ATTACHMENT 2 GEOTECHNICAL INFORMATION - SEPTA · and associated boring location plans are presented...

ATTACHMENT 2

GEOTECHNICAL INFORMATION

Geotechnical Report

Proposed Streambank Stability Improvements

SEPTA Norristown Regional Rail Line

Montgomery County, PA

Prepared For:

1234 Market Street

Philadelphia, PA 19107

Prepared By:

JACOBS Engineering Group

2301 Chestnut St.

Philadelphia, PA 19103

February 2019

2301 Chestnut Street Philadelphia, PA 19103 USA

+1.215.569.2900 Fax +1.215.569.5963

Jacobs Engineering Group Inc

Memorandum

Date January 9, 2019

To Dave Phelan, PE, Sean Roberts, PE – Jacobs

From Christopher Lawrence, PE, Tim Lambert, Lei Wei, Ph.D., PE, Paul Murphy, PE - Jacobs

CC

Subject Norristown Line Shoreline Stabilization

for Southeastern Pennsylvania Transportation Authority (SEPTA)

Slope Stabilization Geotechnical Design Memorandum

Conshohocken, PA

Project No. E3X41215

INTRODUCTION

This memorandum presents our geotechnical recommendations for the proposed fabric formed concrete

mattress along the Schuylkill River to stabilize existing shorelines adjacent to the Norristown Regional Rail

Line in Montgomery County, PA. This report is subject to the limitations contained herein.

All elevations in this report are in feet and are referenced to the North American Vertical Datum of 1988

(NAVD88).

BACKGROUND

The Norristown Regional Rail Line follows the eastern riverbank of the Schuylkill River between Spring

Mill and Miquon stations. Scour of the shoreline has been an issue in several locations, and continued scour

could ultimately compromise the stability of the slope and associated railroad tracks. Portions of the existing

bank are relatively steep with slopes between 1.5H:1V to 1H:1V. The railroad tracks are in close proximity

to the river, typically 25 feet away from the bank edge. Protection of the shoreline is being considered by

SEPTA to protect the bank from further river encroachment. In this study, three sites are identified for the

shoreline stabilization design purposes, as shown in Figure 1. Existing site photographs are presented in

Appendix A, which were taken in March 2017 during the subsurface explorations.

In order to improve shoreline stability, the existing slopes are to be protected using an Earth Stabilization

System designed by the contractor. The Conceptual Design considered a fabric-formed cable-reinforced

articulating concrete block mattress as a feasible and cost-effective alternative to stabilize the shoreline at all

three sites. This memorandum provides general geotechnical information to be used in the design of the

shoreline stabilization. Other Earth Stabilization Systems developed by the Contractor may require

additional geotechnical investigation and evaluation.

Memorandum (Continued)

Page 2 of 9

Jacobs Engineering Group Inc.

Physical Setting

The top of rail is located at a typical elevation of 51.0, 50.5 and 62.5 at Sites 1, 2 and 3, respectively.

Existing catenary poles are supported on foundations which are to remain.

The site is heavily vegetated. Vegetation and trees within the project are also to be removed as required to

construct the Earth Stabilization System.

The intent of the program is to minimize disruption of the existing slope, however, the Contractor should be

advised that the riverbank will need to be prepared to meet the tolerances of the proposed protection system.

The Contractor should be advised that minor regrading and leveling is acceptable. In particular, the

Contractor should be advised that the existing stone walls present near the shoreline (see Appendix A, Photo

4) may conflict with proposed solutions and may need to be partially removed to construct the Earth

Stabilization System.

SUBSURFACE EXPLORATIONS

Two sets of subsurface explorations have been conducted at the sites as summarized below. All boring logs

and associated boring location plans are presented in Appendix B.

2016 Borings

Under the coordination of Urban Engineers Inc., a total of 9 borings were performed by TRC Solutions,

Cinnaminson, New Jersey in March and April of 2016. Test borings A-1, B-1, and B-2 were performed in

the area of Site 1; borings B-3 and B-4 were drilled in the area of Site 2; and Borings A-2, B-5, B-6, and B-7

were advanced in the area of Site 3. An ATV-mounted, diesel powered drilling rig was used to perform two

borings (A-1 and A-2) while the remaining borings were performed with a tripod-mounted, motorized

cathead rig. At borings A-1 and A-2, Standard Penetration Tests (SPTs) and split spoon sampling was

performed continuously in the upper 10 feet and at 5-foot intervals thereafter. At borings B1 through B-7,

continuous SPT samplings were obtained. Borings were terminated at depths ranging between 6 feet to 29.5

feet. Rock coring was performed at borings A-1 and A-2. At borings B1, B-2 and B-6, the borings were

terminated at refusal depths, possibly on the bedrock.

Boring operations were inspected by an Urban Engineer inspector. Ground surface elevations were

interpolated from a topographic survey performed by Urban.

2017 Borings

Under the coordination of Jacobs, ten borings (B-101 through B-110) were performed in March and April

2017 by TRC Engineers, Inc. of Mt. Laurel, NJ. Borings B-101 through B-104 are in the area of Site 1 while

B-105 through B-110 are located in Site 2. The borings were completed by a barge mounted Acker Soil XLS

drill rig within the Schuylkill River. Standard Penetration Tests (SPTs) and split spoon soil sampling were

generally performed continuously in the overburden soils using a 140-lb automatic hammer. The borings

were terminated at depths ranging from 1 to 14.8 feet below mudline. Rock coring was performed at each

boring location except at B-110.


Page 3 of 9


Jacobs observed the drilling operations and classified the soils in accordance with the Burmister

Classification System. Mudline elevations were determined by Malick & Scherer using a bathymetric

survey.

Additional borings at Site 3 are being planned which may be drilled in the future to supplement the 2016

boring information.

LABORATORY TESTING

The laboratory test results from the 2016 boring samples are not available. As part of the 2017 subsurface

explorations, laboratory tests were performed on representative samples to further characterize the recovered

soils and bedrock. The laboratory testing program consisted of grain size distribution and a suite of chemical

analyses for soil corrosion potential. In addition, two rock samples were tested for uniaxial strength. The

laboratory test results are presented in Appendix C.

The gradation test results show the tested soil samples are classified as SP-SM, GM or GP-GM in

accordance with Unified Soil Classification System (USCS). The rock compressive strength is about 441 and

1,719 tsf at rock cores recovered at borings B-103 and B-109, respectively. The rock core photos are

presented in Appendix B.

Two composite soil samples were evaluated for corrosivity which included the following tests:

• Electrical Resistivity

• pH

• Sulfate

• Chloride

Table 1: Laboratory Corrosion Test Summary

Sample

No. Sample Location

Sample

Depth

(ft)

PH

Electrical

Resistivity

(ohm-cm)

Chloride

(ppm)

Sulfate

(ppm)

1 B-101, S-1; B-103, S-1A; and

B-104, S-1A 0 ~ 2 6.5 2,000 ND* 359

2 B-105, S-1; B-106, S-1; B-107,

S-1A; and B-110, S-1 0 ~ 2 7.6 4,000 ND* 170

*: ND = Not Detected

The composite samples are mixed soil samples at different boring locations at different depths, as shown in

Table 1. The “Sample Depth” in Table 1 refers to the depth below mudline. The corrosivity results are

summarized in Table 1. The corrosivity criteria are not defined in AREMA manual. According to 2014

AASHTO LRFD Bridge Design specifications, the following site conditions should generally be considered

as indicative of a potentially corrosive environment:

• Electrical Resistivity less than 2,000 ohm-cm

• pH less than 5.5

• Soils with high organic content

• Sulfate greater than 500 ppm

• Chloride greater than 500 ppm


Page 4 of 9


Based on the results in Table 1, the corrosion potential at the site appears to be mild. However, due to the

high organic content materials encountered at some of the boring locations, we recommend the site be

considered as “aggressive” in corrosion potential.

SUBSURFACE CONDITIONS

The sites are located in the “Piedmont” physiographic province of Pennsylvania; residual sandy and gravelly

soils weathered from underlying bedrocks are typical. Based on the geologic information at the site, the

bedrock typically consists of Schist, Gneiss and Dolomite. The following generalized subsurface conditions

at the site are inferred from the exploration data collected for the Norristown Line Shoreline Stabilization

project, with some interpretations.

The overburden materials are typically granular consisting of sand and gravel with varying amounts of silt

and organics. Man-made materials such as brick pieces were encountered at some boring locations which

indicate some of the granular materials encountered are previously placed fill. The granular materials are

underlain by weathered bedrock often located at relative shallow depths.

Sand/Gravel– Based on the boring results, the depth of the sand/gravel varies from less than one foot to

about 21 feet below grade. SPT N-values suggest the density of this layer varies from very loose to very

dense. Most soils appear to be loose to medium dense except very dense materials were encountered at

depths of 8 to 10 feet at several boring locations.

Bedrock - Bedrock was encountered in all 2017 borings at depths ranging from less than one foot to 8 feet

below the mudline. Bedrock was encountered in most 2016 borings at depths ranging from 15 to 21 feet

below grade. At Site 1, the recovered bedrock is typically hard, slightly weathered, moderately fractured,

fine to medium grained, gray/blue schist. At Site 2, the recovered bedrock is typically slightly weathered,

slightly fractured, fine to medium grained, brown and gray gneiss. The rock quality designation (RQD)

ranged from 0% to 83%. Rock recovery ranged from to 41% to 100%.

Severely weathered rock was encountered at A-1, B-101 through B-103, B-106 and B-107. At these

locations, the severely weathered rock is about 1 to 7 feet in thickness and the SPT sampling was used to

recover the samples. It generally consisted of fine to medium sand with varying amounts of silt and gravel.

SPT N-values in the severely weathered rock are typically over 50 which suggest the material is very dense

in nature.

Based on the boring information, the top of the weathered bedrock is typically located at approximate

elevations of 30, 27 and 40 at Site 1, 2 and 3, respectively. The above estimation is considered the average

weathered bedrock depth. It is based on the widely spaced boring information and the actual rock surface

may vary from location to location.

Groundwater - The borings during 2017 subsurface explorations were performed in Schuylkill River. During

the time of drilling the water level ranged from approximately elevation 39 to 44 feet, or about 7 to 12 feet

above the mudline. The mud line elevation ranged from roughly 27 to 38 feet. The groundwater table was

not identified during the 2016 subsurface explorations. It is anticipated that the groundwater table may be

located at similar elevations as Schuylkill River.


Page 5 of 9


Local or periodic variations of groundwater elevation should be expected as levels may be influenced by

season, precipitation, construction activity and other factors. Therefore, groundwater elevations presented

herein may not be representative of water levels encountered during construction.

