USERNAME => s1284 DATE PLOTTED => 28-DE TIME PLOTTED => 13:41

OGS CIVIL LOG OF TEST BORINGS SHEET FOR REDUCED PLANS

ENGINEERING SERVICES

DRAWN BY:

CHECKED BY:

FUNCTIONAL SUPERVISOR

NAME:

ORIGINAL SCALE IN INCHES

FIELD INVESTIGATION BY:

FILE => rw376.dg

CALIFORNIA

STATE OF

DEPARTMENT OF TRANSPORTATION

DIVISION OF ENGINEERING SERVICES

STRUCTURE DESIGN

DESIGN BRANCH

UNIT:

PROJECT NUMBER & PHASE:

x

BRIDGE NO.

POST MILE

0 1 2 3 X X

SHEET OF

CONTRACT NO.:

REVISION DATES

DISREGARD PRINTS BEARING

EARLIER REVISION DATES

 

LOG OF TEST BORINGS

MATERIALS AND GEOTECHNICAL SERVICES

See 2010 Standard Plans A10F and A10G for Soil 

Legend, and A10H for Rock Legend.

3643

BENCH MARK

PROFILE

08000006091 

C. Hoadley

W. Tang 10/12

S. Wei

This LOTB sheet was prepared in accordance with 

the Caltrans Soil & Rock Logging, Classification, 

& Presentation Manual (2010 Edition).

 

 

DIST COUNTY ROUTE

SHEET TOTAL

PLANS APPROVAL DATE

No SHEETS

CERTIFIED ENGINEERING GEOLOGIST

 

Exp.

No.

CERTIFIED

ENGINEERING

GEOLOGIST

P R O F E S S I O N A L G E O L O G I S T

The State of California or its officers or agents

completeness of electronic copies of this plan sheet.

shall not be responsible for the accuracy or

POST MILES

TOTAL PROJECT

STATE OF C

LI F O R NIA

Chris Hoadley

2309

11-23-13

08 SBd 138 

PLAN

1" = 50’

Horiz: 1" = 10’

Vert: 1" = 10’

7.1

RETAINING WALL NO. 376

374+00 374+50 375+00

4710

4720

4730

4740

4750

6

ERi = 52%

A-12-004

4750.0’

8-29-12

Terminated at Elev 4710.5’

4710

4720

4730

4740

4750

ASPHALT and BASE (6").

REF 1.4

REF 1.4

REF 1.4

REF 1.4

REF 1.4

REF 1.4

REF 1.4

377

376

375

374 6

• Rte 138

To I-5

08-3401U1

A-12-004

11-09-12

SET STD DISK IN CONC DN 3" 

STAMPED "P1-71-P1-21", 

29’ RIGHT OF ?? PM 7.12

NAD83 (VERTICAL)

ZONE 5

12-07-12

Note: No ground water encountered during field investigation.

TO PHELAN 30.0’ Rt Sta 374+50.0 C/L Rte 138

SILTY SAND (SM); very dense; medium brown; dry; mostly fine SAND; 30% SILT; 15% CLAY; 

trace fine GRAVEL.

M. Wilson

12-27-12

Page A - 100
SILTY SAND with GRAVEL (SM); 20% SILT; 15% GRAVEL, coarse.

-fine to coarse GRAVEL; medium dense to very dense.

-some coarse GRAVEL.

USERNAME => s1284 DATE PLOTTED => 28-DE TIME PLOTTED => 13:41

OGS CIVIL LOG OF TEST BORINGS SHEET FOR REDUCED PLANS

ENGINEERING SERVICES

DRAWN BY:

CHECKED BY:

FUNCTIONAL SUPERVISOR

NAME:

ORIGINAL SCALE IN INCHES

FIELD INVESTIGATION BY:

FILE => rw446.dg

CALIFORNIA

STATE OF

DEPARTMENT OF TRANSPORTATION

DIVISION OF ENGINEERING SERVICES

STRUCTURE DESIGN

DESIGN BRANCH

UNIT:

PROJECT NUMBER & PHASE:

x

BRIDGE NO.

POST MILE

0 1 2 3 X X

SHEET OF

CONTRACT NO.:

REVISION DATES

DISREGARD PRINTS BEARING

EARLIER REVISION DATES

 

LOG OF TEST BORINGS

MATERIALS AND GEOTECHNICAL SERVICES

See 2010 Standard Plans A10F and A10G for Soil 

Legend, and A10H for Rock Legend.

3643

BENCH MARK

PROFILE

08000006091

C. Hoadley

W. Tang 10/12

S. Wei

This LOTB sheet was prepared in accordance with 

the Caltrans Soil & Rock Logging, Classification, 

& Presentation Manual (2010 Edition).

 

 

DIST COUNTY ROUTE

SHEET TOTAL

PLANS APPROVAL DATE

No SHEETS

CERTIFIED ENGINEERING GEOLOGIST

 

Exp.

No.

CERTIFIED

ENGINEERING

GEOLOGIST

P R O F E S S I O N A L G E O L O G I S T

The State of California or its officers or agents

completeness of electronic copies of this plan sheet.

shall not be responsible for the accuracy or

POST MILES

TOTAL PROJECT

STATE OF C

LI F O R NIA

Chris Hoadley

2309

11-23-13

Horiz: 1" = 50’

Vert: 1" = 10’

08 SBd 138 

PLAN

1" = 50’

08-3401U1

10-15-12

RETAINING WALL NO. 446

447+00 447+50 448+00

0

10

20

30

40

50.0’ Rt Sta 447+00.0 C/L Rte 138

4317.0’

9-25-12

0

10

20

30

40

Note: No ground water encountered during field investigation.

446

4

449 445 444 RW NO. 446 LOL

• Rte 138

To I-5

3.5

3.5

RC-12-009 (Horizontal Boring)

RC-12-009 

Inclination 5^ from surface

Boring length 35.0’

FD 6X6" CONC R/W MONUMONT 100’ RT 

STATION 674+48.18 EC, PM8.64.

NAD83 (VERTICAL)

ZONE 5

RW446

8.5

11-14-12 12-07-12

TO PHELAN

LENGTH (FT)

LENGTH (FT)

SILTY SAND (SM); medium dense to very dense; light brown; dry; 25% SILT; 5% CLAY; fine to coarse SAND.

Well-graded SAND with GRAVEL (SW); medium dense to very dense; 15% fine GRAVEL; 5% fines.

M. Wilson

12-27-12

Page A - 101
USERNAME => s1284 DATE PLOTTED => 28-DE TIME PLOTTED => 13:41

OGS CIVIL LOG OF TEST BORINGS SHEET FOR REDUCED PLANS

ENGINEERING SERVICES

DRAWN BY:

CHECKED BY:

FUNCTIONAL SUPERVISOR

NAME:

ORIGINAL SCALE IN INCHES

FIELD INVESTIGATION BY:

FILE => rw743.dg

CALIFORNIA

STATE OF

DEPARTMENT OF TRANSPORTATION

DIVISION OF ENGINEERING SERVICES

STRUCTURE DESIGN

DESIGN BRANCH

UNIT:

PROJECT NUMBER & PHASE:

x

BRIDGE NO.

POST MILE

0 1 2 3 X X

SHEET OF

CONTRACT NO.:

REVISION DATES

DISREGARD PRINTS BEARING

EARLIER REVISION DATES

LOG OF TEST BORINGS

MATERIALS AND GEOTECHNICAL SERVICES

See 2010 Standard Plans A10F and A10G for Soil 

Legend, and A10H for Rock Legend.

3643

BENCH MARK

PROFILE

08000006091

C. Hoadley

W. Tang 10/12

S. Wei

This LOTB sheet was prepared in accordance with 

the Caltrans Soil & Rock Logging, Classification, 

& Presentation Manual (2010 Edition).

 

 

DIST COUNTY ROUTE

SHEET TOTAL

PLANS APPROVAL DATE

No SHEETS

CERTIFIED ENGINEERING GEOLOGIST

 

Exp.

No.

CERTIFIED

ENGINEERING

GEOLOGIST

P R O F E S S I O N A L G E O L O G I S T

The State of California or its officers or agents

completeness of electronic copies of this plan sheet.

shall not be responsible for the accuracy or

POST MILES

TOTAL PROJECT

STATE OF C

LI F O R NIA

Chris Hoadley

2309

11-23-13

Horiz: 1" = 50’

Vert: 1" = 10’

08 SBd 138 

PLAN

1" = 50’

10-15-12

RETAINING WALL NO. 743

744+00 746+00 748+00

3180

3190

3200

3210

3220

3230

3240

3250

40.0’ Lt Sta 744+60.0 C/L Rte 138

6

A-12-006

3244.0’

ERi = 52%

9-11-12

Terminated at Elev 3193.5’

60 1.4

26 1.4

35 1.4

40 1.4

28 1.4

34 1.4

46 1.4

58 1.4

61 1.4

66 1.4

52.0’ Lt Sta 748+00.0 C/L Rte 138 A-12-005

6

3238.0’

9-11-12

Terminated at Elev 3187.5’

ERi = 52%

3180

3190

3200

3210

3220

3230

3240

3250

22 1.4

25 1.4

19 1.4

44 1.4

33 1.4

44 1.4

32 1.4

36 1.4

47 1.4

REF 1.4

ASPHALT and BASE (Old road).

-dense.

-dense.

-very dense.

-10% fine to coarse GRAVEL (some marble).

-15% fine to coarse GRAVEL (one large piece marble).

743

745 746 747

749 750

745 746 747 749 750

• Rte 138

To I-5

RW NO. 743 LOL

743

-5% GRAVEL; medium dense.

-10% GRAVEL; dense.

-5% GRAVEL; medium dense.

-dense.

?? Line

6

A-12-006

6

A-12-005

Note: No ground water encountered during field investigation.

SET STD DISK STAMPED "SBd 138 GPS 9 1999" 100’ +/- 

N’LY Y.S. Rte 138 ON TOP OF CUT S’WLY OF R/R OVERCROSS, 

23’ S’LY SPLIT R/R TRACKS, 10’ W’LY CONC ENCASED CMP, PM14.1.

NAD83 (VERTICAL)

ZONE 5

14.1/14.2

08-3401U1

11-09-12 12-07-12

M. Wilson

TO PHELAN

SILTY SAND (SM); dense; medium brown; moist; mica; 30% SILT; fine SAND; trace fine GRAVEL.

Poorly-graded SAND (SP); medium dense; light brown; dry; 5% SILT and GRAVEL; fine SAND.

Well-graded SAND (SW); dense; light gray; moist; 5% fine to coarse GRAVEL; trace fines.

Well-graded SAND (SW); medium dense; light brown; 

dry; 5% fines; 5% fine to coarse GRAVEL.

-trace fines; 10% GRAVEL; dense.

12-14-12

Well-graded SAND with GRAVEL (SW); medium dense; light brown; dry; from fine to coarse 

GRAVEL; trace fines.

Well-graded SAND with SILT (SW-SM); medium dense; 

dark brown; dry; 10% SILT.

Well-graded SAND with SILT and GRAVEL (SW-SM); very 

dense; dark brown; dry; 20% GRAVEL.

12-27-12

Page A - 102
Page A - 103

Gish Overhead 
Page A - 104
Page A - 105

Alray Overhead
Page A - 106
Page A - 107

North Alray Overhead
Page A - 108
Page A - 109

South Forest Road

No As-Builts nor any LOTBs for the South Forest Road Undercrossing (Santa Fe Rd) Caltrans Bridge No. 54-0940R can be located 

within the online Caltrans GEODog database https://geodog.dot.ca.gov/.
Page A - 110

Oak Hill Road OC
Page A - 111
Page A - 112

Ranchero Road OC No As-Builts nor any LOTBs for the Ranchero Road OC Caltrans Bridge No. 54-1285 can be located 

within the online Caltrans GEODog database https://geodog.dot.ca.gov/. 

Logs of nearby borings performed for infiltration basins were found in the database.
Page A - 113
Page A - 114
Page A - 115
Page A - 116
Page A - 117
Page A - 118
Page A - 119
Page A - 120

West Hesperia Overhead
Page A - 121
Page A - 122

N15-N395 Connector OC
Page A - 123
Page A - 124

Joshua Street (Palm Avenue) OC
Page A - 125
Page A - 126

Main Street
Page A - 127
Page A - 128
Page A - 129

California Aqueduct
Page A - 130
Page A - 131

Bear Valley Road OC
Page A - 132
Page A - 133
Page A - 134

La Mesa Nisqualli Road OC
i BENCHMARKS

I

COORDINATES

MONUMENTS

NORTHING EASTING

ELEVATIONS DESCRIPTION

"Atf LINE REsisTERED Civik EnoluEER DATE

Found 1" |P of the Centerline

A£ Pt. No.1005 609411.897 2061071.613 935.301 intersection of Nisqualli Rood and

uoriposo Rood, Stotion 159•80.167 tricera.e

i

centerline I-15, 33.916 meters right. y 60249

Set SOD Spk 1 m westerly of the

PLANS APPROVAL DATE

, 6/30/10

E Pt. No.1076 609571.976 2061087.730 933.658

0 6 n r 5, @fff@ t tw tre

2.838 meters r

i ght . niipteisess er eticarolic aples ot tals plol anser

i

CITY OF VICTORVILLE

Touesperio 14343 CIVIC DRIVE

-ts-LINE 4. VICTORVILLE, CA 92393

15 27°0016.5 E

gagy, y, y,

17660 NËWHOPESTREET. SUITE E

I

ISS 156 To Apple Valley 157 FOUNTAIN VALLEY, CA 92708

62mm somples were taken using o california ao

aplit-borret sampter with on inside Giameter (1,0) of 60

PLAN

1:SOO

I

i

i

i

Ei. 942.50 m

i

SANDmith SILI (SE-SM): 10059, Olive-trown, dry 942 fine to maaius, trace course send one grovel A-08-26

163.51762181361 1

y w nd ap to 65m in cuttings

Ei. 940,$0

5|Lif SABO (5M): 100Be, dark yelloirbraun, don@, fine

70 62 2 SILiv SAND (SM): dense, darr yellow-erown, do*, to medium, somecourse song and grovel witra dio 40 to

i

fine to maaium, trace coorse sono and mico

St 36 3 CLA Y SAND dense, done, predominately

dense, gravel with dio up to 15mm

33

4934 44 62 4 median dense, troce peo grover one nico +RN

I

21 36 5

5ANDY KILT (alti near tip of saapte

'$ 8062 6 SANDY CLAY ICL): hard, light ot*ve-bromn, dry,

m

+932-

- Terminated of Ei. 932.9 m

very fine to fine song, no plosticity

I

Drilled on

1/30/08 Terminated of Ei. 932.4 m

ER1 = 752 Orilled on t/29/08

Lð ERI = 751

an PROFILE

60 40 60+60 60+80

FL "At LIE

$1+00 61*20 61+40 61+60

ENGINEERING SERVICES GEOTECHNICAL SERVICES PREPARED FOR THE

:.» .

xi SOUND WALL NO. NB 6-1

i

fuctionat SuPE viten eense, ove E. Brown * =•

"••••• U\AIk OF CALIFOHNIAeno..ser e.c.een .

