PROPOSED

SAN BE

R

GEOTECHNI

INFRASTRUC

ERNARDINO

SAN BE

Parson 451 E. Vand

San Bern

Febr

RMA Group

ICAL INVESTI

FOR

CTURE IMPRO

INTERNATIO

ERNARDINO,

for ns Brinckerho derbilt Way, S nardino, CA 9 ruary 11, 2013

Project No.

GEO

IGATION

OVEMENTS P

ONAL AIRPO

CA

off Suite 200 92408

12-406-01

OTECHNICA

PROJECT

ORT

AL CONSULTANTS

RMAGroup

Every Project Matters Iwww.rmocomponies.com

GEOTECHNICAL CONSULTANTS

RMA Group Job No.: 12-406-01 February 11,2013

Parsons Brinckerhoff 451 E. Vanderbilt Way, Suite 200 San Bernardino, CA 92408

Attention:

Subject:

Ronald Sklepko, Project Manager

Geotechnical Investigation for SBlAA Infrastructure Improvements Project San Bernardino International Airport San Bernardino, CA

Dear Mr. Sklepko:

In accordance with your request, a geotechnical investigation has been completed for the above-referenced project.

The report addresses both engineering geologic and geotechnical conditions. The results of the investigation are presented in the accompanying report, which includes a description of site conditions, results of our field exploration and laboratory testing, conclusions, and recommendations.

We appreciate this opportunity to be of continued service to you. If you have any questions regarding this report, please do not hesitate to contact us at your convenience.

Respectfully submitted, Kenneth Dowell, PG ICEG Project Geologist

CEG2470

_/~w ~k Dymerski, PE IGE

Vice President

GE 2764

12130 Santa Margarita Court Rancho Cucamonga, CA 91730 I T: 909.989.1751 IF: 909.989.4287 I www.rmacompanies.com

S P

San Bernardino Parsons Brincke

1.00

1.01 1.02 1.03 1.04 1.05 1.06

2.00

2.01 2.02 2.03 2.04 2.05 2.06 2.07 2.08 2.09

3.00

3.01 3.02 3.03 3.04 3.05 3.06 3.07 3.08 3.09 3.10 3.11 3.12 3.13 3.14 o International A erhoff

INTRO

Purpos Scope o Site Lo Curren Planned Investig

FINDIN

Geolog Earth M Existin Expans Surface Faults Histori Floodin Landsli

CONCL

Genera Genera Earthw Remov Rippab Subdrai Fill and Faultin Seismic Liquefa Founda Founda Slabs on Miscell

Airport Authorit

DUCTION

e of the Investig cation and De nt and Past La d Usage gation Metho

NGS

gic Setting Materials g Pavement S sive Soils e and Ground ic Seismicity ng Potential ides

LUSIONS AND

al Conclusion al Earthwork work Shrinkag vals and Overe bility and Roc ins d Cut Slopes ng c Design Param action and Sec ations ation Setbacks n Grade aneous Conc ty, Infrastructu

TABLE OF C

gation escription and Usage ods and Limita

Sections dwater Condit

D RECOMME

n and Grading ge and Subsid excavation ck Disposal meters condary Earth s from Slopes rete Flatwork re Improvemen

CONTENTS

ations tions

ENDATIONS

ence hquake Hazar s k

GEO

nts Project

S rds

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AL CONSU

Februar MA Project No.

PAGE

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Page i

3.15 3.16 3.17 3.18 3.19 3.20 3.21 3.22 3.23 3.24 3.25 3.26

4.00

FIGURES

Figure 1 Figure 2 Figure 3 Figure 4 Figure 5

Table 1 Table 2

APPEND

Appendix Appendix Appendix Appendix

Footing Lateral Drainag Cemen Tempo Soil Inf Utility Recom Vehicu Plan Re Geotec Post-Gr

CLOSU

S AND TABLE

Site Lo Region Boring Liquefa Region

Notabl Histori

DICES

x A Fiel x B Lab x C Gen x D Refe

Airport Authorit g Excavation Load Resista ge and Moistu nt Type and C orary Slopes filtration Trench Back mended Avia lar Pavement eview hnical Observ rading Geotec

URE

ES

cation Map nal Geologic M Location Ma action Suscept nal Fault Map le Faults with ical Strong Ea d Investigatio oratory Tests neral Earthwo erences ty, Infrastructu

TABLE O

(Cont and Slab Prep ance ure Proofing

Corrosion Pot kfill ation Pavemen t Sections vation and Te chnical Obser

Map ap tibility Map in 100 Km arthquakes on s ork and Gradi re Improvemen

OF CONTE

tinued) parations tential nt Design Cri esting During rvation and T ing Specificat

GEO

nts Project

ENTS

iteria g Rough Grad Testing tions

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ding

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Februar MA Project No.

PAGE

A1 B1 C1 D1

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ry 11, 2013

Page ii

A I g t

T

O

T I n t s

T

A n

A p r l c

San Bernardino Parsons Brincke

1.01 Purpo

A geotechnica International geotechnical a to develop geo

1.02 Scope

The general sc

• Revie

• Exam

• Conta

• Loggi

• Three

• Labor

• Geote

• Prepa

Our scope of

1.03 Site L

The proposed International north, 102st St the approxima site is illustrat

The overall th

At the time o northern port

Approximatel paved roads c restroom buil ocated in the chain link fen o International A erhoff ose al investigatio Airport in and geologic c otechnical and e of the Inves cope of this in ew of publishe mination of aer acting of unde ing, sampling e soil infiltrati ratory testing echnical evalu aration of this work did not

Location and d Infrastructu Airport in th treet to the ea ate center of t ed on Figure he property sl of our study, v tion of the sit ly the northe cross the site:

lding and a w e northern po nce surrounds

Airport Authorit on has been co San Bernard conditions at d engineering stigation nvestigation in ed and unpub rial photograp erground serv and backfillin ion tests.

g of representa uation of the c s report presen t include a pre

Description ure Improvem he City of San ast, 99th Stree the site is 34.1 1.

lopes to the so vegetation co e.

ern two-third 99th, 101st, 10 water tower an ortion of the s a portion of t ty, Infrastructu

1.00 INTRO

ompleted for ino, Californ the site, to as g geologic desi ncluded the fo blished geolog phs.

vice alert to lo ng of 12 explo ative soil samp compiled data nting our find eliminary site ments will be n Bernardino t to the west 1031° latitude outhwest at ap nsisted of spa ds of the site 02nd, X, Y an nd a small sto site. The sou the site at the re Improvemen