DESIGN RECOMMENDATIONS

Anchors

The mattress is to be secured at the top of the slope. Anchors should be designed and spaced as required to

provide adequate factor-of-safety for sliding (for both during construction, and long term). The conceptual

design considered anchors spaced at 5 to 10 feet, depending on the specific geometry of the existing slope.

Geotextile

A minimum 12 oz/sy nonwoven geotextile is required below the mattress for soil retention. The underlying

geotextile could be deployed in advance of the mattress, however, it is preferable to have the underlying

geotextile sewn to the mattress to allow for integral deployment. An integral design must be fabricated to

provide the required geotextile overlaps to ensure continuity of the retention fabric underneath mattress panel

connections.

Scour Protection

Unless future scour analysis indicates otherwise, the design should consider the scour depth at the weathered

rock surface.

The conceptual design of the articulated concrete mattress includes scour protection in the form of a falling-

toe section. An extra section of mattress, twice as long as the scour depth (bedrock level), is extended in to

the river. In the event of scour at the toe of the mattress, this section is able to fall and prevent scour

undermining the mattress.

The upstream end of the fabric formed mattress should be toed into the riverbank and protected with rip-rap

reinforcement. This will need to be designed by the contractor to accommodate the hydraulic flows

determined in the H&H analysis.

Since the 100-year water surface elevation is above track level, local scour may still occur at the top of the

slope and track bed after heavy storm events. Post storm maintenance and repairs may still be necessary prior

to opening the track to service. A permanent solution to this is beyond the scope and budget of this project.

Soil Properties

Based on the boring information on the existing sand and gravel, the following soil parameters may be used

for the existing soils at the site:

Saturated Unit Weight 135 pcf

Moist Unit Weight 130 pcf

Effective Unit Weight 68 pcf

Internal Friction Angle 29°


Page 6 of 9


Seismic Site Class

For seismic design considerations, an appropriate seismic site class should be evaluated in accordance with

Chapter 9, Part 1.4.4 of the AREMA manual. Based on the soil and rock conditions encountered at the site, a

site class “D” is recommended for the seismic design. Appendix D presents the seismic site class

calculations as well as the associated seismic site factors.

The estimated horizontal acceleration for the 475-year return period earthquake is less than 10 percent of the

gravity acceleration. According to Chapter 9, Section 1.6.1 of the AREMA manual, no seismic effect needs

to be considered.

CONSTRUCTION CONSIDERATIONS

Earthwork

Prior to performing any required grading operations and backfilling, the site should be prepared. The project

aim is not to restore slopes to typical SEPTA standards, but localized grading may be required to meet the

mattress manufacturer’s requirements. Necessary grading should be completed before the placement of any

mattress. Removal of soil from the site is to be minimized, however, trash, sharp debris or other material

determined to be deleterious should be removed during leveling operations.

Placement of fill at the site is also to be minimized. If required, imported leveling material is to be granular

with less than 8% fines (P200). Leveling soil that is to be placed in wet or underwater conditions should

consist of a clean aggregate (e.g., #57 stone).

All fill should be placed in lifts not exceeding 10 inches in loose thickness. Fill is to be compacted to remove

significant air voids and as required to hold it in place during deployment of geotextile and mattress.

Excavation and rip-rap placement for the upstream tie-in is anticipated to be done from a small barge and

using excavators with extended backhoe arms.

Anchors

Fabric Mattresses are commonly fixed at the top of the slope with a trench and 2 feet of rip-rap. In this case,

there is not enough space between the crest of the slope and the rail lines to accommodate a trench. A system

of anchors should be used to achieve a safety factor against sliding of the mattress down the slope. The

conceptual design considered both helical piles and a tipping plate soil anchors (e.g Manta Ray ® or

equivalent). The final spacing, amount and configuration of the anchors shall be determined by the

Contractor.

Anchors can be installed any time prior to the mattress. The connection between the anchor and the cables

within the mattress should be made prior to pumping grout.

While bedrock is not expected to be encountered, the potential to encounter bedrock does exist. Tipping

plate anchors may be able to be used in weathered rock if pilot holes are provided.

Geotextile


Page 7 of 9


Geotextile is required beneath the mattress and beneath the rip rap zone. Geotextile is to be placed and

secured, with required overlaps, either integral with the mattress (as previously described) or prior to the

unrolling of the mattress, and prior to placing rip rap. In addition, in areas where rip rap could be in direct

contact with the geotextile or the fabric formed concrete mattress, an 8-inch bedding layer of #57 stone is

required for protection of the geotextile and fabric.

Fabric Formed Mattress

The fabric panels that make up the concrete mattress can be delivered in varied widths. Generally, larger

panels and fewer seams are preferred, but it is recognized that narrow panels will better facilitate moving and

deploying the panels in areas where access is restricted.

Mattress options are to include reinforcing cables running vertically down the slope at a spacing and

diameter as required to provide adequate resistance to mattress movement with the requisite safety factor. A

mechanical connection providing a tensile strength in excess of the cable strength is to be used at each cable

to join panels. The cable design is to consider both construction loads and long-term loading.

The fabric mattress is to include weep holes to allow for relief of hydrostatic forces under the panels. Weep

holes are to extend to a minimum of 2 feet below expected low water elevations.

Concrete Pumping

The layout and access restrictions of the three sites will require concrete to be pumped some distances.

Plasticizers and hydration stabilizer admixture products should be considered to maintain fluidity over the

distance of pumping. The Contractor is to ensure that the proposed mix design is appropriate for both the

proposed application (i.e., continuous filling of panels) and construction methods (time for placement, length

of pumping, etc).

Sequencing and Staging

Filling of panels is to be from bottom-up. If more than one panel is considered perpendicular to the slope, the

lower panels are to be filled prior to filling the higher panels. The mattress constructed in the upstream tie-in

area shall be constructed first followed by the other mattress sections.

Mattress deployment and filling is to be continuous. If significant delays are encountered in filling the

mattress, the mattress panels are to be inspected for damage prior to resuming pumping operations, and loss

of concrete is to be monitored during pumping.

If significant delays are encountered in deploying adjacent panels, panel integrity and subgrade conditions

are to be inspected and confirmed prior to deploying adjacent mattresses.

Repairs and Remediation

Contractor specifications and method statements are to include provisions to repair or replace panel sections

damaged during or due to installation issues.

LIMITATIONS

Memorandum(Continued)

Page 8 of 9


LIMITATIONS

This memorandum and the recommendations contained herein have been prepared for the exclusive use of Jacobs and SEPTA and their representatives for specific application to the design and construction of slope stabilization and protection for Norristown Line Shoreline Stabilization Project in Montgomery County, PA.

This memorandum was prepared in accordance with generally accepted soil and foundation engineering practices. No warranty, expressed or implied, is made. The analysis, design and recommendations submitted in this report are based in part upon the data obtained from subsurface explorations available at the time of this report. Subsurface stratification variations between explorations are anticipated; this could be particularly the case for the bedrock surface. The reported groundwater levels are short-term observations and only represent the water levels at the time of the explorations and as noted on the exploration logs. The nature and extent of variations between these explorations may not become evident until construction. If significant variations then appear, or if there are changes in the nature, design, or location of the proposed structure, it may be necessary to re-evaluate the recommendations of this report.

We appreciate the opportunity to be of service to you on this project. Please contact us if you have any questions regarding this report.

Very truly yours,

Jacobs Engineering Group

Tim Lambert Christopher Lawrence, P.E.Project Geotechnical Engineering Specialist Senior Geotechnical Engineer

ATTACHMENTSFigure 1 – Site Location PlanAppendix A – Existing Site PhotosAppendix B – Boring Logs and Boring Location PlansAppendix C – Laboratory Test ResultsAppendix D – Site Seismic ClassAppendix E – Typical Fabric Formed Mattress Product Information

J:\2017 Projects\E3X41215\600DISC\609STR\SEPTA Norristown Geotechnical Memo.doc


Page 9 of 9


Figure 1. Site location Plan

Jacobs Engineering Group Inc

APPENDIX A – EXISTING SITE PHOTOS


Photo 1: General Site Photo – Schuylkill River

Photo 2: General Site Photo - Barge & Drill Rig


Photo 3: Existing Shoreline near B-103 at Site 1 – Looking Northeast

Photo 4: Existing Shoreline near B-107 at Site 2 – Looking Northeast


APPENDIX B – BORING LOGS AND BORONG LOCATION PLANS

Appendix B.1 - Boring Location Plans and Profiles

Appendix B.2 - 2016 Boring Logs

Appendix B.3 - 2017 Boring Logs

Grfc

Text

!BO

RIN

GLO

GK

EY

5/4/

2017

8:50

:13

AM

Minor

GRANULAR SOILS

Very Loose

Loose

Medium Dense

Dense

Very Dense

fine

medium

fine to medium

medium to coarse

fine to coarse

GRADATIONDESIGNATIONS

FINES*

Very SoftSoft

MediumStiff

Very StiffHard

< 22 - 44 - 8

8 - 1515 - 30> 30

< 0.25 tsf0.25 - 0.50 tsf0.50 - 1.0 tsf1.0 - 2.0 tsf2.0 - 4.0 tsf

> 4.0 tsf

DEPTHINTERVAL

(ft)ELEV.

(ft)SAMPLE

DATADEPTH

(ft)PEN/REC

(in)/(in)PID

(ppm)

LAY

ER

NA

ME

PARTICLE SIZE DEFINITIONSCOMPONENT NAME

andsometrace

PERCENTBY WEIGHT

40 - 5010 - 40< 10

Boulders

Cobbles

Gravel

Sand

Silt

n/a

n/a

coarsemedium

fine

coarsefine

n/a

> 12 in

12 in to 3 in

3 to 1 in1 in to 3/8 in

3/8 in to No.10

No.10 to No.40No.40 to No.200

< No.200

FRACTION SIEVE NO.

01 - 5

5 - 1010 - 2020 - 40> 40

SILTClayey SILTSILT & CLAYCLAY & SILTSilty CLAY

CLAY

FINE SOILS

PROPORTIONS OFGRANULAR COMPONENT

BURMISTER SOIL CLASSIFICATION (ORGANIC)

MASSDOT VISUAL IDENTIFICATION OF SOILS

SPT N-VALUE

SOILPARTICLE SIZE DEFINITIONS

PLASTICITY

Non-PlasticSlightLow

MediumHigh

Very High

BORING LOG KEY

PLASTICITYINDEX

THREADDIAMETER

None1/4" (6mm)1/8" (3mm)

1/16" (1.5mm)1/32" (0.75mm)1/64" (0.4mm)

75mm - 19mm19mm - 4.75mm

4.75mm - 2.0mm2.0mm - .43mm

0.43mm - 0.08mm

< 0.075mm

N-VALUE

SAMPLENO. SOIL AND ROCK DESCRIPTION

2 6 7 8 9 1051

UC STRENGTH

3 4

NOTES

11

MAJOR

NAME

GRAVELSANDFINES*

> 50

COMPONENT

GravelSandFines*

coarsefine

coarsemedium

fine

n/a

PROPORTIONALTERM

n/a

andsomelittletrace

FRACTION SIEVE NO. SIEVE SIZE

Undisturbed(U) Shelby Tube(P) Piston

COLUMN DESCRIPTIONS

NOTES: Comments/observations regarding drilling/sampling made by driller or field personnel.