..auss x. Arulanti c..scuro av, R. Gunaronian DEPARTMENTOF TRANSPORTATION xx.xx LOG OF TEST BOR INGS

car cirr see er ursi anniens r.sas usats·o uma ute. r+on a a estanssa

m m a E

OA04501 ÊÊ3⁄4$$3⁄4 em

FILE >sREcuEST

Page A - 135
i

BENCHMARKS

I

MONutÆNTS

COORDINATES

ELEVATIOgs DESCRIPTION

NORTHING EASTING REntsTERED civit teocinEER oafi

i

tié 60 CITY OF VICTORVILLE -y 14343 CIVIC DRIVE

N IFJ o VICTORVILLE, CA 92393

62mm semples were toren using o californio EARTH MECNANICS INC sprit-barret aampler with on inside diometer U-D) of ÛÊ ̄Û 17660 NEWHOPE5ÎRE£T, SulTE E

I

62mm one on outside diometer to.0)of 83mm• FOUNTAIN VALLEY, CA 92708

A rope one cothead nommer system consisting of a nommer so

weight of 63.5kN folting a

distonce of 762mm was used to 92

advance the drive sempserts)

e, A-08-03

This LOTB sheet (Boring Record) was prepared in accordance

I

witn the coltrans soir ona Rock Classification Logging,

classificotion ond Presentotion Manual (.tune 2007) N

$W 150, NB 6-2

A-08-04

s, A-08-05

anooo

A-08-02

i

E1.943.00

slLIT 5AND 15mi: loose so me6.u. A-08-03

494 - dense, braun, damp, fine to -

Ei. 941.50 m medium, troce coorse sono eng SILTY SAND (Sult medium dense to gravel with dia up to some dense, yenon-orcen, dry, fine to '

+940 A-08-04

163.5176211613611

*sit

a

EI. 939.00 m

ar... SILTY SAIIO (Sult loose, tight '"

+938 - CLATEY A-08-05 SAND(Sti: medium dense, - 80 62 2 trown, dry, fine to medium, trace

brown, domp, fine to medium.

coorse sono end groves with Ei. 937.00 m

a

150/15016214 trace coarse sond ona peo grovel 48 36 3 ELAYEY SM 15 l'ounse, bremn dio up to 25mm SILTY SAND (sul:medium dense

-+936 SAIOT Siti (tt.): oomp,

fine to medium "

1°F'" Pf"

O . 49

itity, t ico I

50/1001621 a I S 17 de to SW SILT ( very stiff. 53.27621201361i

' trn

a o

gy Terminoted of E1.934.9 m SILTY 5AND (SM): loose, light tronne preseminately fine, trace medium ------ -- Silly 5 (sui:medium dense to

u um

fine, troce medium to coorse ---

-+934

prilled on

1/25/08 damp, fine, trace medium send 16 16

send very dense, bramit.demp, fine, geo grmi

ERI = 752 and mico Terminated of E¢.933,4 m trace medium sand growel die up to 20mm

i

132 Drilled on 1/25/08 332

ERi = 75% 5 T : « sti grown CLAT£Y 5Alm (SC): very dense,

33G Terminoted at E1.930.9 m

----- brown,domp, fine with trace --

-•930

Drilled on 5/25/08 medium aano and mico

I

sit PROFILE ERi = 752

23

Dril or

1/25/06 meatum to coarse send and mico

PL SM LINE

I

92+50 93+00 93+50 94+00 94+50 95+00 95+50 96+00

i ENGINEERING SERVICES GEOTECHNICAL SERVICES PREPARED FOR THE

:.a

xi SOUND WALL NO. NB 6-2

i

n..creonu swenwison ........ E. aroun «•·-w== ••••• SI Alt OF CALIFORNIAsauev e...«.

.-

.. ar.....; e......... n. anneronien "

DEPARTMENTOF TRANSPORTATION xx.xx LOG OF TEST BOR INGS

ou esets amœ sess sonnes >cas ramassa uun ar*. t+en ga nu a na minissages | | Í CU essa sen.rs ¡«

" o aa e so- . en ga onoemi manu

••sselhi's

xx xx

FILE => snEouEST

Page A - 136
BENCHMARKS

MONUMENTS

TING

£LEVATIONS

Founct 1 IP

atDES

ent ine Nu" IM•fa.non POT- REGisTERED Civ!L ENGINEEli DAT

AE Pt. No.1005 609471.897 2061071.613 935.301

n 5 m.

L W+ti4.123 PUI

10, "NM ̄ LINE 102 N 0*34 22 W 103

AE Þt. No.1076 609571.976 2061087.730 933.858

t6 1 m a

A Eeftherseraμ

5totion 160 653 centeriine 1-15, u maaersomstatervsmanwaryx 2.838 meters rient. A.gg.py A-08-12

A-08-13 i

CITY OF VICTORVILLE NUig 14343 CIVIC DRivE

62mm somples were taken using a colifornio A-08-10 VICTORVILLE, CA 92393

split-oorrei sampter with

on inside crometer (1.0) of

62mm and EARTH MECHANIC$ INC an outside diameter (0.0) of 83mm- 17660 NEWHOPESÎREET, SUITE E

I

A rope and cotneod roommer system consisting of o nomme, FOUNTAIN VALLEY, CA 92708

weight of 63.5kN forting a

distonce of 762mm was used to

oavonce tne drive semplerts)

This LOtB sheet (Boring Record) mes propereo in accordonee

with the toitrans Soli and Rock Closalfication Logging, )gg

i

CICSSification and Presentation Manual (June 2007)

i

'*32

A-08-10

er.93o.so. A·08-11

+930 med; yeito.-er Ei.930.00

5 762 24 36 1 9' dia t 2 pre notely ne troce en um sono i

:bl

, brcun, , predominotely

2562 2 5 It ediu dense.dark nee.n 163.5176219136 race mico

E1.926.50

•926 -

33 36 3 SWY fine sand'

1507 25I36

+924 - - 49 62 4 SM w th SILT (SP- ) ediu danse, olive, dry. - .. 24

+922

9 36 5 y

so is t LT (9 dry

53 62 6 slLTY 54 (Stil mediu dense olive, de p, fin 5 LTY SM (W): med m cense o ve brown, cry,

T 9 a

very fine to fine

o

E 3

Ta 3 m

Y 5 own domp, fine to

VE ICAL: 1 100 ERI = 75 th of uniform fine 51LTY

Terminated at Ei, 913.1 m

i

il lar LINE Orilleo on71 5/08

100•00 100+50 10t•00 101+50 *02+00 102+50 103•00 103+50 104•00

ENGINEERING SERVICES GEOTECHNICAL SERVICES PREPARED FOR THE

t.e

xi RETAINING WALL NO. NB 6-3 (A/B

i

ro.cr e... swenwison ..... .

aro. IAlk OF CALIFORNIA-cr e.c.een ........

..-. x, ar....a ......,4 a. Gunerenjen PARTMENTOF TRANSPORTATION xx.xx LOG OF TEST BORINGS

Page A - 137
BENCHMARKS

MONuuENTS ELEVATIONS DESCRIPTION

NORINING £ASTING gg

found t ̄ IP of the centerline stolsTERED civit EnciNEta DATE

AE Pt. 910.1003 $Ô9471.897 2061071.613 935.301 intersection of Nis4tmill ROOd end

I

ùoriposo Rood, Station 159+80.167

. . triciwaws centerline I-15, 33.916 meters rigrat

1 + 50140

Set 600 spic 1 m westerly of ene

Ptaus APPaavat DATE

AE Pt. No.1076 609571.976 206108T.730 933.858

60 6 n M 5. -

a e r

2.838 metera rignt• wtumauerrarsrmkaplesermisermaner

i

CITY OF V CTORVILLE

14343 Civ C DRIVE

o VICTORVILLE, CA 92393

A-08-37 A-08-38 « EARTH iÆCHANICS,1NC

I

E 17660 NEWHOPESTREET. SulTE E

\

\

T FOUNTAIN VALLEY, CA 92708 A-08-34 A-08-86 , . . A-08-39 8

12 13

A-08-40

i

#e. A-08-35

i

"Au" 10+00 000 Puf

L

48+25.860 Ptil

mas PB sammsemples .ac. toren using a cos:<ornio

1:1000

espilt-norrei sampier with

on inside atometer 11,0) of

I

• I 62mm and on outside atomeier (0.0) of $3mm.

A rope ond cotneco nommer system consisting of o nommer weight of 63.5KM foliing a

distance of 762mm was used to

odwonce the drive sampier(s)

Tnis LOTS sneet (Boring Record) mos propored in accordance

I

with tile Coltrans Soll and ROCR CIOssification Logging,

Classification and Presentation Manual (June 2007)

A-08-34 •938 E1. 937.50 m 333

A( It00mmi / AB (100mmi

SAMO=ith sitt (sP-sagt very loose, yellom-brown, moist, fin. A-08-35

163.51762161361 i to medium, troce coarse send and mico ( - 935.50 m

SILIT SAND(Sul: Imse. dark yeites-bro.n. damp,

336

+934 5 ty safe (SM un dense. orown.moist. fine. troce

CLAY Y

SAN6 (SC dense, yetrow-crown, moist, fine, trace mica

+932 Ei. 932.00

+926- -

1 ( t, are e

i ne mediuin

denne to very

SAM)r EkAWL it?): very dense, bro.n, dry, i ne to

----- 926

i

- SIL17 541 tsu: medium dense, olive-brown, me st, fine to some grovet neor battam of sample, nord drining coarse song, grovel with dio up to 75mm in cuttings -

924 ---- medium, troce coarse sod, pen gravet, one mico tietweem EI. 922.7 trad 923.3m ---- Silli SAIO 15Mit dense, olive-brown, dry, fine to - -+924

Saler SILT (tu: median stiff, olive-tirown, noise, fine sand sous with sitt ($P-SM): very dense, orsve-bre.n. dry, .medium, troce course sand, peo grover end mico

+922 Terminated of Et. 923.3 ai a th Sit1 (SP-su): medium dense, olive-grey, gamp, f.ne -

fine to medium, trace coarse sma CI§2L6

i

Orilled o

1/29/08 to medium, trace course sand, peo gravel ofta mico LTY S I dense olive-oro.n,ary, preomeinotely

IR = 752 Terminated at Et. 921.3 m

Ofilled on 1/21/08

SA107 SILI (ML): stiff. light olive•broun, dry,

ERI = 752 very fine to fine sond, trace aiCO

PROFILE **' "

"

"L' LillE AM LINE

46+00 46+50 47•00 47+50 48+00 10•00 10+50 11+00 11+50 12•00

ENGINEERING SERVICES GEOTECHNICAL SERVICES PREPARED FOR THE

t.troxi

traicitanAL suPEnvisola RETAINING WALL NO. NB 6-5

osamav. E. Braun resto invastecarpe..avs NTATEOF CALIFORNI emoser eno.nen .......

i

...... a. arun..a

......a.

a. cun.cono " "* DEPARTMENTOF TRANSPORTAll0 xx.xx LOG OF TEST BORINGS (1 OF 2)

er tima man « nst enesses satt etsman* ** ** * e un u utsanasm

m E 0804501 ÊZO•sAS Ë$"---e enim

ritE =>snEcuEsv

i

Page A - 138
\

BENCHMARKS

I

MONUMENTS

COORDINATES

EL£vATIONS DEstRIPTION

NORINING EASTING &ÊTÊ&

REGisTERED Civit ENGINEER

Found I 1P of the centerline

AEPt.No.100560947t.897 206t071.613 935.301 eratianot s

19

16 - Ericergun

AE Pt. No.1076 609571.976 2061087.730 933.858

c

6

6

i

-

00.000 Pof= flTY OF VICTORVILLE

14343 CIVIC DRivE

VICTORVILLE, CA 92393

(ARTH htCHANIC$,iNC

c. 17660 NEWHOPESTREET. SulTE E

I

A-08-37 A-08-38 FOUNTAIN VALLEY, CA 92708

A-08-34 A-08-36 A-08-39 mrw 62mm somples were token using o Californio 12 13 split-borrei sompter with on inside diometer (1.0) of

i

A-08-40 62mm Ond on outside diameter (0.0) of $3mm.

74 A rope and cottlood hommer system consisting of o nommer

i

ty is This LOTB aneet (Boring Recoral was propored in occordance with the Coltrans Soli end Rock Classification Logging,

L 46+2 .

Clossification and Presentotion Monuol (June 2007)

+934 A-08-38

Ei. 933.50 m px;

- CLAYËY SAI ($d: dense, braun moist,

.932 A-08-37 a... Ine,,roe.... ..ano

-

A-08-39 23:

r..es..co. . £9.93966 F1 A-08-40

-

CLAYEY SAliD ist1: dense, brown, moist, fine - CLAY£Y SAlm (Sti: loose, dark yellow-croun'

4930 ------- E*.930.00 medium to coarse sand and peo 150/15016212 mry dense moist, pr inotely finne, race to LATET SAND ISC): medium dense, ork yellom-orown, moist

- -+930

+928

163.51762155I361I U

mediu 163.517621 71361

gravel with nio ao to Acera in cuttings er o to 40mm

+928

SitTV SAND (Stil: medium dense, bramn, malat SIUY SAND (SMit medium dense to dense

ne, trace mico . !50/9016214 Y veryodense, light brown. ora crown, camp,

fine to maaium, trace coarse SILTY SAND (SM): medium dense, olive-orown, moist, fine

stiff, olive-br

song, troce grovel a en dio 1

medium ive-brown, moist, very

-

+ 2

ee22

form fine grading courser at

medium stift.moist, troce medlun sand moist, y

fine to fine sona, troce mico

meal

m

iff, alla moist, very fine -

-•922

•920 SANDY SILT (IIL); medium stiff, Olive-grey'

mois SlLIY SAND (5M): medium dense to dense, with peo grovel

dry, very fine to fine song, thin icyer of olive-brown, dry to domp, fine to medium, grades courser

with depth SANDwith Sitt (SP•5M) of top of sample trace coorse send and peo growel

PROFILE ÐIL 2 smv slo to:..aium sv:<<.o.is,-er....