ODUCTION

an infrastruct nia. The pu ssess their pot ign parameter ollowing:

gic, seismic, gr ocate onsite u oratory borin ples.

a.

dings, conclus e assessment fo e located on , California. T and by Taxiw e and -117.226 pproximately arse cover of was vacant a nd U Streets.

orage buildin uthern third o e southwest co

GEO

nts Project ture improvem urpose of th tential impact rs.

roundwater a utility lines.

ngs drilled wit sions and reco or the potent the north si The site is ge way E to the 693° longitud y a 1 to 2% gr grasses and se at the time of Two vacant ng, along with of the site is c orner of 102nd

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ments project e investigatio t on the prop and geotechni th a CME-75 ommendation tial of hazardo ide of the ex enerally boun e south. The

de. The appro radient.

everal large tr f our investig t wooden bu h several conc covered in as d and U street

AL CONSU

Februar MA Project No.

t at the San B on was to su osed developm cal literature.

drill rig.

ns.

ous materials xisting San B nded by X Str geographic p oximate locat rees, particula gation. Sever uildings and a crete building sphalt and con ts.

LTANTS

ry 11, 2013 : 12-406-01

Bernardino ummarize ment, and onsite.

Bernardino reet to the position of tion of the arly in the ral asphalt a masonry g slabs are ncrete. A s r d S

T t

I s m p A o o a a D C a g

T m a

1.04 Curre

The northern school bus yar review of hist dozen of thes Streets was us

The area curr the mid 2000’

1.05 Plann

It is our unde southeastern p maintenance h proposed stru Additional im of U Street.

Our investiga of this report,

• Maxim spread

• Cuts a

1.06 Inves

Our investiga and preparatio and geologic p Definitions o California Bu and recomme guidelines for (FAA) advisor

Technical sup methods and Appendix B p and references o International A erhoff ent and Past n two-thirds o

rd. Prior to i oric aerial ph e buildings w ed for equipm rently used fo

s. Prior to th ned Usage rstanding tha portion of th hangers and uctures a taxi mprovement w ation was perf , we utilized t mum foundat d footings.

and fills will b stigation Met ation consisted on of this rep principles and f technical te uilding Code, ended paveme r the design o ry circular 15 pporting data equipment presents a des s are presente

Airport Authorit

Land Usage of the site are its current usa otographs sev were demolish ment storage d or bus parking hese usages thi at the propose he site, a San a 2-story offi iway is plann will include re formed prior the following tion loads of be less than 5 thods d of office re port. It has be d practices, an erms and sym and common ent structural of pavements 0/5320-6E.

a are presente used in perf scription of o d in Appendi ty, Infrastructu currently vac age, the site w veral building hed prior to 1 during the mi g was previou is area was us ed constructio n Bernardino ice building i ned between epaving of 99t to the prepa assumptions:

2 to 3 kips pe feet.

esearch, field een performe nd has incorp mbols used in nly used geolo sections in t for light air ed in the atta forming the our laborator ices C and D, re Improvemen cant and the s was used as a p gs were locate

990. The fen id 1990’s to th usly used for ed as part of t on will consis County She in the south the general th Street, Victo ration of grad er linear foot exploration, ed in a manne porated applic n this report ogic nomencl he areas subj rcraft contain ached append field explora ry testing and respectively.

GEO

nts Project southern port portion of No ed in the north nced area at th he mid 2000’s car storage i the aviation o st of three gen eriff Aviation western port aviation area oria Avenue ( ding or found t for continuo laboratory te er consistent w cable requirem include thos lature. The f ect to aircraft ned within th dices. Append ation and lo d the test resu

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tion of the sit orton Air For hern two-thir he southwest s.

in 2009 and fo operations at t neral aviation n Facility con tion of the si a and the She (100th Street), dation plans.

ous footings a esting, review with generall ments of Cali se of the AS field explorat ft traffic were he Federal Av dix A present ogs of our su ults. Standard

AL CONSU

Februar MA Project No.

te is currently rce Base. Bas rds of the site t corner of 10 or container the airport n aircraft hang nsisting of sto ite. In additi eriff’s aviatio X Street and

To aid in pr and 60 kips fo w of the comp ly accepted en ifornia Buildin STM Internat tion, laborato e prepared uti viation Admi ts a descripti ubsurface ex d grading spec

LTANTS

ry 11, 2013 : 12-406-01 y used as a sed upon a . About a

00th and U storage in gers in the orage and ion to the n facility.

d a portion reparation or isolated piled data, ngineering ngs Code.

tional, the ory testing ilizing the inistration ion of the ploration.

cifications o w a b C g d s m H

T w t

T t s A

I m c t g

T l

T u i p w

T t

O s

San Bernardino Parsons Brincke

2.01 Geolo

The site is loc of the San Ber with sediment alluvial depos block that ha Cretaceous ag gneisses, and m deposits comp separated from miles northea Holocene in a

2.02 Earth

The soils und with varying types by the U

The artificial f to 4 inches in southern port Additional art

In the northe medium dens covered by asp the site were generally dry.

The subsurfac ogs contained

2.03 Existing

The southern used as a bus nches of asph pavement sect wire mesh at t

The existing taxiway consi

Observation o severity block o International A erhoff ogic Setting cated within t rnardino Mou t derived from its beneath th as been uplif ge granitic b marine sedim posed of lake m the San B ast of the site age (Figure 2) h Materials derlying the a amounts of Unified Soils fill consisted o n thickness.

tion of the sit tificial fills are ern portion o e to dense be phalt, the soil non-corrosiv ce soils encou d in Appendix

Pavement S n portion of th yard. In ge halt over 10 to tion thins to the bottom o pavement se isted of 4 inch of the bus yar k cracking an

Airport Authorit he eastern po untains. The m the adjoini he site are app fted along bo edrock. Oth mentary depos e bed, stream ernardino M at its nearest airfield consis silt and grav Classificatio of asphalt und The aggregat

te. In additio e likely locate of the site, th elow a depth ls are generall ve to metals, ntered in the x A.