PROPORTIONALTERM

n/a

SPT N-VALUE

< 22 - 44 - 8

8 - 1515 - 30> 30

PERCENTBY WEIGHT

35 - 5020 - 3510 - 200 - 10

Gravel

Sand

Silt

< 10% coarse & medium

< 10% coarse & fine

< 10% coarse

< 10% fine

all > 10%

BURMISTER SOIL CLASSIFICATION (INORGANIC)

SIEVE SIZE

DENSITY

< 4

4 - 10

10 - 30

30 - 50

> 50

Fibrous PEAT - Light weight, spongy, mostly visible organic matter, water squeezes readily from sample. Typically near top of deposit.Fine Grained PEAT - Light weight, spongy, little visible organic matter, water squeezes readily from sample. Typically below fibrous PEAT.Organic SILT - Typically gray to dark gray, often has strong H2S odor. Typically contains shells or shell fragment. Light weight. Usually found near coastalregions. May contain wide range of sand fractions.

DEPTH (feet): Depth in feet below the ground surface or barge.

> 50> 305mm

305mm - 75mm

75mm - 25mm25mm - 9.5mm9.5mm - 2.0mm

2.0mm - 0.425mm0.425mm - 0.075mm

< 0.075mm

GRANULAR SOILS

Very Loose

Loose

Medium Dense

Dense

Very Dense

< 4

4 - 10

10 - 30

30 - 50

> 50

SOIL

SPT N-VALUE

CONSISTENCYDENSITY

FINE SOILSCONSISTENCY

Very SoftSoft

Medium StiffStiff

Very StiffHard

SPT N-VALUE

six-inch intervals (blows/foot).

DEPTH INTERVAL (feet): Depth interval of the soil or rock sample collected.1

2

3

4

5

8

9

10

11

LAYER NAME: Inferred name and delineation of subsurface strata.

SAMPLE NUMBER: Sample identification number.

6

7

PID (parts per million): PID reading observed during drilling.

SOIL AND ROCK DESCRIPTION: Description of material encountered.

GRAPHIC SYMBOLS

SAMPLE DATA: Type of soil/rock sample and data collected over the depth interval shown.

ELEV (feet): Elevation in feet as per datum specified on log.

Split-SpoonSample (SS)and Blow Countsper 6" REC (in)

Rock Core (RC)and RQD (%)REC (%)

AugerSample(AS)

N-VALUE (Uncorrected): Cumulative number of uncorrected blows for the middle two

JarSample(JS)

BagSample(B)

ABBREVIATIONS

SS = Split Spoon Sampler

SPT = Stadard Penetration Test (ASTM D2487)

PP = Pocket Penetrometer

PI = Plasticity Index

UC STRENGTH = Unconfined Compressive Strength

PID = Photoionization Detector

U = Undisturbed Sample (Shelby Tube)

PEN/REC (inch/inch): Soil or rock sample penetration / amount of soil or rock recovered.

MAJOR

Minor

GRAVELSANDFINES

GravelSandFines

WOR = Weight of Rods

WOH = Weight of Hammer

P = Piston Sample

ppm = Part Per Million

RQD = Rock Quality Designation

Water Level

REC = Recovery

3 in to 3/4 in3/4 in to No.4

No.4 to No.10No.10 to No.40No.40 to No.200

< No.200

1700 Market StreetSuite 1000

Philadelphia, Pennsylvania19103

shaygj

Rectangle

shaygj

Rectangle

shaygj

Snapshot

shaygj

Text Box

2301 Chestnut Street Philadelphia, Pennsylvania 19103 United States Phone: +1.215.569.2900 Fax: +1.215.569.5963

6.3

7.5

12.5

12

3

S1

S2

S3

S4

C1

WOH WOH WOH WOH1 1 7 1714 11 12 1023 19 100/3"

RQD=65

0 - 2

2 - 4

4 - 6

6 - 7.3

7.5 - 12.5S

AN

DB

ED

RO

CK

0

8

23

119/9"

24/6

24/8

24/8

15/10

60/44

S1: Wet, very loose, dark brown, fine SAND, some Organic Silt, some(-)Fibrous Peat.

S2: Wet, loose, dark brown, fine to medium SAND, some fine to coarseGravel, trace Silt. (USCS: SP-SM)

S3: Wet, medium dense, dark brown, fine SAND and Silt, little fine Gravel,trace wood fibers.

S4A (Top 4"): Wet, dark brown, fine to medium SAND, little fine to coarseGravel, trace Silt. (USCS: SP-SM)S4B (Bottom 6"): Wet, brown, fine to medium SAND, little Silt, trace Gravel(severely weathered rock).C1: Hard, very slightly weathered, slightly fractured, fine to medium grained,blue/gray, SCHIST (bottom 6" extremely fractured and severely weathered).Coring Times (min/ft): 4 - 1.5 - 1.5 - 1.5 - 1.5

Bottom of Borehole at 12.5 feet.

Wash Boring w/ 4" CasingNX Rock Core

Terminated03-23-2017 / 9:00 AM See Note 1

0.07.512.5

SAMPLENO.

SAMPLEDATA

DEPTHINTERVAL

(ft)

N-VALUE

DEPTH(ft)

ELEV.(ft)

SOIL AND ROCK DESCRIPTIONPID(ppm)

LAY

ER

NA

MEPEN/REC

(in)/(in)NOTES

2662090.9

140 lb Auto

G. Shay

N

INSPECTORDATUM

37.5

NAVD88Acker Soil XLS

E

SPT HAMMER

3/23/17

DRILL RIG

DATE START

J. Dotzler

DEPTH(ft) REMARKS

GROUNDWATER READINGS

3/23/17

COORD

TRC Engineers Inc.

DATE END

DATE/TIME 275531.1

METHOD OF DRILLING

GRID

CONTRACTOR DRILLER ELEVATION

E3X41215

SEPTA

JOB NUMBER

BORINGNO.

NOTES

Schuylkill River / Site 1

PROJECT

OWNER

Norristown Line Shoreline Stabilization Improvements

LOG OF TEST BORING

SHEET 1 OF 1

LOCATION

Page 1: 0-35 feet. Each subsequent page displays 40 feet.

B-101

35

30

25

20

15

10

5

5

10

15

20

25

30

35

1. Approximately 6.5 feet of water above mudline.2. Mudline elevations determined by bathymetric survey.3. 4" casing hit refusal at approximately 6.3 feet.

1.5

4.6

9.5

12

3

S1

S2C1

C2

WOR WOH 1 19

100/1"

RQD=0

RQD=29

0 - 2

4.5 - 4.64.6 - 6

6 - 9.5

W/R

BE

DR

OC

K

1

100/1"

24/12

1/017/15

42/29

S1A (Top 6"): Wet, dark brown, Fibrous PEAT, little fine Sand, little Silt.

S1B (Bottom 6"): Wet, brown, fine to coarse SAND, little Silt (severelyweathered rock).

S2: No recovery.

C1: Hard, moderately weathered, extremely fractured, fine grained, graySCHIST with very closely to closely spaced, horizontal to sub-horizontalfractures.Coring Times (min/ft): 2 - 2/5"C2: Hard, slightly to moderately weathered, moderately to extremelyfractured, fine grained, gray SCHIST with very closely to closely spaced,sub-horizontal fractures.Coring Times (min/ft): 2 - 2 - 2 - 2/6"Bottom of Borehole at 9.5 feet.



0.04.69.5

SAMPLENO.

SAMPLEDATA

DEPTHINTERVAL

(ft)

N-VALUE

DEPTH(ft)

ELEV.(ft)


LAY

ER

NA

MEPEN/REC

(in)/(in)NOTES

2662224.3

140 lb Auto

G. Shay

N

INSPECTORDATUM

33.2


E

SPT HAMMER

3/22/17

DRILL RIG

DATE START

J. Dotzler

DEPTH(ft) REMARKS


3/22/17

COORD

TRC Engineers Inc.

DATE END

DATE/TIME 275422

METHOD OF DRILLING

GRID


E3X41215

SEPTA

JOB NUMBER

BORINGNO.

NOTES


PROJECT

OWNER


LOG OF TEST BORING

SHEET 1 OF 1

LOCATION


B-102

30

25

20

15

10

5

0

5

10

15

20

25

30

35

1. Approximately 9 feet of water above mudline.2. Mudline elevations determined by bathymetric survey.3. Core barrel jammed at approximately 6 feet.

2

8

14.8

12

3

S1

S2

S3

S4

C1

C2

WOH 10 10 2023 20 20 2013 41 38 5325 42 42 72

RQD=0

RQD=44

0 - 2

2 - 4

4 - 6

6 - 8

8 - 9.8

9.8 - 14.8

SA

ND

W/R

BE

DR

OC

K

20

40

79

84

24/15

24/13

24/18

24/18

22/9

60/60

S1A (Top 5"): Wet, dark brown, fine to medium SAND and Silt, some woodfibers.

S1B (Bottom 10"): Wet, brown, fine to coarse GRAVEL and fine to coarseSand, little(-) Silt. (USCS: GM)S2: Wet, dense, brown, fine to medium SAND (severely weathered rock).

S3: Wet, very dense, brown, fine to medium SAND (severely weatheredrock).

S4: Wet, very dense, brown, fine to medium SAND (severely weatheredrock).

C1: Hard, slightly to moderately weathered, extremely fractured, finegrained, blue/gray, SCHIST with closely spaced, sub-horizontal fractures.Coring Times (min/ft): 2 - 1/10"C2: Hard, slightly weathered, moderately fractured, fine grained, blue/graySCHIST with closely spaced, horizontal to sub-horizontal fractures.Coring Times (min/ft): 2 - 2 - 2 - 2 - 2



Terminated03-22-2017 / 12:00 PM See Note 1

0.08.014.8

SAMPLENO.

SAMPLEDATA

DEPTHINTERVAL

(ft)

N-VALUE

DEPTH(ft)

ELEV.(ft)


LAY

ER

NA

MEPEN/REC

(in)/(in)NOTES

2662333.1

140 lb Auto

G. Shay

N

INSPECTORDATUM

31.3


E

SPT HAMMER

3/22/17

DRILL RIG

DATE START

J. Dotzler

DEPTH(ft) REMARKS


3/22/17

COORD

TRC Engineers Inc.