+916 - --- Term . 916.8 m NOR M 500 Teraiinated at E1. 916.8

318

ERi e 75X

IICAL: t:100 Orilled onbt 30/08 Termino or 8

12+00 12+50 13+00 13+50 14+00 14+50 15+00 15+50 16+00

i

i ENGINEERING SERVICES GEOTECHNICAL SERVICES PREPARED FOR THE

FUNCilcNAL StPEnvl10R t.t.o.:. x RETAINING WALL NO. NB 6-5

onanneers >E. Brown retto investioavicans SI Alk OF CALIFORNI ..o.scr e...me. .

«a....

.... a.arus.wil e.........n.concrer.) DEPARTMElif0FTRAIISPORTATio xx.xx LOG OF TEST BORINGS (2OF 2)

og tiese aca er rass scenes 9.au locus.: ton us. a-a-om! e « miassettes

a E

OA045gs

ÊNWW AfaÎ aim

, a s .. .......

sv.ec n

X

\""""'°""'

Page A - 139
BENCHMARKS

COOROINATES

I

MONUMENTS ELEVAT10NS DESCRIPTION

NORTHING EASTING EGISTERED Civit EG NEER

Found i 1P of the centerline

AE Pt. No.1005 609471.897 2061071.613 935.301 interse¢†ien of Nis lii Road and Eric e.n

i

AE Pt. No.1076 609571.976 2068087.730 933.858 t

I fa

l'ñ "," .

*"'*'"""

"' A

-08 -31

"" """"'***"*"

A-08-33 so.co.cou. g

CITY OF VICTORVILI.E

I

BJ-08-32 ,,, . W3⁄4ais.°"f'i2ssa

49•6e & 50•2e 582"2 11L PARSONS ORjNCKERHOFF

L Line 985 EAST CARNEGl£ DRIVE. SUIT£ 210 62mm somples were token using a

Californio L

Line

sta so+38.tys SAN BERNARDINO, CA 92408 spilt-norrei somoter with an inside diometer II.Diof Sto 49+ .830

I

62mm one on outsies diometer 10.D) of 93mm.

ET SUITE E

weight of 63.Sals foliing

a rope one cote.oo nommer system consisting of n FOUNTAIN VALLEY, CA $2708

o oistance of 762mm mos used to

odvance the drive semplerts)

Inis LOTe sneet (Boring accoral was preparea in occordance Šn

i

mitn tne cottrans soil ena noca csessificotton Legging, Sf Crossification one Presentation Monuoi (.tune 2007) 4

,4

i

di A-08-32 1-

I

"" a

.

s..92s.o . A

-08 -31

a s

SILTY SAsa (Stil very toose,4cria yello.-trown,

99•

Et, 932.5 m..•

SM) nse, on-bramn domp,

I

932 - - - Silli tiidu i

to medsum oense, dark yello.- ond gravel with dio up to 25mm

broma, domp, predominately fine, trace medium to SAMDwath SitT (SÞ-SM): medium dense, dark

163.506210\3⁄4| 1 coorse sand and growel with dio up to 20mm yetto brown,4emp, trace peo grovel with 5101 15P-Stig magium dense, broma,

CLAYEY SANb (SC):medium dense, dark yencer

27 x

3

(se oro.n, moist

40 62 6

interoegs fine to mooien with troce course sand \ sum (wp aanse, grey, cry, fane to coarse, grovel

fine to course sand, grower witn die

se to ISm \

witte die en to 20mm, teose when manaled

+022

mmy smiovsat tut): very stiff to hora, olive-aro.n, fin. to meatum sono. troce peo growel camp, trace maaium sono one mico, anumaant

920 40 67 8 -

Y

sat a

if Hva sš3⁄4 (Su SAto with SitT ISP-SM)

+020

22 36 9 Liv (su medium dense, olive-orown,domo, very fine to fine sond

i

34 36 11 fine with occasianoi inedium sand

+914 64 62 12 SAM) with SILi (§P-SM): dense, 01 vt-brown, dry, trace geons of fint song +914

i

miCO, loose unen nondleg SAI D th SILT (SP SII): dense, dry, oisue•nreen,

+912 41 3E 13 Y SMO (SM): dense, oisve-bro n, damp, unitarm ' e mico, grades coarser witn depth, toose

L

(SM): dense, olive-trawn, damp, fine*

+912

67 62 14 L (Sti o

ave-orown, dry, inne wath

+450

SILT wi h SAIO IML: hard, otive-brown, dry. very t

22 36 15 5 Y T til : ver stiff, olim obrown,damp ne to oce ca t taard, olive-broun, domp, trace very

•908 69 62 16 SILIY SMID 15u): dense, oinve-bremn,damp, uniform Eni 75 to medium some 1erminated at Ei, du . m "a fine smo, troen mico, counone sitt ("ti- ti ' PROFILE ri"• "

"I

Terminoted of Ei, 907,7 m sample

*IORIYt*ITAL* t'

- C

i

Drilled on 1729/08 VERTICAL: 18100

ERI = 752

L LIIIE

49+40 49+60 49+80 50•00 50 20 50+40 50+60 e 50+80 S1+00

i

GEOTECHNICAL SERVICES PREPARED FOR THE

E. Bro.n 7Î2 LA MESAROAD -

*-•" '

NISOUALLIROADOVERCROSSING

"""' ""°"""""""'"

IAlk OF CALIFORNIA...mer ano..sen .

....

...-.- -e.... a.<auron¡.. aavusaror vousrontation 1.0G OF TEST BORINGS NO. 3

ou cma aos or sess omsm seu unn.: it.s arm. a+ms e

..somerges an i un aum minuLulan m muu mtu mm s -.» swee

FILE ognEauEST

I

Page A - 140
Page A - 141

SR 18/I 15 Separation
Page A - 142
Page A - 143
Page A - 144
Page A - 145

Roy Rogers Drive OC
Page A - 146
Page A - 147
Page A - 148
Page A - 149
Page A - 150
Page A - 151
Page A - 152
Page A - 153

Mojave Drive WB
I

I

i

oisi cousyy novTE gy

1. The boring logs and related information represent

apinion of the OS SBd 15 67.1/68,2 the geotechnical engineer as to the character of the materials at the locations shown. Soil 4; conditions between adjacent test holes and at other

e actess i

locations may differ from those shown, j

O ̄I B¢rrt 2 RECISTERED CEOTECHNlCAL ENGINEER *

Borings will be advariced using a truck-mounted * Sto 19+52.JE Abut J drill rig, utilizing 2OOmm diameter hollow-stem augers. to 19+88.JŽ8

2. Samples were taken using a Modified Californio split- Abyg j

borTel sampler with an inside diameter (1.0.)of 60 mm Sta 19+16.36 et;Ns ApenovAL DATE

__

g.

I

end an outside diameter (0.D.) of 75 mm, a stonderd B- næster.orcortromeerkroneretagens penetration split-barrei Sompler with an (l.D.) of 35 mm MMA Ae «

ond an 0.0. of 50 mm. Samplers will be driven using .

B-7 mrykteness of a ok oper of de ptm a 63 4 kg hammer falEng 750 mm. et 8-6

1 e

do M a i Engineers Inc. MOJAVE atANE

4. Min

n

nnd cea mot iets wa basw hon

19400

aboratory test results

5. BencELJV

ION -

..muss,

881041m N 615445.090 E 2063195844

tn nt 15 944,mCenterline imp. I-15

SCALE 200

B-4

892

- -

-

892- ------ 892 -- - - -

892 i

891 894

e

---- --- 891 - -- 890 891 889 ggg 889 6

-

-

BBS 890 889 889 ggg ses ass 887 -887 ses gaa

-- ---- 887 886 -886 ggy

--- ----- 886 --- 886 885 885 8843- ------

ass -

885

83⁄4 - 884

88 88

-

881 880

_ 880

678 878 ye 877 47.7 gy; 77 i

876 &76 876 876 875 &75 875 675 874 sANo s

bro. ren z 8/4 s/2sc as a 874 gy4 O

673 vatalig

873 las æ e

873 873 i

872

as I as its ce et 872 672 872 871 874 871 871

i

869 869 869 869 8 868

Termir te 68 868 6/18 Boring Term noted at 868 Bevotion 868 39 867 Elevation

866 866 466 866

863 863 sj 863 863 862 862 862 862

i

US 861 861 86T

aso aso enstat a at

$3 ago age STATlONINC "MOJAVE DRIVE" LINE

8+ 18+60 18+80 19 00 19 20 19+40 19+60 19+80 20+00 20+20 20+40 20+60 20+80

PROFILE

HORIZONTALSCALE:1:100 PLATE 3A

--

- o D. MRNEY

VDUCAL SC U 1 6U

omstonovEasicMT 4 MOJAVE DRIVE WIDENINGAT I-15

SC TT LAWSON. STAFF ENotNEER

. STATEOFCAUFORNIAenoacer swassece

i

i I i esEcicco er M. SIERAD2KI

- DEPARTMENTOF TRANSPORTAT10N 19 4 LOG OF TEST BORINGS (1 OF 1)

e at nur sonnes mer la unc) (av 21Aa imim nuisititini uutuutilialluuttatinmaanalitittiu liiimu

CU 221 ene o

amman oms mammer sta es i say a or

von usmem a

to se . ' ' '

EA 354500 sam uma., e

Page A - 154
Page A - 155
Page A - 156

Victorville Separation OH
Page A - 157
Page A - 158
Page A - 159

Mojave River Bridge 
Page A - 160
DATE PLOTTED => 14-AU TIME PLOTTED => 11:39 USERNAME => s1169

OGS CIVIL LOG OF TEST BORINGS SHEET FOR REDUCED PLANS

ENGINEERING SERVICES

DRAWN BY:

CHECKED BY:

FUNCTIONAL SUPERVISOR

NAME:

ORIGINAL SCALE IN INCHES

FIELD INVESTIGATION BY:

FILE => mojave-v

CALIFORNIA

STATE OF

DEPARTMENT OF TRANSPORTATION

DESIGN BRANCH

UNIT:

x

BRIDGE NO.

POST MILE

0 1 2 3 X X

SHEET OF

CONTRACT NO.:

REVISION DATES

 

LOG OF TEST BORINGS

MATERIALS AND GEOTECHNICAL SERVICES

3

DIVISION OF ENGINEERING SERVICES

STRUCTURE DESIGN

DISREGARD PRINTS BEARING

EARLIER REVISION DATES

6" Asphalt concrete pavement of road surface over well-graded SAND (SW); brown; dry.

-few fine GRAVEL.

M

2720271027002690268026702660265026402630262026102600259025802570256025502540

4-28-10

ERi = 68%

272027102700269026802670266026502640263026202610260025902580

256025502540

PROJECT NUMBER & PHASE: 08000006211 08-355561

3643

54-0483

A. Perez-Cobo

F. Nguyen

S. Logeswaran A. Wardak 2713.7’

GWS Elev 2688.5’

37 1.444 1.433 1.424 1.419 1.415 1.419 1.461 1.424 1.452 1.440 1.426 1.447 1.431 1.435 1.428 1.427 1.429 1.428 1.430 1.440 1.416 1.426 1.467 1.448 1.450 1.472 1.434 1.423 1.462 1.462 1.4

58 1.4

66 1.451 1.4

101 1.4104 1.4

Well-graded SAND with SILT (SW-SM); dense; yellowish brown; dry; few fines; (FILL).-moist.-medium dense; trace fine GRAVEL.Well-graded SAND with SILT (SW-SM); medium dense; gray; wet; few fine GRAVEL; few fines.-with GRAVEL; light gray.-very dense; dark gray.SILTY SAND with GRAVEL (SM); medium dense; gray; medium to fine SAND; some fine and coarse GRAVEL; little fines.SILTY SAND (SM); very dense; gray; well-graded SAND; few well-graded GRAVEL; little fines; strong cementation.-dense.SILTY SAND (SM); medium dense; gray; medium and fine SAND; little fines; few fine GRAVEL;weak cementation.-very dense; yellowish brown; strong cementation.-dense; light brown; trace GRAVEL.-some fines.-brown; little fines.-medium dense; dark brown; weak to moderate cementation.-some fines.-very dense; strong cementation.-gray and light brown; well-graded SAND; moderate cementation.-light brown; few fine and coarse GRAVEL.-strong cementation.-dense; fine and medium SAND; little fines; medium cementation.-medium dense; some fines.-very dense; strong cementation.

-little fine GRAVEL.

-light gray.Poorly-graded SAND with CLAY and GRAVEL (SP-SC); very dense; light gray; wet; coarse to medium SAND; some well-graded GRAVEL; little fines.

 

DIST COUNTY ROUTE

TOTAL PROJECT

POST MILES SHEET

No.

TOTAL

SHEETS

REGISTERED CIVIL ENGINEER DATE

PLANS APPROVAL DATE

The State of California or its officers or agents

shall not be responsible for the accuracy or

completeness of electronic copies of this plan sheet.

No.

Exp.

CIVIL

E G I T E R D P R O F S S O N A L E N G I N

STATE O ALI F O R NIA

See 2010 Standard Plans A10F and A10G for Soil 

Legend, and A10H for Rock Legend.

This LOTB sheet was prepared in accordance with 

the Caltrans Soil & Rock Logging, Classification, 

& Presentation Manual (2010 Edition).

R

S

E

E I E E R

F C

08 SBd 15

Asef Wardak

C61960

9-30-13

2530 2530

2570

PROFILE

Horiz: 1" = 20’Vert: 1" = 10’

Well-graded SAND with CLAY and GRAVEL (SW-SC); very dense; light brown; wet; some well-graded GRAVEL; little fines; strong cementation.

MMMMMMMMMMMMMMMMMMMMMMMMMMMMMMM

R-10-002

39.1’ Lt Sta 192+58.0

"A" Line

01-28-13

6-26-10

Poorly-graded SAND with SILT (SP-SM); medium dense; gray; wet; mostly fine and medium SAND; few fines; trace fine GRAVEL; weak cementation; (NATIVE).

Terminated at Elev 2533.7’

192+00 194+00

43.93

02-12-13

MOJAVE RIVER BRIDGE (WIDEN)

2 OF 11

03-01-13

FOR PLAN VIEW, SEE

"LOG OF TEST BORINGS 1 OF 11"

8-14-13

Page A - 161
185 186 187 188 189 190 191 192

3.7

B-3-01

B-18-01

B-19-01

B-2-01

B-9-01

B-7-01

B-8-01

B-4-01

B-1-01

TO SAN BERNARDINO

TO BARSTOW

3.7

3.7

3.7

3.7

3.7

3.7

3.7

3.7

3.7

PLAN

1" = 50’

4

B-17-01

B-20-01

B-16-01

B-15-01

B-13-01

B-10-01

B-12-01

B-11-01

BENCH MARK

N 616469.644 E 2064601.085

Caltrans aerial target #1-8, nail 

in asphalt on right shoulder of 

northbound I-15

BM Elev 2718.889’

DRAWN BY

SAMPLE BORING(DRY)ROTARY SAMPLEBORING (WET)AUGER BORING(DRY)

TEST PIT

DIAMOND COREBORING

ELECTRONIC CONEPENETROMETER

Size

Size

Size Size Size Top Hole El. (S) (S)

SAMPLE BORING

(DRY)

GWS

Date measured

Boring Date Boring Date Boring Date

Boring Date

NCP2446103717569158656043113154

180/

0-

9

100 200

Location 

Location 

Location 

Location B-No.

