Excerpts_from_FINAL_GeoReport_2014.pdf

PDF 10 MB Posted Apr 8, 2015

Attached to: Replace 13th Street Bridge over the Santa Ynez, River, Vandenberg AFB, Santa Barbara County, CA.
Solicitation number: W912PL-15-R-0012
Issued by: Department of the Army Corps of Engineers Engineering District Los Angeles

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Excerpts from Report of Final Geotechnical Investigation for the subject project prepared by GENTERRA Consultants Inc. dated 7/25/2014 including geotechnical exploration data logs and lab results. This is provided For Information Only and is not a contract document.

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U.S. Army Corps of Engineers

Vandenberg Air Force Base

REPORT OF FINAL

GEOTECHNICAL INVESTIGATION

PROPOSED REPLACE 13th STREET BRIDGE PROJECT

AT VANDENBERG AIR FORCE BASE

SANTA BARBARA COUNTY

CALIFORNIA

Prepared For:

MFDB/KASL A+E CONSULTANTS, LLC

111 Scripps Drive

Sacramento, California 95814

Prepared By:

GENTERRA CONSULTANTS, INC.

Irvine, California

Project No. 363-KAS-COE-TO2

July 25, 2014

Final Geotechnical Investigation July 25, 2014 Proposed Replace 13th Street Bridge Project, Vandenberg AFB

363-KAS-COE-TO2-13thStBridge_FinalGeoInvestRpt_072514_Draft 6

4.0 FIELD EXPLORATION

This geotechnical investigation by GENTERRA is a continuation of the previous geotechnical investigation conducted by URS that had been conducted in 2004 and was summarized in the Requirements Document (RD) prepared by URS dated May 2012. This

RD document contains the previous foundation investigation report prepared by URS dated January 11, 2007. Boring logs, results of CPTs and results of laboratory testing from the URS foundation investigation report are presented in Appendix A.

A four-phase geotechnical subsurface investigation is being undertaken by GENTERRA for this project: Phase 1 - Geophysical Survey; Phase 2 - Cone Penetration Tests (CPTs);

Phase 3 - Hollow Stem auger borings and laboratory soil testing, and Phase 4 - Mud rotary wash auger borings and laboratory soil testing. The field work for Phases 1, 2 and 3 was performed by GENTERRA towards the end of January 2014 and the field work for Phase 4 was performed by GENTERRA during the first two weeks of June 2014 after the USACE

401 permit was received from Vandenberg AFB.

Phase 1 – Geophysical Survey

The geophysical survey was performed by Terra Physics under the direction of personnel from GENTERRA. This geophysical survey was performed along four (4) lines (300 feet long each) as shown on Figure 2, Site Plan. Line 1 was placed approximately along the mid-portion and parallel to the river channel. Line 2 was placed close to the river on the north abutment side. Lines 3 and 4 were approximately centered on the currently proposed new abutments. The geophysical survey results are presented in Appendix B.

Phase 2 – Cone Penetration Tests

The Cone Penetration Tests (CPTs) were performed by Kehoe Testing and Engineering under the direction of personnel from GENTERRA. Four (4) cone penetration tests were performed at the project site in and around the proposed bridge replacement. The locations

363-KAS-COE-TO2-13thStBridge_FinalGeoInvestRpt_072514_Draft 7 of these CPTs are shown on Figure 2. The objective of this work was to make assessments of the subsoil conditions. CPT data are valuable tools in the assessment of liquefaction and dynamic settlement. While this data must be supplemented by geotechnical borings and laboratory testing, they remain as valuable tools for making quick assessments of subsurface soil conditions. The CPT results are presented in Appendix C.

Phase 3 - Hollow Stem Auger Borings and Laboratory Testing

Eight (8) Hollow Stem Auger Borings (BH-1 through BH-8) were drilled by 2R Drilling to a depth (below existing ground) of approximately 20 feet each using a truck-mounted drill rig equipped with an 8-inch-diameter hollow stem auger. GENTERRA performed

Standard Penetration Tests (SPTs) in all borings at 5-foot intervals and collected undisturbed samples using Modified California Samplers. Bulk samples of upper soils were collected for compaction tests. Samples collected with both disturbed and undisturbed methods were used to perform laboratory testing to determine the pertinent static physical characteristics of the subsurface materials within the limits of the proposed approach embankments. The results will be used to determine anticipated settlement of approach embankments. The results of Hollow Stem Auger Borings are presented in

Appendix D.

As part of the field work for this geotechnical investigation, GENTERRA collected bulk samples from two potential borrow sites, the Mesa Borrow Pit and the Cross Road Borrow

Pit, for laboratory testing on potential borrow materials.

Laboratory tests were assigned by GENTERRA on selected samples obtained from the borings and the two potential borrow sites to aid in the classification of the soils and to determine the pertinent engineering properties of the foundation soils and potential borrow materials.

363-KAS-COE-TO2-13thStBridge_FinalGeoInvestRpt_072514_Draft 8

The following tests were assigned and performed:

Sieve Analysis Percent Passing No. 200 Sieve Moisture Content Unit Weight Atterberg Limits Direct Shear Consolidation Compaction R-Value Chemical tests

All testing, except chemical tests, were done in general accordance with applicable ASTM specifications. Chemical tests were performed in general accordance with Caltrans Test

Methods. Laboratory test results are presented in Appendix D.

Based on the results of field and laboratory testing of on-site soils, we estimate the infiltration rate to be in the range of one (1) to two (2) inches per hour. This information was requested by the Project Civil Engineer, KASL, for design of LID (LEED) features.

Please note that the infiltration trench should not be located within areas that will be constructed using compacted fill soils.

Phase 4 – Mud Rotary Wash Auger Borings

Two (2) Mud Rotary Wash Auger Borings (BM-1 and BM-2) were drilled by Tri-County

Drilling to a depth (below existing ground) of approximately 225 feet each using a track-mounted drill rig equipped with a 5-inch-diameter mud rotary wash auger. The locations of the borings are shown on Figure 2, Site Plan. GENTERRA performed Standard

Penetration Tests (SPTs) in both borings at 5-foot intervals and collected undisturbed samples using Modified California Samplers and Shelby samplers. Samples collected with both disturbed and undisturbed methods were used to perform laboratory testing to determine the pertinent static physical characteristics of the subsurface materials at or near the vicinity of locations of Piers P-2 and P-3. The results were used for the design of pile foundation Piers P-2 and P-3. The results of Mud Rotary Wash Auger Borings are

363-KAS-COE-TO2-13thStBridge_FinalGeoInvestRpt_072514_Draft 9 presented in Appendix D. Laboratory tests were assigned by GENTERRA on selected samples obtained from the Borings BM-1 and BM-2 to aid in the classification of the soils and to determine the pertinent engineering properties of the foundation soils.

The following tests were assigned and performed:

Sieve Analysis Percent Passing No. 200 Sieve Moisture Content Unit Weight Atterberg Limits Direct Shear Consolidation Chemical tests Unconfined Compression Unconsolidated Undrained Triaxial Compression

All testing, except chemical tests, were done in general accordance with applicable ASTM specifications. Chemical tests were performed in general accordance with Caltrans Test

Methods. Laboratory test results are presented in Appendix D.

LOGS OF LAB TEST BORINGS

GEOPHYSICAL	SURVEY	TO	DELINEATE	SEISMIC	SHEAR	AND	COMPRESSIONAL	VELOCITY	ZONES
REPLACE	13TH	STREET	BRIDGE	OVER	THE	SANTA	YNEZ	RIVER

VANDENBERG AIR FORCE BASE ‐ LOMPOC, CALIFORNIA

Prepared

For:

Prepared

By:

Mr.