DATE END

DATE/TIME 275308.8

METHOD OF DRILLING

GRID


E3X41215

SEPTA

JOB NUMBER

BORINGNO.

NOTES


PROJECT

OWNER


LOG OF TEST BORING

SHEET 1 OF 1

LOCATION


B-103

30

25

20

15

10

5

0

5

10

15

20

25

30

35

1. Approximately 9 feet of water above mudline.2. Mudline elevations determined by bathymetric survey.3. Core barrel jammed at approximately 9.8 feet.

0.3

2

7

12

3

S1

C1

C2

WOR WOR 8 100/3"

RQD=0

RQD=0

0 - 1.8

2 - 5

5 - 7 BE

DR

OC

K

8 21/17

36/32

24/24

S1A (Top 4"): Wet, dark brown, fine to medium SAND, some Silt, little fineGravel, little Fibrous Peat.S1B (Bottom 3"): Wet, brown/yellow, fine to coarse GRAVEL (bedrockfragments).C1: Hard to medium, slightly weathered, extremely fractured, fine grained,dark gray/ blue SCHIST with closely spaced, moderately dipping fractures.Coring Times (min/ft): 4 - 4 - 4

C2: Hard, slightly weathered, extremely fractured, fine grained, dark gray/blue SCHIST with closely spaced, moderately dipping fractures.Coring Times (min/ft): 4 - 4Bottom of Borehole at 7 feet.



0.02.07.0

SAMPLENO.

SAMPLEDATA

DEPTHINTERVAL

(ft)

N-VALUE

DEPTH(ft)

ELEV.(ft)


LAY

ER

NA

MEPEN/REC

(in)/(in)NOTES

2662457.5

140 lb Auto

G. Shay

N

INSPECTORDATUM

31.9


E

SPT HAMMER

3/21/17

DRILL RIG

DATE START

J. Dotzler

DEPTH(ft) REMARKS


3/21/17

COORD

TRC Engineers Inc.

DATE END

DATE/TIME 275189

METHOD OF DRILLING

GRID


E3X41215

SEPTA

JOB NUMBER

BORINGNO.

NOTES


PROJECT

OWNER


LOG OF TEST BORING

SHEET 1 OF 1

LOCATION


B-104

30

25

20

15

10

5

0

5

10

15

20

25

30

35

1. Approximately 8 feet of water above mudline.2. Mudline elevations determined by bathymetric survey.3. Core barrel jammed at approximately 5 feet.

0.6

5.6

12

S1C1

6 100/1"

RQD=53

0 - 0.60.6 - 5.5

BE

DR

OC

K

100/1" 7/460/50

S1: Wet, very dense, brown, fine to coarse SAND, trace Gravel, trace Silt,trace shells (rock fragments in spoon tip).C1 (0 - 19"): Hard, very slightly weathered, moderately fractured, fine tocoarse grained, gray/ white GNEISS with closely spaced, horizontal tosub-horizontal fractures.C1 (19" - 34"): Hard, very slightly weathered, moderately fractured, darkgray, SCHIST.C1 (34" - 50"): Hard, very slightly weathered, moderately fractured, fine tocoarse grained, gray/ white GNEISS with closely spaced, horizontal tosub-horizontal fractures.Coring Times (min/ft): 4 - 4 - 4 - 4 - 4Bottom of Borehole at 5.6 feet.



0.00.65.6

SAMPLENO.

SAMPLEDATA

DEPTHINTERVAL

(ft)

N-VALUE

DEPTH(ft)

ELEV.(ft)


LAY

ER

NA

MEPEN/REC

(in)/(in)NOTES

2660906

140 lb Auto

G. Shay

N

INSPECTORDATUM

29.8


E

SPT HAMMER

3/29/17

DRILL RIG

DATE START

J. Dotzler

DEPTH(ft) REMARKS


3/29/17

COORD

TRC Engineers Inc.

DATE END

DATE/TIME 277204.5

METHOD OF DRILLING

GRID


E3X41215

SEPTA

JOB NUMBER

BORINGNO.

NOTES


PROJECT

OWNER


LOG OF TEST BORING

SHEET 1 OF 1

LOCATION


B-105

25

20

15

10

5

0

-5

5

10

15

20

25

30

35

1. Approximately 10 feet of water above mudline.2. Mudline elevations determined by bathymetric survey.

0.7

4.5

9.5

12

S1

S2

C1

C2

7 8 8 129 22 100/4"

RQD=0

RQD=83

0 - 2

2 - 3.3

4.5 - 6.5

6.5 - 9.5

W/R

BE

DR

OC

K

16

122/10"

24/12

16/12

24/24

36/30

S1A (Top 8"): Wet, dark brown, fine to coarse SAND and fine to coarseGravel, little Silt.S1B (Bottom 4"): Wet, brown, fine to coarse GRAVEL and fine to coarseSand, little Silt (severely weathered rock).S2: Wet, very dense, brown, fine to coarse GRAVEL and fine to coarseSand, some Silt (severely weathered rock).

C1: Hard, slightly weathered, extremely to moderately fractured, fine tocoarse grained, brown/gray GNEISS with very closely spaced, sub-horizontalfractures.Coring Times (min/ft): 3 - 3C2: Hard, slightly weathered, moderately fractured, fine to coarse grained,brown/gray GNEISS with very closely spaced, sub-horizontal fractures.Coring Times (min/ft): 3 - 3 - 3Bottom of Borehole at 9.5 feet.



0.04.59.5

SAMPLENO.

SAMPLEDATA

DEPTHINTERVAL

(ft)

N-VALUE

DEPTH(ft)

ELEV.(ft)


LAY

ER

NA

MEPEN/REC

(in)/(in)NOTES

2661014

140 lb Auto

G. Shay

N

INSPECTORDATUM

29.1


E

SPT HAMMER

3/27/17

DRILL RIG

DATE START

J. Dotzler

DEPTH(ft) REMARKS


3/27/17

COORD

TRC Engineers Inc.

DATE END

DATE/TIME 277038.4

METHOD OF DRILLING

GRID


E3X41215

SEPTA

JOB NUMBER

BORINGNO.

NOTES


PROJECT

OWNER


LOG OF TEST BORING

SHEET 1 OF 1

LOCATION


B-106

25

20

15

10

5

0

-5

5

10

15

20

25

30

35


0.8

2

7

12

3

S1

C1

C2

19 100/3"

RQD=47

RQD=69

0 - 0.8

2 - 5

5 - 7 BE

DR

OC

K

100/3" 9/8

36/36

24/24

S1A (Top 3"): Wet, dark brown, fine to coarse SAND, little Silt, little fineGravel, trace Shells.S1B (Bottom 5"): Wet, brown, fine to coarse GRAVEL, little Silt, little Sand(severely weathered rock).C1: Hard, slightly weathered, extremely to moderately fractured, fine tocoarse grained, brown/gray GNEISS with close to very closely spacedsub-horizontal fractures.Coring Times (min/ft): 3 - 3 - 3C2: Hard, slightly weathered, moderately fractured, fine to medium grained,gray/green SCHIST with closely spaced, sub-horizontal fractures.Coring Times (min/ft): 2.5 - 2.5Bottom of Borehole at 7 feet.



0.02.07.0

SAMPLENO.

SAMPLEDATA

DEPTHINTERVAL

(ft)

N-VALUE

DEPTH(ft)

ELEV.(ft)


LAY

ER

NA

MEPEN/REC

(in)/(in)NOTES

2661078

140 lb Auto

G. Shay

N

INSPECTORDATUM

29.1


E

SPT HAMMER

3/27/17

DRILL RIG

DATE START

J. Dotzler

DEPTH(ft) REMARKS


3/27/17

COORD

TRC Engineers Inc.

DATE END

DATE/TIME 276930.2

METHOD OF DRILLING

GRID


E3X41215

SEPTA

JOB NUMBER

BORINGNO.

NOTES


PROJECT

OWNER


LOG OF TEST BORING

SHEET 1 OF 1

LOCATION


B-107

25

20

15

10

5

0

-5

5

10

15

20

25

30

35

1. Approximately 11 feet of water above mudline.2. Mudline elevations determined by bathymetric survey.3. Rig chatter as the rollerbit advanced from 0.8 to 2 feet, weathered rock.

0.4

5.4

12

S1C1

C2

100/5"

RQD=41

RQD=33

0 - 0.40.4 - 4.4

4.4 - 5.4

BE

DR

OC

K

100/5" 5/448/39

12/11

S1: Wet, very dense, dark brown/ brown, fine to coarse GRAVEL, some fineto coarse Sand, trace Silt (USCS: GP-GM).C1: Hard to moderately hard, slightly to moderately weathered, extremely tomoderately fractured, fine to medium grained, blue/gray GNEISS with closeto very closely spaced, sub-horizontal fractures.Coring Times (min/ft): 2 - 2 - 2 - 2

C2: Hard, slightly weathered, moderately fractured, fine to medium grained,blue/gray GNEISS with close to very closely spaced, sub-horizontalfractures.Coring Times (min/ft): 2Bottom of Borehole at 5.4 feet.



0.00.45.4

SAMPLENO.

SAMPLEDATA

DEPTHINTERVAL

(ft)

N-VALUE

DEPTH(ft)

ELEV.(ft)


LAY

ER

NA

MEPEN/REC

(in)/(in)NOTES

2661149.3

140 lb Auto

G. Shay

N

INSPECTORDATUM

27.2


E

SPT HAMMER

3/24/17

DRILL RIG

DATE START

J. Dotzler

DEPTH(ft) REMARKS


3/24/17

COORD

TRC Engineers Inc.

DATE END

DATE/TIME 276777.3

METHOD OF DRILLING

GRID


E3X41215

SEPTA

JOB NUMBER

BORINGNO.

NOTES


PROJECT

OWNER


LOG OF TEST BORING

SHEET 1 OF 1

LOCATION


B-108

25

20

15

10

5

0

-5

5

10

15

20

25

30

35


0.3

5.3

12

S1C1

100/3"

RQD=83

0 - 0.30.3 - 5.3

BE

DR

OC

K

100/3" 3/360/53

S1: Wet, very dense, brown/ dark brown, fine to coarse SAND and fine tocoarse Gravel, trace Silt, trace wood fragments (weathered rock fragmentsin spoon tip).C1: Hard, very slightly weathered, slightly fractured, fine to coarse grained,gray/blue GNEISS with moderately closely spaced, sub-horizontal fractures.Coring Times (min/ft): 2 - 2 - 3 - 3 - 3




0.00.35.3

SAMPLENO.