Sections he General A eneral within o 12 inches o 2 ½ inches o of the aggregat ection within hes of asphalt rd paving ind nd low sever ty, Infrastructu

2.00 ortion of the U Santa Ana R ng San Berna proximately 8 ounding faul her rock typ sits. The bed channel and

Mountains be point. The m st primarily o vel. The soil n System.

derlain by agg te base ranged on, thin surfic ed beneath the e upper 3 to of 2 feet ben ly medium de had negligib exploratory b

Aviation and S the Sheriff’s of aggregate b of asphalt ove te base section n the area of over 4 inches dicated that it rity joint crac re Improvemen

0 FINDINGS

Upper Santa A River Valley is ardino Mount 800 feet thick lts. The ma pes within th drock units ar alluvial fan d the San And map indicates of artificial fi ls are classifie gregate base.

d from 4 to 1 cial fill deposi e existing bui

5 feet of soi neath the site ense to dense ble soluble su borings drille

Sheriff’s Avia s Aviation Fa ase. Along th er 10 inches o n.

the propose s of aggregate t had low sev cking. The s nts Project

Ana River Va s a deep struc tains. Accord

k. The San Be ajority of the he mountains re in places o deposits. Th dreas fault, w s alluvial soils ill and coarse ed as SM, SM

The asphalt r 12 inches thi its were obser ildings and are ils are loose t

e. In the sou . In general t ulfate and chl ed at the site a ation facility acility the pa he northern 3 of base. Also ed General A e base.

verity alligato slurry seal o

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alley, just sou ctural depressi ding to Fife a ernardino Mo e mountain s include me overlain by Q he Upper San which is locat s underlying t e grained allu M-SP, SP or c ranged in thic ick. These fi rved along th eas of demoli to medium d uthern portio the near surfa loride conten are described is paved with avement secti 30 feet of the o in this area

Aviation hang r cracking, lo n the pavem

AL CONSU

Februar MA Project No.

uthwest of the ion that is loc and Rodgers ( ountains are b range is und etamorphic sc Quaternary ag ta Ana River ted approxim the site are lat uvial and aeol combination ckness from 2 ills were locat he existing pav shed building dense and the on of the site ace soils encou nts, non-expa in greater det h asphalt and on consisted existing pave we encounte gers and the ow severity to ment appeared

LTANTS

ry 11, 2013 : 12-406-01 e foothills cally filled (1974), the basically a derlain by chists and ge surficial r Valley is mately 3½ te to early lian sands s of these

2 ½ inches ted in the ved roads.

gs.

n become currently untered at ansive and tail on the currently of 4 to 6 ement the ered metal proposed o medium d to be in m

E

E h g r

N n

G t a f

T t r s a t

T t San Bernardino Parsons Brincke moderate con

Existing pavem

THICKNESS

(Test

B

Pavement wit

2.04 Expan

Expansion tes have an expan grading will r rough grading

2.05 Surfa

No areas of p natural seepag

Groundwater the Matti and and 1983 was 1973 to 1979 feet.

2.06 Fault

The site is no the Alquist-Pr rupture hazar site at its near also the neare the concealed

The accompan the region. T o International A erhoff ndition.

ment sections

S OF COMPA

Method: AS

Boring No.

B-7

B-8

B-9

B-10

B-11 thin the existi nsive Soils sting perform nsion classifica redistribute e g.

ace and Grou ponding or st ge were found r was not enco d Carson (198 on the order was more th ts t located with riolo Earthqu rd zone. The rest point, ha est City and C trace of the B nying Region he distance to

Airport Authorit s encountered

ACTED BIT

STM D3549)

Asphalt C Thickn (inche

4” AC

4” AC

6” AC

4” AC

2½” A ing streets is i med in accorda ation of very arth material undwater Con tanding wate d.

ountered in o 6, 1991), the r of 40 to 50 an 100 feet an hin the boun uake Fault Z e nearest Alqu as been establ County desig Banning fault nal Fault Map o notable faul ty, Infrastructu d in our borin

UMINOUS

Core ness s)

A

C

C

C

C

AC

in very poor c ance with AS low. Results ls, potential e nditions r were presen our borings th minimum de feet. Accord nd Fife (1974 daries of an E oning Act or uist-Priolo Zo lished along t gnated fault r t, located appr p (Figure 5) ill ts within 100 re Improvemen ngs are shown

PAVING MI

Aggregate Bas Thickness (inches)

4” AB

4” AB

12” AB

12” AB

10” AB

condition.

STM D4829 i s of the expan expansive pro nt at the tim hat extended epth to groun ding to Carso

4) indicates de

Earthquake F r in a Count one, which is the San Berna rupture hazar roximately 2 lustrates the lo kilometers o

GEO

nts Project n in the Table

IXTURES SP

se indicates that nsion test are operties shoul me of our stud to a maximu nd water in th on and Matti epth to groun

Fault Zone fo ty of San Ber s located appr ardino Strand rd zone. The miles to the s ocation of the of the site is pr

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below:

PECIMENS

t earth materi presented in ld be verified

dy. Further, um depth of 5 he vicinity of (1985) the de ndwater in 19 r fault-ruptur rnardino or C roximately 3 d of the San e nearest map south (Figure e site with res resented on T

AL CONSU

Februar MA Project No.

ials underlyin Appendix B.

d at the comp no springs o

51.5 feet. Acc f the site betw epth to groun 960 at greater re hazard as d City of High miles northe Andreas fault pped fault to e 4).

spect to majo Table 1.

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ry 11, 2013 : 12-406-01 ng the site Since site pletion of or areas of cording to ween 1973 ndwater in r than 125 defined by hland fault east of the

t. This is the site is or faults in e d T

S S

A y R f

C o

D p

B e d b

A i g

I C t

S

San Bernardino Parsons Brincke

2.07 Histo

There have be epicentered in development These large hi

Seismic design Section 3.09.

2.08 Flood

According to year flood zon Rate maps. A for the Seven

Control of su of the project.

2.09 Lands

Due to the l property.

