Att 13 - Existing Soils Report.pdf

G

Geoteechniical EEngin

Vete neer Propos erans Ad

Gran

Terr Gra ring R sed Parki ministrat

2121 N d Junctio

Project

Guidon Indiana racon Con and Junct

Repo ng Struct tion Hosp

North Ave on, Color

April 4, 2 t No. AD135

Prepared n Design, polis, Ind

Prepared nsultants, ion, Color ort ture pital enue rado d for:

Inc.

iana d by:

Inc.

rado

Respons

April 4, 2

Guidon D 2453 N D P.O. Box Indianap

Attn: Mr.

P M E

Re: G P

T

Dear Mr.

Terracon above re geotechn number provides foundatio

We appre concernin

Sincerely

Norman Senior E Enclosur cc: 1–

1– 1–

1– ive ■ Resour

Design, Inc.

Delaware Str x 26210 olis, Indiana

Luke Leising P: [317] 800-6 M: [317] 409- E: luke@guid

Geotechnical Proposed Pa

121 North A Grand Junctio Terracon Proj

Leising:

n Consultant eferenced p nical enginee

PAD120039

geotechnica ons, floor sla eciate the o ng this repor y, n Consultan

W. Johnston ngineer res –Luke Leising

–Justin Najjar –Ugljesa Janj

–Jared Plank

– File rceful ■ Relia reet a 46250 g, President -7545 dondesign.co

Engineering rking Structu

Avenue on, Colorado ject Number s, Inc. (Terr project. Th ering agreem

9. This rep al recommen bs and pave pportunity to rt, or if we ma nts, Inc.

n, P.E.

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: AD135003

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completed g was perform en Guidon D ts the findin cerning eart he proposed ce to you on her service, p m (electronic-

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n this projec please conta

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ark.com, engineering neral accor , and Terrac subsurface he design an

ct. If you ha act us.

John P. With Senior Engin g services fo rdance with con, our pro exploration nd construct ave any ques hers, P.E.

neer or the h the posal n and ion of stions

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TABLE OF CONTENTS

Page

EXECUTIVE SUMMARY ............................................................................................................... i

1.0 INTRODUCTION

2.0 PROJECT INFORMATION

2.1 Project Description

2.2 Site Location and Description

3.0 SUBSURFACE CONDITIONS

3.1 Geology

3.2 Typical Profile

3.3 Groundwater

4.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION

4.1 Geotechnical Considerations

4.1.1 Volume Change Potential

4.1.2 General

4.2 Earthwork

4.2.1 Site Preparation

4.2.2 Material Requirements

4.2.3 Compaction Requirements

4.2.4 Utility Trench Backfill

4.2.5 Grading and Drainage

4.2.6 Construction Considerations

4.3 Foundations

4.3.1 Driven Pile Design Recommendations

4.3.2 Driven Pile Construction Considerations

4.6 Lateral Earth Pressures

4.7 Seismic Considerations

4.8 On-Grade Floor Slab

4.8.1 Floor Slab Design Recommendations

4.8.2 Floor Slab Construction Considerations

4.9 Pavements

4.9.1 Subgrade Preparation

4.9.2 Pavement Design Considerations

4.9.5 Pavement Drainage

4.9.6 Pavement Maintenance

4.10 Concrete Considerations

5.0 GENERAL COMMENTS

APPENDIX A – FIELD EXPLORATION

Exhibit A-1 Site Location Map Exhibit A-2 Boring Location Plan Exhibit A-3 Field Exploration Description Exhibit A-4 to A-19 Boring Logs

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APPENDIX B – LABORATORY TESTING

Exhibit B-1 Laboratory Testing Exhibit B-2 to B-13 Swell/Consolidation Test Results Exhibit B-14 to B-18 Sieve Analysis Test Results Exhibit B-19 Compaction Test Report

APPENDIX C – SUPPORTING DOCUMENTS

Exhibit C-1 General Notes Exhibit C-2 Unified Soil Classification System Exhibit C-3 General Notes – Rock Properties

Geotechn VA Hospit April 4, 20

EXECU

A geotec be locate designate the existi

Foundatio obtained identified

U th ex d

S to st fo

A lik st ex m b a ex at

O co su a la nical Enginee tal Parking St 013 ■ Terraco ive ■ Resour

UTIVE SU

chnical invest ed at 2121 No ed TH-1 thro ng ground su on support from our

Up to approx he borings u xhibited vol

Ground water rilling and ab

Soft yielding a o 5 feet depth tructural fill fo

The site soils oundations a

A deep system kelihood of p tructure.

The site is lo xploratory te may be encou e removed a ccordance xperienced i t time of exc

On-site soils ontent. Ons urface soils nd/or loading ayer be cons ering Report tructure ■ Gra on Project No rceful ■ Relia

UMMARY

tigation has orth Avenue ough TH-16, urface within and other subsurface imately 6 to underlain by ume chang r was found a bout 5.5 to 7 areas may b

h. Subgrade or foundation are soft and are not a viab m such as d post construc ocated in a p est borings a untered durin and replaced with recom n identificati avation to ad appear un-ite soils sho are active a

g. For this r structed ben t and Junction, . AD135003 able been perform , Grand Junc were perfor n the propose geotechnica exploration

40 feet of s y sand and e from swe at a depth of one day afte be encounter e stabilization ns and / or p d have low s ble alternative driven pile fou ction movem previously d and may be ng construct d in entirety, mmendations on of existin ddress this c

-suitable for ould not be and prone to reason, we re neath at-grad

Colorado med for the p ction, Colora rmed to dept ed pavement al conditions . The follow soft very moi gravel with elling and s f about 8 to 9 er drilling.

red during sit n may be nec avements.

trength. Bas e foundation undations wi ment from vo eveloped ar encountered tion. Existing , with a well contained g fill conditio concern.

r use as co utilized with o volume ch ecommend a de-supported proposed VA ado. Sixteen ths of appro t and structu s were eval wing geotec ist to wet sa cobbles.

settlement w 9 feet below te developm cessary to s sed on antic n.

ill provide a olume chang rea. Existing d during con g fill and bui compacted herein.

ons should v mpacted str hin 12 inche hange with v a 12-inch thi d floor slabs

A Hospital pa n (16) explora oximately 6 to ure areas.