Tip Bearing (TSF)

Top Hole El. Top Hole El.

Top Hole El.

Friction Ratio (%)

ELECTRONIC CONE

PENETROMETER TEST

B-No. B-No.

B-No.

2 ‡" CONEPENETROMETER

2 ‡" CONE

PENETRATION BORING

LEGEND OF BORING OPERATIONS

1"

3"

JET BORING

ROTARY SAMPLE

BORING (WET)

CALIFORNIA

STATE OF

CHECKED BY DEPARTMENT OF TRANSPORTATION 

FIELD INVESTIGATION BY:

0 2 3

LEGEND OF EARTH MATERIALS

GRAVELSAND

SILT

CLAYSANDY CLAY orCLAYEY SANDSANDY SILT orSILTY SAND

SILTY CLAY

CLAYEY SILTPEAT and/orORGANIC MATTER

IGNEOUS ROCK

SEDIMENTARYROCK

METAMORPHIC

According to the Standard Penetration Test

CONSISTENCY CLASSIFICATION

 FOR SOILS

Granular Cohesive

NOTE: Classification of earth material as shown on this sheet is based upon field inspection and is not to be construed to imply mechanical analysis.

Very SoftSoftMedium stiffStiffVery StiffHardVery Hard

SPT

N-Value(Blows/

foot)

SPT

N-Value(Blows/

foot)

<2

2-4

5-8

9-15

16-3031-60

>60

Very LooseLooseMedium DenseDenseVery Dense

0-4

5-10

11-3031-50

>50

FILE => mojave-v

TIME PLOTTED => DATE PLOTTED => 11:39 14-AU USERNAME => s1169

ORIGINAL SCALE IN INCHES

FOR REDUCED PLANS

ENGINEERING SERVICES

 

Elev. GWS

Date measured

Blows per foot(Using 28 lb handhammer with a12" free fall)

Refusal

500

P

60

P

30

Pulled Pipe

Sampletaken

Description of materials

Ground water

surface

Date

GWS

400 VS

2.4 35 1.4

Casing drivenSize of SamplerPenetration Index(Using a 140 lbhammer with a 30"drop, or as noted)Unconfinedcompressivestrength (T/sq ft)Shear Strength(lbs/sq ft)

Vane Shear

Description of material

Unit weight (lb/cu ft)

% Moisture

Conformable material changeEstimated material changeUnconformable material change

Consolidation test 103 64 C

No count recordedPushed

2

100 200 300 0 2 4 6

Pressure measured

on tip element

(10 cm area)

2

Cone Penetrometer dimensions and testing procedures arein accordance with ASTM standard D 3441-79, or as noted.

OGS LOG OF TEST BORINGS SHEET (ENGLISH) (REV. 5/25/07)

FILE => mojave-v

DESIGN BRANCH

UNIT:

PROJECT NUMBER & PHASE:

x

BRIDGE NO.

POST MILE

X X

SHEET OF

CONTRACT NO.:

REVISION DATES

 

LOG OF TEST BORINGS

MATERIALS & GEOTECHNICAL SVCS

3643

 

COBBLES and/orBOULDERS

Driving rate in seconds per foot (using a No. 2 McKieman-Terry air hammer at 115 psi or as noted)

Pressure measured along sleeve friction element (150 cm area) divided by pressure measured on tip element.

DIVISION OF ENGINEERING SERVICES

STRUCTURE DESIGN

DISREGARD PRINTS BEARING

EARLIER REVISION DATES

Elev

Elev 

 MOJAVE RIVER BRIDGE (WIDEN) 

3 OF 11

I.G-Remmen

E. Neupert, F. Gerami

54-0483

43.8

08000006211 08-355561

4. The ground water levels indicated in the Log of Test Borings (LOBT) sheets reflect the measured 

ground water levels measurement in the boreholes on the specified dates. Ground water surface 

elevations are subject to seasonal fluctuations and will be encountered at higher or lower elevations 

depending on conditions at time of constructions.

2. Soil colors were determined by using Munsel Soil Color Charts (1994, Revised Edition). Rock colors 

were determined using Geological Society of America rock color charts (1995, 8th Printing).

9. Borings B-14-01 through B-20-01 were 2.24" diameter cone penetration borings, advanced using 

a Mobile 3000 hydraulic operated hoe ram. Due to the variability of the energy output of the Mobile 

3000 rig, the rig was only used to estimate the depth to very dense earth material.

1. The descriptions and classifications of rock and/or soil, including consistency and relative 

density descriptors, used by the field and/or office personnel for the exploration boreholes 

shown on this sheet are based on the "Soil and Rock Logging Classification Manual (Field Guide),"

Engineering Service Center, Office of Structural Foundations, August 1996.

NOTES:

5. Test boring B-1-01 utilized a safety hammer to advance the sampler using a 140 lb hammer with 

a 30" drop. Penetration index values shown are the actual blow counts recorded in the field. Soil 

descriptions shown on the LOTB sheets for those borings are based on these index values.

6. Test boring B-2-01 and B-4-01 through B-13-01utilized a Dietrich auto hammer to advance the 

sampler using a 140 lb hammer with a 30" drop. Penetration index values shown are the actual blow 

counts recorded in the field. Soil Consistency Classifications for those borings are based on a 

conversion factor of 1.5 times the blow count.

7. The boring B-3-01 utilized a safety hammer from the top of the down to Elev 2666.3’ and a 

Dietrich auto hammer from Elev 2666.3’ to the bottom of the boring, to advance the sampler using 

a 140 lb hammer with a 30" drop. Penetration index values shown are the actual blow counts 

recorded in the field. Soil consistency classifications shown on the LOTB sheet for boring B-3-01, 

from the top of the boring down to Elev 2666.3’, are based on the actual blow counts recorded on 

the field, and from Elev 2666.3’ to bottom of the boring are based on a conversion factors of 

1.5 times the field blow count.

8. E= Blow count for 1’ penetration extrapolated from blow count for less than 1’ (due to change 

in material or hard driving).

Projection Zone

California State Plane 

 Coordinate System

5

GPS SURVEY NOTES

Test Boring collar position and elevation data 

has acquired by Differential Global Positioning 

System methods utilizing a Trimble 12-Channel Pro 

XRGPS with Minimum Shift Key (MSK) beacon receiver 

with applied real time differential correction. 

Horizontal datum : U.S. State Plane 1983 High 

Precision Geodetic Network (HPGN)

Boring Number (N) Coordinate (E) Coordinate

 B-18-01 616526.572 2064696.005

 B-3-01 616496.053 2064671.152

 

 B-4-01 616560.871 2064743.180

 

 B-5-01 616605.484 2064729.150

 

 B-6-01 616617.208 2064727.563

 

 B-7-01 616574.136 2064688.918

 

 B-8-01 616604.509 2064687.583

 

 B-9-01 616595.539 2064665.938

 

 B-10-01 616645.364 2064755.149

 B-12-01 616606.170 2064800.878

 B-13-01 616585.486 2064774.194

 B-15-01 616613.711 2064740.071

 B-16-01 616553.001 2064732.427

 B-17-01 616539.325 2064713.315

 B-11-01 616643.181 2064783.874

 B-14-01 616564.448 2064749.462

 B-19-01 616567.237 2064674.049

 B-20-01 616595.558 2064678.743

 B-1-01 616692.685 2064795.885

 

 B-2-01 616532.026 2064706.510

 

N53^16’49"E

• RTE 15 "A" Line

B-14-01

3.7

B-5-01

3.7

B-6-01

Mojave River

 

DIST COUNTY ROUTE

TOTAL PROJECT

POST MILES SHEET

No.

TOTAL

SHEETS

REGISTERED CIVIL ENGINEER DATE

PLANS APPROVAL DATE

The State of California or its officers or agents

shall not be responsible for the accuracy or

completeness of electronic copies of this plan sheet.

No.

Exp.

CIVIL

E G I T E R D P R O F S S O N A L E N G I N

STATE O ALI F O R NIA

R

S

E

E I E E R

F C

08 SBd 15

C59016

Hassan Ibrahim

6-30-15

3. Ground water was measured in borings B-4-01, B-5-01, and B-6-01. Please refer to those borings 

for ground water measurements. No attempt was made to measure ground water in borings B-7-01 

through B-20-01. Those borings were backfilled immediately after completion of drilling.

08-07-13 

A. Wardak

8-14-13

Page A - 162
DRAWN BY

SAMPLE BORING(DRY)ROTARY SAMPLEBORING (WET)AUGER BORING(DRY)

TEST PIT

DIAMOND COREBORING

ELECTRONIC CONEPENETROMETER

Size

Size

Size Size Size Top Hole El. (S) (S)

SAMPLE BORING

(DRY)

GWS

Date measured

Boring Date Boring Date Boring Date

Boring Date

NCP2446103717569158656043113154

180/

0-

9

100 200

Location 

Location 

Location 

Location B-No.

Tip Bearing (TSF)

Top Hole El. Top Hole El.

Top Hole El.

Friction Ratio (%)

ELECTRONIC CONE

PENETROMETER TEST

B-No. B-No.

B-No.

2 ‡" CONEPENETROMETER

2 ‡" CONE

PENETRATION BORING

LEGEND OF BORING OPERATIONS

1"

3"

JET BORING

ROTARY SAMPLE

BORING (WET)

CALIFORNIA

STATE OF

CHECKED BY DEPARTMENT OF TRANSPORTATION 

FIELD INVESTIGATION BY:

0 2 3

LEGEND OF EARTH MATERIALS

GRAVELSAND

SILT

CLAYSANDY CLAY orCLAYEY SANDSANDY SILT orSILTY SAND

SILTY CLAY

CLAYEY SILTPEAT and/orORGANIC MATTER

IGNEOUS ROCK

SEDIMENTARYROCK

METAMORPHIC

According to the Standard Penetration Test

CONSISTENCY CLASSIFICATION

 FOR SOILS

Granular Cohesive

NOTE: Classification of earth material as shown on this sheet is based upon field inspection and is not to be construed to imply mechanical analysis.

Very SoftSoftMedium stiffStiffVery StiffHardVery Hard

SPT

N-Value(Blows/

foot)

SPT

N-Value(Blows/

foot)

<2

2-4

5-8

9-15

16-3031-60

>60

Very LooseLooseMedium DenseDenseVery Dense

0-4

5-10

11-3031-50

>50

FILE => mojave-v

TIME PLOTTED => DATE PLOTTED => 11:40 14-AU USERNAME => s1169

ORIGINAL SCALE IN INCHES

FOR REDUCED PLANS

ENGINEERING SERVICES

 

Elev. GWS

Date measured

Blows per foot(Using 28 lb handhammer with a12" free fall)

Refusal

500

P

60

P

30

Pulled Pipe

Sampletaken

Description of materials

Ground water

surface

Date

GWS

400 VS

2.4 35 1.4

Casing drivenSize of SamplerPenetration Index(Using a 140 lbhammer with a 30"drop, or as noted)Unconfinedcompressivestrength (T/sq ft)Shear Strength(lbs/sq ft)

Vane Shear

Description of material

Unit weight (lb/cu ft)

% Moisture

Conformable material changeEstimated material changeUnconformable material change

Consolidation test 103 64 C

No count recordedPushed

2

100 200 300 0 2 4 6

Pressure measured

on tip element

(10 cm area)

2

Cone Penetrometer dimensions and testing procedures arein accordance with ASTM standard D 3441-79, or as noted.

OGS LOG OF TEST BORINGS SHEET (ENGLISH) (REV. 5/25/07)

I.G-Remmen

FILE => mojave-v

DESIGN BRANCH

UNIT:

PROJECT NUMBER & PHASE:

x

BRIDGE NO.

POST MILE

X X

SHEET OF

CONTRACT NO.:

REVISION DATES

 

LOG OF TEST BORINGS

MATERIALS & GEOTECHNICAL SVCS

3643

11000205191 11-056311

E. Neupert

57-1226

0.90

COBBLES and/orBOULDERS

Driving rate in seconds per foot (using a No. 2 McKieman-Terry air hammer at 115 psi or as noted)

Pressure measured along sleeve friction element (150 cm area) divided by pressure measured on tip element.

DIVISION OF ENGINEERING SERVICES

STRUCTURE DESIGN

DISREGARD PRINTS BEARING

EARLIER REVISION DATES

NC

2

3

3

3

3

3

3

3

5

10

10

11

7

4

3

3

4

10

7

7

11

20

19

12

29

27

17

10

14

17

19

285

300 200 100

B-18-01

11-29-01

NC

NC

2

4

4

5

9

9

3

3

4

10

9

12

29

46

30

17

7

6

6

3

4

9

12

17

44

45

28

23

30

28

30

36

95

32

35

86

100

125

160

100 200 300

B-19-01

Well-graded SAND (SW), medium dense, gray, moist to wet, fine to medium grained SAND.

Poorly-graded SAND (SP), medium dense, very dark brown, moist, fine grained SAND, <5% SILT.

Well-graded SAND with GRAVEL (SW), medium dense, gray, moist to wet, fine to coarse SAND

with fine to coarse granitic GRAVELS.

Well-graded SAND (SW), medium dense, gray, moist, trace of fine GRAVEL.

Well-graded SAND (SW), dense, gray, moist, trace of fine to coarse GRAVEL, and occasional 

small COBBLES.

Elastic SILT (MH) with SAND, very dense, dark olive gray, moist to wet; trace of fine 

GRAVEL and rare small COBBLES, low to medium plasticity.

SILTY medium SAND (SM), medium dense, dark olive gray, wet; lense of SILTY coarse SAND.

SILTY fine SAND (SM), very dense, dark gray, wet; nonplastic.

SILTY medium SAND (SM), dense, dark gray, wet; trace of fine GRAVEL and lense of SILTY 

coarse SAND, low plasticity.

Poorly-graded medium SAND with SILT (SP-SM), dense, dark gray, wet; trace of fine GRAVEL.

SILTY fine SAND (SM), dense, dark olive gray, wet; nodules and seams of calcium carbonate, 

low plasticity.

SILTY medium SAND (SM), very dense, olive gray, wet; nonplastic.