3.01 Gene

Based on spec experience in development below are full

3.02 Gene

All grading sh n Appendix general specifi

It is also recom California Bu this report and

3.03 Earth

Shrinkage is t o International A erhoff oric Seismicit een three larg n the San Be of seismic m istoric earthqu n parameters ding Potentia the City of S

ne. The City

According to t Oaks Dam.

urface runoff o slides ow gradient eral Conclusi cific data and engineering g is geologicall y implemente eral Earthwor hould be perf C, unless spe ications for ty mmended tha ilding Code a d Appendix J hwork Shrink the decrease

Airport Authorit ty ge historic ear ernardino are monitoring ne uakes and oth relative to t al

San Bernardin y General Plan the City of Sa originating fr of the site

3.00 CO

on information geology and g ly and geotec ed during des rk and Gradi formed in acc ecifically revis ypical grading at all earthwo and all applic J, this report s kage and Sub in volume o ty, Infrastructu rthquakes epi ea in 1858, 1 etworks and hers in the reg the requireme no General P n Figure S-1 d an Bernardino rom within an and immedia

ONCLUSIONS

contained in geotechnical e chnically feas ign, grading a ing cordance with sed or amend g projects and ork and gradi able governm shall govern.

bsidence of soil upon r re Improvemen centered with 1907 and 192 thus their lo gion are summ ents of the 2

Plan (2010), th depicts flood o General Plan nd outside of ately surroun

S AND RECO

this report, o engineering, i sible. This is and construct h the General ded below. R d may not be e ing be perform mental agency removal and

GEO

nts Project hin about 20

23. All of t ocations and marized in Ta

2010 Californ he site is not zones are bas n the site is lo f the site shou nding area, l

MMENDATIO

our understan it is our profe provided th tion.

l Earthwork a Recommenda entirely appli med in accor y requirement recompactio

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miles of the s the earthqua magnitudes able 1.

nia Building C located withi sed on 1990 F ocated within uld, of course landsliding is

ONS

nding of the p essional judgm hat the recom and Grading ations contain cable to this p rdance with A

ts. In the even on expressed

AL CONSU

Februar MA Project No.

site. These ev akes occurred are only app

Code are pre in located wit FEMA Flood n a dam inund e, be included s not a hazar project and ou ment that the mmendations

Specification ned in Appen project.

Appendix J of nt of conflict as a percenta

LTANTS

ry 11, 2013 : 12-406-01 vents were d prior to proximate.

esented in thin a 100 Insurance dation area d in design rd at this ur general proposed presented s outlined ndix C are f the 2010 s between age of the o c e r

A p r i original in-pla changes in ear

• Shrin

• Subsid

The degree to earth volume required to ba

3.04 Remo

All vegetation placement of removed dow s not sufficie and recompa Estimated dep

• Non-the si the lo native they w

• Loose depth expec

• It is e feet b sectio native comp moist footin

• Soils groun least 9

• The a haule appro are to remov o International A erhoff ace volume. S rth volumes th kage factor = dence factor = o which fill s e changes. Co alance the eart ovals and Ov n, trash and compacted f wn to compete ent to reach c acted as engi pths of remov engineered fi ite. It is anti ocations of th e soils will n will also need e, porous and hs of about 3 cted to be 5 fe expected that below existing on of the site.

e soils will b petent soils ar ture conditio ng overexcav disturbed by nd and then s 90 percent of asphalt and co d off the sit oximately 4 t o be used fo ved from the

Airport Authorit

Subsidence oc hat will occur

= 10%-15% fo

= 0.1 foot.

soils are comp onsequently, thwork.

verexcavation debris should fills, all non-e ent ground. R competent gr ineered fill, vals are as fol ill ranging fro cipated the a he former bu need to be pe d to be remov d compressib 3 to 5 feet b eet with some competent n g grade or th . In the bus p be encounter re exposed, t ned and com ation require demolition o carified to a m f the maximu oncrete curre

e. If the asp to 8-inch part r fill. If asp e site.

ty, Infrastructu ccurs as natura r during gradi r soil remove pacted and v some adjust n d be cleared engineered fil

Removal and round. Remo except for s llows:

om 1 to 2 fee additional fill uildings. Co erformed. If ved along wit ble native soi below existin e local areas e native soils w he base of exi parking area red within 1 hese cut surf mpacted to at ements are me of existing str minimum de um dry densit ently onsite m phalt and co ticles and mi phalt is proc re Improvemen al ground is d ing. Our estim ed and replace ariations in t tments in gra from the gra lls and loose, requirements ved and/or o soils containi et deep was o ls will be enc omplete remo other non-en th any under ils were enco ng grades. T extending dee will be encoun isting non-en currently un 1 to 2 feet b faces should least 90 perce et.

ructures will epth of 12 inc ty may be either oncrete is use ixed thorough cessed by gri

GEO

nts Project densified to re mates are as fo ed as compact the insitu den ades near the ading area an , porous, or s will also ap overexcavated ing detrimen observed alon countered ben oval of these ngineered fill rlying compre ountered in th The average d eper.

ntered in cuts ngineered fill derlain by as below the ex be scarified t ent of the ma need to be o ches, moistur r processed a e as fill mate hly with on-nding, it can

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eceive fill. Th ollows:

ted fill.

nsity of existi e completion nd removed f compressible ply to cut are d soils may be ntal amounts ng the existin neath the exi fills and un ls are encoun essible native he northern depth of rem s deeper than or ground su sphalt it is exp xisting groun to a minimum aximum dry over-excavate re conditioned and placed in erial, it must -site soils. N nnot be used

AL CONSU

Februar MA Project No.

hese factors ac ing soils will n of grading from the site e soils will n eas, if the dep e moisture-co s of organic ng paved stree isting buildin nderlying com ntered during e soils.

portion of t moval of thes n approximat urface in the pected that c nd surface.

m depth of 1 density, prov ed to compete d and compa the compact t be broken

No large and f d in fills and

LTANTS

ry 11, 2013 : 12-406-01 ccount for influence could be

. Prior to need to be pth of cut onditioned material.

ets within ngs and in mpressible g grading, the site to se soils is tely 3 to 5 northern ompetent Provided

12 inches, vided that ent native acted to at ted fill, or down to flat pieces d must be

I p

T r s n e

O d w

G g o

D s t

• Wire mesh layer.