uated using chnical con andy clay wa The sandy when loaded w ground surf ment, especia upport excav cipated buildi foundation ty es of the so g fill was en nstruction. B lding remnan and tested A Terracon visit and mak ructural fill d es beneath s variations in ick low volum

s. This laye arking structu atory test bo o 45.5 feet b g the inform siderations as encounter clay soils te d and/or we face at the tim ally below ab vation backfi ng loads, sh ype with the oils supportin ncountered i Building rem nts, if any, s engineered n represent ke an observ due to their slabs. The moisture co me change ( er should als i ure to rings, below mation were red in ested etted.

me of bout 3 ll and hallow least ng the n the nants hould fill in tative, vation r clay near-ontent

(LVC)

so be co ov m th

C a re

This sum should b report m herein. T report lim nical Enginee tal Parking St 013 ■ Terraco ive ■ Resour onstructed verexcavatio

Terracon rec mitigating sof

The 2009 Inte his site is C.

Close monito chieving the etained to mo mmary shou e recognize ust be read The section mitations.

ering Report tructure ■ Gra on Project No rceful ■ Relia beneath pa on in portions commends t ft subgrade.

ernational B oring of the e design su onitor this po ld be used d that detai d in its entire titled GENE t and Junction, . AD135003 able avements.

s of the proje the construc uilding Code e constructio ubgrade sup ortion of the in conjunct ls were not ety for a co

ERAL COMM

Colorado

Construct ect site.

ction docum e (IBC), Tab on operation pport. We t work.

tion with the included or omprehensiv MENTS sho tion of the ments provid ble 1613.5.2 ns discusse therefore re e entire rep r fully develo ve understan ould be read e LVC lay de a budge seismic site ed herein w ecommend t port for desi oped in this nding of the d for an und er may re contingenc e classificatio will be critic that Terraco ign purpose section, an items conta erstanding o ii equire cy for on for cal in on be

es. It d the ained of the

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GEOTECHNICAL ENGINEERING REPORT

PARKING STRUCTURE

VETRANS ADMINISTRATION HOSPITAL

GRAND JUNCTION, COLORADO

Terracon Project No. AD135003 April 4, 2013

1.0 INTRODUCTION

This geotechnical engineering report has been prepared for the proposed Veterans Administration Hospital parking structure to be located at 2121 North Avenue, Grand Junction, Colorado. Sixteen

(16) borings, designated TH-1 through TH-16, were performed to depths of approximately 6 to 45.5 feet below the existing ground surface within the proposed pavement and structure areas. Logs of the borings along with a site location map and boring location plan are included in Appendix A of this report.

The purpose of these services is to provide information and geotechnical engineering recommendations relative to:

subsurface soil conditions foundation design and construction groundwater conditions floor slab design and construction earthwork lateral earth pressures IBC seismic site Classification pavement recommendations

2.0 PROJECT INFORMATION

2.1 Project Description

ITEM DESCRIPTION

Site layout See Appendix A, Figure A-2: Test Boring Location Diagram

Structure

The project will include a four-story structure with a proposed footprint of approximately 39,500 square feet.

Site development will include pavements.

Building Construction The parking structure will be a steel reinforced concrete structure with isolated columns, load bearing concrete walls, and a concrete slab-on-grade floor.

Finished floor elevation (FFE) 4528 +/- (assumed)

Maximum

Grading

Cut and

Traffic L

2.2 S

Location

Current

Existing

3.0 S

3.1 G

Based on site cons gravel tha

The form generally when we formation

013 ■ Terraco ive ■ Resour

ITEM

m loads fill slopes oads for pav

Site Locatio

ITEM

n ground cove g topography

SUBSURF

Geology n the 1979 G sists generall at exhibit vol ational mate y consists of etted. Althou nal shale may ering Report tructure ■ Gra on Project No rceful ■ Relia vements on and Des er y

FACE CO

Geologic Ma ly of modern ume change erial in the are thinly layere ugh not enc y be about 6 t and Junction, . AD135003 able

Building Col

Vertical: 500

Horizontal: 7

A prelimina report.

Maximum cu

Assumed to

Light Duty A

Medium Dut

Heavy Duty

Extra Heavy scription

This project Colorado. T of Section 1 Mesa Count

Open, vaca Landscape t

The propos relief down t

NDITION

ap of Colorad n alluvium. T e potential wh ea is the Ma ed clay shale countered in 60 to 70 feet

Colorado umns:

0 to 1,200 kip

700 to 1800 K ry site gradin uts and fills as be no steepe

Area: 10,000 e ty Area: 20,00

Area: 40,000 y Duty Areas:

will be locate The site is loc 13, Township ty west of the ant lot with trees and veg ed site is re to the south.

S do, United S The modern hen loaded a ancos Shale e that typical the explorat below the ex

DESCRIPT

ps

Kips ng was not ssumed less er than 3H:1V equivalent 18

00 ESAL

0 ESAL

80,000 ESAL

DESCRIPT

ed at 2121 N cated in the N p 1 South, Ra e existing Vete h some gro getation, and elatively level

States Geolo n alluvium is and/or wetted

Formation. T lly has a mo tory test bor xisting site gr

TION

available wh than 2 feet (e

V (Horizontal t

8 kip single ax

L

TION

North Avenue orthwest ¼ o ange 1 West erans Adminis und cover paved streets l with only m ogical, the sh generally cl d.

The Mancos oderate to hig rings it is ou rade.

hile preparing estimated).

to Vertical) xle loads (ESA

, Grand Junc of the Northea t, Ute Meridia stration Hosp type vegeta s.

minor topogra hallow soils o ay, silt, sand s Shale Form gh swell pot ur experienc g this

AL)

ction, ast ¼ an in pital.

ation, aphic of the d and mation tential ce the

3.2 T

Based on as follows

Stratum

The uppe moderate summari

Samp Locat

TH-

TH-

TH-

TH-

TH-1

TH-1

TH-1

TH-1

TH-1

Soil borin indicated surface.

