March 2, 2015 CH Realty IV / North Ranch, L.P. Dallas ...sbscorp.us/Plans/North Ranch...

Terracon Consultants, Inc. 2817 McGaw Avenue Irvine, California 92614

P [949] 261 0051 F [949] 261 6110 terracon.com

March 2, 2015 CH Realty IV / North Ranch, L.P. 3819 Maple Avenue Dallas, Texas 75219 Attn: Ms. Kelley Siegel P : 214.661.8238 E : [email protected] Re: Percolation Test Addendum North Ranch Gateway Shopping Center Improvements

Westlake Village, Los Angeles County, California Terracon Project No. 60135023A Dear Ms. Siegel:

Terracon Consultants, Inc. (Terracon) has completed additional percolation testing services for the above referenced project. These services were performed in general accordance with our Supplement to Agreement for Services dated February 3, 2015. This percolation test addendum presents the results of the subsurface exploration and provides supplemental geotechnical recommendations concerning earthwork and the design and construction of infiltration systems for the proposed project. Terracon has previously provided a geotechnical engineering report for the proposed North Ranch Gateway Shopping Center Improvements (Terracon’s report 6013523A) on December 9, 2014. In addition, the civil engineer, Westland Civil Inc., has requested additional information regarding seismic parameters for retaining walls proposed at the project site, which are addressed in this addendum. Our subsurface exploration included seven (7) percolation tests conducted at the site on November 7, 2014. The test locations are shown in Exhibit A-1, attached to this letter. The test locations were selected by the Civil Engineer. Soil samples were collected and select samples were tested for soil classification. Logs of the percolation borings are shown in the attached Exhibits A-2 thru A-8.

Seismic Lateral Earth Pressures

Static lateral earth pressures were provided in the original geotechnical engineering report for low-volume change import backfill materials. Total lateral earth pressures acting on the retaining walls during a seismic event will likely include the static force and a dynamic increment. This dynamic increment should be applied to the wall as resultant force acting at 0.6H height from the base of the wall. Such increment should be added to the static earth pressures. The dynamic lateral earth resultant force (for a SDS=1.00g) is 18H2 (in units of pounds per linear foot (plf), where H (in units of feet) is the height of the soil behind the wall.

Percolation Test Addendum North Ranch Gateway Shopping Center Improvements ■ Westlake Village, CA March 2, 2015 ■ Terracon Project No. 60135023A

Responsive ■ Resourceful ■ Reliable 2

Backfill placed against structures should consist of low volume change soils. For the provided values to be valid, the backfill must extend out from the base of the wall at an angle of at least 45 degrees from vertical for the active and passive cases, respectively. The design of retaining structures should consider surcharge loads imposed by the foundations of new or existing buildings located near the proposed walls. In addition, the design should take into consideration new vehicular loads in the vicinity of the proposed walls. In general, surcharge loads should be considered where they are located within a horizontal distance behind the wall equal to the height of the wall. Surcharge loads acting at the top of the wall should be applied to the wall over the backfill as a uniform pressure over the entire wall height, and should be added to the static earth pressures. Surcharge stresses due to point loads, line loads, and those of limited extent, such as compaction equipment, should be evaluated using elastic theory. Adequate drainage should be provided behind the retaining walls to collect water from irrigation, landscaping, surface runoff, or other sources, to achieve a free-draining backfill condition. The wall back drain should consist of Class 2 permeable materials1 that are placed behind the entire wall height to within 18 inches of ground surface at the top of the wall. As a minimum, the width of Class 2 permeable materials behind the wall should be two feet. Water collected by the back drain should be directed to an appropriate outlet, such as perforated pipes, for disposal.

Typical Subsurface Profile

Specific conditions encountered at the boring locations are indicated on the individual boring logs. Stratification boundaries on the boring logs represent the approximate location of changes in soil type in-situ, the transition between materials may be gradual. Details for the borings can be found on the boring logs attached to this report. General Notes along with the Unified Soil Classification System are provided in Exhibits A-10 and A-11. The current ground surface of the project site is generally covered by asphalt pavements. Based on the results of the borings, subsurface conditions on the project site can be generalized as sandy lean clay and clayey sand.