300/0.1

300/0.7

CLAYEY medium SAND (SC), dense to very dense, yellowish brown, moist to wet; low plasticity.

CLAYEY medium SAND (SC), dense to very dense, yellowish brown, moist; trace of subangular 

fine GRAVEL, nodules and patchs of calcium carbonate, low plasticity.

Elev

Elev 

2694.1’

16 1.4

10 1.4

12 1.4

17 1.4

17 1.4

32 1.4

30 1.4

13 1.4

39 1.4

11 1.4

26 1.4

24 1.4

55 1.4

50 1.4

28 1.4

46 1.4

33 1.4

71 1.4

30 1.4

49 1.4

2693.3’ 2694.2’

2690

2680

2670

2660

2650

2640

2630

2620

2610

2600

2690

2680

2670

2660

2650

2640

2630

2620

2610

2600

 MOJAVE RIVER BRIDGE (WIDEN) 

4 OF 11

B-3-01

Well-graded SAND (SW), medium dense, dark grayish brown, dry to moist, fine to coarse

SAND with scattered fine to coarse GRAVELS, and trace 3" sized COBBLES.

3.7

Becomes loose at Elev 2687.7’, moist to wet, color change to gray, fine to medium grained 

SAND, trace coarse GRAVEL.

Becomes medium dense at Elev 2682.7’.

SILTY SAND (SM), medium dense, very dark gray, moist to wet, fine grained SAND, slightly 

plastic, coarse GRAVEL layer from Elev 2676’ to 2675.8’.

Varies from dense to medium dense between Elev 2669.2’ and 2666.2’.

11-7-01

11-7-01 65’ Lt Sta xx • Rte 15

118.0’ Rt Sta 185+74.5

• Rte 15

85.5’ Rt Sta 186+96.0

• Rte 15

185+50 186+00 187+00 188+00

FOR PLAN VIEW, SEE

"LOG OF TEST BORINGS 3 OF 11"

PROFILE

Horiz: 1" = 10’

Vert: 1" = 10’

 

DIST COUNTY ROUTE

TOTAL PROJECT

POST MILES SHEET

No.

TOTAL

SHEETS

REGISTERED CIVIL ENGINEER DATE

PLANS APPROVAL DATE

The State of California or its officers or agents

shall not be responsible for the accuracy or

completeness of electronic copies of this plan sheet.

No.

Exp.

CIVIL

E G I T E R D P R O F S S O N A L E N G I N

STATE O ALI F O R NIA

R

S

E

E I E E R

F C

08 SBd 15

C59016

Hassan Ibrahim

6-30-15

08-07-13

A. Wardak

8-14-13

Page A - 163
DRAWN BY

SAMPLE BORING(DRY)ROTARY SAMPLEBORING (WET)AUGER BORING(DRY)

TEST PIT

DIAMOND COREBORING

ELECTRONIC CONEPENETROMETER

Size

Size

Size Size Size Top Hole El. (S) (S)

SAMPLE BORING

(DRY)

GWS

Date measured

Boring Date Boring Date Boring Date

Boring Date

NCP2446103717569158656043113154

180/

0-

9

100 200

Location 

Location 

Location 

Location B-No.

Tip Bearing (TSF)

Top Hole El. Top Hole El.

Top Hole El.

Friction Ratio (%)

ELECTRONIC CONE

PENETROMETER TEST

B-No. B-No.

B-No.

2 ‡" CONEPENETROMETER

2 ‡" CONE

PENETRATION BORING

LEGEND OF BORING OPERATIONS

1"

3"

JET BORING

ROTARY SAMPLE

BORING (WET)

CALIFORNIA

STATE OF

CHECKED BY DEPARTMENT OF TRANSPORTATION 

FIELD INVESTIGATION BY:

0 2 3

LEGEND OF EARTH MATERIALS

GRAVELSAND

SILT

CLAYSANDY CLAY orCLAYEY SANDSANDY SILT orSILTY SAND

SILTY CLAY

CLAYEY SILTPEAT and/orORGANIC MATTER

IGNEOUS ROCK

SEDIMENTARYROCK

METAMORPHIC

According to the Standard Penetration Test

CONSISTENCY CLASSIFICATION

 FOR SOILS

Granular Cohesive

NOTE: Classification of earth material as shown on this sheet is based upon field inspection and is not to be construed to imply mechanical analysis.

Very SoftSoftMedium stiffStiffVery StiffHardVery Hard

SPT

N-Value(Blows/

foot)

SPT

N-Value(Blows/

foot)

<2

2-4

5-8

9-15

16-3031-60

>60

Very LooseLooseMedium DenseDenseVery Dense

0-4

5-10

11-3031-50

>50

FILE => mojave-v

TIME PLOTTED => DATE PLOTTED => 11:40 14-AU USERNAME => s1169

ORIGINAL SCALE IN INCHES

FOR REDUCED PLANS

ENGINEERING SERVICES

 

Elev. GWS

Date measured

Blows per foot(Using 28 lb handhammer with a12" free fall)

Refusal

500

P

60

P

30

Pulled Pipe

Sampletaken

Description of materials

Ground water

surface

Date

GWS

400 VS

2.4 35 1.4

Casing drivenSize of SamplerPenetration Index(Using a 140 lbhammer with a 30"drop, or as noted)Unconfinedcompressivestrength (T/sq ft)Shear Strength(lbs/sq ft)

Vane Shear

Description of material

Unit weight (lb/cu ft)

% Moisture

Conformable material changeEstimated material changeUnconformable material change

Consolidation test 103 64 C

No count recordedPushed

2

100 200 300 0 2 4 6

Pressure measured

on tip element

(10 cm area)

2

Cone Penetrometer dimensions and testing procedures arein accordance with ASTM standard D 3441-79, or as noted.

OGS LOG OF TEST BORINGS SHEET (ENGLISH) (REV. 5/25/07)

FILE => mojave-v

DESIGN BRANCH

UNIT:

PROJECT NUMBER & PHASE:

x

BRIDGE NO.

POST MILE

X X

SHEET OF

CONTRACT NO.:

REVISION DATES

 

LOG OF TEST BORINGS

MATERIALS & GEOTECHNICAL SVCS

3643

 

COBBLES and/orBOULDERS

Driving rate in seconds per foot (using a No. 2 McKieman-Terry air hammer at 115 psi or as noted)

Pressure measured along sleeve friction element (150 cm area) divided by pressure measured on tip element.

DIVISION OF ENGINEERING SERVICES

STRUCTURE DESIGN

DISREGARD PRINTS BEARING

EARLIER REVISION DATES

Elev

Elev 

 MOJAVE RIVER BRIDGE (WIDEN) 

5 OF 11

I.G-Remmen

E. Neupert, F. Gerami

54-0483

43.8

08000006211 08-355561

2690

2680

2670

2660

2650

2640

2630

2620

2610

2600

15 1.4

18 1.4

15 1.4

16 1.4

30 1.4

17 1.4

17 1.4

27 1.4

39 1.4

41 1.4

39 1.4

28 1.4

52 1.4

37 1.4

39 1.4

B-2-01

10-25-01

10 1.4

20 1.4

16 1.4

50 1.4

22 1.4

24 1.4

51 1.4

31 1.4

31 1.4

41 1.4

15 1.4

68 1.4

46 1.4

29 1.4

36 1.4

B-9-01

11-28-01

No zones of cementation.

Well-graded SAND with SILT (SW-SM), medium dense, gray, moist; about 5% fine GRAVEL.

SILTY fine SAND (SM), very dense, olive gray, moist, trace of subrounded fine GRAVEL.

CLAYEY medium SAND (SC), dense, olive gray, moist; low plasticity, trace of fine GRAVEL. 

SILTY medium SAND (SM), dense, olive gray, moist, 2-5% fine GRAVEL, nonplastic.

2692.6’

2696.1’

3.7

3.7

2690

2680

2670

2660

2650

2640

2630

2620

2610

2600

Becomes very dense at Elev 2646.6’.

Color changes to yellowish brown at Elev 2634.8’.

Strongly cemented between Elev 2609.4’ to 2609.1’.

<

Becomes dense at Elev 2621.6’.

Color change to yellowish brown at Elev 2611.1’.

4 1.4

6 1.4

8 1.4

35 1.4

35 1.4

35 1.4

Becomes medium dense, color changes to grayish brown, fine 

to medium grained, wet.

Well-graded SAND with GRAVEL (SW), medium dense, light bluish 

gray, wet, contains coarse GRAVELS up to 3" in size, fine to 

coarse grained SAND.

Becomes dense and color changes to bluish gray at Elev 

2661.6’, increase in subangular coarse GRAVEL to COBBLES 

sized ROCK clasts.

Well-graded SAND (SW), loose, very pale brown, dry to moist, 

fine to coarse grained.

Poorly-graded SAND (SP), 5% SILT, medium dense, dark greenish 

gray, moist, fine grained SAND, with trace fine grained GRAVEL.

Well-graded SAND (SW), dense, dark greenish gray, moist to wet, 

fine to medium grained SAND, trace fine GRAVELS.

Becomes very dense, color changes to greenish gray at Elev 

2636.1’

Well-graded SAND with SILT (SW-SM), loose, light brown to grayish brown, dry to moist; trace of 

fine GRAVEL.

Well-graded SAND with SILT (SW-SM), medium dense, light gray, moist; trace of coarse GRAVEL and 

occasional small very hard granitic COBBLES (up to 5.9" Dia).

SILTY fine SAND (SM) with lenses of SILTY medium to coarse SAND (SM), dense to very dense, dark 

olive gray, moist.

CLAYEY medium to coarse SAND (SC), with 20-30% fine GRAVEL, dense, olive gray, moist; low plasticity. 

CLAYEY medium to coarse SAND (SC), dense, olive gray, moist; 5-10% fine GRAVEL, lowplasticity. 

Well-graded SAND with SILT (SW-SM), estimated medium dense, olive gray, moist; 2-5% fine GRAVEL.

CLAYEY SAND (SC), medium dense to very dense, olive brown, moist; low plasticity, fine to coarse 

SAND with trace of fine GRAVEL. 

Well-graded SAND with CLAY (SW-SC), very dense, reddish brown, moist; trace of fine GRAVEL, nonplastic.

CLAYEY SAND (SC), estimated dense, reddish brown, moist; low plasticity, trace of fine GRAVEL.

CLAYEY SAND (SC), dense, reddish brown, moist; low plasticity, fine to coarse SAND with 5-10% fine GRAVEL.

CLAYEY medium SAND (SC), very dense, reddish brown, moist; interbed of well-graded SAND with CLAY, trace 

of GRAVEL and calcium carbonate.

Poorly-graded SAND with SILT (SP-SM), medium dense, dark gray, moist; minor GRAVEL (2-5%) and few 

granitic COBBLES (up to 7.9" Dia).

Well-graded GRAVEL with SILT and SAND (GW-GM), dense, gray, moist, subangular to subrounded GRAVEL.

Well-graded SAND with CLAY (SW-SC), dense, reddish brown, moist.

FOR PLAN VIEW, SEE

"LOG OF TEST BORINGS 3 OF 11"

PROFILE

Horiz: 1" = 10’

Vert: 1" = 10’

92’ Rt Sta 187+37.5 C/L Rte 15

156’ Lt Sta 187+56.5 C/L Rte 15

187+00 188+00 189+00

A. Wardak

08-07-13

 

DIST COUNTY ROUTE

TOTAL PROJECT

POST MILES SHEET

No.

TOTAL

SHEETS

REGISTERED CIVIL ENGINEER DATE

PLANS APPROVAL DATE

The State of California or its officers or agents

shall not be responsible for the accuracy or

completeness of electronic copies of this plan sheet.

No.

Exp.

CIVIL

E G I T E R D P R O F S S O N A L E N G I N

STATE O ALI F O R NIA

R

S

E

E I E E R

F C

08 SBd 15

C59016

Hassan Ibrahim

6-30-15

Color change to dark yellowish brown at Elev 2619.4’, scattered 

zones of weak to moderate cementation, becomes very dense.

8-14-13

Page A - 164
DRAWN BY

SAMPLE BORING(DRY)ROTARY SAMPLEBORING (WET)AUGER BORING(DRY)

TEST PIT

DIAMOND COREBORING

ELECTRONIC CONEPENETROMETER

Size

Size

Size Size Size Top Hole El. (S) (S)

SAMPLE BORING

(DRY)

GWS

Date measured

Boring Date Boring Date Boring Date

Boring Date

NCP2446103717569158656043113154

180/

0-

9

100 200

Location 

Location 

Location 

Location B-No.

Tip Bearing (TSF)

Top Hole El. Top Hole El.

Top Hole El.

Friction Ratio (%)

ELECTRONIC CONE

PENETROMETER TEST

B-No. B-No.

B-No.

2 ‡" CONEPENETROMETER

2 ‡" CONE

PENETRATION BORING

LEGEND OF BORING OPERATIONS

1"

3"

JET BORING

ROTARY SAMPLE

BORING (WET)

CALIFORNIA

STATE OF

CHECKED BY DEPARTMENT OF TRANSPORTATION 

FIELD INVESTIGATION BY:

0 2 3

LEGEND OF EARTH MATERIALS

GRAVELSAND

SILT

CLAYSANDY CLAY orCLAYEY SANDSANDY SILT orSILTY SAND

SILTY CLAY

CLAYEY SILTPEAT and/orORGANIC MATTER

IGNEOUS ROCK

SEDIMENTARYROCK

METAMORPHIC

According to the Standard Penetration Test

CONSISTENCY CLASSIFICATION

 FOR SOILS

Granular Cohesive

NOTE: Classification of earth material as shown on this sheet is based upon field inspection and is not to be construed to imply mechanical analysis.

Very SoftSoftMedium stiffStiffVery StiffHardVery Hard

SPT

N-Value(Blows/

foot)

SPT

N-Value(Blows/

foot)

<2

2-4

5-8

9-15

16-3031-60

>60

Very LooseLooseMedium DenseDenseVery Dense

0-4

5-10

11-3031-50

>50

FILE => mojave-v

TIME PLOTTED => DATE PLOTTED => 11:40 14-AU USERNAME => s1169

ORIGINAL SCALE IN INCHES

FOR REDUCED PLANS

ENGINEERING SERVICES

 

Elev. GWS

Date measured

Blows per foot(Using 28 lb handhammer with a12" free fall)

Refusal

500

P

60

P

30

Pulled Pipe

Sampletaken

Description of materials

Ground water

surface

Date

GWS

400 VS

2.4 35 1.4

Casing drivenSize of SamplerPenetration Index(Using a 140 lbhammer with a 30"drop, or as noted)Unconfinedcompressivestrength (T/sq ft)Shear Strength(lbs/sq ft)

Vane Shear

Description of material

Unit weight (lb/cu ft)

% Moisture

Conformable material changeEstimated material changeUnconformable material change

Consolidation test 103 64 C

No count recordedPushed

2

100 200 300 0 2 4 6

Pressure measured

on tip element

(10 cm area)

2

Cone Penetrometer dimensions and testing procedures arein accordance with ASTM standard D 3441-79, or as noted.