TH-10, T

test borin boring lo between logs in Ap

013 ■ Terraco ive ■ Resour

Typical Pro n the results s:

Approxi Bottom of

Undeterm er soil encou e plasticity.

zed as follow ple ion

De ngs TH-1, TH by penetra Caving soils

TH-11 and TH ng location a ogs represen materials ma ppendix A.

ering Report tructure ■ Gra on Project No rceful ■ Relia ofile s of the borin mate Depth t f Stratum (fee

37 to 40 ined to 45.5 fe untered in th The labora ws:

epth (feet)

1 to 4

1 to 3

1 to 4

2 to 5

3 to 6

2 to 6

1 to 6

H-3, TH-5, T

ation resistan s were encou H-12 at a de are indicated nt the appro ay be gradua t and Junction, . AD135003 able ngs, subsurfa to et) eet S he borings g atory classif

Liquid Lim

TH-8, TH-10

nce test resu untered in ex epth of 4 to d on the ind oximate loca

al. Details fo

Colorado ace condition

Material D sandy and and grave generally co fication test mit Plastic and TH-12 w ults) at dept xploratory te 14 feet. Co dividual borin ation of chan or each of th ns on the pr escription y clay vel with cobble nsisted of le t results are c Limit

Pla were termina ths of 38 to st borings T onditions enc ng logs. Str nges in soil e borings ca roject site ca

Con

So es M ean clay wh e shown in asticity Index ated in a refu o 45.5 feet b

H-2, TH-3, T

countered at ratification b types; in s an be found o an be genera nsistency/Den oft to medium

Medium dense very dense ich was of lo Appendix B x Passing 200 sieve usal conditio below the gr

TH-4, TH-5, T

each explor oundaries o itu, the tran on the test b alized nsity stiff e to ow to B and

No.

e (%) on (as round

TH-6,

ratory on the nsition boring

3.3 G

The bore groundwa ground s remain o

Groundw and othe groundw or lower fluctuatio project.

4.0 R

4.1 G

The soils Based on fill suppo Overexca necessar worsenin foundatio elevation

We expe required strength sections to help re geotechn provide s soft subg

013 ■ Terraco ive ■ Resour

Groundwat eholes were ater. Groun urface at the pen following water level flu er factors n ater levels d than the lev ons should b

RECOMM

Geotechnic s encounter n the anticip orting the fou avation for ry to provide ng soil condi on for suppo n as practica ect that diff during site soils and po provide alte educe the in nical engine stabilization n recommen grade.

ering Report tructure ■ Gra on Project No rceful ■ Relia er observed w d water was e time of drill g drilling com uctuations oc not evident during constr vels indicate be considere

ENDATIO

cal Conside red in the te pated buildin undations to engineered e subgrade itions. Ther ort of the str al to mitigate ficult constru preparation otentially exp ernatives to s fluence of sw eer be retai recommend ds the cons t and Junction, . AD135003 able while drilling observed in ling for the s mpletion and ccur due to at the tim ruction or at ed on the te ed when de

ONS FOR

erations est borings ng loads sha o provide a f structural f stabilization refore, we b ucture. Stru soft conditio uction cond and grading pansive soils stabilize the welling and ned to eva dations base truction doc

Colorado and after c n the test bor short amount about 5.5 to seasonal va me the test other times st boring log eveloping the

DESIGN

were soft, allow founda foundation p fill would ex resulting in elieve shallo cture founda ons.

ditions and g due to the

s. The reco e soils to allo settling soils aluate the s ed on the a cuments prov completion fo rings at a de t of time the o 7 feet one d ariations in t borings we in the life of

gs. The pos e design an

AND CO

very moist ations would performance xpose soft n additional o ow foundatio ations shoul extensive g e presence ommendation ow construct

s. However, site conditio actual condit vide a budg or the prese epth of about e test borings day after dril the amount ere perform f the structu ssibility of g nd construct

ONSTRUC

to wet and require sign e acceptable and wet so overexcavat ons would n ld be design ground impr of shallow g ns presente tion to proce , we strongly ons during c tions presen et contingen ence and lev t 8 to 9 feet b s were allow ling.

of rainfall, r med. There re may be h groundwater tion plans fo

CTION

of low stre nificant struc e to the struc oils. It woul tion encount not be a pra ned at as hig rovement w groundwater d in the follo eed and met y recommen construction nted at that ncy for stabi vel of below wed to runoff efore, higher level or the ength.

ctural cture.

ld be tering actical gh an will be r, low owing thods nd the n and time.

ilizing

Special g

■ The p volum

■ Antic

■ Depth

4.1.1 V

The soil volume c we recom procedur eliminate procedur reduction zone. D Any com the requi Earthwo

This rep expansio minor cra damage site resu moveme the risk We woul

4.1.2 G

Based o residence anticipate Existing structure and repla the expo cut areas be retain

013 ■ Terraco ive ■ Resour geotechnical presence of me change w ipated areas hs of over 40

Volume Cha present nea change with mmend a low res for usin e all future su res outlined ns in floor s

Details regard pacted struc irements for rk.

port provides

on. Howeve acking in th such as un ults in exce nt and cosm of movemen d be pleased

General n our review e and assoc e some old structure fo e foundation aced with we osed subgrad s, but prior to ed to evalua ering Report tructure ■ Gra on Project No rceful ■ Relia l considerati soil at and with variation s of low stre

0 to 45 feet ange Pote ar the anticip variations i w volume ch g a low vo ubgrade vol should red lab moveme ding this low ctural fill plac r Low Volum s recomme er, even if t e structure even floor s ssive wettin metic distres nt if significa d to discuss w of a histo ciated outbu structure fo undations s remnants o ell compacte de be thorou o the start o ate the beari t and Junction, . AD135003 able ons for this near the an ns in moistur ngth subgra below surfac ntial pated at-gra in moisture hange zone b olume chang ume change duce the po ents could b w volume ch ed in the upp me Change ndations to these proce could still o slabs on gra ng or drying s may not b antly more e other const oric photogr uildings. Alt oundation re hould be co or existing f ed structural ughly evalua of any fill ope ing material

Colorado project inclu nticipated de re content an de soils requ ce to reach s ade floor sla content and be construct ge zone as e and resulta otential for be achieved hange zone per 36 inche Material wh o help mitig edures are f occur. The s ade will prob g of the ex be feasible, expensive m truction alter raph, the su hough not o mnants or e ompletely rem ill is encoun fill as discu ated after st erations. We for the found ude the follow esign subgra nd/or loadin uiring stabili soils with hig ab subgrade d/or loading ted beneath s recommen ant floor slab subgrade v d by using a are provide es beneath th ich is define gate the eff followed, so severity of c bably increa xpansive so but it may b measures ar rnatives with ubject site o observed at existing fill m moved prior ntered it sho ssed in this tripping of a e recommen dations and wing:

ade elevation g conditions ization.