Groundwater was not observed in the test borings at the time of field exploration. These observations represent groundwater conditions at the time of the field exploration and may not be indicative of other times, or at other locations.

Percolation Test Results Seven (7) in-situ percolation tests (falling head borehole permeability) were performed to an approximate depth of 5 feet bgs. A 2-inch thick layer of gravel was placed in the bottom of each boring after the borings were drilled to investigate the soil profile. A 3-inch diameter perforated pipe 1 In accordance with the requirements and specifications of the State of California Department of Transportation.

Percolation Test Addendum North Ranch Gateway Shopping Center Improvements ■ Westlake Village, CA March 2, 2015 ■ Terracon Project No. 60135023A

Responsive ■ Resourceful ■ Reliable 3

was installed on top of the gravel layer in each boring. Gravel was used to backfill between the perforated pipes and the boring sidewall. The borings were then filled with water for a pre-soak period. Testing began after the entire amount of water added to the borings had infiltrated into the ground. At the beginning of each test, the pipes were refilled with water and readings were taken at 30 minute time intervals. Percolation rates are provided in the following table:

TEST RESULTS

Test Location (depth)

Soil Classification Slowest Measured Percolation Rate,

in/hr

Correlated Infiltration Rate*,

in/hr

Water Head, in

Perc-1 (5 ft) Sandy Fat Clay (CH) 1.0 0.07 55

Perc-2 (5 ft) Sandy Fat Clay (CH) 1.0 0.07 53

Perc-3 (5 ft) Fat Clay (CH) 1.0 0.07 55

Perc-4 (5 ft) Lean Clay (CL) 1.0 0.07 58

Perc-5 (5 ft) Elastic Silt (MH) 5.5 0.39 54

Perc-6 (5 ft) Clayey Sand (SC) 7.0 0.51 52

Perc-7 (5 ft) Sandy Lean Clay (CL) 1.5 0.10 54

* If the proposed infiltration systems will mainly rely on vertical downward seepage, the correlated infiltration rates should be used. The correlated infiltration rates were calculated using a reduction factor in accordance with the County of Los Angeles guidelines2.

The field test results are not intended to be design rates. They represent the result of our tests, at the depths and locations indicated, as described above. The design rate should be determined by the designer by applying an appropriate factor of safety. Based on the County of Los Angeles design requirements and the existing subsurface conditions, it is our opinion that the on-site materials may not be considered adequate for onsite storm water infiltration. However, the civil engineer should be consulted on the adequacy of the proposed infiltration systems. With time, the bottoms of infiltration systems tend to plug with organics, sediments, and other debris. Long term maintenance will likely be required to remove these deleterious materials to help reduce decreases in actual percolation rates. The percolation test was performed with clear water, whereas the storm water will likely not be clear, but may contain organics, fines, and grease/oil. The presence of these deleterious materials will tend to decrease the rate that water percolates from the infiltration systems. Design of the storm water infiltration systems should account for the presence of these materials and should incorporate structures/devices to remove these deleterious materials.

2. Low Impact Development Best Management Practice Guideline for Design, Investigation, and reporting GS200.1 (06/01/11)

PERCOLATION TEST LOCATION DIAGRAM

North Ranch GatewayShopping Canter Improvement

30819 E Thousand Oaks Blvd

Westlake Village , CA

A-12817 McGaw Avenue Irvine, CA 92614

PH. (949) 261-0051 FAX. (949) 261-6110

60135023A

2/19/2015

FH

SZ

JM

FH

1”~ 100’

Project Manager:

Drawn by:

Checked by:

Approved by:

Project No.