SAMPLEDATA

DEPTHINTERVAL

(ft)

N-VALUE

DEPTH(ft)

ELEV.(ft)


LAY

ER

NA

MEPEN/REC

(in)/(in)NOTES

2661217.7

140 lb Safety

G. Shay

N

INSPECTORDATUM

27.8


E

SPT HAMMER

3/24/17

DRILL RIG

DATE START

J. Dotzler

DEPTH(ft) REMARKS


3/24/17

COORD

TRC Engineers Inc.

DATE END

DATE/TIME 276653.8

METHOD OF DRILLING

GRID


E3X41215

SEPTA

JOB NUMBER

BORINGNO.

NOTES


PROJECT

OWNER


LOG OF TEST BORING

SHEET 1 OF 1

LOCATION


B-109

25

20

15

10

5

0

-5

5

10

15

20

25

30

35


1123

S1100/3" 0 - 0.3100/3" 3/3 S1: Wet, very dense, dark brown/brown, fine to coarse SAND, little Silt, littlefine Gravel, little Fibrous Peat.Bottom of Borehole at 1 feet.

Wash Boring w/ 4" CasingTerminated 03-23-2017 / 12:00 PM See Note 1

0.01.0

SAMPLENO.

SAMPLEDATA

DEPTHINTERVAL

(ft)

N-VALUE

DEPTH(ft)

ELEV.(ft)


LAY

ER

NA

MEPEN/REC

(in)/(in)NOTES

2661282.1

140 lb Safety

G. Shay

N

INSPECTORDATUM

33.7


E

SPT HAMMER

3/23/17

DRILL RIG

DATE START

J. Dotzler

DEPTH(ft) REMARKS


3/23/17

COORD

TRC Engineers Inc.

DATE END

DATE/TIME 276555.1

METHOD OF DRILLING

GRID


E3X41215

SEPTA

JOB NUMBER

BORINGNO.

NOTES


PROJECT

OWNER


LOG OF TEST BORING

SHEET 1 OF 1

LOCATION


B-110

30

25

20

15

10

5

0

5

10

15

20

25

30

35

1. Approximately 10.5 feet of water above mudline.2. Mudline elevations determined by bathymetric survey.3. Hard drilling at approximately 0.3 feet. Roller bit to 1', probable bedrock.

Appendix B.4 - 2017 Rock Core Photos

Norristown Line Shoreline Stabilization ProjectRock Core Photos

DRY

WET

Depths (ft)4.6 - 66 - 9.5

7.5 - 12.50.3 - 5.3

Depths (ft)4.6 - 66 - 9.5

7.5 - 12.50.3 - 5.3


DRY

WET

Depths (ft)2 - 55 - 7

8 - 9.89.8 - 14.8

Depths (ft)2 - 55 - 7

8 - 9.89.8 - 14.8


DRY

WET

Depths (ft)4.5 - 6.56.5 - 9.50.6 - 5.5

Depths (ft)4.5 - 6.56.5 - 9.50.6 - 5.5


DRY

WET

Depths (ft)0.4 - 4.44.4 - 5.4

2 - 55 - 7

Depths(ft)

0.4 - 4.44.4 - 5.4

2 - 5


APPENDIX C – LABORATORY TEST RESULTS

Appendix C - Laboratory Test Results for 2017 Borings

SUMMARY OF LABORATORY TEST

DATA

Project Name: Norristown Line Shoreline Stabilization Project Client Name: Jacobs TRC Project #: 274754

DRAWN BY: TBT 04/19/17 CHECKED BY: CJH 04/19/17

SAMPLE IDENTIFICATION

Soi

l Gro

up

(U

SC

S S

yste

m)

Moi

stu

re

Con

ten

t (%

)

GRAIN SIZE DISTRIBUTION ROCK DATA

Boring # Sample # Depth (ft)

Gra

vel (

%)

Sand

(%)

Silt

(%)

Cla

y (%

) Unit Weight, PCF

Compressive Strength, TSF

B-101 S-2 11.0-13.0 SP-SM 31.3 30.0 59.9 10.1 - -

S-4A 15.0-16.3 SP-SM 27.4 11.0 80.4 8.6 - -

B-103 S-1B 11.0-13.0 GM 12.6 46.9 40.1 13.0 - -

C-2 24.0-25.0 - - - - - 169.6 441

B-108 S-1 14.0-14.5 GP-GM 10.1 65.1 25.3 9.6 - -

B-109 C-1 13.3-14.1 - - - - - 172.7 1,719

shaygj

Typewriter

*Note: All depths in this lab test summary and following lab test results are referenced from top of barge deck.

shaygj

Typewriter

*

Tested By: TBT 04/17/17 Checked By: CJH 04/19/17

Project No. Client: Remarks:Project:

Source of Sample: B-101 Depth: 11.0-13.0 FT Sample Number: S-2

TRC Engineers, Inc.

Mt. Laurel, NJ Figure

LL PL D85 D60 D50 D30 D15 D10 Cc Cu

MATERIAL DESCRIPTION TEST DATE USCS NM

14.7451 0.5697 0.3045 0.1416 0.0874

BROWN POORLY-GRADED SAND WITH SILT AND GRAVEL 04/17/17 SP-SM 31.3

274754 JACOBS

1

PE

RC

EN

T F

INE

R

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100

% +3"Coarse

% GravelFine Coarse Medium

% SandFine Silt

% FinesClay

0.0 7.7 22.3 3.4 10.4 46.1 10.1

6 in.

3 in.

2 in.

1½

in.

1 in.

¾ in.

½ in.

3/8

in.

#4

#10

#20

#30

#40

#60

#100

#140

#200

Particle Size Distribution Report

NORRISTOWN LINE SHORELINE STABILIZATION PROJECT SAMPLE DESCRIPTION

BASED ON USCS



Source of Sample: B-101 Depth: 15.0-16.3 FT Sample Number: S-4A

TRC Engineers, Inc.




1.8269 0.3087 0.2236 0.1287 0.0880 0.0777 0.69 3.97

BROWN POORLY-GRADED SAND WITH SILT 04/17/17 SP-SM 27.4

274754 JACOBS

2

PE

RC

EN

T F

INE

R

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100

% +3"Coarse


% SandFine Silt

% FinesClay

0.0 7.9 3.1 3.6 17.2 59.6 8.6

6 in.

3 in.

2 in.

1½

in.

1 in.

¾ in.

½ in.

3/8

in.

#4

#10

#20

#30

#40

#60

#100

#140

#200



BASED ON USCS



Source of Sample: B-103 Depth: 11.0-13.0 FT Sample Number: S-1B

TRC Engineers, Inc.




19.9454 7.6076 3.6523 0.3813 0.0903

BROWN SILTY GRAVEL WITH SAND 04/17/17 GM 12.6

274754 JACOBS

3

PE

RC

EN

T F

INE

R

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100

% +3"Coarse


% SandFine Silt

% FinesClay

0.0 18.0 28.9 8.6 13.5 18.0 13.0

6 in.

3 in.

2 in.

1½

in.

1 in.

¾ in.

½ in.

3/8

in.

#4

#10

#20

#30

#40

#60

#100

#140

#200



BASED ON USCS



Source of Sample: B-108 Depth: 14.0-14.5 FT Sample Number: S-1

TRC Engineers, Inc.




23.2200 12.8058 10.1760 3.2021 0.2712 0.0822 9.74 155.77

BROWN POORLY-GRADED GRAVEL WITH SILT AND SAND 04/17/17 GP-GM 10.1

274754 JACOBS

4

PE

RC

EN

T F

INE

R

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100

% +3"Coarse


% SandFine Silt

% FinesClay

0.0 21.9 43.2 10.4 7.9 7.0 9.6

6 in.

3 in.

2 in.

1½

in.

1 in.

¾ in.

½ in.

3/8

in.

#4

#10

#20

#30

#40

#60

#100

#140

#200



BASED ON USCS

TRC Engineers, Inc.Soil Mechanics Laboratory

Unconfined Compression Strength Test of Rock Core

Project Name: Norristown Line Shoreline Stabilization ProjectProject No.: 274754.0000 Average Sample Diameter (in.): 1.985 Sample Description: Boring No.: B-103 Cross Sectional Area (sq. in.) 3.095Sample No.: C-2 Average Sample Height (in.): 4.567Depth (ft): 24.0-25.0 Sample Mass (g): 629.16

Unit Weight (PCF) 169.6

Test Data

Strain Dial (in.) Load (lb) Strain (%)

Stress (tsf)

0.000 0 0.00 00.010 3000 0.22 700.020 6000 0.44 1400.030 8600 0.66 2000.040 13200 0.88 3070.050 18000 1.09 4190.060 18950 1.31 4410.070 0 1.53 0

0

100

200

300

400

500

0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80

Axi

al S

tres

s (ts

f)

Axial Strain (%)

TRC Engineers, Inc.Soil Mechanics Laboratory

Unconfined Compression Strength Test of Rock Core

Project Name: Norristown Line Shoreline Stabilization ProjectProject No.: 274754.0000 Average Sample Diameter (in.): 1.987 Sample Description: Boring No.: B-109 Cross Sectional Area (sq. in.) 3.099Sample No.: C-1 Average Sample Height (in.): 4.538Depth (ft): 13.3-14.1 Sample Mass (g): 637.55

Unit Weight (PCF) 172.7

Test Data

Strain Dial (in.) Load (lb) Strain (%)

Stress (tsf)

0.000 0 0.00 00.010 400 0.22 90.020 2600 0.44 600.030 7900 0.66 1840.040 10500 0.88 2440.050 14000 1.10 3250.060 17000 1.32 3950.070 24000 1.54 5580.080 50000 1.76 11620.090 74000 1.98 17190.100 0 2.20 0

0

100

200

300

400

500

600

700

800

900

1000

1100

1200

1300

1400

1500

1600

1700

1800

1900

0.00 0.50 1.00 1.50 2.00 2.50

Axi

al S

tres

s (ts

f)

Axial Strain (%)

ESS LaboratoryDivision of Thielsch Engineering, Inc.

BAL Laboratory The Microbiology Division of Thielsch Engineering, Inc.

CERTIFICATE OF ANALYSIS

Tara Thurston

TRC Solutions

16000 Commerce Parkway, Suite B

Mount Laurel, NJ 08054

RE: Norristown Line Shoreline Stabilization (274754)

ESS Laboratory Work Order Number: 1704362

This signed Certificate of Analysis is our approved release of your analytical results. These results are

only representative of sample aliquots received at the laboratory. ESS Laboratory expects its clients to

follow all regulatory sampling guidelines. Beginning with this page, the entire report has been paginated.

This report should not be copied except in full without the approval of the laboratory. Samples will be

disposed of thirty days after the final report has been delivered. If you have any questions or concerns,

please feel free to call our Customer Service Department.