gher bearing level is act conditions.

all at-grade nded in this b movement volume cha a thicker low ed in section he building a ed in this re fects of soi ome movem cracking and ase if any m ils. Elimina be possible re used dur h you upon re once contain the time of may be enco r to site dev ould be com report. We ny topsoil a nd the geote floor slab su n that is pro s.

g capacity.

tive and pro For this re e floor slabs.

report may

ts. Howeve ange. Addit w volume ch n 5.7 Floor S areas should eport, sectio il shrinkage ment and at d other cos odification o ating the ris to further re ring constru equest.

ned at least our site visi ountered on velopment.

mpletely rem recommend nd creation echnical eng ubgrade soi one to ne to eason The y not r, the tional hange Slab.

meet n 4.2 e and least metic of the sk of educe ction.

t one it, we n site.

If old moved d that of all gineer ls.

4.2 E

4.2.1 S

Topsoil, be remov to placing include in be perfo should b suitable c be appro

Due to t keeping a borings recomme of new fil

4.2.2 M

Compact

F

L

Lea

F

Well gr

Low Vo M

On

1. Com debr sam

2. Delin geot

3. Simi crus nical Enginee tal Parking St 013 ■ Terraco ive ■ Resour

Earthwork

Site Prepar trees and ro ved from the g new fill, th n-place field rmed with a e improved compacted f opriate depen he soft and all excavatio up to 3 fe endations fo ll.

Material Re ted structura ill Type 1

Lean clay n to fat clay

Fat clay 2 raded granula olume Change Material 4 n-site soils mpacted struc ris. Frozen m ple of each m neation of m technical eng lar to CDOT hed aggrega ering Report tructure ■ Gra on Project No rceful ■ Relia ation oot balls, exi e constructio he subgrade d density tes a loaded tan by scarificat fill. Addition nding on the potentially ons as shallo eet deep.

or subgrade quirement al fill should

USCS

C

CL/C

C ar e CL (LL

C ctural fill shou material should material type s oderate to h ineer or their

Class 6 crus ate or granula t and Junction, . AD135003 able isting fill and on areas. A should be e sts, proof rol dem axle d tion and rec nal removal a e actual cons yielding soi ow as possib

Terracon stabilization ts meet the fol

Classificatio

CL (LL<40)

H (40<LL<50)

CH (LL>50)

GM 3

L<50 & PI<22

or GM 3

CL/CH, CH

uld consist of d not be used should be sub ighly plastic representativ shed aggrega ar material s

Colorado d any other s After stripping evaluated by lling and tes ump truck.

compaction o and/or use o struction con ils encounte ble. Existing should obs n of the botto lowing mate on A

>12 inc tested criteria

> 36 i tested a

> 3

2)

The o > 36 i tested a approved ma d, and fill sho bmitted to the clays should ve, and could

te. If frost he uch as sand surface or s g or excavat y a Terracon st pits, as ap

Unsuitable or by underc of a geogrid nditions foun ered in the t g fill was enc serve remov om of the ex erial property

Acceptable L ches below and meets nches below b nd meets low

36 inches belo

All locati

All locati on-site soil ap inches below and meets low aterials that a ould not be pla Terracon for d be perform require addit eave is not a , gravel or c subsurface s ting to rough n representa ppropriate.

areas obse cutting and r

- geofabric p nd.

test borings countered in val of the xcavation pr y requiremen

Location for P structure fo low volume building finish w volume chan ow building fin ions and eleva ions and eleva ppears suitab building finish w volume chan are free of or aced on a fro r evaluation.

med in the fie tional laborato a concern, the crushed stone structures, sh h grade and ative. This c Proof-rolling erved at this replacement product may s we recomm n some of the fill and pro rior to place nts:

Placement undations un change mat hed grade unle nge material cr nished grade ations ations ble for use as hed grade unle nge material c rganic matter ozen subgrade eld by a qua ory testing.

en CDOT Cla e containing hould prior could g can s time t with y also mend e test ovide ement nless terial ess riteria fill ess riteria r and

e. A lified ass 2 at a max geot

4. Low by th

4.2.3 C

Fill Lift T

Compac

Moisture

Moisture

1. We r place com retes

2. Spec to be

4.2.4 U

All trenc including granular areas to trenches beneath trenches “trench p material s content.

accordan

013 ■ Terraco ive ■ Resour imum of 20% technical eng plasticity coh he geotechnic

Compaction

ITE

Thickness ction Require e Content – C e Content – G recommend t ement. Sho paction limits sted as requir cifically, mois e achieved wi

Utility Trenc h excavatio backfill plac material, the reduce the i are a comm the building that could plug” that ex should cons The clay fill nce with reco ering Report tructure ■ Gra on Project No rceful ■ Relia

% low plastic ineer.

hesive soil or cal engineer.

n Requirem

M ements 1

Cohesive So

Granular Ma that compacte ould the resu s have not be red until the s sture levels sh ithout the coh ch Backfill ns should b cement and ey should be nfiltration an mon source of should be e migrate belo xtends at lea ist of clay co should be p ommendation t and Junction, . AD135003 able city fines may granular soil ments

9 in prop

4 to equ

At le dry the for g oil With opti Proc terial Wor ed structural f lts of the in-een met, the specified mois hould be main hesionless fill l be made w compaction.

e capped wit nd conveyanc f water infiltra effectively se ow the build ast 5 feet o ompacted at placed to com ns in this rep

Colorado y also be us having low p nches or les pelled compa o 6 inches ipment (i.e. ju east 95% of density (AST maximum mo granular mate hin the range mum moistur ctor test at the rkable moistu fill be tested f -place density area represe sture and com ntained high e material pum with sufficien . If utility tre th at least 18 ce of surface ation and mi ealed to rest ding. We re ut from the a water con mpletely surr ort.

sed. Materia lasticity fines

DESCR

ss in loose ction equipm in loose t umping jack o the material TM D 698) for odified Procto erial.