In addition to pads, concrete

• All fo to pro footin which distan

• All fl comp

The exposed and compacte

The above re representative soils between necessary, at t engineered fill

3.05 Rippa

Our explorato due to subsurf with conventi

3.06 Subdr

Ground wate grading is will of canyon sub

3.07 Fill a

Due to the lo such slopes ar

3.08 Fault

Since the site through the p o International A erhoff mesh was en was encoun . If encounte the above re e flatwork and ooting areas, b oduce soils co ng below the hever is less. F nce of 5 feet.

oor slabs, con pacted to a mi soils beneath ed to a minim ecommendati e of soils thro n points of su the time of g l.

ability and R ory borings w face gravels an ional heavy d rains er and surface l not fill any bdrains is not and Cut Slop w gradient of e proposed, th ting is not located property, surfa

Airport Authorit ncountered b tered in our ered during gr quirements, o d pavement a both continu ompacted to a e bottom of Footing areas ncrete flatwo nimum of 90% h all overexca mum of 90% r ons are based oughout the ubsurface exp grading. The o

Rock Disposa were advanced nd cobbles. A uty grading e e water were large canyons expected to b pes f the property hey should be d within the ace fault ruptu ty, Infrastructu beneath the a borings B-9, rading, the w overexcavatio reas:

ous and sprea minimum of the footing s shall be defi ork and paved % relative com avation shoul relative comp d on the assu site. Howev loration. Hen overexcavated al d without dif Accordingly w quipment and e not encoun s and the und be necessary.

y, it appears t e inclined no boundaries o ure within th re Improvemen asphalt paved , B-10 and B-wire mesh sho n will also ne ad, shall be u f 90% relative or to a dept ined as the ar d areas shall b mpaction.

ld be scarified paction.

umption that ver, there can nce, overexca d materials m fficulty to dep we expect tha d oversized m ntered during derlying soils that construct steeper than f an Earthqu he site is consi

GEO

nts Project d portion of t -11, generally ould be remov eed to meet th undercut, moi e compaction th of 3 feet rea extending be underlain d an addition t soils encoun n be unforese avation depth may be moistu pths greater t at all near sur materials are n g the course are fairly per tion of cut an 2 horizontal t uake Fault Zo idered unlikel

OTECHNICA

RM

the Sheriff A y at the base ved from soi he following c istened, and c to a depth eq below the b g from the ed by a minimu nal 12 inches, ntered during een and unan hs must be ve ure-conditione than ten feet rface earth ma not expected.

of our inves rmeable. Con nd fill slopes w to 1 vertical.

one and no fau ly.

AL CONSU

Februar MA Project No.

Aviation Facil e of the aggre l and hauled criteria for th compacted as qual to the wi bottom of the dge of the foo um of 12 inch moisture co g field explor nticipated var erified, and a ed and re-com before meeti aterials will b tigation, the nsequently, in will not be re ults are know

LTANTS

ry 11, 2013 : 12-406-01 lity. The egate base offsite.

he building necessary idth of the e footing, oting for a hes of soil nditioned ration are riations in adjusted if mpacted as ing refusal e rippable proposed nstallation equired. If wn to pass

B p d d r f

C r e

F

P s

L

T

San Bernardino Parsons Brincke

3.09 Seism

Seismic desig Building Cod (Version 5.1.0 probabilistic a damped accel deterministic response acce calculator doe for the subject

S

The above ta 0.75g. There Category IV required for earthquake gr

For prelimina 0.46g.

3.10 Lique

Potential seco seiches, seism

Liquefaction

The site is lo o International A erhoff mic Design Pa gn parameter de (CBC) us 0, ASCE 7 St and determin leration resp response acce eleration com es not, howev t site are prese

P

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Mapped Sp (S

Site (S

Maximum C Spectral Acce

Desig Spectral Acce able shows th fore, for Occ the Seismic Seismic De round motion ary design pu efaction and ondary seism mically induce ocated within

Airport Authorit arameters rs have been sing the onli tandard) and nistic maximu ponse spectru elerations are mputed on act ver, produce ented below:

2010 Califor

Parameter te Location

Site Class pectral Accele Site Class B) e Coefficients ite Class D)

Considered Ea elerations (Sit gn Earthquak elerations (Site hat the mapp cupancy Cate Design Cate esign Catego ns, liquefactio urposes, we r

Secondary E mic hazards th ed settlement, n liquefaction ty, Infrastructu n developed ne U.S. Geo a site locatio um considered um having a calculated as tive faults w separate prob rnia Building erations s arthquake te Class D) ke e Class D) ped spectral egories I, II a egory is F (C ries D thro on and soil st recommend a

Earthquake H hat can affect , seismically i n hazard zon re Improvemen in accordanc ological Surve on based on la d earthquake a 2-percent p s 150 percent ithin a regio babilistic and g Code (CBC

La Lon

Soi Ss (0.

S1 (

SMS (0

SM1

SDS (

SD1

response acc and II the Sei CBC Table 1 ugh F by C trength loss h a peak ground

Hazards t land develo induced flood nes in the Ci

GEO

nts Project ce with Sect ey Java Grou atitude and l e spectral par probability o of the largest on, where the d deterministic

C) Seismic Par

Valu atitude = 34.

ngitude = -11

Site Clas il Profile Nam .2- second per (1-second per

Fa = Fv =

0.2- second p (1-second per

(0.2- second pe (1-second per celeration pa ismic Design

1604.5 and Se CBC Section have been eva d acceleration opment proje ding and seism ity of San Be

OTECHNICA

RM

tion 1613 of und Motion ongitude. Th rameters repre of exceedanc t median 5-pe e determinist c results. The rameters ue

1031 degrees

17.2269 degre ss = D me = Stiff soi riod) = 1.173 riod) = 0.779 1.0 1.5 eriod) = 1.73 riod) = 1.169 eriod) = 1.15 riod) = 0.779 arameter a 1- Category is ection 1613.5 n 1803.5.12, aluated (see S n, PGA = SD ects include l mically induc ernardino Ge

AL CONSU

Februar MA Project No.

f the 2010 C Parameter C he calculator esented by a ce in 50 yea ercent dampe tic values gov e parameters es il 39g g

39g 9g

59g 9g

-second perio E and for O 5.6). Consequ lateral pres

Sections 3.10

DS/2.5 = 1.15

liquefaction, ced landslidin eneral Plan a

LTANTS

ry 11, 2013 : 12-406-01

California Calculator generates 5-percent ars. The ed spectral vern. The generated od (S1) ≥ Occupancy uently, as ssures for and 3.16).