Laurel Stoddard

Laboratory Director

Analytical Summary

The project as described above has been analyzed in accordance with the ESS Quality Assurance Plan.

This plan utilizes the following methodologies: US EPA SW-846, US EPA Methods for Chemical

Analysis of Water and Wastes per 40 CFR Part 136, APHA Standard Methods for the Examination of

Water and Wastewater, American Society for Testing and Materials (ASTM), and other recognized

methodologies. The analyses with these noted observations are in conformance to the Quality Assurance

Plan. In chromatographic analysis, manual integration is frequently used instead of automated

integration because it produces more accurate results.

The test results present in this report are in compliance with TNI and relative state standards, and/or

client Quality Assurance Project Plans (QAPP). The laboratory has reviewed the following: Sample

Preservations, Hold Times, Initial Calibrations, Continuing Calibrations, Method Blanks, Blank Spikes,

Blank Spike Duplicates, Duplicates, Matrix Spikes, Matrix Spike Duplicates, Surrogates and Internal

Standards. Any results which were found to be outside of the recommended ranges stated in our SOPs

will be noted in the Project Narrative.

185 Frances Avenue, Cranston, RI 02910-2211 Tel: 401-461-7181 Fax: 401-461-4486 http://www.ESSLaboratory.comDependability ♦ Quality ♦ Service

Page 1 of 11

SMorrell

Reviewed

Client Name: TRC SolutionsClient Project ID: Norristown Line Shoreline Stabilization ESS Laboratory Work Order: 1704362




SAMPLE RECEIPT

The following samples were received on April 14, 2017 for the analyses specified on the enclosed Chain of Custody Record.

The client did not deliver the samples in a cooler.

Lab Number MatrixSample Name AnalysisB-101, S-1; B-103,S-1A; B-104,

S-1A; 9.0-13.0 FT

9038, 9045, 9050A, 9250Soil1704362-01

B-105, S-1; B-106, S-1; B-107,

S-1A; B110, S-1; 12.0-14.0 FT

9038, 9045, 9050A, 9250Soil1704362-02


Page 2 of 11





PROJECT NARRATIVE

End of Project Narrative.

No unusual observations noted.

DATA USABILITY LINKSTo ensure you are viewing the most current version of the documents below, please clear your internet cookies for

www.ESSLaboratory.com. Consult your IT Support personnel for information on how to clear your internet cookies.

Definitions of Quality Control Parameters

Semivolatile Organics Internal Standard Information

Volatile Organics Internal Standard Information

Volatile Organics Surrogate Information

Semivolatile Organics Surrogate Information

EPH and VPH Alkane Lists


Page 3 of 11

http://www.esslaboratory.com/pdf/du.pdf

http://www.esslaboratory.com/pdf/svoa_i.pdf

http://www.esslaboratory.com/pdf/voa_i.pdf

http://www.esslaboratory.com/pdf/voa_s.pdf

http://www.esslaboratory.com/pdf/svoa_s.pdf

http://www.esslaboratory.com/pdf/eph_vph.pdf





CURRENT SW-846 METHODOLOGY VERSIONS

Prep Methods

3005A - Aqueous ICP Digestion

3020A - Aqueous Graphite Furnace / ICP MS Digestion

3050B - Solid ICP / Graphite Furnace / ICP MS Digestion

3060A - Solid Hexavalent Chromium Digestion

3510C - Separatory Funnel Extraction

3520C - Liquid / Liquid Extraction

3540C - Manual Soxhlet Extraction

3541 - Automated Soxhlet Extraction

3546 - Microwave Extraction

3580A - Waste Dilution

5030B - Aqueous Purge and Trap

5030C - Aqueous Purge and Trap

5035 - Solid Purge and Trap

Analytical Methods

1010A - Flashpoint

6010C - ICP

6020A - ICP MS

7010 - Graphite Furnace

7196A - Hexavalent Chromium

7470A - Aqueous Mercury

7471B - Solid Mercury

8011 - EDB/DBCP/TCP

8015C - GRO/DRO

8081B - Pesticides

8082A - PCB

8100M - TPH

8151A - Herbicides

8260B - VOA

8270D - SVOA

8270D SIM - SVOA Low Level

9014 - Cyanide

9038 - Sulfate

9040C - Aqueous pH

9045D - Solid pH (Corrosivity)

9050A - Specific Conductance

9056A - Anions (IC)

9060A - TOC

9095B - Paint Filter

MADEP 04-1.1 - EPH / VPH

SW846 Reactivity Methods 7.3.3.2 (Reactive Cyanide) and 7.3.4.1 (Reactive Sulfide) have been withdrawn by EPA. These

methods are reported per client request and are not NELAP accredited.


Page 4 of 11





Client Sample ID: B-101, S-1; B-103,S-1A; B-104, S-1A; 9.0-13.0 FT

Date Sampled: 03/23/17 10:00

ESS Laboratory Sample ID: 1704362-01

Sample Matrix: Soil

Percent Solids: 64

Classical Chemistry

Analyte Results (MRL) MDL UnitsMethod Limit DF Analyst Analyzed Batch9250 mg/kg dryChloride 1 EEM CD7141804/14/17 14:16WL ND (47)

9045 S.U.Corrosivity (pH) 1 JLK CD7143404/14/17 21:47 6.52 (N/A)

Corrosivity (pH) Sample Temp Soil pH measured in water at 20.2 ºC.

9050A Mohms-cmResistivity 1 EEM CD7142404/14/17 15:10WL 0.002 (N/A)

9038 mg/kg drySulfate 1 EEM CD7142004/14/17 16:15WL 359 (78)


Page 5 of 11





Client Sample ID: B-105, S-1; B-106, S-1; B-107, S-1A; B110, S-1;

12.0-14.0 FTDate Sampled: 03/29/17 12:00

ESS Laboratory Sample ID: 1704362-02

Sample Matrix: Soil

Percent Solids: 87

Classical Chemistry

Analyte Results (MRL) MDL UnitsMethod Limit DF Analyst Analyzed Batch9250 mg/kg dryChloride 1 EEM CD7141804/14/17 14:17WL ND (34)

9045 S.U.Corrosivity (pH) 1 JLK CD7143404/14/17 21:47 7.59 (N/A)

Corrosivity (pH) Sample Temp Soil pH measured in water at 20 ºC.

9050A Mohms-cmResistivity 1 EEM CD7142404/14/17 15:10WL 0.004 (N/A)

9038 mg/kg drySulfate 1 EEM CD7142004/14/17 16:15WL 170 (57)


Page 6 of 11





Quality Control Data

Analyte Result MRL Units

Spike

Level

Source

Result %REC

%REC

Limits RPD

RPD

Limit Qualifier

Classical Chemistry

Batch CD71418 - General Preparation

Blank

3 mg/kg wetChloride ND

LCS

30.00 90-11099mg/LChloride 30

Batch CD71420 - General Preparation

Blank

5 mg/kg wetSulfate ND

LCS

9.988 80-12096mg/LSulfate 10


Page 7 of 11





Notes and Definitions

Z-10a Soil pH measured in water at 20.2 ºC.

Z-10 Soil pH measured in water at 20 ºC.

WL Results obtained from a deionized water leach of the sample.

U Analyte included in the analysis, but not detected

Sample results reported on a dry weight basisRelative Percent DifferenceRPD

dryAnalyte NOT DETECTED at or above the MRL (LOQ), LOD for DoD Reports, MDL for J-Flagged AnalytesND

MDLMRL

Method Detection LimitMethod Reporting Limit

I/VF/V

Initial VolumeFinal Volume

§ Subcontracted analysis; see attached report123

Range result excludes concentrations of surrogates and/or internal standards eluting in that range.Range result excludes concentrations of target analytes eluting in that range.Range result excludes the concentration of the C9-C10 aromatic range.

Avg Results reported as a mathematical average.NR No Recovery

LOD Limit of Detection

[CALC] Calculated Analyte

LOQ Limit of Quantitation

DL Detection Limit

SUB Subcontracted analysis; see attached reportReporting LimitRL

EDL Estimated Detection Limit


Page 8 of 11





ESS LABORATORY CERTIFICATIONS AND ACCREDITATIONS

ENVIRONMENTAL

Rhode Island Potable and Non Potable Water: LAI00179

http://www.health.ri.gov/find/labs/analytical/ESS.pdf

Connecticut Potable and Non Potable Water, Solid and Hazardous Waste: PH-0750

http://www.ct.gov/dph/lib/dph/environmental_health/environmental_laboratories/pdf/OutofStateCommercialLaboratories.pdf

Maine Potable and Non Potable Water, and Solid and Hazardous Waste: RI00002

http://www.maine.gov/dhhs/mecdc/environmental-health/dwp/partners/labCert.shtml

Massachusetts Potable and Non Potable Water: M-RI002

http://public.dep.state.ma.us/Labcert/Labcert.aspx

New Hampshire (NELAP accredited) Potable and Non Potable Water, Solid and Hazardous Waste: 2424

http://des.nh.gov/organization/divisions/water/dwgb/nhelap/index.htm

New York (NELAP accredited) Non Potable Water, Solid and Hazardous Waste: 11313

http://www.wadsworth.org/labcert/elap/comm.html

New Jersey (NELAP accredited) Non Potable Water, Solid and Hazardous Waste: RI006

http://datamine2.state.nj.us/DEP_OPRA/OpraMain/pi_main?mode=pi_by_site&sort_order=PI_NAMEA&Select+a+Site:=58715

United States Department of Agriculture Soil Permit: P330-12-00139

Pennsylvania: 68-01752

http://www.dep.pa.gov/Business/OtherPrograms/Labs/Pages/Laboratory-Accreditation-Program.aspx


Page 9 of 11

of 11

ehutchinson

Typewritten Text

3/21/17 3/22/17 3/23/17

ehutchinson

Typewritten Text

9:15 9:00 10:00

ehutchinson

Typewritten Text

3/27/17 3/27/17 3/29/17

ehutchinson

Typewritten Text

13:00 8:00 12:00*

ehutchinson

Typewritten Text

*Dates and Times per client EH 4/17/17


APPENDIX D – SITE SEISMIC CLASS

Appendix D – Seismic Site Class

JOB

SUBJECT

CALCULATED BY PJL DATE 4/14/2017

CHECKED BY DH DATE 4/17/2017

REVISED BY PJL DATE 5/3/2017

PURPOSE:

SUBSURFACE INFORMATION:

APPROACH: 1) Determine Site Class in accordance with 2015 AREMA (Table 9-1-6)

2) Determine site coefficients accordance with Section 1.4.4.1.2 of AREMA 2015.