OGS LOG OF TEST BORINGS SHEET (ENGLISH) (REV. 5/25/07)

I.G-Remmen

FILE => mojave-v

DESIGN BRANCH

UNIT:

PROJECT NUMBER & PHASE:

x

BRIDGE NO.

POST MILE

X X

SHEET OF

CONTRACT NO.:

REVISION DATES

 

LOG OF TEST BORINGS

MATERIALS & GEOTECHNICAL SVCS

3643

COBBLES and/orBOULDERS

Driving rate in seconds per foot (using a No. 2 McKieman-Terry air hammer at 115 psi or as noted)

Pressure measured along sleeve friction element (150 cm area) divided by pressure measured on tip element.

DIVISION OF ENGINEERING SERVICES

STRUCTURE DESIGN

DISREGARD PRINTS BEARING

EARLIER REVISION DATES

Elev

Elev 

2690

2680

2670

2660

2650

2640

2630

2620

2610

2600

 MOJAVE RIVER BRIDGE (WIDEN) 

E. Neupert, F. Gerami

43.8

6 OF 11

54-0483

08000006211 08-355561

11 1.4

18 1.4

51 1.4

17 1.4

16 1.4

24 1.4

29 1.4

39 1.4

18 1.4

30 1.4

33 1.4

50 1.4

68 1.4

29 1.4

22 1.4

28 1.4

E125 1.4

11-8-01

B-7-01

1

1

2

2

3

3

3

10

25

10

7

7

5

5

6

5

16

15

9

8

9

11

20

10

10

35

12

26

12

10

20

15

18

17

19

60

68

280

300 200 100

B-17-01

11-6-01

NC

3

4

NC

4

4

3

4

3

4

8

8

8

5

3

5

5

8

10

12

9

8

10

10

9

7

11

10

10

10

10

75

30

15

28

19

145

180

100 200 300

B-20-01

11-7-01

Becomes very dense at Elev 2646.3’.

Trace coarse GRAVELS at Elev 2626.6’.

300/0.9

300/0.7

2692.2’ 2691.6’

2693.4’

Becomes very dense at Elev 2671.3’.

Become dense, color changes to yellowish brown at Elev 2626.1’.

Becomes very dense at Elev 2601.3’.

2590

2690

2680

2670

2660

2650

2640

2630

2620

2610

2600

2590

3.7

Coarse GRAVEL clast at Elev 2685.8’.

Piece of concrete from Elev 2685.1’ to 2683.6’.

Becomes dense at Elev 2656.3’.

Trace coarse GRAVEL at Elev 2636.8’.

Become dense, color change to greenish gray at Elev 2636.3’.

Becomes dense at Elev 2616.3’.

Well-graded SAND (SW), medium dense, gray, wet, fine to coarse SAND.

FOR PLAN VIEW, SEE

"LOG OF TEST BORINGS 3 OF 11"

187+00

PROFILE

Horiz: 1" = 10’

Vert: 1" = 10’

87’ Rt Sta. 187+67.0 • Rte 15

54.’ Lt Sta 187+73.0 • Rte 15

131’ Lt Sta 187+87.5 C/L Rte. 15

188+00 189+00

A. Wardak

08-07-13

 

DIST COUNTY ROUTE

TOTAL PROJECT

POST MILES SHEET

No.

TOTAL

SHEETS

REGISTERED CIVIL ENGINEER DATE

PLANS APPROVAL DATE

The State of California or its officers or agents

shall not be responsible for the accuracy or

completeness of electronic copies of this plan sheet.

No.

Exp.

CIVIL

E G I T E R D P R O F S S O N A L E N G I N

STATE O ALI F O R NIA

R

S

E

E I E E R

F C

08 SBd 15

C59016

Hassan Ibrahim

6-30-15

Well-graded SAND (SW), loose, gray, moist to wet, fine to 

coarse SAND, scattered fine to coarse GRAVELS.

Poorly-graded SAND (SP), medium dense, dark gray, moist, 

predominantly fine to medium grained SAND, minor SILT, trace 

fine GRAVELS. 

Poorly-graded SAND (SP), medium dense, dark greenish gray, moist 

to wet, predominantly fine to medium grained, minor SILT.

Well-graded SAND (SW), medium dense, dark greenish gray, moist to 

wet, fine to coarse SAND with scattered fine GRAVELS.

8-14-13

Page A - 165
DRAWN BY

SAMPLE BORING(DRY)ROTARY SAMPLEBORING (WET)AUGER BORING(DRY)

TEST PIT

DIAMOND COREBORING

ELECTRONIC CONEPENETROMETER

Size

Size

Size Size Size Top Hole El. (S) (S)

SAMPLE BORING

(DRY)

GWS

Date measured

Boring Date Boring Date Boring Date

Boring Date

NCP2446103717569158656043113154

180/

0-

9

100 200

Location 

Location 

Location 

Location B-No.

Tip Bearing (TSF)

Top Hole El. Top Hole El.

Top Hole El.

Friction Ratio (%)

ELECTRONIC CONE

PENETROMETER TEST

B-No. B-No.

B-No.

2 ‡" CONEPENETROMETER

2 ‡" CONE

PENETRATION BORING

LEGEND OF BORING OPERATIONS

1"

3"

JET BORING

ROTARY SAMPLE

BORING (WET)

CALIFORNIA

STATE OF

CHECKED BY DEPARTMENT OF TRANSPORTATION 

FIELD INVESTIGATION BY:

0 2 3

LEGEND OF EARTH MATERIALS

GRAVELSAND

SILT

CLAYSANDY CLAY orCLAYEY SANDSANDY SILT orSILTY SAND

SILTY CLAY

CLAYEY SILTPEAT and/orORGANIC MATTER

IGNEOUS ROCK

SEDIMENTARYROCK

METAMORPHIC

According to the Standard Penetration Test

CONSISTENCY CLASSIFICATION

 FOR SOILS

Granular Cohesive

NOTE: Classification of earth material as shown on this sheet is based upon field inspection and is not to be construed to imply mechanical analysis.

Very SoftSoftMedium stiffStiffVery StiffHardVery Hard

SPT

N-Value(Blows/

foot)

SPT

N-Value(Blows/

foot)

<2

2-4

5-8

9-15

16-3031-60

>60

Very LooseLooseMedium DenseDenseVery Dense

0-4

5-10

11-3031-50

>50

FILE => mojave-v

TIME PLOTTED => DATE PLOTTED => 11:40 14-AU USERNAME => s1169

ORIGINAL SCALE IN INCHES

FOR REDUCED PLANS

ENGINEERING SERVICES

 

Elev. GWS

Date measured

Blows per foot(Using 28 lb handhammer with a12" free fall)

Refusal

500

P

60

P

30

Pulled Pipe

Sampletaken

Description of materials

Ground water

surface

Date

GWS

400 VS

2.4 35 1.4

Casing drivenSize of SamplerPenetration Index(Using a 140 lbhammer with a 30"drop, or as noted)Unconfinedcompressivestrength (T/sq ft)Shear Strength(lbs/sq ft)

Vane Shear

Description of material

Unit weight (lb/cu ft)

% Moisture

Conformable material changeEstimated material changeUnconformable material change

Consolidation test 103 64 C

No count recordedPushed

2

100 200 300 0 2 4 6

Pressure measured

on tip element

(10 cm area)

2

Cone Penetrometer dimensions and testing procedures arein accordance with ASTM standard D 3441-79, or as noted.

OGS LOG OF TEST BORINGS SHEET (ENGLISH) (REV. 5/25/07)

I.G-Remmen

FILE => mojave-v

DESIGN BRANCH

UNIT:

PROJECT NUMBER & PHASE:

x

BRIDGE NO.

POST MILE

X X

SHEET OF

CONTRACT NO.:

REVISION DATES

 

LOG OF TEST BORINGS

MATERIALS & GEOTECHNICAL SVCS

3643

COBBLES and/orBOULDERS

Driving rate in seconds per foot (using a No. 2 McKieman-Terry air hammer at 115 psi or as noted)

Pressure measured along sleeve friction element (150 cm area) divided by pressure measured on tip element.

DIVISION OF ENGINEERING SERVICES

STRUCTURE DESIGN

DISREGARD PRINTS BEARING

EARLIER REVISION DATES

Elev

Elev 

2690

2680

2670

2660

2650

2640

2630

2620

2610

2600

 MOJAVE RIVER BRIDGE (WIDEN) 

E. Neupert, F. Gerami

43.8

7 OF 11

54-0483

08000006211 08-355561

2590

28 1.4

16 1.4

20 1.4

39 1.4

34 1.4

30 1.4

22 1.4

25 1.4

70 1.4

33 1.4

18 1.4

27 1.4

32 1.4

32 1.4

B-8-01

11-15-01

NC

3

6

7

7

7

7

11

6

4

3

3

2

3

2

4

7

12

7

7

8

6

10

26

13

43

83

30

55

24

28

42

44

41

96

102

85

83

82

117

115

145

100 200 300

B-16-01

11-6-01

13 1.4

15 1.4

23 1.4

19 1.4

20 1.4

26 1.4

30 1.4

20 1.4

68 1.4

36 1.4

62 1.4

37 1.4

37 1.4

31 1.4

28 1.4

65 1.4

33 1.4

B-4-01

10-30-01

Poorly-graded SAND (SP), loose, dark gray, moist to wet,

predominantly fine grained with some medium grained SAND.

Well-graded SAND (SW), medium dense, gray, moist to wet,

fine to coarse SAND with trace fine to coarse GRAVELS.

Poorly-graded SAND (SP), medium dense, dark greenish gray,

wet, predominantly fine to medium grained with trace coarse

SAND.

Well-graded SAND (SW), dense, yellowish brown, moist to

wet, fine to coarse SAND, trace fine GRAVELS.

Poorly-graded SAND (SP), medium dense, yellowish brown,

moist to wet, predominantly fine to medium grained.

Well-graded SAND with GRAVEL (SW), dense, gray, moist to wet, fine 

to coarse SAND and GRAVELS.

Poorly-graded SAND (SP), medium dense, gray, moist to wet, fine

grained SAND, trace fine to coarse GRAVEL.

10-31-01

300/0.8

Minor amount of SILT content at Elev 2655.6’.

Becomes very dense at Elev 2625.6’.

Trace fine GRAVELS at Elev 2604.1’.

Becomes medium dense, color changes to dark gray at Elev 2684.4’.

GWS Elev 2690.3’

2691.1’ 2691.5’ 2690.9’ 2690

2680

2670

2660

2650

2640

2630

2620

2610

2600

2590

4 1.4

5 1.4

9 1.4

7 1.4

3.7 3.7

Becomes dense at Elev 2665.6’.

Becomes very dense at Elev 2645.6’, trace coarse GRAVEL.

Becomes dense at Elev 2640.6’.

Color changes to dark yellowish brown at Elev 2629.6’.

Becomes dense at Elev 2610.6’.

Well-graded SAND (SW), very loose, gray, moist to wet, fine 

to coarse grained SAND with scattered fine GRAVELS.

A single coarse granitic GRAVEL piece at Elev 2673.9’.

Poorly-graded SAND (SP), medium dense, gray, moist to wet, fine 

to medium grained SAND.

Contains minor SILT between Elev 2659.9’ and 2658.9’, color

changes to dark greenish gray at Elev 2659.9’, no GRAVELS.

Slightly increase in grain size between Elev 2647.9’ and 2646.4’.

Becomes medium dense at Elev 2644.9’.

Becomes very dense at Elev 2639.9’, trace fine GRAVELS.

Trace yellowish brown mottling at Elev 2634.9’

Well-graded SAND (SW), very dense, dark yellowish brown, moist to

wet, fine to medium SAND with trace fine to coarse GRAVELS.

Color changes to yellowish brown at Elev 2623.4’.

Becomes dense at Elev 2614.9’.

Coarse granitic GRAVELS at Elev 2610.2’ to 2609.9’.

Becomes very dense at Elev 2604.9’.

Becomes dense at Elev 2599.9’.

FOR PLAN VIEW, SEE

"LOG OF TEST BORINGS 3 OF 11"

PROFILE

Horiz: 1" = 10’

188+00

Vert: 1" = 10’

138’ Lt Sta 188+28.5 • Rte 15

87’ Rt Sta 188+45.0 • Rte 15

88.5’ Rt Sta 188+90.5 • Rte 15

189+00

A. Wardak

08-07-13

 

DIST COUNTY ROUTE

TOTAL PROJECT

POST MILES SHEET

No.

TOTAL

SHEETS

REGISTERED CIVIL ENGINEER DATE

PLANS APPROVAL DATE

The State of California or its officers or agents

shall not be responsible for the accuracy or

completeness of electronic copies of this plan sheet.

No.

Exp.

CIVIL

E G I T E R D P R O F S S O N A L E N G I N

STATE O ALI F O R NIA

R

S

E

E I E E R

F C

08 SBd 15

C59016

Hassan Ibrahim

6-30-15

Well-graded SAND (SW), loose, gray, moist to wet, fine to 

coarse SAND.

Becomes dense at Elev 2654.9’, minor SILT.

One 0.03" coarse GRAVEL piece at Elev 2607.9’.

8-14-13

Page A - 166
DRAWN BY

SAMPLE BORING(DRY)ROTARY SAMPLEBORING (WET)AUGER BORING(DRY)

TEST PIT

DIAMOND COREBORING

ELECTRONIC CONEPENETROMETER

Size

Size

Size Size Size Top Hole El. (S) (S)

SAMPLE BORING

(DRY)

GWS

Date measured

Boring Date Boring Date Boring Date

Boring Date

NCP2446103717569158656043113154

180/

0-

9

100 200

Location 

Location 

Location 

Location B-No.

Tip Bearing (TSF)

Top Hole El. Top Hole El.

Top Hole El.

Friction Ratio (%)

ELECTRONIC CONE

PENETROMETER TEST

B-No. B-No.

B-No.

2 ‡" CONEPENETROMETER

2 ‡" CONE

PENETRATION BORING

LEGEND OF BORING OPERATIONS

1"

3"

JET BORING

ROTARY SAMPLE

BORING (WET)

CALIFORNIA

STATE OF

CHECKED BY DEPARTMENT OF TRANSPORTATION 

FIELD INVESTIGATION BY:

0 2 3

LEGEND OF EARTH MATERIALS

GRAVELSAND

SILT

CLAYSANDY CLAY orCLAYEY SANDSANDY SILT orSILTY SAND

SILTY CLAY

CLAYEY SILTPEAT and/orORGANIC MATTER

IGNEOUS ROCK

SEDIMENTARYROCK

METAMORPHIC

According to the Standard Penetration Test

CONSISTENCY CLASSIFICATION

 FOR SOILS

Granular Cohesive

NOTE: Classification of earth material as shown on this sheet is based upon field inspection and is not to be construed to imply mechanical analysis.