of optimum re content as e time of plac ure levels 2 for moisture c ty tests indic ented by the mpaction requ enough to allo mping when pr t working s enches are b 8 inches of c e water throu gration. All u trict water in ecommend c face of the ntent at or ab round the ut al should be

. Material sh

RIPTION

thickness w ent is used.

thickness wh or plate comp

’s maximum cohesive ma or dry density moisture con s determined cement and c content and c ate the spec test should uirements are ow for satisfa roof rolled.

space to pe backfilled wit cohesive fill ugh the tren utility trenche ntrusion and constructing e building ex bove the soil tility line and approved by ould be appro hen heavy, hen hand-gu actor) is used standard Pro aterial and 95 y (ASTM D 1 ntent to 4% ab by the stan compaction compaction du cified moistur be reworked achieved.

actory compac ermit constru th relatively in non-pave ch backfill.

es that pene flow throug an effective xterior. The l’s optimum w be compact y the oved self-uided d.

octor % of 557) bove dard uring re or and ction uction clean ement Utility etrate gh the e clay e plug water ted in

4.2.5 G

Final surr of water.

foundatio of the pr splash-b of the do gravity-d water sp estimates

4.2.6 C

It is pos exposure particular construct operated subgrade measure

Scar expos weath if the perfo

Crus stabil more engin utility all be the fa one f mate grada verifie

Further e during co recomme nical Enginee tal Parking St 013 ■ Terraco ive ■ Resour

Grading an rounding gra We recom

on. Gutters roposed stru locks, down ownspout. F rains collect pigots. If t s for slabs c

Constructio sible that th

e. Unstable rly if the so tion equipm equipment e disturbanc s will need to ification an sed soils.

her and suff e thickness ormed during shed Stone lity. Typical e below fini neering fabr y constructio elow grade c abric or geo full lift of cru rial placed o ation require ed prior to m evaluation of onstruction a end that the o ering Report tructure ■ Gra on Project No rceful ■ Relia d Drainage ades should b mmend a mi and downsp ucture are r spout exten

Flexible pipe ted water. S he grading cannot be rel on Conside he subgrade subgrade c ils are wet ent would a , such as a

ce. Should o be employ nd Recompa The succes ficient time to of the uns g a period of

– Crushed undercut de shed subgr ic or geogri on is comple construction, ogrid. Equip ushed stone over geotex ements pro material purc f the need a as the geote owner budge t and Junction, . AD135003 able e be sloped aw nimum of 12 pouts that dr recommende sions, and f e should only Splash-bloc and draina lied upon.

erations e and/or bas conditions co or subjected aid in reduc a track hoe d unstable yed, and cou action – It ss of this p o dry the soi stable soil is f wet weathe stone or cr epths would rade elevati

id) could als eted. Prior t such as uti pment shoul e fill is place xtile fabric o ovided by th chase and de and recomme echnical con et for, and the

Colorado way from the 2 inches of rain water a

ed. This ca flexible pipe y be used if ks should a age requirem se of over-e ould worsen d to repetitiv cing subgra , would be subgrade c ld consist of may be fea procedure w ils. Stable s s greater th er when dryin rushed grav d be expecte ion. The u so be consi o placing th lity line insta d not be op ed above it.

r geogrid sh he geosynt elivery to the endations fo nditions are e e contractor e structure on slope in the minimum of an be accom s that are d f it is dayligh also be cons ments are n excavations n during gen ve construct ade disturba beneficial t conditions b one of the m sible to sca would depen subgrades lik han about ng is difficult vel could be ed to range f use of high idered after e fabric or g allation, be c perated abov The maxim hould not ex hetic produ e site.

or subgrade exposed on be prepared n all sides to e first 10 fee f 10 feet bey mplished thr esigned to a hted in such sidered belo not followed will be uns neral constru tion traffic.

ance. The to perform be encounte methods outl arify, dry, an nd primarily kely would n 1 foot, or i t.

e used to im from about 6 h modulus undergroun geogrid, we completed to ve the fabric mum particle xceed 1½ in uct manufac stabilization a broad sc d for subgrad o prevent pon et away from yond the foo rough the u attach to the a manner t w hose bibs d the move stable upon uction opera

The use of use of rem cuts and re ered, stabiliz lined below.

nd recompac y upon favo not be achiev f constructio mprove subg 6 to 24 inch geotextiles nd work suc recommend o avoid dama c or geogrid e size of gra nches. Gra cturer shoul can be pro cale; howeve de stabilizatio nding m the otprint se of e end that it s and ement initial tions, f light motely educe zation ct the orable vable on is grade hes or

(i.e., ch as d that aging d until anular anular d be vided er we on.

Upon com content p traffic ov also be excavatio affected condition

Tempora contracto temporar required, comply w Excavatio

The geot observe preparati excavatio

4.3 F

Analysis proposed above in foundatio

Deep fou approach been co specialty approach traditiona contracto encounte special in reason.

construct for the pr nical Enginee tal Parking St 013 ■ Terraco ive ■ Resour mpletion of f prior to con er the comp graded to ons. If the material s ned, and reco ary excavati or, by his ry excavatio , to maintain with applicab on and Tren technical en earthwork ion; proof-ro ons into the

Foundation of shallow d constructio section 3.0 on settlemen undations co hes. In our e nstructed a contractors hes may be al deep foun ors. Constr er difficulties nstallation te In our opini tible and rea roposed park ering Report tructure ■ Gra on Project No rceful ■ Relia filling and gr nstruction of pleted subgr prevent po subgrade s should be r ompacted p ons will pro contract, is ons and sho n stability of ble local, sta nch Safety S ngineer shou and to pe olling; placem completed s ns foundations on included a

SUBSURFA

t make a sha onsidered inc experience, as proprietar . Cost, perf merited. Re ndations use uction of re with caving chniques an on, driven p adily availabl king structure t and Junction, . AD135003 able rading, care f foundations rade should onding of s should becom removed or rior to found obably be r usually re ould shore, both the ex ate and fede tandards.