Scale:

File Name:

Date:

Exhibit

A-1DIAGRAM IS FOR GENERAL LOCATION

ONLY, AND IS NOT INTENDED FOR

CONSTRUCTION PURPOSES

Perc-1 APPROXIMATE PERCOLATION TEST LOCATION

LEGEND

B-1

Perc-4Perc-3 Perc-5

Perc-2

Perc-1

JANLOR DR

0.5

1.0

5.0

ASPHALT CONCRETE, 6" Thickness

AGGREGATE BASE COURSE, 6" Thickness

SANDY FAT CLAY (CH), brown to dark gray, stiff

Boring Terminated at 5 Feet

2-5-7N=12

6456-24-32

Hammer Type: Automatic SPT HammerStratification lines are approximate. In-situ, the transition may be gradual.

LOCATION

DEPTH

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30819 E Thousand Oaks Blvd Westlake Village, CASITE:

Page 1 of 1

Advancement Method:Hollow Stem Auger

Abandonment Method:Borings backfilled with soil cuttings upon completion.

2817 McGaw AvenueIrvine, California

Notes:

Project No.: 60135023A

Drill Rig: B-53

Boring Started: 2/19/2015

BORING LOG NO. Perc-1CH Realty IV/ North Ranch, L.P.CLIENT:Dallas, Texas

Driller: CAl Pac

Boring Completed: 2/19/2015

Exhibit: A-2

See Exhibit A-3 for description of fieldprocedures.See Appendix B for description of laboratoryprocedures and additional data (if any).

See Appendix C for explanation of symbols andabbreviations.

PROJECT: North Ranch Gateway Shopping CenterImprovement

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STRENGTH TEST

Groundwater not encounteredWATER LEVEL OBSERVATIONS

0.5

1.2

5.0



SANDY FAT CLAY (CH), dark brown



LOCATION

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Page 1 of 1




Notes:


Drill Rig: B-53



Driller: CAl Pac


Exhibit: A-3




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STRENGTH TEST


0.3

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ASPHALT CONCRETE, 4" ThicknessAGGREGATE BASE COURSE, 6" Thickness

FAT CLAY (CH), dark brown



LOCATION

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Notes:


Drill Rig: B-53



Driller: CAl Pac


Exhibit: A-4




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STRENGTH TEST


0.4

0.9

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ASPHALT CONCRETE, to, 5" Thickness

AGGREGATE BASE COURSE, to, 6" Thickness

SANDY LEAN CLAY (CL), brown to to, medium stiff tostiff


2-4-4N=8


LOCATION

DEPTH

GR

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Page 1 of 1




Notes:


Drill Rig: B-53



Driller: CAl Pac


Exhibit: A-5




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STRENGTH TEST


0.3

0.8

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ASPHALT CONCRETE, 3" ThicknessAGGREGATE BASE COURSE, 6" Thickness

ELASTIC SILT (MH), trace sand, brown to tan, mediumstiff to stiff, tan


10-14-16N=30

9271-43-28


LOCATION

DEPTH

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Notes:


Drill Rig: B-53



Driller: CAl Pac


Exhibit: A-6




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STRENGTH TEST


0.6

1.5

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CLAYEY SAND (SC), brown to tan, medium dense


10-7-9N=16


LOCATION

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Notes:


Drill Rig: B-53



Driller: CAl Pac


Exhibit: A-7




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STRENGTH TEST


0.4

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SANDY LEAN CLAY (CL), brown to tan, very stiff


6-7-9N=16

6148-26-22


LOCATION

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Notes:


Drill Rig: B-53



Driller: CAl Pac


Exhibit: A-8




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STRENGTH TEST


0

10

20

30

40

50

60

0 20 40 60 80 100

CH o

r

OH

CL o

r

OL

ML or OL

MH or OH

PL PI Description

SANDY FAT CLAY

ELASTIC SILT

SANDY LEAN CLAY

CH

MH

CL

Fines

PLASTICITY

INDEX

LIQUID LIMIT

"U" L

ine

"A" L

ine

56

71

48

24

43

26

32

28

22

64

92

61

LL USCS

Perc-1

Perc-5

Perc-7

ATTERBERG LIMITS RESULTSASTM D4318

1.0

1.0

1.7

Boring ID Depth (Ft)


PROJECT NUMBER: 60135023APROJECT: North Ranch Gateway Shopping

Center Improvement

SITE: 30819 E Thousand Oaks Blvd Westlake Village, CA

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CLIENT: CH Realty IV/ North Ranch, L.P. Dallas, Texas

EXHIBIT: A-9

TraceWithModifier

Water Level Aftera Specified Period of Time

GRAIN SIZE TERMINOLOGYRELATIVE PROPORTIONS OF SAND AND GRAVEL

TraceWithModifier

Standard Penetration orN-Value

Blows/Ft.