Very SoftSoftMedium stiffStiffVery StiffHardVery Hard

SPT

N-Value(Blows/

foot)

SPT

N-Value(Blows/

foot)

<2

2-4

5-8

9-15

16-3031-60

>60

Very LooseLooseMedium DenseDenseVery Dense

0-4

5-10

11-3031-50

>50

FILE => mojave-v

TIME PLOTTED => DATE PLOTTED => 11:40 14-AU USERNAME => s1169

ORIGINAL SCALE IN INCHES

FOR REDUCED PLANS

ENGINEERING SERVICES

 

Elev. GWS

Date measured

Blows per foot(Using 28 lb handhammer with a12" free fall)

Refusal

500

P

60

P

30

Pulled Pipe

Sampletaken

Description of materials

Ground water

surface

Date

GWS

400 VS

2.4 35 1.4

Casing drivenSize of SamplerPenetration Index(Using a 140 lbhammer with a 30"drop, or as noted)Unconfinedcompressivestrength (T/sq ft)Shear Strength(lbs/sq ft)

Vane Shear

Description of material

Unit weight (lb/cu ft)

% Moisture

Conformable material changeEstimated material changeUnconformable material change

Consolidation test 103 64 C

No count recordedPushed

2

100 200 300 0 2 4 6

Pressure measured

on tip element

(10 cm area)

2

Cone Penetrometer dimensions and testing procedures arein accordance with ASTM standard D 3441-79, or as noted.

OGS LOG OF TEST BORINGS SHEET (ENGLISH) (REV. 5/25/07)

I.G-Remmen

FILE => mojave-v

DESIGN BRANCH

UNIT:

PROJECT NUMBER & PHASE:

x

BRIDGE NO.

POST MILE

X X

SHEET OF

CONTRACT NO.:

REVISION DATES

 

LOG OF TEST BORINGS

MATERIALS & GEOTECHNICAL SVCS

3643

COBBLES and/orBOULDERS

Driving rate in seconds per foot (using a No. 2 McKieman-Terry air hammer at 115 psi or as noted)

Pressure measured along sleeve friction element (150 cm area) divided by pressure measured on tip element.

DIVISION OF ENGINEERING SERVICES

STRUCTURE DESIGN

DISREGARD PRINTS BEARING

EARLIER REVISION DATES

Elev

Elev 

2690

2680

2670

2660

2650

2640

2630

2620

2610

2600

 MOJAVE RIVER BRIDGE (WIDEN) 

E. Neupert, F. Gerami

43.8

8 OF 11

54-0483

08000006211 08-355561

2590

2690

2680

2670

2660

2650

2640

2630

2620

2610

2600

2590

11-1-01 11-7-01

Fine to medium grained SAND, no GRAVELS.

Trace fine to coarse GRAVELS.

11-1-01

11-6-01

2691.5’ 2691.2’ 2691.0’

GWS Elev 2690.6’

GWS Elev 2690.9’

B-6-01

Well-graded SAND (SW), loose, gray, wet, fine to coarse SAND.

3.7 3.7

B-5-01

Well-graded SAND (SW), loose, light brownish gray,

wet, fine to coarse SAND with trace fine GRAVELS.

B-14-01

Becomes medium dense at Elev 2685.2’.

COBBLES and coarse GRAVELS at Elev 2666.2’.

Becomes very dense at Elev 2650.2’.

Color changes to yellowish brown at Elev 2631.2’.

Becomes very dense at Elev 2629.7’.

Becomes medium dense at Elev 2620.2’.

Becomes very dense at Elev 2615.2’.

Becomes medium dense at Elev 2620.3’.

Becomes very dense at Elev 2615.3’.

Becomes medium dense at Elev 2605.3’.

Becomes very dense at Elev 2600.4’.

Becomes dense at Elev 2675.2’.

Poorly-graded SAND (SP), medium dense, dark greenish gray, 

moist, fine grained SAND, minor SILT, trace fine to coarse 

GRAVEL.

Becomes dense at Elev 2660.2’.

Poorly-graded SAND (SP), medium dense, dark gray, wet, fine 

to medium SAND, trace fine GRAVEL.

Well-graded SAND (SW), dense, dark gray, wet, fine to coarse 

SAND with minor fine to coarse GRAVELS.

Well-graded SAND (SW), dense, dark grayish brown, moist to 

wet, fine to coarse SAND, trace fine GRAVELS.

Becomes dense at Elev 2610.2’.

300 200 100

300/0.78

11-6-01

Poorly-graded SAND with SILT (SP-SM), loose, dark gray, wet, fine 

grained SAND, trace fine to coarse GRAVEL.

Well-graded SAND (SW), loose, gray, wet, fine to coarse SAND, with

fine to coarse GRAVELS.

Well-graded SAND (SW), very dense, dark greenish gray, moist to wet, 

fine to coarse SAND and trace fine GRAVELS, minor SILT.

Becomes very dense at Elev 2630.3’, color changes to yellowish 

brown, predominantly fine to medium grained SAND.

13 1.4

18 1.4

33 1.4

E83 1.4

20 1.4

22 1.4

25 1.4

42 1.4

27 1.4

27 1.4

38 1.4

39 1.4

19 1.4

45 1.4

30 1.4

32 1.4

29 1.4

6 1.4

5 1.4

6 1.4

21 1.4

18 1.4

25 1.4

28 1.4

47 1.4

41 1.4

42 1.4

28 1.4

73 1.4

26 1.4

19 1.4

36 1.4

27 1.4

18 1.4

48 1.4

Becomes dense at Elev 2670.3’.

Poorly-graded SAND with SILT (SP-SM), medium dense, dark gray, 

wet, fine grained SAND.

Color changes to dark greenish gray at Elev 2663’.

Becomes dense at Elev 2660.3’.

Becomes very dense at Elev 2650.4’, SILT.

Becomes dense at Elev 2635.3’.

Becomes dense at Elev 2610.3’.

FOR PLAN VIEW, SEE

"LOG OF TEST BORINGS 3 OF 11"

PROFILE

Horiz: 1" = 10’

Vert: 1" = 10’

90.2’ Rt. Sta 189+14.0 C/L Rte 15

57.4’ Lt. Sta 189+40.3 C/L Rte 15

95.1’Lt Sta 189+61.6 C/L Rte 15

189+00 190+00 191+00

35 1.4

3

3

3

3

7

7

8

10

6

10

10

10

10

10

10

12

12

6

25

75

35

27

45

110

37

45

73

58

120

85

105

83

175

218

175

0.5

0.5

0.5

5

A. Wardak

08-07-13

 

DIST COUNTY ROUTE

TOTAL PROJECT

POST MILES SHEET

No.

TOTAL

SHEETS

REGISTERED CIVIL ENGINEER DATE

PLANS APPROVAL DATE

The State of California or its officers or agents

shall not be responsible for the accuracy or

completeness of electronic copies of this plan sheet.

No.

Exp.

CIVIL

E G I T E R D P R O F S S O N A L E N G I N

STATE O ALI F O R NIA

R

S

E

E I E E R

F C

08 SBd 15

C59016

Hassan Ibrahim

6-30-15

8-14-13

Page A - 167
DRAWN BY

SAMPLE BORING(DRY)ROTARY SAMPLEBORING (WET)AUGER BORING(DRY)

TEST PIT

DIAMOND COREBORING

ELECTRONIC CONEPENETROMETER

Size

Size

Size Size Size Top Hole El. (S) (S)

SAMPLE BORING

(DRY)

GWS

Date measured

Boring Date Boring Date Boring Date

Boring Date

NCP2446103717569158656043113154

180/

0-

9

100 200

Location 

Location 

Location 

Location B-No.

Tip Bearing (TSF)

Top Hole El. Top Hole El.

Top Hole El.

Friction Ratio (%)

ELECTRONIC CONE

PENETROMETER TEST

B-No. B-No.

B-No.

2 ‡" CONEPENETROMETER

2 ‡" CONE

PENETRATION BORING

LEGEND OF BORING OPERATIONS

1"

3"

JET BORING

ROTARY SAMPLE

BORING (WET)

CALIFORNIA

STATE OF

CHECKED BY DEPARTMENT OF TRANSPORTATION 

FIELD INVESTIGATION BY:

0 2 3

LEGEND OF EARTH MATERIALS

GRAVELSAND

SILT

CLAYSANDY CLAY orCLAYEY SANDSANDY SILT orSILTY SAND

SILTY CLAY

CLAYEY SILTPEAT and/orORGANIC MATTER

IGNEOUS ROCK

SEDIMENTARYROCK

METAMORPHIC

According to the Standard Penetration Test

CONSISTENCY CLASSIFICATION

 FOR SOILS

Granular Cohesive

NOTE: Classification of earth material as shown on this sheet is based upon field inspection and is not to be construed to imply mechanical analysis.

Very SoftSoftMedium stiffStiffVery StiffHardVery Hard

SPT

N-Value(Blows/

foot)

SPT

N-Value(Blows/

foot)

<2

2-4

5-8

9-15

16-3031-60

>60

Very LooseLooseMedium DenseDenseVery Dense

0-4

5-10

11-3031-50

>50

FILE => mojave-v

TIME PLOTTED => DATE PLOTTED => 11:40 14-AU USERNAME => s1169

ORIGINAL SCALE IN INCHES

FOR REDUCED PLANS

ENGINEERING SERVICES

 

Elev. GWS

Date measured

Blows per foot(Using 28 lb handhammer with a12" free fall)

Refusal

500

P

60

P

30

Pulled Pipe

Sampletaken

Description of materials

Ground water

surface

Date

GWS

400 VS

2.4 35 1.4

Casing drivenSize of SamplerPenetration Index(Using a 140 lbhammer with a 30"drop, or as noted)Unconfinedcompressivestrength (T/sq ft)Shear Strength(lbs/sq ft)

Vane Shear

Description of material

Unit weight (lb/cu ft)

% Moisture

Conformable material changeEstimated material changeUnconformable material change

Consolidation test 103 64 C

No count recordedPushed

2

100 200 300 0 2 4 6

Pressure measured

on tip element

(10 cm area)

2

Cone Penetrometer dimensions and testing procedures arein accordance with ASTM standard D 3441-79, or as noted.

OGS LOG OF TEST BORINGS SHEET (ENGLISH) (REV. 5/25/07)

I.G-Remmen

FILE => mojave-v

DESIGN BRANCH

UNIT:

PROJECT NUMBER & PHASE:

x

BRIDGE NO.

POST MILE

X X

SHEET OF

CONTRACT NO.:

REVISION DATES

 

LOG OF TEST BORINGS

MATERIALS & GEOTECHNICAL SVCS

3643

COBBLES and/orBOULDERS

Driving rate in seconds per foot (using a No. 2 McKieman-Terry air hammer at 115 psi or as noted)

Pressure measured along sleeve friction element (150 cm area) divided by pressure measured on tip element.

DIVISION OF ENGINEERING SERVICES

STRUCTURE DESIGN

DISREGARD PRINTS BEARING

EARLIER REVISION DATES

Elev

Elev 

2690

2680

2670

2660

2650

2640

2630

2620

2610

2600

 MOJAVE RIVER BRIDGE (WIDEN) 

E. Neupert, F. Gerami

43.8

9 OF 11

54-0483

08000006211 08-355561

2690

2680

2670

2660

2650

2640

2630

2620

2610

2600

NC

NC

NC

2

2

3

3

7

3

3

5

4

6

7

11

15

20

46

20

18

36

45

85

17

47

84

65

45

30

40

85

145

130

75

210

280

100 200 300 11-6-01

2695’

12-13-01

12-5-01

Poorly-graded SAND (SP), medium dense, gray, wet, fine to medium 

grained.

Well-graded SAND with GRAVEL (SW), medium dense, gray, wet, fine to 

coarse SAND, scattered subrounded coarse GRAVELS and COBBLES.

Poorly-graded SAND (SP), very dense, dark greenish gray, moist to 

wet, fine to medium grained, with trace medium to coarse SAND.

300/0.7

3.7

3.7

Poorly-graded SAND (SP), medium dense, dark greenish gray,

moist, predominantly fine to medium grained SAND, trace 

intensely weathered to decomposed GRAVEL granitic clasts.

Well-graded SAND (SW), medium dense, gray, moist to wet, 

fine to coarse SAND with fine to coarse granitic GRAVELS.

Well-graded SAND (SW), loose, gray, dry to moist, fine 

to coarse grained SAND with scattered fine to coarse 

GRAVELS.

2691.2’

2693.1’

19 1.4

11 1.4

28 1.4

25 1.4

20 1.4

19 1.4

47 1.4

32 1.4

42 1.4

51 1.4

22 1.4

39 1.4

25 1.4

23 1.4

20 1.4

29 1.4

57 1.4

16 1.4

14 1.4

51 1.4

22 1.4

24 1.4

25 1.4

56 1.4

23 1.4

27 1.4

58 1.4

20 1.4

25 1.4

19 1.4

21 1.4

17 1.4

29 1.4

6 1.4

6 1.4

8 1.4

Becomes dense at Elev 2675’.

Scattered coarse GRAVELS and COBBLES to Approx 6" in 

diameter at Approx Elev 2672’.

Becomes medium dense at Approx Elev 2664’.

Becomes very dense at Approx Elev 2654’.

Becomes very dense at Elev 2644’.

Color changes to yellowish brown at Elev 2642.5’.

Becomes very dense at Approx Elev 2634’.

Becomes very dense at Approx Elev 2629’.

Becomes dense at Approx Elev 2624’.

Becomes medium dense at Approx Elev 2614’.

Becomes dense at Approx Elev 2609’.

Decomposed granite GRAVEL piece Approx 3" in diameter 

at Elev 2604.5’.

Poorly-graded SAND (SP), dense, dark greenish gray, moist 

to wet, predominantly fine grained SAND with some SILT.

Predominantly fine to medium grained SAND, becomes dense 

at Approx Elev 2649’.

B-13-01

B-10-01

COBBLE piece 6" long at Approx Elev 2668.1’.

Becomes dense at Elev 2662.1’.

Becomes very dense at Elev 2647.1’.

Becomes dense at Elev 2642.1’.

Color changes to yellowish brown at Approx Elev 2640.6’.

Becomes medium dense at Elev 2627.1’.