59g/2.5 = tsunamis, ng.

and a San w

L s c g s s m

G S o v P a

L g n

T

T r s h

S

S a v u

S T b s s i

S

T

San Bernardino Parsons Brincke

Bernardino C Survey has no which the site

Liquefaction saturated, gran completely lo grain size, re shaking. In or soils, a groun magnitude ear

Groundwater San Bernardin of Liquefactio vicinity of the (1986) report Plan. Accord and Fife (1974

Liquefaction groundwater non-liquefiab

Tsunamis and

Tsunamis are reach shoreli standing wate hazards due to

Seismically In

Seismically in a result of seis variations in uniformly dis

Seismic settle Tokimatsu an borings. We subjected to a settlement m nduced settle

Seismically In

The Seven Oa o International A erhoff

County Geolo ot yet prepare e is located.

is a phenom nular soils un oose its shear lative density rder for lique ndwater depth rthquake.

r was not enc no County Ge

on. Accordin e site between is referenced ding to Carso

4) indicates de analysis was presented in le.

d Seiches e sea waves t ines, they so er, such as lak o the inland lo nduced Settlem duced settlem smically indu the thicknes stributed, wh ement was ev nd Seed (198 estimate ½ a Design Ear may be taken ements are pr nduced Flood aks Dam is lo

Airport Authorit ogic Hazard Z ed a Seismic H menon where ntil it is equa strength and y, confining efaction to oc h of less than ountered in o eneral Plan in ng to the Mat n 1973 and 19 d on the Liqu on and Matti epth to groun performed u the Matti an that are gene ometimes pro kes, that can ocation of the ment ment occurs m uced settlemen ss of underly hich can resul valuated for t

87) based on inch of tota rthquake even as one-half resented in A ding ocated approx ty, Infrastructu

Zone for liqu Hazard Zone e earthquake-al to the conf d enter a lique pressure, satu ccur, three cr n about 50 f our borings t ndicates that a tti and Carso 983 was on th uefaction Susc

(1985) the de dwater in 196 using an assu nd Carson 198 erated in res oduce coasta occur in res e site and lack most frequentl nt is most dra ying sedimen lt in different the Design E n site-specific al seismically nt (see calcul of the comp ppendix D.

ximately 7 mi re Improvemen uefaction. It e Map of pot

- induced gro fining, overbu efied state. T uration of th riteria must b feet, and a po hat extended all but the nor on (1986, 199 he order of 40 ceptibility Fig epth to groun 60 at greater t umed ground 86 and 1991 r sponse to lar al flooding. S sponse to gro k of nearby bo ly in areas un amatic when nts. Settleme tial settlemen

Earthquake e SPT blow y induced gr ations in Ap puted total s iles east of the

GEO

nts Project should be no ential liquefa ound vibrati urden pressu he possibility he soils, and be met: unde otential for s to a maximu rtheast corner

91), the minim 0 to 50 feet.

gure S -5 in th ndwater in 19 than 125 feet.

d water level reports. The rge-magnitude Seiches are t ound shaking odies of stand nderlain by lo differential se ent caused b nt.

event using a count and g ound settlem ppendix D). I seismic settle e site. Accor

OTECHNICA

RM

oted that the action hazards ions increase ure. When th y of liquefacti intensity an erlying loose, seismic shaki um depth of r of the site is mum depth t Additionally, he City of Sa 973 to 1979 w l of 40 feet b e analysis indi e earthquake the oscillatio

g. Tsunamis a ding water.

ose, granular ettlement occ by ground s an empirical grain size dat ment may oc In our opinio ement. Calcu rding to the C

AL CONSU

Februar MA Project No.

e California G s for the quad the pore pr his occurs, th ion is depend nd duration o coarse-graine ng from nea

51.5 feet. Th s located with o ground wa , the Matti an an Bernardino was more than based on the icates that th

es. When the on of large and seiches do sediments. D curs in areas w shaking is of method deve ta obtained ccur at the s on, differenti ulations of se

City of San B

LTANTS

ry 11, 2013 : 12-406-01

Geological drangle in ressure in he soil can dent upon of ground ed (sandy) rby large-he City of hin a Zone ater in the nd Carson o General n 100 feet depth to e soils are ese waves bodies of o not pose

Damage as with large ften non-eloped by from our site when al seismic eismically

Bernardino

G

S

D s t i

I t c

T m f d

S r r i

General Plan Dam inundati

Seismically In

Due to the lo slopes created the Californi nduced lands

3.11 Foun

Isolated spread the recommen compacted fil

• Conti

Footi adjace increa psf.

• Isolate

Footi adjace additi

• Retain

Footi width resista the up with c depth consid

The above be may be incre footings desig differential set

Soils at the si reinforcement reinforcement nches of the b o International A erhoff and San Bern ion area. Mit nduced Landsl w gradient of d during devel a Geological slide hazards ndations d footings an ndations in t ll materials, f inuous Wall F ngs having a ent grade hav ased by 20% f ed Spread Foo ngs having a ent grade have ional foot of ning Wall Foo ngs for retain h of 12 inche ance values re pper 6 inches concrete flatw h to a maxi derations as d earing capacit eased by one-ned with the ttlement on th ite are genera t of footings t consisting o bottom of foo

Airport Authorit nardino Coun tigation of flo liding f the site, the lopment of th Survey has for the quadr d/or continu he section on ootings may

Footings:

minimum w ve allowable b for each addi otings:

minimum w e allowable be width or dep otings:

ning walls sho

es. Footings ecommended s of the footin work. This va imum value determined by ties represent -third for sho recommende he order of ¼ ally granular, for expansive of one #4 bar otings is recom ty, Infrastructu nty Hazard O oding hazard potential for he site will be not yet prep rangle in whi uous wall foot n grading are be designed u width of 12 in bearing capaci tional foot of width of 24 in earing capacit pth to a maxi ould be found s may be des d for building ngs should be alue may also of 3,000 p y the design en an allowable ort-term win ed allowable b

¼ inch.

non-plastic a e soil is not r placed within mmended. Th re Improvemen

Overlay Map F s is a planning r seismically i e properly des pared a Seism ich the site is tings are reco followed and using the foll nches and a m ity of 2,000 p f width or de nches and a m ty of 3,000 ps mum value o ded a minimu signed using g footings. Ho e ignored in a be increased

sf. Reinforce ngineer.

e net increase nd or seismic bearing capaci and have very required. How n 3 inches of he structural e

GEO

nts Project

FH31B, the si g and civil en induced lands signed and co mic Hazard Z s located.

ommended to d footings are lowing allow minimum de pounds per sq epth and/or d minimum de

sf. This value of 4,000 psf.

um depth of the allowab owever, whe areas where t by 20% for e ement shoul e in soil press loads. The ity is expecte y low expans wever, in vie the top of fo engineer may

OTECHNICA

RM

ite is located ngineering des sliding is nil.

onstructed. It Zone Map of support the e established wable soil bear epth of 12 in quare foot (ps depth to a ma epth of 12 in e may be incr

12 inches and ble bearing ca en calculating he footings w each addition ld be provid sure over exi e maximum e d to be on th sion potential ew of the seis ootings and an y require heav

AL CONSU

Februar MA Project No.

within the Se sign issue.