Descriptive Term(Consistency)

Loose

Very Stiff

Standard Penetration orN-Value

Blows/Ft.

Ring SamplerBlows/Ft.

Ring SamplerBlows/Ft.

Medium Dense

Dense

Very Dense

0 - 1 < 3

4 - 9 2 - 4 3 - 4

Medium-Stiff 5 - 9

30 - 50

WA

TE

R L

EV

EL

Auger Shelby Tube Split Spoon

RockCore

8 - 15

PLASTICITY DESCRIPTION

Term

< 1515 - 29> 30

Descriptive Term(s)of other constituents

Water InitiallyEncountered

Water Level After aSpecified Period of Time

Major Componentof Sample

Percent ofDry Weight

Hard

Very Loose 0 - 3 0 - 6 Very Soft

7 - 18 Soft

10 - 29 19 - 58

59 - 98 Stiff

less than 500

500 to 1,000

1,000 to 2,000

MacroCore

2,000 to 4,000

4,000 to 8,000> 99

LOCATION AND ELEVATION NOTES

SA

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DESCRIPTION OF SYMBOLS AND ABBREVIATIONS

Descriptive Term(Density)

Non-plasticLowMediumHigh

BouldersCobblesGravelSandSilt or Clay

10 - 18

> 50 15 - 30 19 - 42

> 30 > 42

_

CONSISTENCY OF FINE-GRAINED SOILS

Hand Penetrometer

Torvane

Standard PenetrationTest (blows per foot)

N value

Photo-Ionization Detector

Organic Vapor Analyzer

(HP)

(T)

(b/f)

N

(PID)

(OVA)

DESCRIPTIVE SOIL CLASSIFICATION

> 8,000

Unless otherwise noted, Latitude and Longitude are approximately determined using a hand-held GPS device. The accuracyof such devices is variable. Surface elevation data annotated with +/- indicates that no actual topographical survey wasconducted to confirm the surface elevation. Instead, the surface elevation was approximately determined from topographicmaps of the area.

Soil classification is based on the Unified Soil Classification System. Coarse Grained Soils have more than 50% of their dryweight retained on a #200 sieve; their principal descriptors are: boulders, cobbles, gravel or sand. Fine Grained Soils haveless than 50% of their dry weight retained on a #200 sieve; they are principally described as clays if they are plastic, andsilts if they are slightly plastic or non-plastic. Major constituents may be added as modifiers and minor constituents may beadded according to the relative proportions based on grain size. In addition to gradation, coarse-grained soils are definedon the basis of their in-place relative density and fine-grained soils on the basis of their consistency.

Plasticity Index

01 - 1011 - 30

> 30

RELATIVE PROPORTIONS OF FINES

Descriptive Term(s)of other constituents

Percent ofDry Weight

< 55 - 12> 12

RELATIVE DENSITY OF COARSE-GRAINED SOILS

Particle Size

Over 12 in. (300 mm)12 in. to 3 in. (300mm to 75mm)3 in. to #4 sieve (75mm to 4.75 mm)#4 to #200 sieve (4.75mm to 0.075mmPassing #200 sieve (0.075mm)

ST

RE

NG

TH

TE

RM

S Unconfined CompressiveStrength, Qu, psf

4 - 8

GENERAL NOTES

ModifiedCalifornia

Ring Sampler

GrabSample

ModifiedDames & MooreRing Sampler

NoRecovery

Water levels indicated on the soil boringlogs are the levels measured in theborehole at the times indicated.Groundwater level variations will occurover time. In low permeability soils,accurate determination of groundwaterlevels is not possible with short termwater level observations.

(More than 50% retained on No. 200 sieve.)Density determined by Standard Penetration Resistance

Includes gravels and sands.