Becomes very dense at Elev 2632.1’.

Becomes dense at Elev 2622.1’.

Trace fine to coarse GRAVELS at Elev 2619.1’.

Becomes medium dense at Elev 2617.1’.

Becomes dense at Elev 2612.1’.

Becomes medium dense at Elev 2607.1’

Becomes dense at Elev 2602.1’.

FOR PLAN VIEW, SEE

"LOG OF TEST BORINGS 3 OF 11"

PROFILE

Horiz: 1" = 10’

Vert: 1" = 10’

82’ Rt Sta 190+21.5 C/L Rte. 15

39.5’ Lt Sta 189+86.0 C/L Rte. 15

116.5’ Lt Sta 190+86.5 C/L Rte. 15

189+75 190+00 191+00 192+00

B-15-01

A. Wardak

08-07-13

 

DIST COUNTY ROUTE

TOTAL PROJECT

POST MILES SHEET

No.

TOTAL

SHEETS

REGISTERED CIVIL ENGINEER DATE

PLANS APPROVAL DATE

The State of California or its officers or agents

shall not be responsible for the accuracy or

completeness of electronic copies of this plan sheet.

No.

Exp.

CIVIL

E G I T E R D P R O F S S O N A L E N G I N

STATE O ALI F O R NIA

R

S

E

E I E E R

F C

08 SBd 15

C59016

Hassan Ibrahim

6-30-15

Well-graded SAND (SW), loose, gray, dry to moist, with scattered 

fine to coarse GRAVELS.

8-14-13

Page A - 168
DRAWN BY

SAMPLE BORING(DRY)ROTARY SAMPLEBORING (WET)AUGER BORING(DRY)

TEST PIT

DIAMOND COREBORING

ELECTRONIC CONEPENETROMETER

Size

Size

Size Size Size Top Hole El. (S) (S)

SAMPLE BORING

(DRY)

GWS

Date measured

Boring Date Boring Date Boring Date

Boring Date

NCP2446103717569158656043113154

180/

0-

9

100 200

Location 

Location 

Location 

Location B-No.

Tip Bearing (TSF)

Top Hole El. Top Hole El.

Top Hole El.

Friction Ratio (%)

ELECTRONIC CONE

PENETROMETER TEST

B-No. B-No.

B-No.

2 ‡" CONEPENETROMETER

2 ‡" CONE

PENETRATION BORING

LEGEND OF BORING OPERATIONS

1"

3"

JET BORING

ROTARY SAMPLE

BORING (WET)

CALIFORNIA

STATE OF

CHECKED BY DEPARTMENT OF TRANSPORTATION 

FIELD INVESTIGATION BY:

0 2 3

LEGEND OF EARTH MATERIALS

GRAVELSAND

SILT

CLAYSANDY CLAY orCLAYEY SANDSANDY SILT orSILTY SAND

SILTY CLAY

CLAYEY SILTPEAT and/orORGANIC MATTER

IGNEOUS ROCK

SEDIMENTARYROCK

METAMORPHIC

According to the Standard Penetration Test

CONSISTENCY CLASSIFICATION

 FOR SOILS

Granular Cohesive

NOTE: Classification of earth material as shown on this sheet is based upon field inspection and is not to be construed to imply mechanical analysis.

Very SoftSoftMedium stiffStiffVery StiffHardVery Hard

SPT

N-Value(Blows/

foot)

SPT

N-Value(Blows/

foot)

<2

2-4

5-8

9-15

16-3031-60

>60

Very LooseLooseMedium DenseDenseVery Dense

0-4

5-10

11-3031-50

>50

FILE => mojave-v

TIME PLOTTED => DATE PLOTTED => 11:40 14-AU USERNAME => s1169

ORIGINAL SCALE IN INCHES

FOR REDUCED PLANS

ENGINEERING SERVICES

 

Elev. GWS

Date measured

Blows per foot(Using 28 lb handhammer with a12" free fall)

Refusal

500

P

60

P

30

Pulled Pipe

Sampletaken

Description of materials

Ground water

surface

Date

GWS

400 VS

2.4 35 1.4

Casing drivenSize of SamplerPenetration Index(Using a 140 lbhammer with a 30"drop, or as noted)Unconfinedcompressivestrength (T/sq ft)Shear Strength(lbs/sq ft)

Vane Shear

Description of material

Unit weight (lb/cu ft)

% Moisture

Conformable material changeEstimated material changeUnconformable material change

Consolidation test 103 64 C

No count recordedPushed

2

100 200 300 0 2 4 6

Pressure measured

on tip element

(10 cm area)

2

Cone Penetrometer dimensions and testing procedures arein accordance with ASTM standard D 3441-79, or as noted.

OGS LOG OF TEST BORINGS SHEET (ENGLISH) (REV. 5/25/07)

I.G-Remmen

FILE => mojave-v

DESIGN BRANCH

UNIT:

PROJECT NUMBER & PHASE:

x

BRIDGE NO.

POST MILE

X X

SHEET OF

CONTRACT NO.:

REVISION DATES

 

LOG OF TEST BORINGS

MATERIALS & GEOTECHNICAL SVCS

3643

COBBLES and/orBOULDERS

Driving rate in seconds per foot (using a No. 2 McKieman-Terry air hammer at 115 psi or as noted)

Pressure measured along sleeve friction element (150 cm area) divided by pressure measured on tip element.

DIVISION OF ENGINEERING SERVICES

STRUCTURE DESIGN

DISREGARD PRINTS BEARING

EARLIER REVISION DATES

Elev

Elev 

2690

2680

2670

2660

2650

2640

2630

2620

2610

2600

 MOJAVE RIVER BRIDGE (WIDEN) 

E. Neupert, F. Gerami

43.8

10 OF 11

54-0483

08000006211 08-355561

2690

2680

2670

2660

2650

2640

2630

2620

2610

2600

18 1.4

34 1.4

51 1.4

28 1.4

32 1.4

31 1.4

28 1.4

30 1.4

31 1.4

28 1.4

24 1.4

13 1.4

21 1.4

B-12-01

17 1.4

26 1.4

60 1.4

23 1.4

30 1.4

44 1.4

29 1.4

19 1.4

34 1.4

26 1.4

16 1.4

32 1.4

24 1.4

31 1.4

31 1.4

42 1.4

41 1.4

B-11-01

B-1-01

23 1.4

10 1.4

11 1.4

20 1.4

31 1.4

E150 1.4

46 1.4

E191 1.4

41 1.4

55 1.4

39 1.4

33 1.4

26 1.4

34 1.4

42 1.4

E104 1.4

2692.8’

Well-graded SAND (SW), loose, 

gray, dry to moist, fine to 

coarse SAND with scattered 

fine to coarse GRAVELS.

Poorly-graded SAND with SILT (SP-SM), very 

loose, dark greenish gray, moist to wet,

predominantly fine grained.

Poorly-graded SAND (SP), very dense, dark 

greenish gray, moist to wet, fine grained 

SAND, trace fine GRAVEL.

4 1.4

4 1.4

1 1.4

1 1.4

4 1.4

2 1.4

35 1.4

4"

3.7 3.7

2692.1’

2695.2’

Becomes medium dense at Elev 2666.8’.

Fine to medium grained SAND beginning at 

Approx Elev 2651.8’.

Color changes to yellowish brown at Elev 

2646.8’, becomes dense.

Becomes medium dense at Approx Elev 

2606.8’.

Becomes dense at Elev 2601.8’.

12-12-01 12-6-01

10-23-01

Poorly-graded SAND (SP), medium dense, dark greenish 

gray, moist to wet, fine to medium grained.

Becomes dense at Elev 2676.2’.

Well-graded SAND (SW), very dense, greenish gray, 

moist to wet, with fine to coarse SAND and 

GRAVELS.

Becomes very dense at Elev 2656.3’.

Become dense at Elev 2651.2’.

Becomes medium dense, color changes to olive 

brown at Approx Elev 2647’.

Becomes very dense, color changes to yellowish 

brown at Approx Elev 2642.1’.

Scattered coarse SAND grains beginning at 

Approx Elev 2640.1’.

Well-graded SAND (SW), loose, gray, dry to moist, 

fine to coarse SAND with scattered fine to coarse 

GRAVELS.

Poorly-graded SAND (SP), dense, dark greenish gray, 

moist to wet, fine to medium grained, minor SILT.

Well-graded SAND (SW), medium dense, light gray, dry, 

medium to coarse grained.

SILTY SAND (SM), loose, dark brown, trace CLAY, wet.

Poorly-graded SAND (SP), medium dense, bluish gray, wet, 

fine grained.

SILT (ML), very loose, dark bluish gray, wet.

SILT with SAND (ML), very loose, bluish black, wet.

Well-graded SAND (SW), medium dense, bluish gray, wet, 

with granitic GRAVELS and COBBLES, medium grained. 

Well-graded SAND (SW) very dense, grayish brown, moist 

to wet, fine to medium grained.

Fine to coarse granitic GRAVELS at Elev 2668.9’, dense.

SILTY SAND (SM), medium dense, brown, fine grained, dry.

Trace coarse SAND at Elev 2680.7’. and scattered thin 

 black organic lenses.

Becomes dense at Elev 2628.9’, trace fine granitic 

GRAVELS.

Becomes dense at Elev 2636.2’.

Becomes medium dense at Elev 2631.6’, fine to 

medium grained SAND.

Becomes dense at Approx Elev 2626.2’.

Becomes very dense at Approx Elev 2606.3’.

Trace coarse SAND beginning at Approx Elev 

2605’.

Becomes dense at Elev 2648.9’, trace fine GRAVELS.

Becomes very dense at Elev 2643.9’.

Becomes dense at Elev 2638.9’.

Color change to yellowish brown at Elev 2637’.

Becomes very dense at Elev 2633.9’.

Becomes medium dense at Elev 2618.9’.

Becomes dense at Elev 2613.9’.

Becomes very dense at Elev 2603.9’.

90’ Rt Sta 191+23 C/L Rte 15

51’ Lt Sta 191+57.0 C/L Rte 15

157.5’ Lt Sta 192+88.0 C/L Rte 15

FOR PLAN VIEW, SEE

"LOG OF TEST BORINGS 3 OF 11"

PROFILE

Horiz: 1" = 10’

Vert: 1" = 10’

191+00 192+00 193+00

3.7

A. Wardak

08-07-13

 

DIST COUNTY ROUTE

TOTAL PROJECT

POST MILES SHEET

No.

TOTAL

SHEETS

REGISTERED CIVIL ENGINEER DATE

PLANS APPROVAL DATE

The State of California or its officers or agents

shall not be responsible for the accuracy or

completeness of electronic copies of this plan sheet.

No.

Exp.

CIVIL

E G I T E R D P R O F S S O N A L E N G I N

STATE O ALI F O R NIA

R

S

E

E I E E R

F C

08 SBd 15

C59016

Hassan Ibrahim

6-30-15

8-14-13

Page A - 169
Page A - 170
Page A - 171

Stoddard Wells Road
Page A - 172
Page A - 173

Cement Company Road UC
Page A - 174
Page A - 175
Page A - 176

Bell Mountain Wash
Page A - 177
Page A - 178
Page A - 179
Page A - 180
Page A - 181
Page A - 182
Page A - 183
Page A - 184

North Victorville UP
Page A - 185
Page A - 186
APPENDIX B

LOCATIONS OF PROPOSED STRUCTURES
STA 12280+00 to 11800+00

STA 12617+00 to 12280+00

1.V_BEGIN

VIADUCT

2.UP_ARROW

ROUTE UC/DAY

CANYON CHANNEL

BRIDGE

3.V_EXIT

VIADUCT 4.UP_ETIWANDA

AVENUE UC

10.T/RW_SR-210 /

I-15 SEPARATION

9.T/RW_E210-N15

CONNECTOR /

I-15 SEPARATION

8.UP_EAST

ETIWANDA CREEK

7.UP_VICTORIA

STREET UC

5.UP_BASELINE 6.UP_ETIWANDA OH

ROAD UC

11.T_S15-E210

CONNECTOR

SEPARATION

12.T/RW_W210-S15

CONNECTOR / I-15

SEPARATION

13.UP_CHERRY

AVENUE UC

14.T/RW_SUMMIT AVE OC

15.T/RW_DUNCAN

CANYON ROAD OC

17.UP_LYTLE

CREEK BRIDGE

16.UP_SIERRA

AVENUE UC 18.UP_GLEN HELEN

PARKWAY UC

19.UP_GLEN HELEN

ROAD UC

20.UP_DEVORE

OVERHEAD

21.UP_CAJON

CREEK

22.UP_N15 / S215

SEPARATION

23.UP_KENWOOD

AVENUE UC

N

N

--- Viaduct (V) --- Underpass (UP) --- Trench (T) --- Siderunning Trench (T/SR)

07/31/20
STA 11800+00 to 11310+00

STA 11310+00 to 10870+00

24.UP_OAKIE

FLATS ROAD UC

25.UP_CLEGHORN

CREEK

28.UP_CLEGHORN

ROAD UC

27.UP_BRUSH

CREEK BRIDGE

26.UP_DEBRIS

CONE CREEK

BRIDGE

29.UP_EAST

FORK CAJON

CREEK

30.T/RW_ROUTE 138 /

I15 SEPARATION (OC)

31.UP_GISH

OVERHEAD

34.UP_SOUTH

FOREST ROAD UC

33.UP_NORTH

ALRAY OH

32.UP_ALRAY

OVERHEAD

36.T/RW_OAK

HILL ROAD OC

37.T/RW_RANCHERO

ROAD OC 39.T/R_N15-N395

CONNECTOR OC

38.UP_WEST

HESPERIA OH

40.T/R_JOSHUA

STREET OC

41.T/RW_MAIN

STREET OC

42.UP_CALIFORNIA

AQUEDUCT

N

N

35.UP_BRIDGE

OVER EXISTING RD

--- Viaduct (V) --- Underpass (UP) --- Trench (T) --- Siderunning Trench (T/SR)

07/31/20
STA 10870+00 to 10430+00

STA 10430+00 to 10017+00

43.T_BEAR VALLEY

CUTOFF OC

44.T/RW_LA MESA

RD/NISQUALLI RD OC

47.T/R_MOJAVE

DRIVE OC

46.T/RW_ROY ROGERS

DRIVE OC

45.T/RW_SR18/I15

SEPARATION

48.V_ENTRANCE

VIADUCT

52.T/SR_NORTH

VICTORVILLE UP

51.UP_BRIDGE

OVER RAMP

50.UP_BELL

MOUNTAIN WASH

49.UP_CEMENT

CO. UC

N

N

--- Viaduct (V) --- Underpass (UP) --- Trench (T) --- Siderunning Trench (T/SR)

07/31/20