Soma

Balachandran,

PhD,

PE,

Mr.

Kerry

Hennon,

PGp‐886

GENTERRA

Consultants,

Incorporated

TERRA

PHYSICS

15375

Barranca

Parkway,

Building

28841

Base

Line

Road

Irvine,

92618

Highland,

92346

GENTERRA	Consultants	Project	No.:	363‐KAS‐TO1
					GENTERRA	Consultants	Subcontract	No.:	01JAN2014
					TERRA	PHYSICS	Project	No.:		13‐45

February 8, 2014

											.
TERRA	PHYSICS	28841	Base	Line	Road	Highland,	CA	92346	phone/fax	(909)862‐0626

TERRAPHYSICS@AOL.COM

GEOPHYSICAL SURVEY LIMITATIONS

Geophysical

exploration

not

exact

science,

only

additional

tool

used

locate

subsurface

material

boundaries

and

measure

their

physical

properties.

TERRA

PHYSICS

not

guarantor

the

services

provided,

but

agrees

perform

services

professional

and

non‐

negligent

manner

and

according

information

and

data

available

us.

Users

this

report

should

recognize

the

extreme

difficulty

locating

undocumented,

subsurface

material

boundaries

due

factors

such

changing

stratigraphy

and

hydrology

and

the

proximity

near‐surface

sources

vibrational

and

electrical

noise.

Data and results presented in this report were compiled from existing geological data and the

current

surveys.

Geophysical

interpretation

subsurface

conditions

from

the

surface

measurements

not

unique.

These

results

represent

reasonable

descriptions

the

geological

conditions

and

are

presented

for

information

only.

The

results

should

verified

direct

investigation

methods.

Complex

subsurface

geology

may

prevent

reliable

extrapolation

these

results

away

from

their

original

measurement

locations.

TERRA PHYSICS reserves the right to review this report’s results when additional information concerning this investigation is available in the future.

											.
TERRA	PHYSICS	28841	Base	Line	Road	Highland,	CA	92346	phone/fax	(909)862‐0626

TERRAPHYSICS@AOL.COM

TABLE OF CONTENTS

Section

No.				Page
1.0	INTRODUCTION	..............................................................................................................................................................	………1
					1.1	Work	Scope	..........................................................................................................................................................................5
					1.2	Survey	Design	......................................................................................................................................................................5
					1.3	Health	And	Safety	Issues	...............................................................................................................................................5
					1.4	Survey	Schedule	.................................................................................................................................................................5

2.0	RESULTS	........................................................................................................................................................................................2
			2.1	Shear	Velocity	Models	.....................................................................................................................................................5
			2.2	Compressional	Velocity	Models	................................................................................................................................5

3.0	DESCRIPTION	OF	SURVEY	PROCEDURES	....................................................................................................................5
						3.1	Equipment	.............................................................................................................................................................................5
						3.2	Shear	Velocity	Survey	.....................................................................................................................................................5
						3.3	Compressional	Velocity	Survey	.................................................................................................................................5

4.0 REFERENCES

LIST

FIGURES

Figure

No.

Work

Plan

Map

Showing

Planned

Field

Activity

Locations

(after

references)

Geophysical

Survey

Location

Map

Seismic

Profile

L‐1

Shear

Velocity

Model

Seismic

Profile

L‐2

Shear

Velocity

Model

Seismic

Profile

L‐3

Shear

Velocity

Model

Seismic

Profile

L‐4

Shear

Velocity

Model

Shear

Velocity

Cross

Section

Seismic

Profile

L‐3

Compressional

Velocity

Model

Seismic

Profile

L‐4

Compressional

Velocity

Model

LIST OF TABLES

Table

No.
	1	Description	Of	Seismic	Profiles	.......................................................................................................................................1
	2	Shear	Velocity	Models	..........................................................................................................................................................2
	3	Compressional	Velocity	Models	.....................................................................................................................................2
	4	IBC	Site	Classification	Table	.............................................................................................................................................2

											.
TERRA	PHYSICS	28841	Base	Line	Road	Highland,	CA	92346	phone/fax	(909)862‐0626

TERRAPHYSICS@AOL.COM

1.0 INTRODUCTION

This

report

describes

the

seismic

survey

conducted

TERRA

PHYSICS

immediately

west

the

current

13th

Street

Bridge

over

the

Santa

Ynez

River

Vandenberg

Air

Force

Base.

The

survey

support

the

on‐

going

GENTERRA

Consultants,

Incorporated

project

evaluate

geotechnical

conditions

for

the

foundation

replacement

bridge.

Report

Section

describes

the

survey

scope

and

design

and

Section

explains

the

results.

Sections

and

describe

survey

procedures

and

list

references.

1.1

Work

Scope

The

Geotechnical

Work

Plan

(GENTERRA

Consultants,

Incorporated,

2014)

describes

two

objectives.

Determine

one

dimensional,

vertical

variations

shear

velocity

depths

30.5

meters

(100

feet)

along

four

profiles.

From

these

results

the

average

Vs30

(Vs100),

International

Building

Code

(IBC)

Site

Classification,

site‐specific

acceleration

response

spectra,

and

liquefaction

potential

will

calculated.

Determine

two

dimensional,

compressional

velocity

cross

sections

depths

about

18.3

meters

(about

feet)

along

two

profiles.

These

results

will

help

interpolate

subsurface

conditions

along

the

new

bridge

alignment

between

boreholes

and

CPT

data

and

estimate

in‐situ

excavatability

for

the

foundation.

1.2

Survey

Design

Figure

shows

the

planned

locations

the

four

seismic

profiles,

boreholes,

and

CPTs.

Figure

shows

the

actual

locations

and

Table

lists

their

coordinates.

Profiles

are

91.4

meters

(300

feet)

long

and

generally

located

(3.0‐12.2

meters

(10‐40

feet)

west

the

current

bridge.

Two

profiles

were

located

near

the

bridge

southern

end.

Profile

L‐1

recorded

shear

velocities

only.

Originally

the

north

end

was

positioned

the

river

possible

and

pass

many

boreholes

and

CPTs.

The

original

location

could

not

accessed

without

significant

brush

removal

this

environmental

sensitive

wetland.

Instead,

the

profile

was

constructed

along

the

dry

river

channel

ENE

direction

and

centered

about

4.6

meters

(15

feet)

west

the

bridge

deck

where

brush

cutting

was

needed.

Profile

did

not

pass

near

any

boreholes

CPTs.

Profile

L‐3

recorded

shear

and

compressional

velocities.

was

near

the

planned

southern

abutment

and

passed

near

URS

CPT‐1

and

new

Boreholes

new

CPT‐1,

and

the

newly

moved

CPT‐2.

Two

profiles

were

located

near

the

bridge

northern

end.

Profile

L‐2

recorded

shear

velocities

only.

The

southern

end

was

located

near

the

river

rip‐rap

boulders

possible.

Profile

passed

URS

Borehole

B‐3

and

CPT‐2

and

new

Borehole

BM‐2

and

CPT‐3.

Profile

L‐4

recorded

shear

and

compressional

velocities.

was

near

the

planned

northern

abutment

and

passed

near

URS

Borehole

B‐4

and

CPT‐3

and

new

Boreholes

5,6,7

and

CPTs

3,4.