uld be retain erform nece ment and co subgrade, an included m above in sec

ACE CONDI

allow founda clude reinfor helical piles ry products formance an einforced co ed in this reg inforced con g soils, grave nd increased piling is a su

le. On this b

e. We reco

Colorado should be t s, floor slab be avoided surface wat me frozen, r these ma dation, floor s required du esponsible f slope or b xcavation sid eral safety r ned during t essary test ompaction of nd just prior mat and pos ction 2.1 Pr ITIONS. In ation approac rced concret are example proposed, nd contractor ncrete drilled gion where ncrete drilled el/cobble siz cost. We di uitable altern basis, Terra ommend the taken to ma bs, and pav to the exten ter on the desiccated, aterials sho slab or pave ring grading for designin bench the s des and bot regulations, the construc ts and obs f controlled c to construct st tensioned roject Descr our opinion, ch impractic te drilled pie es of deep fo designed, r capitalizatio d piers and there are m d piers on zed material id not consid native to mit con recomm structure be intain the su vement area nt practical.

prepared s saturated, ould be sca ement constr g operation ng and con sides of the ttom. All ex including th ction phase servations d compacted f tion of buildi slab. Terr ription and , subsurface al at the sub er, helical pil oundations t installed an on / warrant driven piling multiple comp the subject ls and groun der drilled pie igate founda mends driven e supported o ubgrade moi

as. Constru

The site sh subgrades or disturbed arified, moi ruction.

s. The gra nstructing st e excavation xcavations sh he current O of the proje during subg fills; backfilli ng floor slab racon consid findings inc e stabilization bject site.

e and driven that have rec nd warrante ty of one of t g are examp peting instal site would ndwater req ers further fo ation settlem n pile founda on piles driv isture uction hould or in d, the isture ading table, ns as hould

OSHA

ect to grade ing of bs.

dered luded n and n pile cently ed by these les of lation likely uiring or this ments, ations ven to practical on the re feet, our a depth o element w a higher

In our ex sections.

experien feet. Du with som underlyin

Pile drivi material experien or driving during po

Care sho should b retained achieved

4.3.1 D

In our op piles whi material, of the pil axial resi be used Engineer used for

A pile dri be used cushion t refusal w capacity 10x57 pi nical Enginee tal Parking St 013 ■ Terraco ive ■ Resour refusal with esults of the experience of 45 to 55 f would be ba capacity.

xperience, t . Underlyin ce in the ar ue to varying me or all of ng formation ng through encountere ced within t g shoe and otential hard ould be take e prepared to evaluate t d.

Driven Pile pinion, 10 inc ich are drive can be use le cross sec istance (Φs) if pile drivin ring News R drivability an ving hamme to install th to prevent d with an appr of 40 to 50 t les, depend ering Report tructure ■ Gra on Project No rceful ■ Relia hin the sand exploratory in the area feet below t ased upon th there are pi ng shale bed rea indicates g density an the piles co al material a the upper n d within the he sand and heavy walle driving cond n not to ove to cut or sp the installatio

Design Re ch minimum en to practic d to support ction would of 0.5 shou ng acceptan Record (ENR nalysis of ste er capable o he piles. T damage to th ropriate pile tons for stee ing on the c t and Junction, . AD135003 able and gravel test borings we anticipat he existing he allowable le driving c drock was n s the depth nd thickness ould comple at an unknow native clay s e explorator d gravel with ed pipe secti ditions which erdrive and d plice piles, a on of the dri ecommend (typically 10 cal refusal w t the propose control the uld be used.

ce is determ R) formula.

eel piles.

of delivering The pile driv he pile while e driving ham el pipe piles cross section

Colorado material or s and since w te potential ground surfa stress of th ontractors w not identifie to the forma s of the sand etely penetra wn depth.

soils is not e ry test borin h cobbles.

ions be cons h may occur a damage the as necessar ven pile to a dations 0 ¾ inch OD within the sa ed structure pile capacity A geotechn mined using A driven r a minimum 2 ving hamme e driving. B mmer as dis driven close nal area of t underlying we do not h bearing for d ace. Bearin e steel. A la with capabili d in the ex ational mate d and grave ate the san expected to ngs. Howev We recomm sidered to p as the desig piles during

ry. We reco assess when

D) diameter s and and grav

e. If driven to

y. A pile st nical resistan the Gates resistance fa

24,000 ft-lbs er should be Based on ou scussed ma ed end and 3 the pile. The formational have a boring driven piles ng capacity o arger pile se ity to install xploratory te erial may be el, the pile l nd and grav o be difficult ver, difficult mend that po protect pile t gn capacity is g installation ommended n adequate b steel pipe pil vel or under o practical re tructural res nce factor (Φ formula and actor (Φda) o s of energy p e equipped ur experienc ay be desig 30 to 40 tons e cross sect material. B g deeper tha at approxim of the found ection would l steel pipe est borings.

e greater tha engths may el to stop i based upo t driving ma oint reinforce ips from dam s being obtai

n. The contr that Terraco bearing has les or 10 inc rlying format efusal, the s istance facto ΦG) of 0.4 sh d 0.1 if usin of 1.0 shou per stroke sh with approp e, piles driv ned using a s for steel “H tional area o

Based an 45 mately dation have or H Our an 60 y vary n the n the ay be ement mage ined.

ractor on be been ch “H” tional stress or for hould g the ld be hould priate ven to a pile

H” HP

piles sho complete unknown to the pile

Piles ma

Pu = 810 Where:

Pu = ultim D = pile d L = pile le

Grade be lateral ea

Grade be grade be provide s

Driven pi develop pile diam evaluated

4.3.2 D

In order should b Further, bearing m during in recomme

Frost act the poten feet belo

The desi driving fo in this r nical Enginee tal Parking St 013 ■ Terraco ive ■ Resour ould be suf ely penetrate n depth. Ste e while drivi y be designe

(D)(L/2 -3) mate lateral r diameter (ft.

ength (ft.)

eams and pi arth pressure eams should eams and fo separation be le groups sh individual pi meters, cent d to determin

Driven Pile for the pile be made to several feet material is e stallation. T end that pile tion beneath ntial uplift lo w the lowes ign load bea ormula durin report would ering Report tructure ■ Gra on Project No rceful ■ Relia fficient to r e the sand a eel “H” piles s ng into or th ed to resist l resistance (l ile caps des e values pre d be constru oundation wa etween the b hould have a le capacities er to center ne their redu