SITE CLASS:

Approx. Project Coordinates

Sites 1 and 2 Site 3Lat 40.06° Lat 40.09°

Long -75.27° Long -75.32°

Seismic Coefficients (475-Year Return Period - AREMA Figures 9-1-4, 9-1-5. 9-1-6)

SS = 0.06 g (Probabilistic Seismic Hazard Deaggregation 0.2-sec period)

S1 = 0.02 g (Probabilistic Seismic Hazard Deaggregation 1.0-sec period)

PGA = 0.03 g

Site Coefficient For Site Class D

FA = 1.6 (See AREMA 2015 Table 9-1-8)

FV = 2.4 (See AREMA 2015 Table 9-1-9)

Fpga = 1.6 (See AREMA 2015 Table 9-1-7)

The 2017 borings indicate Site Class C or D. We also evaluated the historical borings completed by Urban

Engineers in 2016. These logs also indicate Site Class D. We did not evaluate historical borings B-4 or B-5 as

they terminated above bedrock. Therfore, we recommend Site Class D for all sites.

SPT borings performed by TRC Solutions, Inc and observed by Jacobs Engineering Group in March and April

2017, and historical borings completed by Urban Engineers in 2016.

a) Check for three categories of Site Class F requiring site-specific evaluation:

- Thick layers (greater than 25 feet) of high plastic clay (PI > 75)

- Soils vulnerable to potential failure of collpase under seismic loading

b) Categorize the site using one of the Vs, N and su methods.

c) Determine the appropriate Site Class based on the boring-specific results.

- Very thick soft/medium stiff clays (greater than 120 feet)

Norristown Retaining Wall

Seismic Site Class

- Peats or highly organic clays greater than 10 feet in thickness

Determine the seismic site class for proposed retaining walls in accordance with the 2015 AREMA.

AREMA 2015 - Seismic Site Class Summary

O:\INFRASTRUCTURE\GEOTECHNICAL\SEPTA Retg Walls\Seismic Classification\Seismic Site Class AREMA 2015

JOB

SUBJECT





Seismic Site Class

AREMA 2015


JOB

SUBJECT





Seismic Site Class

ATTACHMENTS: Refer to the attached calculation sheets for further information.


Seismic Design for Railway Structures

AREMA Manual for Railway Engineering 9-1-21

1

3

4

Figure 9-1-4. 475-year Return Period, Peak Ground Acceleration - United States (Continued)

© 2015, American Railway Engineering and Maintenance-of-Way Association

lanergapj

Callout

SITE LOCATION



1

3

4

Figure 9-1-5. 475-year Return Period, 0.2 Second Period Spectral Response Acceleration - United States

(Continued)


lanergapj

Callout

SITE LOCATION



1

3

4

Figure 9-1-6. 475-year Return Period, 1.0 Second Period Spectral Response Acceleration - United States (Continued)


lanergapj

Callout

SITE LOCATION

Authored by: PJL 4/14/17 Checked by: DH 4/17/17

Seismic Site Class Evaluation (2017 Jacobs Borings)

Boring No. Sample No. N Value Di Di/Ni Nbar

B-101 S1 1 2 2.00S2 8 2 0.25S3 23 2 0.09S4 100 1.5 0.02

Bedrock 100 92.5 0.93

1007.5 SUM 3

Nbar = Σ Di / ΣDi/Ni = 31

Per AREMA Table 9-1-6, 15 ≤ Nbar ≤ 50, Site Class D


B-102 S1 1 4.5 4.50S2 100 0.1 0.00

Bedrock 100 95.4 0.95

1004.6 SUM 5




B-103 S1 20 2 0.10S2 40 2 0.05S3 79 2 0.03S4 84 2 0.02

Bedrock 100 92 0.92

1008 SUM 1


Per AREMA Table 9-1-6, Nbar > 50, Site Class C


B-104 S1 8 2 0.25Bedrock 100 98 0.98

1002 SUM 1.23



31

Total Depth =Depth to Bedrock =

18


81


89


4 of 7



B-105 S1 100 0.6 0.01Bedrock 100 99.4 0.99

1000.6 SUM 1.00




B-106 S1 16 2 0.13S2 100 2.5 0.03

Bedrock 100 95.5 0.96

1004.5 SUM 1.11




B-107 S1 100 2 0.02Bedrock 100 98 0.98

1002 SUM 1.00




B-108 S1 100 0.5 0.01Bedrock 100 99.5 1.00

1000.5 SUM 1.00




B-109 S1 100 0.3 0.00Bedrock 100 99.7 1.00

1000.3 SUM 1.00



100


100


100


100


90


5 of 7


Seismic Site Class Evaluation (2016 Urban Engineers Borings)


A-1 S1 3 2 0.67S2 10 2 0.20S3 6 2 0.33S4 35 2 0.06S5 75 5 0.07S6 50 5 0.10S7 100 5 0.05S8 100 1.5 0.02

Bedrock 100 75.5 0.76

10024.5 SUM 2




A-2 S1 3 2 0.67S2 10 2 0.20S3 7 2 0.29S4 12 2 0.17S5 15 5 0.33S6 15 5 0.33S7 14 3 0.21

Bedrock 100 79 0.79

10021 SUM 3




B-1 S1 4 2 0.50S2 11 2 0.18S3 12 2 0.17S4 17 2 0.12S5 14 2 0.14S6 14 2 0.14S7 24 2 0.08S8 5 1.8 0.36

Bedrock 100 84.2 0.84

10015.8 SUM 3




B-2 S1 3 2 0.67S2 7 2 0.29S3 10 2 0.20S4 30 2 0.07S5 43 2 0.05S6 19 2 0.11S7 8 2 0.25S8 100 0.8 0.01

Bedrock 100 85.2 0.85

10014.8 SUM 2.48



45


33


39


40


6 of 7



B-3 S1 2 2 1.00S2 4 2 0.50S3 4 2 0.50S4 21 2 0.10S5 100 0.2 0.00

Bedrock 100 91.8 0.92

1008.2 SUM 3.02




B-6 S1 5 2 0.40S2 40 2 0.05S3 50 2 0.04S4 11 2 0.18S5 7 2 0.29S6 17 2 0.12S7 6 2 0.33S8 32 2 0.06S9 69 2 0.03

S10 100 1.2 0.01Bedrock 100 80.8 0.81

10019.2 SUM 2.32



33


43


7 of 7


APPENDIX E – TYPICAL FABRIC FORMED MATTRESS PRODUCT INFORMATION

Hydrotex™

Fabric-formed Concrete Erosion Control and Armoring Systems

Hydrotex systems outperform rip rap,gabions, precast concrete blocks, and concrete slope paving, yet are less expensive and far easier to install.

Hydrotex Fabric Forms are filled in place with fineaggregate concrete, delivering the durability andperformance of concrete without the costly anddifficult installation process of a conventionally-formed concrete slope paving.

Hydrotex systems are not only less expensive than rip rap, gabions, precast concrete blocks, orconventionally-formed concrete slope paving, theyalso deliver significant stability and performanceadvantages once installed.

Hydrotex systems can: • adapt to variable subgrades, • relieve uplift pressures, • reduce wave run up, and • manage channel velocities.

The result is a more cost-effective erosion controlsystem with greater hydraulic efficiency, higherpermissible velocities, and improved stability,durability, and performance.

A Wide Range of SolutionsConstructed of high strength, specially woven fabric,Hydrotex™ Fabric Forms come in a variety of form styles.Each style has been engineered to match a certain set ofproject parameters, allowing you to specify different formsto accommodate differing site conditions. HydrotexLinings and Mats are used to create erosion and scourprevention systems ranging from ditch linings to coastalrevetments. Hydrocast™ Armor Units are monolithicconcrete structures that are used for the construction ofseawalls and other civil and marine applications.

Proven in the Lab and in the FieldHydrotex products have been extensively evaluated in anadvanced hydraulics laboratory at a leading researchfacility. Flume testing of Hydrotex Linings and Mats hasderived precise design values to assist you in selecting theappropriate fabric form style and mass per unit area toresist the expected hydraulic loading. Hydrotex productshave proven their value, quality, and integrity in literallythousands of projects worldwide.

Backed with Technical ExpertiseSynthetex’s team of technical, manufacturing, and fieldpersonnel work closely with engineers, owners, andcontractors to derive the best design solutions. Our designphilosophy demands solutions that meet strictperformance, aesthetic, cost, and construction criteria.You are assured of quality materials, superior technicalsupport, competitive prices, and a commitment toexcellence. Our team is able to provide technical anddesign assistance, system specifications, cost estimates,and construction drawings.

Applications:Drainage Ditches Channels and CanalsStreams, Rivers, and BayousLakes and ReservoirsCoastal and Intracoastal ShorelinesJetties and GroinsDikes and LeveesDune ProtectionBeach RenourishmentSeawall and Bulkhead Scour ProtectionBoat Launching RampsWildlife CrossingsLow-water Stream CrossingsEmbankmentsUnderwater Pipeline CoversBridge Abutments and PiersCheck DamsDams and SpillwaysPonds and Holding BasinsLandfill CapsDown ChutesWater Control Structures

Filter Point

Filter Band™

Uniform Section

Enviromat™

Articulating Block

Hydrocast™ Armor Units


Product Guide

The information contained herein is furnished without charge or obligation, and the recipient assumes all responsibility for its use. Because conditions or use and handling mayvary and are beyond our control, we make no representation about, and are not responsible for, the accuracy or reliability of said information or the performance of any product.Any specifications, properties or applications listed are provided as information only and in no way modify, enlarge or create any warranty. Nothing contained herein is to beconstrued as permission or as a recommendation to infringe any patent.

© 2016 Synthetex LLC • Synthetex, Hydrotex, Hydrocast, Environ, and Filter Band are trademarks of Synthetex LLC • Printed in USA.

5550 Triangle Parkway • Suite 220 • Peachtree Corners • Georgia • 30092Tel: 1.800.253.0561 or 770.399.5051 Fax: 770.394.5999http://www.synthetex.com E-mail: [email protected]

Note: Values shown are typical and will varywith weight of concrete and field conditions.Custom products of different thicknesses anddimensions can be manufactured.

Hydrotex Linings, Mats, and Armor Unitsare filled in place by pumping fineaggregate concrete into fabric forms. Theresults are reduced material andequipment costs, faster installation, anddependable erosion and scour prevention.

Whether you’re lining a channel;protecting landfill containment systems,underwater pipelines or dams; repairingbridge scour; or armoring a shorelineagainst storm damage, Synthetex LLC hasthe form that meets your needs.

For complete specifications and our Construction and QualityControl Manual, please visit our web site at: www.synthetex.com

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003SU )57(3 )561(43 )1.21(100004SU )001

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rap, gabions, precast concrete blocks, and conventionalconcrete slope paving because of several factors. It can mitigateuplift forces due to outflow and excess pore water pressure,reduce hydraulic uplift by slowing channel velocities, andconform to soil contours to reduce the potential for scour.