TABLE 1 ‐ DESCRIPTION OF SEISMIC PROFILES

PROFILE

				SOUTH	END
LATITUDE		LONGITUDE
	(degrees)		(degrees)

			CENTER
LATITUDE	LONGITUDE
(degrees)		(degrees)

				NORTH	END
LATITUDE		LONGITUE
	(degrees)		(degrees)

ORIENTATION

(degrees)

L‐1									‐‐‐	34.6770009	120.5545242		‐‐‐ N	83	E
L‐2									‐‐‐	34.6784667		120.5543817		‐‐‐ N	13	E
L‐3	34.6751915	120.5549943	34.6756595	120.5548203 34.6759858	120.5547301	N	14	E
L‐4	34.6784436	120.5542583	34.6789061	120.5540977 34.6792258	120.5539247	N	21	E

Latitude and longitude in NAD83 datum.

											.
TERRA	PHYSICS	28841	Base	Line	Road	Highland,	CA	92346	phone/fax	(909)862‐0626

TERRAPHYSICS@AOL.COM

1.3

Health

And

Safety

Issues

OSHA

regulation

29CFR1910.120

training

certificates

for

the

field

crew

were

given

the

GENTERRA

Consultants,

Incorporated

field

supervisor

(Mr.

Will

Kulikowski)

the

first

field

day.

Mr.

Kulikowski

conducted

health

and

safety

meetings

the

beginning

each

data

collection

day.

The

greatest

risks

injury

were

identified

slip/trip/fall

and

vehicle

traffic.

minimize

the

chance

injury,

all

field

personnel

worked

together

group.

cellular

telephone

and

the

hospital

map

and

list

emergency

contacts

were

carried

the

crew.

Field

work

was

conducted

OSHA

Level

personnel

protection.

special

decontamination

procedures

protection

was

used

for

the

equipment.

injuries

accidents

near

misses

occurred

TERRA

PHYSICS

personnel.

1.4

Survey

Schedule

All

field

activities

were

described

daily

activity

logs.

brief

summary

the

survey

follows.

01/09/14 Mr. Kulikowski scheduled the survey start for January 21.

01/13/14 GENTERRA Consultants, Incorporated Subcontract 01JAN2014 was executed.

01/20/14 TERRA PHYSICS mobilized crew and equipment to Lompoc.

01/21/14 Cleared brush for Profiles L‐2 and L‐4. Recorded shear wave data on Profile L‐2 and started L‐4.

01/22/14

Set

PVC

markers

along

Profiles

L‐1

and

L‐3

and

drilling

locations

for

guiding

the

brush

clearance.

Recorded

shear

and

compressional

wave

data

L‐4.

Completed

elevation

survey

L‐2

and

L‐4.

Cleared

brush

along

drilling

locations

north

bridge.

01/23/14 Recorded shear wave data on Profile L‐1. Recorded shear and compressional wave data on L‐3.

01/24/14 Completed elevation survey on Profiles L‐1 and L‐3. Demobilized from Lompoc.

02/05/14 Emailed georeferenced activity location map and shear velocity models for all four profiles.

02/06/14 Emailed compressional velocity models for Profiles L‐3 and L‐4.

02/08/14 Emailed report.

											.
TERRA	PHYSICS	28841	Base	Line	Road	Highland,	CA	92346	phone/fax	(909)862‐0626

TERRAPHYSICS@AOL.COM

2.0 RESULTS

The

seismic

survey

along

the

planned

replacement

bridge

alignment

west

the

current

13th

Street

Bridge

over

the

Santa

Ynez

River

Vandenberg

Air

Force

Base

satisfied

the

two

Phase

objectives

described

the

GENTERRA

Consultants,

Incorporated

Work

Plan

(2014).

Determine

one

dimensional,

vertical

variations

shear

velocity

depths

30.5

meters

(100

feet)

along

four

profiles.

From

these

results

the

average

Vs30

(Vs100),

International

Building

Code

(IBC)

Site

Classification,

site‐specific

acceleration

response

spectra,

and

liquefaction

potential

will

calculated.

Determine

two

dimensional,

compressional

velocity

cross

sections

depths

about

18.3

meters

(about

feet)

along

two

profiles.

These

results

will

help

interpolate

subsurface

conditions

along

the

new

Bridge

alignment

between

boreholes

and

CPT

data

and

estimate

in‐situ

excavatability

for

the

foundation.

Figure

shows

the

work

plan

locations

all

field

activities

and

Figure

shows

their

final

locations.

Table

lists

the

profile

coordinates.

2.1

Shear

Velocity

Models

Vertical

variations

shear

velocities

depths

least

30.5

meters

(100

feet)

were

measured

along

Profiles

L‐1,

L‐2,

L‐3,

and

L‐4.

Figures

and

show

the

data

points

and

interpreted

models.

Table

describes

the

models’

layer

velocities

and

thicknesses.

correlations

were

made

between

velocities

and

lithology

derived

from

the

boreholes

and

CPTs

because

their

data

were

not

available

time

for

this

report.

The

average

Vs30

values

range

from

209‐226

meters/second

(Vs100

range

685‐743

feet/second)

and

the

IBC

site

Class

(stiff

soils).

Figure

shows

three

shear

velocity

inversion

zones

that

probably

indicate

less

dense

and/or

less

compacted

soils.

Inversion

extends

below

the

models

lowest

elevations.

Elevations

these

zones

are

highlighted

Table

All

three

zones

slightly

dip

towards

the

river.

2.2

Compressional

Velocity

Models

Two

dimensional

variations

compressional

velocities

depths

18.3‐21.3

meters

(60‐70

feet)

were

measured

along

Profile

L‐3

and

L‐4

(Figures

and

9).

Table

describes

the

models’

layer

velocities

and

thicknesses

which

are

very

similar

beneath

each

profile

indicating

the

soil

zones

are

laterally

uniform.

correlations

were

made

between

velocities

and

lithology

derived

from

the

boreholes

and

CPTs

because

their

data

were

not

available

time

for

this

report.

The

upper

two

compressional

velocities

are

relatively

low

which

probably

represents

dry,

unconsolidated

slightly

consolidated,

soils.

Shear

velocity

Inversion

occurs

near

the

boundary

between

these

two

compressional

layers.

Shear

velocity

Inversion

occurs

near

the

bottom

the

second

compressional

velocity

layer.

The

third

compressional

velocity

probably

represents

dry

partially

saturated,

consolidated

soils.

This

velocity

slightly

too

low

represent

saturation

(speed

sound

saturated,

unconsolidated

soils

5000‐5400

feet/second).

Topography

this

layer

would

probably

relatively

flat

lying

represented

ground

water.

											.
TERRA	PHYSICS	28841	Base	Line	Road	Highland,	CA	92346	phone/fax	(909)862‐0626

TERRAPHYSICS@AOL.COM

TABLE	2
SHEAR	VELOCITY	MODELS

			PROFILE	L‐1	PROFILE	L‐2	PROFILE L‐3	PROFILE	L‐4
SHEAR	VELOCITY
m/sec		ft/sec

ELEVATION	RANGE
	meters	feet

SHEAR	VELOCITY
m/sec		ft/sec

ELEVATIONRANGE
	meters	feet

SHEARVELOCITY
	m/sec	ft/sec

ELEVATIONRANGE
	meters	feet

SHEAR	VELOCITY
		m/sec	ft/sec

ELEVATIONRANGE
meters	feet

141

461

3.4

2.5

342

1121

8.8

162

530

2.5

1.6

276

905

178

584

1.6

0.9

‐3

196

643

6.1

195

639

‐0.9

‐2.1

‐3

‐7

224

734

3.9

202

662

‐2.1

‐3.6

‐7

‐12

211

692

0.0

‐1.6

197

645

‐3.6

‐7.0

‐12

‐23

204

668

‐1.6

‐4.9

191

625

‐7.0

‐12.8

‐23

‐42

194

637

‐4.9

‐10.7

‐16

‐35

207

677

‐12.8

‐14.9

‐42

‐49

219

719

‐10.7

‐12.5

‐35

‐41

186

233

766

‐14.9

‐17.0

‐49

‐56

249

817

‐12.5

‐14.7

‐41

‐48

207

259

851

‐17.0

‐19.5

‐56

‐64

267

877

‐14.7

‐19.2

‐48

‐63

235

203

930

‐19.5

‐24.3

‐64

‐80

250

821

‐19.2

‐63

272

894

‐24.3

‐80

‐‐‐

Vs30

213

m/s

Vs100

699

ft/sec

	Vs30			=	226	m/s
Vs100	=	743	ft/sec

	Vs30		=	209	m/s
vS100	=	685	ft/sec

Vs30			=	220	m/s
Vs100	=	721	ft/sec

Class D (stiff soil) Class D (stiff soil) Class D (sift soil) Class D (stiff soil)

NOTE:	Shear	velocity	Inversion	#1
					Shear	velocity	Inversion	#2
					Shear	velocity	Inversion	#3

Figure 7 is a graphic depiction of these inversion zones that probably represent less dense and/or less compacted soils.