This assume t should be n potential ea proposed stru in firm nativ ring values:

nches below t sf). This valu aximum valu nches below t reased by 20% d have a mini apacity and l passive resis will not be co nal foot of wid ded for stru isting soil pre expected settl he order of ½ l in nature. T smic setting, a nother placed vier reinforcem

LTANTS

ry 11, 2013 : 12-406-01 even Oaks s that any noted that rthquake-uctures. If ve soils or the lowest ue may be ue of 3,000 the lowest % for each imum lateral tance, overed dth or uctural essure and lement of inch with

Therefore, a nominal d within 3 ment.

b c

S S b

F i f s f l t

F s

C T u C p o s

S a s r

A m i e o g

T m s a

San Bernardino Parsons Brincke

Due to the pr be performed criteria.

3.12 Foun

Setbacks for f Specifically, fo bottom outer

For slopes des s the height o feet per the C slope the setba from the top andscaping im the potential f

For ascending slope. The ho

3.13 Slabs

Concrete floo These floor sl using weaken Contraction jo plane joints ar of the slab. If subgrade react

Special care sh areas may be shrinkage crac reflection of s

A moisture moisture-sens mpermeable exist. We rec of the 2010 C guidance docu

The moistur maximum pe should be ove and penetrati o International A erhoff reliminary na near the com ndation Setba footings adjac ootings shoul edge of the fo scending away of the slope.

California Bui ack may be m of slope may mprovements for gradual do g slopes, the h orizontal setb on Grade ors with a mi labs should h ned plane jo oints should b re not used, th f heavy conce tion (k) of 200 hould be take reinforced w cks. Alterna lab cracks thr vapor retard sitive flooring floor coating commend tha California Bu uments 302.1 e vapor reta rm rating of erlapped no l ons should b

Airport Authorit ature of the ex mpletion of ro acks from Slo cent to slope ld maintain a ooting.

y from the fo The horizon ilding Code.

maintained by y be subject t s constructed ownslope cree horizontal set ack need not inimum thick have a minimu oints (contrac be made in ac hen the slabs entrated or m 0 psi per inch en on floors s with 6x6-10/1 atively, inflex rough the floo der/barrier i g materials su gs, adhesives, at design and uilding Code

1R-04, 302.2R arder/barrier

0.3 in accord less than 6 in be sealed with ty, Infrastructu xpansion test ough grading opes es should con a horizontal oundation, the ntal setback sh

Where struc y deepening th to lateral disto at the top of ep.

back required be greater tha kness of 4 in um thickness ction joints), ccordance wit shall be reinf moving loads h per inch and slabs to be co 0 welded wir ible flooring oring.

is recommen uch as vinyl, or where m d constructio e (CBC) and

R-06 and 360R r should con dance with A nches or in ac h the manufa re Improvemen s performed to verify the nform to the distance or se e horizontal d hould not be ctures encroa he foundation ortion caused f descending d may be calc an 15 feet per ches are reco s of 4 inches a each with th American C forced with 6x are anticipate d reinforced ac overed with t re fabric plac may be insta nded beneath linoleum, w oisture-sensit n of the vapo d pertinent se R-10.

nsist of a m

ASTM E 1745

ccordance wit acturer’s reco

GEO

nts Project for this study test results an requirement etback betwe distance may less than 5 fe ach within th

ns. Flatwork d by gradual d slopes should culated by usi r the Californ ommended fo and should b maximum d Concrete Inst x6-10/10 weld ed, slabs shou ccordingly.

thin-set tile o ced at mid-he alled with un h all slabs-o wood, carpet, tive equipme or retarder o ections of A minimum 10

5. Seams in th th the manuf ommended ad

OTECHNICA

RM

y, we recomm nd recommen ts of the Cali een any adjac be calculated eet, nor need he zone of h/ and utilities w downslope cr d be designed ing h/2 wher nia Building C or normal flo be divided int dimensions n titute (ACI) g ded wire fabr uld be design or other inflex eight of the sl nbonded fabr n-grade that rubber, rubb nt, products, or barrier con American Con mils thick he moisture v facturer’s rec dhesives, pres

AL CONSU

Februar MA Project No.

mend addition nded foundati ifornia Buildi cent slope fac d by using h/3 not be greate /3 from the t within the zo reep. Walls, f d with consid re h is the hei Code.

oor loading co o squares or not exceeding guidelines. If ric placed at m ned using a m xible covering lab, to mitiga ric or liners t t will be co ber-backed ca , or environm nform to Sec ncrete Institu polyethylen vapor retarde commendatio ssure-sensitiv

LTANTS

ry 11, 2013 : 12-406-01 nal testing ion design ing Code.

ce and the

3, where h er than 40 top of the one of h/3 fences and deration of ight of the onditions.

rectangles g 15 feet.

weakened mid-height modulus of

gs. These ate drying to prevent overed by arpet, tile, ments will ction 1805 ute (ACI) ne with a er/barrier ons. Joints ve tape, or w

A o

P b s d v a

I t g b f p b

A m

M s C

W t o

T r o

A i r p a

P

San Bernardino Parsons Brincke both. The con with addition

ACI guidelin or below an i

Placing the m bottom and w slabs poured differential ra vapor retarde admixtures to

If granular so thick in accor graded materi be uniformly fill layer shou pipe leaks or become satur

An additional minimize the

3.14 Misce

Miscellaneous slabs should b Control joint

Walkways ma thick expansi of 5 feet spaci

The subgrade relative comp of the subgrad

3.15 Footi

All footing ex nto compete reinforcement placement, an areas unless pr

Prior to the p o International A erhoff ntractor mus nal polyethyle es allow for t ntermediate moisture retar will eliminate directly on ates of curing ed, we recom o increase wo oil is placed rdance with t ials with 10 t compacted a uld not be le other proces ated should b l layer of san potential of ellaneous Co s concrete fla be reinforced ts should be c ay be constru on joint filler ing.

soils beneath action for a m de soils and pe ing Excavatio xcavations sho ent soils. T t steel, or co ny loose or so roperly comp placement of t

Airport Authorit st avoid dama ene properly the placemen granular soil rder/barrier d e potential pr a vapor ret g through th mmend a m orkability and over the vap traditional pr o 30% passin and trimmed eft exposed to sses, and sho be removed a d may be pla the retarder/ ncrete Flatw atwork and w d with a min constructed to ucted without

r. Control jo h all miscellan minimum dep erform testing on and Slab P ould be obser The foundatio oncrete. The oft soils shou pacted.

the moisture b ty, Infrastructu aging or punc lapped and s nt of moistur layer.

directly bene roblems cause tarder/barrie he thickness maximum wa d decrease ble por retarder/ ractice in sou ng the No. 10 to provide t o rain or oth ould be dry a and replaced p aced beneath /barrier being work walkways ma nimum of 6x6 o create squa t reinforceme oints should b neous concret pth of 12 inch g to verify tha

Preparations ved by the ge on excavation ese excavation uld be remove barrier and sa re Improvemen cturing the v sealed.

re vapor retar eath the floor ed by water b er can exper of the slab. T ater cement eeding.