(50% or more passing the No. 200 sieve.)Consistency determined by laboratory shear strength testing, field

visual-manual procedures or standard penetration resistanceIncludes silts and clays.

Exhibit A-10

fabuhamdan

Typewritten Text

(WOH) Weight of Hammer

fabuhamdan

Typewritten Text

fabuhamdan

Typewritten Text

fabuhamdan

Typewritten Text

UNIFIED SOIL CLASSIFICATION SYSTEM

Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests A Soil Classification

Group Symbol Group Name B

Coarse Grained Soils: More than 50% retained on No. 200 sieve

Gravels: More than 50% of coarse fraction retained on No. 4 sieve

Clean Gravels: Less than 5% fines C

Cu 4 and 1 Cc 3 E GW Well-graded gravel F

Cu 4 and/or 1 Cc 3 E GP Poorly graded gravel F

Gravels with Fines: More than 12% fines C

Fines classify as ML or MH GM Silty gravel F,G,H

Fines classify as CL or CH GC Clayey gravel F,G,H

Sands: 50% or more of coarse fraction passes No. 4 sieve

Clean Sands: Less than 5% fines D

Cu 6 and 1 Cc 3 E SW Well-graded sand I

Cu 6 and/or 1 Cc 3 E SP Poorly graded sand I

Sands with Fines: More than 12% fines D

Fines classify as ML or MH SM Silty sand G,H,I

Fines classify as CL or CH SC Clayey sand G,H,I

Fine-Grained Soils: 50% or more passes the No. 200 sieve

Silts and Clays: Liquid limit less than 50

Inorganic: PI 7 and plots on or above “A” line J CL Lean clay K,L,M

PI 4 or plots below “A” line J ML Silt K,L,M

Organic: Liquid limit - oven dried

0.75 OL Organic clay K,L,M,N

Liquid limit - not dried Organic silt K,L,M,O

Silts and Clays: Liquid limit 50 or more

Inorganic: PI plots on or above “A” line CH Fat clay K,L,M

PI plots below “A” line MH Elastic Silt K,L,M

Organic: Liquid limit - oven dried

0.75 OH Organic clay K,L,M,P

Liquid limit - not dried Organic silt K,L,M,Q

Highly organic soils: Primarily organic matter, dark in color, and organic odor PT Peat

A Based on the material passing the 3-inch (75-mm) sieve B If field sample contained cobbles or boulders, or both, add “with cobbles

or boulders, or both” to group name. C Gravels with 5 to 12% fines require dual symbols: GW-GM well-graded

gravel with silt, GW-GC well-graded gravel with clay, GP-GM poorly graded gravel with silt, GP-GC poorly graded gravel with clay.

D Sands with 5 to 12% fines require dual symbols: SW-SM well-graded sand with silt, SW-SC well-graded sand with clay, SP-SM poorly graded sand with silt, SP-SC poorly graded sand with clay

E Cu = D60/D10 Cc =

6010

2

30

DxD

)(D

F If soil contains 15% sand, add “with sand” to group name. G If fines classify as CL-ML, use dual symbol GC-GM, or SC-SM.

H If fines are organic, add “with organic fines” to group name. I If soil contains 15% gravel, add “with gravel” to group name. J If Atterberg limits plot in shaded area, soil is a CL-ML, silty clay. K If soil contains 15 to 29% plus No. 200, add “with sand” or “with gravel,”

whichever is predominant. L If soil contains 30% plus No. 200 predominantly sand, add “sandy” to

group name. M If soil contains 30% plus No. 200, predominantly gravel, add

“gravelly” to group name. N PI 4 and plots on or above “A” line. O PI 4 or plots below “A” line. P PI plots on or above “A” line. Q PI plots below “A” line.

Exhibit A-11

March 2, 2015 CH Realty IV / North Ranch, L.P. Dallas ...sbscorp.us/Plans/North Ranch...

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Transcript of March 2, 2015 CH Realty IV / North Ranch, L.P. Dallas ...sbscorp.us/Plans/North Ranch...