TABLE	3
COMPRESSIONAL	VELOCITY	MODELS

				PROFILE	L‐3	PROFILE L‐4
COMPRESSIONAL	VELOCITY
		m/sec	ft/sec

ELEVATION	RANGE
		meters	feet

COMPRESSIONAL	VELOCITY
		m/sec	ft/sec

ELEVATION	RANGE
	meters	feet

	363			1190		7.7		to	2.2		25	to			7		347							1140	9.5		to		9.2				31	to	30
1015		3330	2.2		to		‐6.6					7	to	‐21		914							3000	9.2		to		‐10.9		30	to	‐35
1417		4650	Below	‐6.6					Below	‐21					1463			4800	Below	‐10.9	Below	‐35

NOTE: Elevations are at the profile center

											.
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3.0 DESCRIPTION OF SURVEY PROCEDURES

3.1 Equipment

Equipment	consisted	of	geophones	for	sensing	refracted
seismic	waves,	a	seismic	wave	source,	and	a	recording
system.		The	seismic	waves	were	sensed	by	vertically
oriented,	Mark	Products	model	L‐4	land	geophones
(damped	4.5	Hz	resonant	frequency).		The	geophones
were	fitted	with	small	metal	spikes	that	were	forcibly
pushed	into	the	ground	to	improve	coupling	and	thus	data

quality.

A	20‐pound	sledgehammer	was	used	as	the	seismic	source.
Hammer	was	fitted	with	a	timing	circuit	that	sends	an
electrical	signal	to	the	recorder	at	the	instant	of	wave
generation	(uncertainty	0.00001	seconds).

The

geophones'

electrical

signals

were

input

Geometrics

model

R‐48

(S/N

37951)

seismograph

running

software

version

V4.6

(Geometrics,

2005).

The

system

capable

filtering,

processing,

displaying,

and

recording

channels

data

simultaneously.

Data

were

recorded

the

internal

hard

disk

and

then

transferred

for

later

processing.

Hard

copy

records

were

made

during

data

collection

evaluate

data

quality

and

adjust

measurement

parameters

when

necessary.

Records

were

labeled

with

project

name

and

number,

profile

number,

shot

point

number,

source

type,

time,

date,

and

operator's

initials.

											.
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The

seismograph

has

been

maintained

and

was

operated

according

manufacturer's

recommendations.

the

beginning

data

collection,

functional

calibration

test

was

performed

check

the

system’s

timing

line

accuracy.

external

100

kHz

pulse

generator

was

connected

the

geophone

input

terminal

the

seismograph.

record

was

made

the

0.001

second

period

pulse.

Pulse

width

compared

within

1.2%

the

timing

line

spacing.

Geophone

and

source

point

locations

have

estimated

uncertainty

0.03

meters

(0.1

feet)

measured

the

measuring

tapes

stretched

along

the

profiles.

Relative

elevations

geophones

and

source

points

were

measured

with

Pentax,

Incorporated

(2005)

model

PTS‐III10

total

station

(S/N

210645).

The

relative

elevations

were

then

adjusted

fit

the

topographic

contour

lines

shown

MFDB/KASL

A+E

Consultants,

LLC

(2014)

map.

Coordinates

the

surveyor’s

control

point

stakes

the

bridge

were

not

available

time

for

this

report.

Elevations

have

estimated

uncertainty

0.9

meters

feet).

Geodetic

coordinates

profile

ends

were

measured

with

Trimble

(2001)

model

AG‐114

GPS

instrument

(S/N

0224018798).

Real

time

differential

corrections

were

provided

the

OMNISTAR

satellite.

The

WGS84

datum

geodetic

coordinates

(latitude

and

longitude)

measured

with

the

GPS

were

converted

California

State

Plane

Zone

0405

(feet)

using

the

NAD83

horizontal

and

NAVD88

vertical

datum

with

the

U.S.

Army

Corps

Engineers

(2008)

program

‘CORPSCON’.

The

location

data

shown

Figure

has

estimated

uncertainty

0.9

meters

feet).

3.2

Shear

Velocity

Survey

There

are

ASTM

procedures

for

Surface

Wave

soundings

the

Geometrics

(2007)

and

U.S.

Army

Corps

Engineers

(1995)

procedures

were

used.

Each

shear

velocity

vertical

profile

was

interpreted

from

measuring

seismic

surface

waves

with

three

collinear

geophone

arrays.

Two

active

Multiple‐

channel

Analysis

Surface

Waves

(MASW)

arrays

used

hammer

energy

source

and

closely

spaced

geophones

measure

shallow

data.

One

passive

source

‘Microtremor

Array

Measurements’

(MAM)

array

recorded

low

frequency

data

from

far

away

sources

for

deeper

penetration.

Active

source

MASW

data

measurements

consisted

constructing

the

shallow

penetrating

MASW

array

(16

inline

geophones

spaced

2±0.1

feet

apart)

and

recording

data

from

seismic

energy

source

points

located

0.6

and

3.0

meters

and

feet)

off

both

array

ends

when

access

permits.

Only

one

hammer

hit

used

per

data

record

prevent

smearing

high

frequency

signals

stacking

multiple

hits.

This

array

responds

primarily

short

wavelength

(high

frequency)

signals

and

probably

has

penetration

about

3.0

meters

(10

feet).

Data

then

recorded

with

the

intermediate

MASW

array

(16

inline

geophones

spaced

6.1

meters

(20

feet

apart)

and

source

points

located

3.0

and

30.5

meters

(10

and

100

feet)

off

both

array

ends.

Generally,

2‐3

hammer

hits

are

stacked

improve

the

signal‐to‐noise

ratio.

These

lower

frequency

signals

generally

not

smear

frequencies

with

stacking.

The

long

array

probably

penetrates

about

9.1‐15.2

meters

(30‐50

feet).

Passive

source

MAM

data

uses

inline

geophones

spaced

9.1

meters

(30

feet)

apart

record

very

long

wavelength

microtremors.

hammer

source

used.

least

thirty

five

data

sets

were

recorded

and

combined

produce

about

minutes

background

vibrational

noise

data.

Penetration

was

greater

than

30.5

meters

(100

feet).

For

both

array

types,

data

were

continuously

monitored

ensure

that

vehicle

noise

did

not

degrade

data

quality.

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The

surface

wave

interpretation

process

used

the

‘SEISIMAGER’

software

(Geometrics,

2010).

The

first

step

data

reduction

edit

the

data

and

calculate

dispersion

curve

seismic

phase

velocity

versus

frequency

for

each

record.

These

curves

are

edited

and

combined

form

composite

curve

both

active

and

passive

source

data.

Initial

model

vertical

shear

velocity

zones

constructed

and

synthetic

dispersion

curve

calculated.

