about the site or off-site borrow areas. The Contractor shall assume all liability, inc;luding court costs of co-defendunts, for all claims related to dust or wind-blown materiuls attributable to his work.

II. DEFINITION OF TERMS

STRUCTURAL FILL - All soil or so.il··rock material placed at the site in order to raise grades or to backfill excavations, and upon which the Soil Engineer has made sufficient tests and/or observations to enable him to issue a written statement that. in his opinion, the fill has been placed and compacted in accordance with the specification requirements_.

ON-SITE MATERIAL - Material obtained from the required site excavations.

IMPORT MATERIAL - Material obtained from off-site ·borrow areas.

. ASTM SPECIFICATIONS - The 1970 edition of the American Society for Testing and Materials Standards.

DEGREE OF COMPACTION - The ratio, expressed as a percentage, of the in-place dry density of the compacted fill material to the maximum dry density of the same material as determined by ASTM Test Designation D 1557 70.

Ill. SITE PREPARATION A. Clearing and Grubbing

The Contractor shal I accept the site in its present condition and shall remove from the area of the designated project earthwork all obstructions including foundations and slabs of existing buildings, designated walkways and pavements, buried utility lines, debris and any other matter determined by the Soil Engineer to be deleterious. Such material shall become the property of tile Contractor and shal I be. removed from the site. Holes resulting from the removal of underground obstructions that extend below finish grades shall be cleared and backfilled with structural fi 11.

As part of the clearing operations, the subgrade soils shall be inspected to locate any pock<Cts of highly e.xpansive soils which might underiy slabs-on"·grade or footings. Where pockets of highly expansive soil a1"e encountered in slab and footing areas, the expansive soils shall be removed to a depth of at least 3 feet below the bottoms of the proposed slabs or footings and the excavation backfilled with structural fill.


K283-4, C-4

IV. EXCAVATION

All excavation shall be ·performed to the lines and grades and within the tolerances specified on the project grading plans. All over.-excavation below the grades specified shall be backfilled at the Contractor's expense and shall be compacted in accordance with the specifications. The Contractor shall assume full rnsponsibility for the stability of all temporary construction slopes at the site.

V. SUBGRADE PREPARATION

Surfaces to receive compacted fill, and those on which concrete slabs and pavements will be constructed, shall be scarified to a minimum depth of 6 inches and compacted. All ruts, hummocks, or other uneven surface features shall be removed by surface grading prior to placement of any fi II materials ... All areas which are to receive fill material shall be approved by the Soil Engineer prior lo tho placement of any fi II material.

VI. GENERAL REQUIREMENTS FOR FILL MATERIAL

All fill material must be approved by the Soil Engineer. The materisl shall be a soil or soi I-rock mixture which is free from organic matter or other deleterious substances. The fill material shall not contain rocks or rock fragments over 6 inches in greatest dimension and not more than 15 percent shall be over 2. 5 inches in greatest dimension. Some larger rocks may be incorporated into the lower portions of the fi II if the rocks are widely spaced and if the spacing method is approved by the Soi I Engineer. On-site material having an organic content of less than 3 percent by volume is suitable for use as fill unless they are determined to be expansive.

All imported fill mater.ial shall be non-expansive with a plasticity index of 12 or less.

VII. PLACING AND COMPACTING FILL MATERIAL

All structural fill shall be compacted by mechanical means to produce a minimum degree of compaction of 90 percent as determined by ASTM Test Designation D 1557-70. Field density tests shall be performed in accordance with either ASTM Test Designation D 1556-64 (Sand-Cone Method) or ASTM Test Designation D 2922-71 and D 3017-72 (Nuclear Probe Method). The locations and number of field density tests shall be determined by the Soi I Engineer. The results of these tests and compliance with these specifications shall be the basis upon which satisfactory completion of work shall be judged by the Soil Engineer.

Prrrr HaldvEer ond AU:Dthlll!.!1


K283-4, C-5

VIII. TRENCH BACKFILL

Pipeline trenches shal I be backfi I led with compacted structural fi II placed in lifts not exceeding 8 inches in uncompacted thickness. If on-site soil is used, the material shall be compacted by mechanical means to a minimum degree of compaction of 85 percent. Imported sand may also be used for backfilling trnnches provided it is compacted to at least 90 percent. If imported sand backfilling is used, sufficient water shall be added during the trench backfilling operations to prevent the soil from bulking during compaction. In all building pad and pavement areas, the upper 3 feet of trench backfill shall be compacted to a minimum degree of compaction of 90 percent for on··site soils and 95 percent where imported sand backfi I l is used.

IX. TREATMENT AFTER COMPLETION OF EARTHWORK

After the earthwork operations have been completed and the Soi I Engineer has finished his observation of the work, no further earthwork operations shall be performed except with the approv<il of and under the observation of the Soi I Engineer.

It shall be the responsibility of the Contractor to prevent erosion of freshly graded areas during construction and unti I such time as permanent drainage and erosion control measures have been ins ta lied.

Pf:llff Holdv~11:r ond P51Dliotr.!i


APPENDIX D GUIDE SPECIFICATIONS - ASPHALT PAVING

FOR

1. GENERAL


This portion of the work shall include all labor, materials, tools and equipment necessary for and incidental to lhe completion of I.he pavement shown on the plans and as herein specified.

II. DEFINITION OF TERMS

PAVEMENT - Both asphalt concrete, and aggregate base materials.

SUBGRADE - That portion of the construction on which asphalt concrete and aggregate base is to be placed.