Construct to develop ascertain th of penetrat encountered The contract installation h pile caps a ads, the bas t adjacent o aring capaci g installation d be expec t and Junction, . AD135003 able resist dama and gravel la should be eq rough the sa lateral buildi lbs.)

signed to res esented in 4.

cted with at alls, betwee bottom of gra a minimum s s as discuss r, will have uced capacity tion Consid the recomm hat the pile ion into the

d. Care sho or should be be observed and grade b se of the cap utside grade ity of the pil

n. Pile foun cted to expe

Colorado ge during i ayer to end quipped with and and grav ng loads bas sist lateral bu 6 Lateral Ea least a 4-inc en piles, to c ade beams a spacing of at sed above. G a reduced y.

derations mended cap tip elevatio sand and gr ould be taken e prepared t d by the geo eams can c ps and grad e.

les may be dations des erience tota installation.

in underlyin h reinforcing vel.

sed on the f uilding loads arth Pressu ch or thicke concentrate and site soils least 3 pile Groups of p individual p pacity, meas on is within ravel may b n not to ove to cut or spl otechnical en cause uplift l de beams sh verified by igned and c al settlemen

Steel “H” ng formation g tips to help following equ s may be de ures.

r continuous dead load s.

diameters c piles placed pile capacity surements a the recomm e required b erdrive and d ice piles, as ngineer.

loads on the hould extend an appropri constructed a nts less tha

” piles will nal material prevent dam uation:

esigned usin s void benea on the piles center to cen closer than y and shou and observa mended stra before comp damage the s necessary.

e piles. To a d a minimum iate dynamic as recomme an 1/2 inch likely at an mage ng the ath all s and nter to three ld be ations atum.

petent piles

. We avoid m of 2 c pile ended h and differenti pile mate

4.6 L

Grade b pressure influence and/or c condition cantileve moveme and do n

Earth P Cond

Activ nical Enginee tal Parking St 013 ■ Terraco ive ■ Resour al settlemen erials.

Lateral Eart beams and es at least e ed by structu compaction ns are show er retaining w

nt. The rec ot provide fo

Pressure ditions ve (Ka) ering Report tructure ■ Gra on Project No rceful ■ Relia nts less than th Pressur pile caps u equal to tho ural design o and the str

wn. Active walls and ass commended or possible h

Coefficient Backfill Ty

Granular - 0

Onsite clay -t and Junction, . AD135003 able n ½ of the tot res used to res ose indicate of the walls, rength of th earth press sumes wall design later hydrostatic p

Earth Pres t for ype

Equ De

0.33

- 0.45

Colorado tal settlemen sist lateral b ed in the fo conditions o he materials ure is comm movement.

ral earth pre pressure on t ssure Coeff ivalent Fluid ensity (pcf) nt, in additio building sho ollowing tabl of wall restra s being rest monly used The "at-res essures do n the walls.

ficients d Surch Pressure

(0.3

(0.4 on to elastic ould be des

e. Earth p aint, method trained. Tw for design st" condition not include a harge e, p1 (psf)

E

3)S

9)S shortening o signed for pressures w ds of constru wo wall res of free-stan assumes no a factor of s

Earth Pressu p2 (psf)

(40)H

(65)H earth will be uction straint nding o wall safety ure, At-Re

Pass

Applicab For a

0.02 For p Unifo In-sit Horiz

dens Load No hy No dy No sa Ignor

Backfill p For the g at an an respectiv coefficien

4.7 S

1. In ge

2. The appr cont dept geop

013 ■ Terraco ive ■ Resour est (Ko) ive (Kp) le conditions active earth H to 0.04 H, passive earth orm surcharg u soil backfi zontal backfi ity ing from hea ydrostatic pr ynamic load afety factor i re passive pr placed again granular valu ngle of at le vely. To calc nt of friction b

Seismic Co

Co

09 Internation eneral accord

2009 Interna feet for seism foot soil pro roximately 45 inues below t ths could be physical explo ering Report tructure ■ Gra on Project No rceful ■ Relia

Granular - 0

Onsite clay -

Granular -

Onsite clay -s to the abov pressure, wa , where H is h pressure to ge, where S ll weight a m ll, compacte avy compact ressures act ing included in s ressure in fr st structures es to be val east 45 and culate the res between the onsideratio ode Used nal Building Co dance with the ational Buildin mic site class ofile determin

5.5 feet and t the maximum considered to oration could b t and Junction, . AD135003 able

0.46

- 0.62

3.0

- 2.19 ve include:

all must rota wall height o develop, w is surcharge maximum of ed between 9 tion equipme ting on wall soil paramete rost zone s should con id, the granu d 60 degree sistance to s concrete and ons ode (IBC) 1 e 2009 Interna g Code requi ification. The nation. Bori this seismic s depth of the o confirm the be utilized to a

Colorado ate about ba wall must mo e pressure 120 pcf 95 and 98 p ent not inclu ers nsist of gran ular backfill m es from ver sliding, a valu d the underly ational Buildin ires a site soi e current scop ngs for this site class as subsurface e conditions b attempt to just

(0.4

(0.6 ase, with top ove horizonta ercent of sta uded ular soils or must extend rtical for the ue of 0.24 sh ying soil.

Site ng Code, Tab il profile deter pe requested report exten signment con exploration. A below the curr tify a more fav

6)S

6)S p lateral mov ally to mobil andard Proc r low plastici out from the e active and hould be use

Classificatio

C 2 ble 1613.5.2.

rmination exte does not inc nded to a ma nsiders that s

Additional exp rent depth of vorable seism

(55)H

(75)H vements of a ize resistanc ctor maximum ty cohesive e base of the d passive c ed as the ult on ending a dep clude the requ aximum dept soils encount loration to gre f exploration, mic site class.

about ce m dry soils.

e wall cases, imate pth of uired th of tered eater or a

4.8 O

The site wetted a the life o slabs ove 1 feet thi differenti

4.8.1 F

Floor sla

Modulus

Aggrega

1. Floo poss

Beca laye crite

We cons affec Upo reco

2. The gran volu (mat cond

Where a location Manual.

flexible m

The use covered slab will nical Enginee tal Parking St 013 ■ Terraco ive ■ Resour

On-Grade F soils encou nd/or loaded of the buildin er soils with ick layer of w al floor move