This

curve

compared

the

observed

data,

adjustments

are

made

the

initial

shear

velocity

model

and

new

synthetic

dispersion

curve

calculated.

This

process

continues

until

acceptable

dispersion

curve

match

achieved

between

the

synthetic

and

observed

curves

(generally

less

then

±10%).

Interpreted

shear

velocity

models

are

shown

Figures

and

described

Table

Velocity

uncertainties

are

estimated

from

synthetic

dispersion

curve

mismatch

with

the

observed

data

and

ranged

between

and

9%.

Figure

and

Table

describe

trends

the

shear

velocity

inversion

zones

between

the

four

soundings.

These

zones

may

represent

less

dense

and/or

less

compacted

soils.

The

average

Vs30

(Vs100)

value

for

each

profile

was

calculated

from

the

interpreted

velocity

model

(Geometrics,

2010).

The

IBC

Site

Classification

(stiff

soil)

was

assigned

using

the

Vs100

values

and

Table

TABLE	4
IBC	SITE	CLASSIFICATION	TABLE

SITE

CLASS

SOIL TYPE IBC Vs100

Hard

Rock

Vs100

5000

ft/sec

Rock

2500

Vs100

5000

ft/sec

Very

Dense

Soil,

Soft

Rock 1200

Vs100

2500

ft/sec

Stiff

Soil

600

Vs100

1200

ft/sec

Soft

Soil

Vs100

600

ft/sec

3.3

Compressional

Velocity

Survey

Data

collection,

reduction,

and

interpretation

were

accordance

with

TERRA

PHYSICS

(2013)

Geophysical

Survey

Procedures,

which

follows

ASTM

Standard

Guide

For

Refraction

Method

(ASTM,

2008)

and

California

Department

Health

Services

(2010)

guidelines.

Data

are

recorded

with

inline

geophones

spaced

9.1

meters

(30

feet)

apart.

Seismic

waves

were

generated

impact

points

located

midway

between

geophones

#1/#2,

##6/#7,

#10,#11,

and

#15/#16

and

18.2‐30.5

meters

(60‐100

feet)

off

each

profile

end.

Source

points

were

located

midway

between

geophone

pairs

increase

the

number

velocity

measurements

the

thin

surficial

zone.

Data

were

recorded

from

both

ends

the

profile

the

effect

material

dip

the

velocities

could

calculated.

Between

and

individual

hammer

blows

each

source

point

were

stacked

together

improve

signal‐to‐noise

ratio

and

minimize

background

noise.

Data

were

continuously

monitored

during

the

impacts

ensure

that

vehicle

noise

did

not

degrade

data

quality.

The

refraction

interpretation

process

used

the

‘SEISIMAGER’

software

(Geometrics,

2010).

The

first

step

data

reduction

was

identify

the

first

seismic

wave

arrival

each

geophone.

First

arrivals

represent

compressional

waves,

the

fastest

traveling

waves

through

geologic

materials.

Arrivals

usually

appeared

rather

obvious

upward

excursions

the

recording

traces

from

their

rest

positions

and

were

well

defined

this

site.

Arrivals

were

marked

the

records

and

the

time

required

for

the

wave

traveling

from

the

source

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point

(start

the

record)

each

geophone

was

measured

within

0.00010

seconds.

Travel

time

repeatability

between

multiple

records

made

the

same

shot

point

was

within

0.00025

seconds.

All

reciprocal

times

between

source

point

pairs

were

within

0.001

seconds

(less

than

2.3%

the

longest

times)

indicating

reliable

first

arrival

timing.

The

measured

travel

times

for

each

profile

were

plotted

versus

source

point‐to‐geophone

distances.

Next,

these

data

points

were

grouped

into

line

segments

(labeled

the

graphs

numbers)

representing

subsurface

velocity

zones.

Inverse

slopes

these

regression

lines

equal

the

zone's

apparent

velocities.

True

velocities

were

calculated

using

the

generalized

reciprocal

method

from

the

individual

apparent

velocities.

Velocity

uncertainty

was

determined

from

measurement

parameters

uncertainties

and

ranged

between

and

15%.

Interpreted

subsurface

velocity

models

are

described

Table

and

shown

Figures

and

with

vertical

exaggeration

true

boundary

dips

are

displayed.

The

vertical

axis

shown

elevation

instead

depth

the

velocity

sections

can

visually

compared.

Elevation

uncertainties

were

determined

from

velocity

uncertainties

and

modeling

scatter

the

boundaries

and

ranged

between

and

15%

about

0.3

and

1.2

meters

feet

and

feet).

All

features

along

the

interpreted

material

boundaries

Figures

and

caused

corresponding

effects

the

raw

data

curves

and

were

not

artificially

created

the

modeling

routine.

Penetration

was

18.3‐21.3

meters

(60‐70

feet).

											.
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4.0 REFERENCES

ASTM,

2008.

“Standard

Guide

For

Using

The

Seismic

Refraction

Method

For

Subsurface

Investigation”,

Designation

5777‐00

(reapproved

2008),

Conshohocken,

PA.

California

Department

Health

Services,

2010.

Scientific

And

Technical

Standards

For

Hazardous

Waste

Sites,

Book

Chapter

‐

Technical

Standards

For

Surface

Geophysical

Techniques,

Program

and

Administrative

Support

Division,

Highlands,

CA.

GENTERRA

Consultants,

Incorporated,

2014.

“Draft‐Geotechnical

Work

Plan

For

13th

Street

Bridge

Replacement

Over

Santa

Ynez

River

–

Vandenberg

Air

Force

Base”,

prepared

for

U.S.

Army

Corps

Engineers,

Irvine

CA.

Geometrics, 2010. SEISIMAGER Manual, San Jose, CA

Geometrics, 2007. “Surface Wave Data Acquisition And Field Methods”, San Jose, CA.

Geometrics, 2005. Operations Manual For The R‐48 Seismograph, San Jose, CA.

MFDB/KASL

A+E

Consultants,

LLC,

2014.

“Preliminary

13th

Street

Realignment

Plan”,

Area

Survey

Work

Map

Pentax, Incorporated, 2005. Electronic Total Station PTS‐III10 Series Instruction Manual, Japan.

TERRA PHYSICS, 2013. Geophysical Survey Procedures, Highland, CA.

Trimble, 2001. Operating Manual For The Ag‐114 Antenna, San Jose, CA.

U.S. Army Corps Of Engineers, 2008. “CORPSCON For Windows”, Washington DC.

U.S.

Army

Corps

Engineers,

1995.

Geophysical

Exploration

For

Engineering

And

Environmental

Investigations,

1110‐1‐1802,

Washington

DC.

DATE

SITE INVESTIGATION PLAN

FIGURE 1PROJECT NO.

NOT TO SCALE

BM-1

LEGEND:

GENTERRA

CONSULTANTS, INC.