STANDARD SPECIFICATIONS - Standard Specifications of the State of California Department of Transportation, January 1975.

ASTM SPECIFICATIONS - The 1970 edition of the American Society for Testing and Materials Standards.

Ill. MATERIALS

A. Asphalts:

(1) Asphalt for prime coat and tack coat shall be liquid asphalt, grade RC-70 conforming to the provisions of Section 93 of the Standard Specifications.

(2) Paving asphalt to be mixed with aggregate shall be steam refined asphalt conforming to the provisions of Section 92 of the Standard Specifications for viscosity grade AR 4000.

B. Mineral Aggregate for Asphalt Concrete:

Type B Aggregate as specified in the Standard Specifications, Section 39, 3/4 inch maximum size, medium grading.

IV. CONSTRUCTION

A. Existing Pavement:

Remove the existing asphalt concrete and base to the subgrade elevation. Existing pavements which are removed can be used as fill material provided the asphall is broken up to meet the maximum allowable size requirements for imported fi II material.

I I I I I I I I I I I I I I

B. Subgrade Preparation:

The Contractor shall prepare the surface of the various subgrades receiving subsequent pavement courses to the lines, grades and dimensions given on the plans. After this has been accomplished, the areas shall be proof-rolled to locate isolated unstable areas. The Contractor shall furnish an approved 50"ton pneumatic tired !"Oller or some other approved equipment for this pu1"pose. The weight for proof··rolling shall be as specified by the Engineer. Unsuit2ble areas shall be stabilized by recompaction or excavation and replacement of materials. The upper 6 inches of the subgrade soil shall be compacted to a density not less than 95 percent of that obtained in the labovatory according to tost Method ASTM 01557-70.

C. Aggregate 13ase:

Aggregate base shall be spread and compacted in conformance with Standard Specifications Section 26 for Class 2 Aggregate Base. Finished aggregate base shall have the minimum depth shown and finished grade Shull not vary more than 0.05 foot above or below the established grade. The aggregate base shall be compacted to a density not less than 95 percent of that obtained in the labor"atory according to test Method ASTM D 1557-70.

D. PY"ime Coat:

Apply prime coat at an approxim..ie total r"ate of 0. 25 gallons per" square yard to all areas receiving asphalt concret.e. Conform to Section 39 of Standard Specifications.

E. Tack Coat:

Apply a "tack coat" to all vertical faces, against which asphalt concrete is to be placed. Apply at a rate of from 0.02 gallon to 0.10gallon per square yard. Conform to Section 30 of Standard Specifications.

F. Seal Coat:

Seal coat shall be SS-1h emulsified asphalt, conforming to the requirements of Sections 37 and 94 of the Standard Specifications, diluted with an equal amount of water and applied at the rate of 0. 10 gallon of the diluted emulsion per square yard of surface. The surface shall be free of dust and loose material prior to application.

G. As~halt Concrete:

Asphalt concrete shall be spread and compacted on the prepared .base in conformance with the lines, grades and dimensions shown on the drnwing and as specified in Section 39 of the Standar"d Specifications. In addition to the compaction requirements described in section 39 of the Standard Specifications, each layer of asphaltic concrete (sur"face 01· base) shall be compacted to a density no loss than 95 percent of that obtained in the laboratory according to California.Test Method No. 304.

I 1 I I I I I I I I I I I I I I I I I

K283-4, D-3

H. Improper Workmanship

Cracks, settling of surface, improper drainage and sloppy connection to previously laid surfaces will be construed as improper workmanship and will not be acceptable,

Pettt Haldw2r uml nssotl'l"ll~!ii


K283-4, E-1

APPENDIX E - BIBLIOGRAPHY

Borcherdt, R., Gibbs, J.F., and Lajoie. K.R., (1975),''MapsShowlngMaximum Earthquake Intensity Predicted in the Southern San .Fr<lncisco B"Y Region, California, for Large Earthquakes on the San Andreas and Hayward Faults", U.S. Geological Survey, Map MF-709.

Burkl<lnd and Associates (1975), "Geological and Geophysical Investigation, Downtown Hayward, H"yw<ird, California.

California Division of Mines and Geology (1961), "Geologic'11 Map ofCaliforni.a, San Francisco Sheet", Scale 1: 250, 000,

California Division of Mines and Geology (1975), "Guidlines for Evaluating the H<lzard of Surface Fault Rupture", CDMG Note 49.

Lawson, A.C. (1908), "The California Earthquake of April 18, 1906," Report of the State Earthquake Commission", Carnegie Institute of Washington Publication.

Radbruch, D.H. (:1968), "New Evidence of Historic Fault Activity in Alameda, Contra Costa, and Santa Clara Counties, California", Proceedings on the Conference on Geologic Problems of the San Andreas Fault System, Stanford University Publication XI in Geological Science,

Radbruch, D.H. (1974), Map Showing Recently Active Breaks Along the Hayward Fault Zone and the Southern Part of the Calaveras Fault Zone, Cat ifornia, U.S. Geological Survey Map 1-813.

Robinson, G.D. (1967), Geology of the Hayw,,rd Quadrangle, California", U.S. Geological Survey Geology Quad rang le Map GQ·-88.

Slemmons, D.B. (1967), "Pliocene and Quaternary Crustal Movements of the Basin And Range Province, U.S.A.", Osaka City University of Geosciences.

U.S. Geological Survey (1975), "Studies for the Seismic Zonation of San Francisco Bay Region", Geological Survey Professional Paper 941-A.

Peter Htildut!~r ond As!io[fatll!:s

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