/barrier, we r uthern Califo 00 sieve and fr the full design her sources o at the time of prior to conc the vapor ret g punctured b ay be designed 6-10/10 weld ares or rectang ent. Walkway be constructe te flatwork sh

es. The geote at proper com s eotechnical co ns should be ns should be

ed. Excavate and, the subgr

GEO

nts Project vapor retarde rder/barriers r slab will pr being trapped rience shrink Therefore, fo ratio of 0.4 recommend ornia. Granu ree from clay n thickness o of water such f concrete pl crete placeme tarder/barrie by underlyin d with a min ded wire mesh gles with a m ys should be ed into non-re hould be com echnical engin mpaction has b onsultant to v e observed p evenly trim ed soils shoul rade soils und

OTECHNICA

RM

r/barrier and s either direct rovide impro d in a granul kage cracking or concrete p

45 and the u that the laye ular fill shoul y or silt. The of the propos h as wet-grin lacement. G ent.

er at the devel ng soils.

nimum thickn h placed at m maximum spa separated fro einforced wa mpacted to a m neer should m been obtained verify that the prior to the mmed and lev ld not be pla derlying the s

AL CONSU

Februar MA Project No.

d repair any p tly beneath f oved curing o ar fill layer.

g and curlin placed direct use of water er be at least ld consist of e granular lay sed slab. The nding, power ranular fill la loper’s discre ness of 4 inch mid-height in acing of 15 fee om foundatio alkways at a m minimum of 9 monitor the co d.

ey have been placement vel. Prior to aced on slab o lab should be

LTANTS

ry 11, 2013 : 12-406-01 punctures floor slabs of the slab Concrete ng due to ly on the r-reducing t 2 inches clean fine yer should e granular washing, ayers that etion to hes. Large n the slab.

et.

ons with a maximum

90 percent ompaction excavated of forms, o concrete or footing e observed m

F c l b

S o c a

L l m e

San Bernardino Parsons Brincke by the geotec compacted, th minimum of 9

Footings may close proximit ines may cau below a 1:1 pl

Slabs on grad optimum mo consultant sho a maximum o

3.16 Later

Lateral loads m recommended

• Pa

• Co

• Re

Th ach app pre

• At

The Monono ateral earth p method entai ensure either o International A erhoff chnical consu hat no loose o 90 percent rel y experience a ty to existing use cracking, lane projected de and walkw oisture conten ould perform of 24 hours pr ral Load Resi may be resist d.

assive Earth P oefficient of F etaining struct hese active ear hieve the act proximately essure if this h t-rest Lateral E obe-Okabe m pressures and ls three fund active or pas

Airport Authorit ultant to verif or soft soils a lative compac and overall lo g or future uti collapse and/ d upward from ways should nt for a dept m insitu moistu rior to the pla stance ted by soil fri ressure = 407

Friction (soil t tures should b

Surf Retai

(Horiz rth pressures tive state. T 0.0025H. Re horizontal str

Earth Pressur method is com d is based on damental assu ssive conditio ty, Infrastructu fy that all un are present, a ction within t oss in bearing ility trenches.

/or a loss of m the closest b be brought th of 18 inch ure tests to ve cement of con iction and the

7 pcf (equivale to footing) = be designed to face Slope of ned Material zontal:Vertic

Level

5:1

4:1

3:1

2:1 are only app he required etaining struc rain cannot be re = 55 pcf (e mmonly utili the limit equ umptions (e.g ons, the drivi re Improvemen nder-slab util and that the s he upper 12 i g capacity or Furthermor f serviceability bottom of the to a minimu hes prior to erify that the ncrete or moi e passive resis ent fluid weig

0.41 o resist the fol ls al) licable if the minimum h ctures should e achieved.

quivalent flui ized for deter uilibrium Co ., Seed and W ing soil wedg

GEO

nts Project lity trenches slab subgrade inches.

an increased re, stresses im

y. To reduc e trench.

um of 2% an the placeme appropriate isture barriers stance of the ght).

llowing latera

Equivale Fluid We

(pcf) retained earth horizontal str d be designe id weight) rmining seism oulomb theor Whitman, 197 ge inducing th

OTECHNICA

RM

have been p e has been pr potential to mposed by the ce this risk, f nd a maximu ent of concre moisture con s.

soil. The fol al active earth ent ight h is allowed t rain to achie d to resist a mically indu ry for static s 70): Wall mov he lateral ear

AL CONSU

Februar MA Project No.

properly back operly comp settle where e footings on t footings shou um of 6% ab ete. The geo ntent has been llowing param h pressures:

to strain suffi eve the activ an at-rest late ced active an stress conditi vement is suf rth pressures

LTANTS

ry 11, 2013 : 12-406-01 kfilled and acted to a located in the utility uld extend bove their otechnical n achieved meters are iciently to ve state is eral earth nd passive ions. This fficient to is formed a S

T i a

S e ly d

W w

R B w R a

S i by a planar fa the driving s accelerations Stability Anal

• Se

The seismic l ncrement of applied as a re

3.17 Drain

Surface draina excess irrigatio ying or level draining over

Walls and po waterproofed

Retaining stru Backdrains sh wall back dra Retaining wa and/or water

3.18 Ceme

Soluble sulfate n the soil. O below.

o International A erhoff ailure surface soil wedge an throughout t lysis of Concr eismic Lateral lateral earth force which eduction of fo nage and Mo age should b on nor rainw areas of the l the top of slo ortions there and damppro uctures shou hould be insta ains is presen all less than 3 proofing sho ent Type and e tests indicat Our recomm

Airport Authorit e starting at t nd the retain the respectiv rete Structure l Earth Pressu pressure give should be app orce to the fro oisture Proofi e directed aw water should b

ot. Surface w opes and dow eof that retai oofed in accor uld be draine alled behind a nted in App 3 feet in heig uld also be pr d Corrosion P…