ENGINEERING & GEOTECHNICAL SERVICES

DRAWN BY: SL

DATE DRAWN: JAN 2014

CHECKED BY: SB

363–KAS–COE-TO2

U.S. ARMY CORPS OF ENGINEERS

REPLACE 13th STREET BRIDGE

VANDENBERG AFB, CA January 24, 2014

L-1

BM-2

BH-1

BH-2

BH-4

BH-5

BH-6

BH-7

BH-8

BH-3

CPT-1

CPT-2

CPT-3

CPT-4

BM-2 APPROXIMATE MUD ROTARY BORING

LOCATION AND NUMBER

CPT-4 APPROXIMATE CONE PENETRATION

TEST LOCATION AND NUMBER

BH-8 APPROXIMATE HOLLOW STEM AUGER

BORING LOCATION AND NUMBER

APPROXIMATE ALIGNMENT OF

GEOPHYSICAL SURVEY LINE

B-5 PREVIOUS MUD ROTARY BORING

LOCATION AND NUMBER (URS, DEC. 2004)

CPT-3 PREVIOUS CONE PENETRATION TEST

LOCATION AND NUMBER (URS, DEC. 2004)

D S

REQUIREMENTS DOCUMENT(RD)

BY URS, DATED MAY 2012

REFERENCE:

5793500 5793600 5793700 5793800 5793900 5794000 5794100

NAD83 CALIFORNIA STATE PLANE ZONE 5 EASTING (feet)

2077700

2077800

2077900

2078000

2078100

2078200

2078300

2078400

2078500

2078600

2078700

2078800

2078900

2079000

2079100

2079200

2079300

2079400

2079500

0 75 150 225 300

SCALE

feet

TERRA PHYSICS

FIGURE 2

GEOPHYSICAL SURVEY LOCATION MAP

13TH STREET BRIDGE-VANDENBERG AFB

ENTERRA SUBCONTRACT 01JAN2014

CPT-4 STAKE

BH-8 STAKE

BH-7 STAKE

PROFILE L-4

SHEAR VELOCITIES

CPT-3 STAKE

CP TEST BOX

GAS VALVE

WATER VALVE

ELECTRIC VAULT

& PROFILE L-2

SHEAR VELOCITIES

SURVEYOR STAKE 24

BM-2 STAKE

SURVEYOR STAKE

SANTA YNEZ RIVER

SURVEYOR STAKE 44

(ON BRIDGE)

PROFILE L-1

SHEAR VELOCITIES

(IN RIVER CHANNEL)

NEW CPT-2 STAKE

CPT-1 STAKE

PROFILE L-3

SHEAR VELOCITIES

CP TEST BOX

SURVEYOR STAKE 41

EXPLANATION

BH-2 STAKE

BH-3 STAKE

FEATURE LOCATIONS WERE MEASURED WITH A GPS. THE WGS84 DATUM GEODETIC COORDINATES

WERE TRANSFORMED TO NAD83 CALIFORNIA STATE PLANE ZONE 5 (feet) USING "CORPSCON" (U.S.

ARMY CORPS OF ENGINEERS, 2008). ESTIMATED UNCERTAINTY IS +/- 0.9 meters (3 feet).

D ep th ft)

0 100 200 300 400 500 600 700 800 900 1000 1100 1200

S-wave velocity (ft/s)

S-wave velocity model (inverted) : 1-COMBINED-SMTH.RST

Average Vs 100ft = 699.1 ft/sec

2.9

6.3

9.9

14.0

18.4

23.2

28.3

33.8

39.7

46.0

52.6

59.6

66.9

74.6

82.7

91.2

-9

-19

-29

-39

-49

-59

-69

-79

-89

SHEAR VELOCITY (feet/second)

SHEAR VELOCITY (meters/second) 30 60 90 120 150 160 210 240 270 300 330 360

100 200 300 400 500 600 700 800 900 1000 1100

DATA

POINTS

0 0

27.7

1.8

0.9

5.5

7.0

10.4

16.2

18.3

20.4

22.9

TERRA PHYSICS

FIGURE 3

SEISMIC PROFILE L-1

SHEAR VELOCITY MODEL

13TH STREET BRIDGE-VANDENBERG AFB

GENTERRA SUBCONTRACT 01JAN2014

PROFILE L-1

EXPLANATION

VELOCITY

INVERSION #2

VELOCITY

INVERSION #3

4.3

NO VELOCITY

INVERSION #1

DATA:

SURFACE WAVE DATA RECORDED ON 01/23/14 WITH A SERIES OF THREE CONCENTRIC GEOPHONE ARRAYS; TWO ACTIVE SOURCE (MASW) AND ONE PASSIVE (MICROTREMOR). THE ARRAYS WERE LOCATED IN THE RIVER CHANNEL WHERE THERE WAS GOOD ACCESS. ARRAY CENTER WAS AT LATITUDE N 34.6770009, LONGITUDE W120.5545242 AND ORIENTED ENE. SHALLOW PENETRATING ARRAY CONSISTED OF 16 INLINE GEOPHONES (4.5 Hz RESONANCE FREQUENCY) SPACED 0.6 meters (2 feet) APART. SEISMIC ENERGY SOURCE OFFSETS WERE 0.6 AND 3.0 meters (2 AND 10 feet) OFF BOTH LINE ENDS. MEDIUM PENETRATING ARRAY CONSISTED OF 16 INLINE GEOPHONES SPACED 3.0 meters (10 feet) APART. SEISMIC ENERGY SOURCE OFFSETS WERE 3.0 AND 30.5 meters (10 AND 100 feet) OFF BOTH LINE ENDS. DEEP PENETRATING ARRAY CONSISTED OF 16 INLINE GEOPHONES SPACED 6.1 meters (20 feet) APART AND RECORDED BACKGROUND VIBRATIONAL NOISE FOR ABOUT 11 MINUTES. THE 38 INDIVIDUAL DATA RECORDS WERE COMBINED TO ENHANCE LOWER FREQUENCY SIGNALS.

D ep th ft)

0 100 200 300 400 500 600 700 800 900 1000 1100 1200

S-wave velocity (ft/s)

S-wave velocity model (inverted) : 2-combined-smth.rst

Average Vs 100ft = 743.2 ft/sec

1118 2.6

5.6

8.8

12.3

16.1

20.2

24.6

29.2

34.2

39.5

45.0

50.9

57.0

63.5

70.2

77.2

84.5

92.1

-1

-11

-21

-27

-37

-47

-57

-67

SHEAR VELOCITY (feet/second)

SHEAR VELOCITY (meters/second) 30 60 90 120 150 160 210 240 270 300 330 360

100 200 300 400 500 600 700 800 900 1000 1100

DATA

POINTS

0 0

28.0

1.8

2.7

4.9

8.8

10.4

13.7

19.5

21.3

23.5

TERRA PHYSICS

FIGURE 4

SEISMIC PROFILE L-2

SHEAR VELOCITY MODEL

13TH STREET BRIDEGE-VANDENBERG AFB

GENTERRA SUBCONTRACT 01JAN2014

PROFILE L-2

EXPLANATION

VELOCITY

INVERSION #1

VELOCITY

INVERSION #2

DATA:

SURFACE WAVE DATA RECORDED ON 01/21/14 WITH A SERIES OF THREE CONCENTRIC GEOPHONE ARRAYS; TWO ACTIVE SOURCE (MASW) AND ONE PASSIVE (MICROTREMOR). THE ARRAYS WERE CENTERED AT CPT-3 STAKE AT LATITUDE N 34.6784667, LONGITUDE W120.5543817.

ARRAYS WERE LOCATED ON THE SOIL SHOULDER NORTH OF THE BRIDGE AND ABOUT 18 meters (60 feet) WEST OF 13TH STREET AND WERE ORIENTED NNE. SHALLOW PENETRATING ARRAY CONSISTED OF 16 INLINE GEOPHONES (4.5 Hz RESONANCE FREQUENCY) SPACED 0.6 meters (2 feet) APART. SEISMIC ENERGY SOURCE OFFSETS WERE 0.6 AND 3.0 meters (2 AND 10 feet) OFF BOTH LINE ENDS. MEDIUM PENETRATING ARRAY CONSISTED OF 16 INLINE GEOPHONES SPACED 3.0 meters (10 feet) APART. SEISMIC ENERGY SOURCE OFFSETS WERE

3.0 AND 30.5 meters (10 AND 100 feet) OFF BOTH LINE ENDS. DEEP PENETRATING ARRAY CONSISTED OF 16 INLINE GEOPHONES SPACED 6.1 meters (20 feet) APART AND RECORDED BACKGROUND VIBRATIONAL NOISE FOR ABOUT 11 MINUTES. THE 38 INDIVIDUAL DATA RECORDS WERE

COMBINED TO ENHANCE LOWER FREQUENCY SIGNALS.