Floor Slab D ab support s of subgrad ate base cou or slabs shou sibility of floor ause of the s r be develope ria outlined in recommend structed. If t cted material n completion ommended su floor slab d nular material me change z terial passing densation dev appropriate, and extent Joints or a material.

of a vapor r with wood, t support equ ering Report tructure ■ Gra on Project No rceful ■ Relia

Floor Slab ntered in th

d. Floor slab

ng. Howeve volume cha well compac ements is th

Design Re

ITEM

de reaction urse/capillary uld be structu r slab cracking shrink-swell p ed below the n this report in subgrades b he subgrade should be of grading o ubgrade moist esign should at least 6 inc zone. Free-g the #200 si velopment co saw-cut co of cracking ny cracks th retarder sho tile, carpet o uipment sens t and Junction, . AD135003 able e explorator bs supported r, if the own nge potentia cted non-ex he use of a s commenda y break 2 urally indepe g caused by d otential of the floor slab. T n section 4.2 be maintaine should beco removed or perations in t ture content a d include a c ches thick. T -draining gra eve). Other uld warrant m ontrol joints

g. For add hat develop ould be cons or other mois sitive to mo

Colorado ry test borin d by the site ner accepts al, the floor s pansive stru structurally s ations

12-inch subgrad

160 po point loa

6 inche ndent of any differential mo e subgrade s This layer sho Earthwork.

ed in a relati ome desiccat the materials the building a and density u capillary brea The capillary b nular materia design cons more extensive should be ditional reco should be s sidered bene sture sensiti isture. Whe ngs have vo e soils may e the risk ass slabs on gra uctural fill. A supported flo

DE

low volume de preparation ounds per squ ading conditio es of free drain y building foo ovement betw soils, we reco uld meet the ively moist c ted prior to c s scarified, m areas, care sh ntil constructi ak comprised break can be al should ha siderations su e design prov placed in t ommendation sealed with eath concret ve or imperv en conditions lume chang experience m sociated with ade should b An alternativ oor system.

ESCRIPTION

e change zo n 1 uare inch pe ons ning granular otings or wa ween the slab ommend a low Low Volume condition unti construction o moistened, a hould be take ion of the buil of free-drain e considered a ve less than uch as cold t visions.

the slab to ns refer to a water-proo te slabs on g vious coveri s warrant th ge potential w movement d h supporting be supported ve to help co one and sp er inch (psi/in r material lls to reduce b and foundat w volume cha e Change Mat il floor slabs of floor slabs and recompac en to maintain lding floor sla ning, compac as part of the n 5 percent f temperatures help contro the ACI De of, non-extru grade that w ngs, or whe he use of a v when during floor d by a ontrol pecial

n) for e the ion.

ange terial s are , the cted.

n the abs.

cted, e low fines and ol the esign uding will be en the vapor retarder, regarding

4.8.2 F

Many of variations has a gre lean clay and low i moisture

On most However construct suitable f

We recom proofrolle rock. Pa and to a located s compacte compacte and conc

4.9 P

4.9.1 S

On most Fills are excavatio traffic fro irregularit pavemen time for p

We reco evaluated actual pa should b nical Enginee tal Parking St 013 ■ Terraco ive ■ Resour the slab de g the use an

Floor Slab C the clay so s in moisture eater potent

y. In additio initial moistu levels are in project sites r as constru tion traffic, d for placemen mmend the ed with a loa articular atten areas where should be ed fill. All ed to the rec crete.

Pavements

Subgrade P project sites placed and ons are mad om concrete ties are fille nt subgrades pavement co ommend the d and the pa aving operati e moisture ering Report tructure ■ Gra on Project No rceful ■ Relia signer shou nd placemen

Constructi oils in this a e content. S tial for moist n, swell pote ure content.

nitially low.

s, the site gr ction procee desiccation, nt of base roc zone of soil aded tandem ntion should e backfilled repaired by floor slab s commendatio

Preparation s, the site gr d compacted de into these trucks and d in with loo s, initially pre onstruction a e moisture c avement sub ons. Areas conditioned t and Junction, . AD135003 able ld refer to A nt of a vapor ion Consid rea have th Soil having h ture related ential is gen However, e rading is gen eds, the sub rainfall, etc ck and conc l underlying m axle dump be paid to h trenches are y removing subgrade ar ons in this re n rading is acc d in a unifo e areas, rain other delive ose soils to epared early pproaches.

content and bgrades be p not in comp and recomp

Colorado

ACI 302 and/ retarder.

derations e potential high plasticit volume cha nerally greate even low pla nerally accom bgrade may . As a resu rete and cor the floor sla p truck prior igh traffic are e located.

and replaci reas should eport immed complished r orm manner nfall and surf ry vehicles d improve tra y in the proje density of proofrolled w liance with th pacted. Pa

/or ACI 360 to increase ty character ange than le er in materia asticity soils mplished ea be disturbe ult, the floor rrective actio ab be rough r to final gra eas that wer Areas whe ing the affe be moistu iately prior to relatively ea

r. However rface water s disturbs the affic ability te ect, should b the top 10 within two day he required articular atten for procedu or decreas ristics (i.e., fa ess plastic m al with a hig can swell si arly in the co ed due to ut r slab subgr on will be req graded and ading and pl re rutted and re unsuitabl ected mater re condition o placement rly in the co r, as constr saturates so subgrade a emporarily.

be carefully inches of t ys prior to co ranges of m ntion should ures and cau e in volume at clay) gene materials suc gh dry unit w gnificantly if nstruction p tility excava rade may n quired.

d then thoro acement of d disturbed e le conditions rial with pro ned and pro t of the base nstruction p ruction proce ome areas, h and many su As a resul evaluated a the subgrad ommenceme oisture or de d be paid to utions e with erally ch as weight f their hase.

tions, ot be ughly base earlier s are operly operly e rock hase.

eeds, heavy urface t, the as the de be ent of ensity o high traffic are located.

replacing

After pro scarified Earthwo desiccate significan subgrade should be

4.9.2 P

A CBR v in the de other req silty soils should n paramete

Traffic pa (18-kip e A design patterns suppleme

013 ■ Terraco ive ■ Resour eas that we Areas whe g the materia oofrolling an to a minim ork to provide ed…