VELOCITY

INVERSION #3

D ep th ft)

0 100 200 300 400 500 600 700 800 900 1000 1100 1200

S-wave velocity (ft/s)

S-wave velocity model (inverted) : 3-COMBINED-SMTH.RST

Average Vs 100ft = 686.9 ft/sec

2.8

5.9

9.3

13.1

17.2

21.6

26.3

31.4

36.8

42.5

48.5

54.9

61.6

68.6

76.0

83.7

91.7

-5

-15

-25

-35

-45

-55

-65

-75

SHEAR VELOCITY (feet/second)

SHEAR VELOCITY (meters/second) 30 60 90 120 150 160 210 240 270 300 330 360

100 200 300 400 500 600 700 800 900 1000 1100

DATA

POINTS

0 0

28.0

1.8 2.7

5.1

6.7

11.3

14.9

18.9

21.0

23.2

TERRA PHYSICS

FIGURE 5

SEISMIC PROFILE L-3

SHEAR VELOCITY MODEL

13TH STREET BRIDGE-VANDENBERG AFB

GENTERRA SUBCONTRACT 01JAN2014

PROFILE L-3

EXPLANATION

VELOCITY

INVERSION #1

VELOCITY

INVERSION #2

VELOCITY

INVERSION #3

3 0.9

16.8

DATA:

SURFACE WAVE DATA RECORDED ON 01/23/14 WITH A SERIES OF THREE CONCENTRIC GEOPHONE ARRAYS; TWO ACTIVE SOURCE (MASW) AND ONE PASSIVE (MICROTREMOR). THE ARRAYS WERE CENTERED AT 54.9 meters (180 feet) ON REFRACTION PROFILE L-3 AT LATITUDE N34.6756595, LONGITUDE W120.5548203. ARRAYS WERE LOCATED ON THE SOIL SHOULDER SOUTH OF THE BRIDGE AND ABOUT 3.0-12.2 meters (10-40 feet) WEST OF 13TH STREET AND WERE ORIENTED NNE. SHALLOW PENETRATING ARRAY CONSISTED OF 16 INLINE GEO- PHONES (4.5 Hz RESONANCE FREQUENCY) SPACED 0.6 meters (2 feet) APART. SEISMIC ENERGY SOURCE OFFSETS WERE 0.6 AND 3.0 meters (2 AND 10 feet) OFF BOTH LINE ENDS. MEDIUM PENETRATING ARRAY CONSISTED OF 16 INLINE GEOPHONES SPACED 3.0 meters (10 feet) APART. SEISMIC ENERGY SOURCE OFFSETS WERE 3.0 AND 30.5 meters (10 AND 100 feet) OFF BOTH LINE ENDS. DEEP PENETRATING ARRAY CONSISTED OF 16 INLINE GEOPHONES SPACED 6.1 meters (20 feet) APART AND RECORDED BACKGROUND VIBRATIONAL NOISE FOR ABOUT 11 MINUTES. THE 38 INDIVIDUAL DATA RECORDS WERE COMBINED TO ENHANCE LOWER FREQUENCY SIGNALS.

D ep th ft)

0 100 200 300 400 500 600 700 800 900 1000 1100 1200

S-wave velocity (ft/s)

S-wave velocity model (inverted) : 4-combined-smth.rst

Average Vs 100ft = 720.5 ft/sec

708 2.6

5.6

8.8

12.3

16.1

20.2

24.6

29.2

34.2

39.5

45.0

50.9

57.0

63.5

70.2

77.2

84.5

92.1

-9

-19

-29

-39

-49

-59

-69

SHEAR VELOCITY (feet/second)

SHEAR VELOCITY (meters/second) 30 60 90 120 150 160 210 240 270 300 330 360

100 200 300 400 500 600 700 800 900 1000 1100

DATA

POINTS

0 0

0.9

1.8

3.7

4.9

6.1

8.8

10.4

12.2

17.4

19.5

21.3

23.5

TERRA PHYSICS

FIGURE 6

SEISMIC PROFILE L-4

SHEAR VELOCITY MODEL

13TH STREET BRIDGE-VANDENBERG AFB

GENTERRA SUBCONTRACT 01JAN2014

PROFILE L-4

EXPLANATION

720 219

VELOCITY

INVERSION #1

VELOCITY

INVERSION #2

DATA:

SURFACE WAVE DATA RECORDED ON 01/22/14 WITH A SERIES OF THREE CONCENTRIC GEOPHONE ARRAYS; TWO ACTIVE SOURCE (MASW) AND ONE PASSIVE (MICROTREMOR). THE ARRAYS WERE CENTERED AT 54.9 meters (180 feet) ON REFRACTION PROFILE L-4 AT LATITUDE N34.6789061, LONGITUDE W120.5540977. ARRAYS WERE LOCATED ON THE SOIL SHOULDER NORTH OF THE BRIDGE AND ABOUT 3.0-7.6 meters (10-25 feet) WEST OF 13TH STREET AND WERE ORIENTED NNE. SHALLOW PENETRATING ARRAY CONSISTED OF 16 INLINE GEO- PHONES (4.5 Hz RESONANCE FREQUENCY) SPACED 0.6 meters (2 feet) APART. SEISMIC ENERGY SOURCE OFFSETS WERE 0.6 AND 3.0 meters (2 AND 10 feet) OFF BOTH LINE ENDS. MEDIUM PENETRATING ARRAY CONSISTED OF 16 INLINE GEOPHONES SPACED 3.0 meters (10 feet) APART. SEISMIC ENERGY SOURCE OFFSETS WERE 3.0 AND 30.5 meters (10 AND 100 feet) OFF BOTH LINE ENDS. DEEP PENETRATING ARRAY CONSISTED OF 16 INLINE GEOPHONES SPACED 6.1 meters (20 feet) APART AND RECORDED BACKGROUND VIBRATIONAL NOISE FOR ABOUT 11 MINUTES. THE 38 INDIVIDUAL DATA RECORDS WERE COMBINED TO ENHANCE LOWER FREQUENCY SIGNALS.

NO VELOCITY

INVERSION #3

D ep th ft)

0 100 200 300 400 500 600 700 800 900 1000 1100 1200

S-wave velocity (ft/s)

S-wave velocity model (inverted) : 2-combined-smth.rst

Average Vs 100ft = 743.2 ft/sec

1118 2.6

5.6

8.8

12.3

16.1

20.2

24.6

29.2

34.2

39.5

45.0

50.9

57.0

63.5

70.2

77.2

84.5

92.1

-1

-11

-21

-27

-37

-47

-57

-67

SHEAR VELOCITY (feet/second)

SHEAR VELOCITY (meters/second) 30 60 90 120 150 160 210 240 270 300 330 360

100 200 300 400 500 600 700 800 900 1000 1100

PROFILE L-2

VELOCITY

INVERSION #1

VELOCITY

INVERSION #2

VELOCITY

INVERSION #3

D ep th ft)

0 100 200 300 400 500 600 700 800 900 1000 1100 1200

S-wave velocity (ft/s)

S-wave velocity model (inverted) : 4-combined-smth.rst

Average Vs 100ft = 720.5 ft/sec

-9

-19

-29

-39

-49

-59

-69

SHEAR VELOCITY (feet/second)

SHEAR VELOCITY (meters/second) 30 60 90 120 150 160 210 240 270 300 330 360

100 200 300 400 500 600 700 800 900 1000 1100

PROFILE L-4

VELOCITY

INVERSION #1

VELOCITY

INVERSION #2

NO VELOCITY

INVERSION #3

FIGURE 7

SHEAR VELOCITY CROSS SECTION

SHOWING VELOCITY INVERSION ZONE TRENDS

13TH STREET BRIDGE-VANDENBERG AFB

GENTERRA SUBCONTRACT 01JAN2014

TERRA PHYSICS

D ep th ft)

0 100 200 300 400 500 600 700 800 900 1000 1100 1200

S-wave velocity (ft/s)

S-wave velocity model (inverted) : 1-COMBINED-SMTH.RST

Average Vs 100ft = 699.1 ft/sec

2.9

6.3

9.9

14.0

18.4

23.2

28.3

33.8

39.7

46.0

52.6

59.6

66.9

74.6

82.7

91.2

-9

-19

-29

-39

-49

-59

-69

-79

-89

SHEAR VELOCITY (feet/second)

SHEAR VELOCITY (meters/second) 30 60 90 120 150 160 210 240 270 300 330 360

100 200 300 400 500 600 700 800 900 1000 1100

PROFILE L-1

VELOCITY

INVERSION #2

VELOCITY

INVERSION #3

NO VELOCITY

INVERSION #1

0 100 200 300 400 500 600 700 800 900 1000 1100 1200

S-wave velocity (ft/s)

S-wave velocity model (inverted) : 3-COMBINED-SMTH.RST

Average Vs 100ft = 686.9 ft/sec

2.8

5.9

9.3

13.1

17.2

21.6

26.3

31.4

36.8

42.5

48.5

54.9

61.6

68.6

76.0

83.7

91.7

-5

-15

-25

-35

-45

-55

-65

-75

SHEAR VELOCITY (feet/second)

SHEAR VELOCITY (meters/second) 30 60 90 120 150 160 210 240 270 300 330 360

100 200 300 400 500 600 700 800 900 1000 1100

PROFILE L-3

VELOCITY

INVERSION #1

VELOCITY

INVERSION #2

VELOCITY

INVERSION #3

NNE

0 50 100 150 200 250 300

DISTANCE (ft) +/-5% UNCERTAINTY

-40

-30

-20

-10

-40

-30

-20

-10

N 14 E

FIGURE 8

SEISMIC PROFILE L-3

COMPRESSIONAL VELOCITY MODEL

13TH STREET BRIDGE-VANDENBERG AFB

GENTERRA SUBCONTRACT 01JAN2014

NO VERTICAL EXAGGERATION

SURFACE

EXPLANATION

363 m/sec +/-15% (1,190 ft/sec +/-15%)

1,015 m/sec +/-8% (3,330 ft/sec +/-8%)

1,417 m/sec +/-10% (4,650 ft/sec +/-10%)

DATA:

SEISMIC REFRACTION DATA WERE RECORDED ON 01/23/14 ON THE SOIL SHOULDER SOUTH OF THE BRIDGE AND 3.0-12.2 meters (10-40 feet) WEST OF 13TH STREET. PROFILE CONSISTED OF 16 INLINE GEOPHONES (4.5 Hz RESONANCE FREQUENCY) SPACED 6.1 meters (20 feet) APART.

SEISMIC ENERGY SOURCE WAS POSITIONED AT 24.3-30.5 meters (80-100 feet) INTEVALS ALONG THE PROFILE AND ABOUT 19.8-25.9 meters (65-85 feet) OFF THE ENDS. SEISMIC WAVE SIGNAL-TO-NOISE RATIO WAS INCREASED SIGNIFICANTLY BY DISCRETIONARILY STACKING 10-12 HAMMER HITS TOGETHER TO FORM EACH DATA RECORD THUS MINIMIZING BACKGROUND VIBRATIONAL NOISE.

RESULTS:

THREE DISTINCT VELOCITY ZONES (DIFFERENT COLORS) WERE INTERPRETED FROM THE DATA USING GEOMETRICS 'SEISIMAGER' SOFTWARE.

PENETRATION WAS ABOUT 16.8 meters (55 feet).

SURFICIAL VELOCITY ZONE IS 363 meters/second (1190 feet/second) WITH UNCERTAINTY ABOUT +/-15% THAT PROBABLY REPRESENTS DRY, UNCONSOLIDATED SOILS. SHEAR VELOCITY INVERSION #1 (FIGURE 5) BETWEEN ELEVATIONS OF 5.8 TO 2.4 meters (19 TO 8 feet) OCCURS

WITHIN THE LOWER HALF OF THIS ZONE.

SECOND VELOCITY ZONE IS 1015 meters/second (3300 feet/second) WITH UNCERTAINTY ABOUT +/-8% THAT PROBABLY REPRESENTS DRY, SLIGHTLY CONSOLIDATED SOILS. SHEAR VELOCITY INVERSION #2 BETWEEN ELEVATIONS OF -3.7 TO -7.3 meters/second (-12 TO -24 feet)

OCCURS WITHIN THE LOWER HALF OF THIS ZONE.

THIRD VELOCITY ZONE IS 1417 meters/second (4650 feet/second) WITH UNCERTAINTY ABOUT +/-10% THAT PROBABLY REPRESENTS DRY

TO PARTIALLY SATURATED, CONSOLIDATED SOILS.

TERRA PHYSICS

SHEAR VELOCITY

INVERSION #2

SHEAR VELOCITY

INVERSION #1

PROFILE L-3

10 20 30 40 50 60 70 80 90 DISTANCE (m) +/-5% UNCERTAINTY

-4

-8

-12

0 50 100 150 200 250 300

DISTANCE (ft) +/-5% UNCERTAINTY

-40

-30

-20

-10

-40

-30

-20

-10

N 21 E

FIGURE 9

SEISMIC PROFILE L-4

COMPRESSIONAL VELOCITY MODEL

13TH STREET BRIDGE-VANDENBERG AFB

GENTERRA SUBCONTRACT 01JAN2014

NO VERTICAL EXAGGERATION

SURFACE

EXPLANATION

347 m/sec +/-15% (1,140 ft/sec +/-15%)

914 m/sec +/-10% (3,000 ft/sec +/-10%)

1463 m/sec +/-10% (4,800 ft/sec +/-10%)

TERRA PHYSICS

PROFILE L-4

DATA:

SEISMIC REFRACTION DATA WERE RECORDED ON 01/21/14 ON THE SOIL SHOULDER NORTH OF THE BRIDGE AND 3.0-7.6 meters (10-25 feet) WEST OF 13TH STREET. PROFILE CONSISTED OF 16 INLINE GEOPHONES (4.5 Hz RESONANCE FREQUENCY) SPACED 6.1 meters (20 feet APART. SEISMIC ENERGY SOURCE WAS POSITIONED AT 24.3-30.5 meters (80-100 feet) INTEVALS ALONG THE PROFILE AND ABOUT 30.5 meters (100 feet) OFF THE ENDS. SEISMIC WAVE SIGNAL-TO-NOISE RATIO WAS INCREASED SIGNIFICANTLY BY DISCRETIONARILY STACKING 10-12 HAMMER HITS TOGETHER TO FORM EACH DATA RECORD THUS MINIMIZING BACKGROUND VIBRATIONAL NOISE.

RESULTS:

THREE DISTINCT VELOCITY ZONES (DIFFERENT COLORS) WERE INTERPRETED FROM THE DATA USING GEOMETRICS 'SEISIMAGER' SOFTWARE.

PENETRATION WAS ABOUT 21.3 meters (70 feet).

SURFICIAL VELOCITY ZONE IS 347…

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