Reduced Uplift Pressures:Many styles of Hydrotex Linings and Mats can accommodatesevere uplift pressures. These uplift pressures often cause thefailure of conventional concrete slope paving. Unlike traditionalmethods, fabric forms can be manufactured with built-in filterdrains that reduce the mean phreatic level and pore pressureswithin the underlying soil.

Management of Hydraulic Flow:Many Hydrotex Fabric Forms construct concrete linings andmats with deeply patterned surfaces. These patterns create ahigh coefficient of hydraulic friction. The result is reduced

flow velocity and reduced wave run-up. These surfacecharacteristics impart stability to the system by reducingvelocities and also mean that the designer can affect the flowcharacteristics of a channel, creating the opportunity for an“engineered” hydraulic system. By choosing the correct styleof form, in-channel flow can be slowed, reducingdownstream velocities and discharge turbulence. Or anhydraulically-efficient, smooth form (such as Uniform Section)can be chosen to maximize drainage from a given area.

Adaptation to Soil Contours:Filled-in-place fabric forms accommodate uneven contours,curves, and subgrades at the time that they are filled.Consequently, the soil and the concrete protection are inintimate contact, reducing the chance of underscour. Someforms create discrete concrete units, attached to each otherwith fabric perimeters and/or embedded cables. As a result, theconcrete mats can articulate to adapt to uneven settlement.

Ease of Installation:Hydrotex Fabric Forms are delivered to the job siteready-to-fill and require no additional forming materials.Installation consists of preparing the area, laying out thefabric forms, and filling them with concrete through asmall-line concrete pump. Wood or steel forming is notrequired. The fabric forms themselves assure that theconcrete assumes the proper configuration, contours,dimensions, and thickness. Hydrotex Linings and Mats donot require steel reinforcement or concrete finishing. Asmall crew can handle the installation, and fabric formscan be installed without dewatering the site.

Simple Job Mobilization:Fabric forms are extremely lightweight, so they can berapidly shipped anywhere in the world. The “weight”component of a fabric-formed system, the fine aggregateconcrete, is readily available from concrete suppliers

worldwide. Once the site is prepared, simple hand tools anda concrete pump are all that is needed to fill the forms. Andin areas with difficult or restricted access, the concrete canbe pumped to the forms from as far away as 800 feet (250meters). Because of the low mobilization costs, it is practicalto install fabric forms on jobs as small as a hundred squarefeet (10 square meters). Regardless of the job size, the easeof mobilization and transportation and the reducedequipment and labor requirements mean that the job goes infaster and at less cost per square unit of protected area.

Environmental Compatibility:Fabric forms are designed to provide the least possibleenvironmental impact. The fabric used in the forms allowsexcess mixing water to escape while retaining the cementsolids, fine aggregate, and sand. EL and EB Linings havebeen designed to provide defined areas that can be cut outafter installation so that native vegetation can be planted or

The Advantages of Hydrotex Linings,Mats, and Armor Units

Stability:Hydrotex Fabric Forms, manufactured by Synthetex LLC, havebeen used in millions of square feet of installations worldwide,some in the most severe conditions. In the process they haveestablished a new benchmark in erosion protection byoutperforming traditional concrete slope paving, gabions,precast concrete blocks, and rip rap.

Thousands of installations and extensive flume testing haveproven that Hydrotex fabric-formed concrete erosion protectionsystems outperform all alternatives. Hydrotex Linings and Mats,with permissible shear stress in excess of 60 lbs/ft2 (2.87kN/m2), provide the high degree of stability needed to resist thestresses associated with high velocity flows. Hydrotexfabric-formed concrete has greater hydraulic efficiency than rip

Filter Point (FP) LiningsFilter Point Linings with filtering points (drains) provideerosion resistant, permeable concrete linings for ditches,channels, canals, streams, rivers, ponds, lakes, reservoirs,marinas, and port and harbor areas. Filter Point Liningshave a cobbled surface and a relatively high coefficient ofhydraulic friction in order to achieve lower flow velocitiesand to reduce wave run-up. The filter points provide for therelief of hydrostatic uplift pressures, increasing thesystem’s stability.

Filter Point Linings were the first style of fabric form forconcrete. In 1965, a Dutch patent was issued for“fabric-formed slope paving.” The form suggested bythis patent was later refined to create the first “filterpoint” lining.

As the use of this technology has spread worldwide, avariety of other forms have been developed to meetspecific job requirements.

Filter Band™ (FB) LiningsFilter Band Linings are similar to Filter Point Linings,providing an effective and highly permeable concretelining that resists erosive forces.

Filter Band differs from Filter Point in that the formcreates interconnected, tubular concrete elements thatare separated by large, interwoven filter bands. The filterbands provide for greater reduction of uplift pressuresthan filter points. Also, the biaxial alignment of thetubular elements creates two directionally-determinedcoefficients of hydraulic friction. As a result, Filter Bandachieves a greater reduction of flow velocity or waveenergy than Filter Point.

Filter Band concrete linings are specified in situationssimilar to those for which Filter Point might be specified,but which also require greater relief of uplift pressures,higher reduction of flow velocities, or greater reduction ofwave run-up.

Uniform Section (US) LiningsUniform Section Linings are similar to traditional concreteslope paving. They create a solid, high quality concretelining with a relatively low coefficient of hydraulicfriction and a uniform cross section. Uniform SectionLinings are used to reduce the infiltration of aggressivewaste and chemical fluids into or out of open channelsand basins. They are also used to reduce exfiltration inarid regions where open channels and basins requirewatertight linings.

Uniform Section Linings are resistant to most leachatesand chemicals. They protect geosynthetic liners frommechanical damage, exposure to UV light, andfreeze-thaw cycles and also serve as a ballast layer.These self-supporting, high strength linings permitconstruction on steep side slopes and replace the use ofclay or sand as liner protection. Concrete filling of theforms can be performed with a minimum of traffic onthe liner, and the tensile strength and abrasionresistance of the fabric protect the liner from thepumped concrete.

Enviromat™ (EL and EB) LiningsEnviromat Linings are installed to provide protectionagainst periodic high flows. After installation, vegetationcan be planted within the open structure of the lining.Enviromat Linings are used in drainage ditches and onthe upper slopes of channels, canals, lakes, reservoirs,rivers, and other water courses as well as forembankments subject to heavy run-off.

Enviromat Linings are comprised of concrete-filledelements and unfilled areas that allow for theestablishment of vegetation. Once the concrete sets, theunfilled areas are opened by cutting the fabric and arethen planted or filled with topsoil and seeded. Within agrowing season a vegetated cover will normally extendover the lining, resulting in an erosion control system withthe hydraulic, ecological, and aesthetic features desired.EL Linings have a greater open area than EB, so avegetated cover will be established more rapidly. However,EB Linings are designed to articulate and are moretolerant of uneven settlement after installation.

Articulating Block (AB) MatsArticulating Block Mats form cable-reinforced concreteblock mattresses that resist erosive forces. They are ofteninstalled where a revetment is exposed to attack by waveaction and are used to protect shorelines, canals, rivers,lakes, reservoirs, underwater pipelines, bridge piers, andother civil and marine structures from propeller wash,ship wakes, waves, currents, and high velocity flows.They are also used in environmental construction forlandfill caps, downchutes, and collector channels.

Articulating Block Fabric Forms consist of a series ofcompartments linked by interwoven perimeters. Groutducts interconnect the compartments. High strengthrevetment cables are installed between and through thecompartments and grout ducts. Once filled, AB Matbecomes a mattress of pillow-shaped, rectangularconcrete blocks. The interwoven perimeters betweenthe blocks serve as hinges to permit articulation. Thecables remain embedded in the concrete blocks to linkthe blocks together and facilitate articulation.

seeded to create a more natural appearance. And HydrotexLinings and Mats are free of hazardous projections thatcould endanger pedestrians, animals, vehicles, or boats.

Hydrotex fabric-formed concrete erosion controlsystems outperform all traditional solutions andreduce total system cost. The expertise andknowledge that Synthetex has gained fromthousands of installations worldwide areincorporated into every form we manufacture.Time and again, in many different types ofprojects, our erosion control systems haveperformed “as specified” and deliveredpredictable erosion control.

Hydrocast™ Armor UnitsHydrocast Armor Units are monolithic concrete structureswhich replace heavy rip rap and large precast concretearmor units, such as tetrapods. When the rectangularfabric forms are filled, they assume a flattened cylindricalcross section and range in size from roughly 180 poundsto in excess of 70 tons (80-64,000 kg) per unit. Availablein custom sizes and shapes, the dimensions of the formcontrol the concrete armor unit’s length, width, height,and weight.

Armor Units have the mass and stability for theconstruction of gravity seawalls and revetments, groins,levees, dikes, dams, check dams, and other civil andmarine structures subject to attack by waves orrapidly flowing water. Since they are filled in place,they adapt to variations in the subgrade and are idealfor preventing or repairing scour at bridge piers andabutments, culvert outfalls, or underwater pipelines.Hydrocast installations do not require dewatering, a crucial advantage in emergency repair situations.

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Section ____________

EROSION CONTROL LINING SYSTEM SPECIFICATION ARTICULATING BLOCK AB400LL FABRIC FORMED CONCRETE

PART 1.0: GENERAL

1.1 Scope of Work

The work shall consist of furnish all labor, materials, equipment, and incidentals required and perform all operations in connection with the installation of the fabric formed concrete erosion control lining systems in accordance with the lines, grades, design, and dimensions shown on the Contract Drawings and as specified herein. If the contractor is inexperienced, then the fabric formed concrete manufacturer’s representative shall provide on-site technical assistance at the beginning of the installation for a length of time the contractor is sufficiently experienced to complete the remaining installation.

1.2.1 Description

The work shall consist of installing a reinforced concrete lining by positioning specially woven, double-layer synthetic forms on the surface to be protected and filling them with a pumpable fine aggregate concrete (structural grout) in such a manner as to form a stable lining of required thickness, weight and configuration.

1.3 Referenced Documents 1.3.1 American Society for Testing and Materials (ASTM)

ASTM C 31 Standard Practice for Making and Curing Concrete Test Specimens in the Field ASTM C 33 Standard Specification for Concrete Aggregates ASTM C 94 Standard Specification for Ready-Mixed Concrete ASTM C 1019 Standard Test Method for Sampling and Testing Grout ASTM C 150 Standard Specification for Portland Cement ASTM C 260 Standard Specification for Air-Entraining Admixtures for Concrete ASTM C 494 Standard Specification for Chemical Admixtures for Concrete ASTM C 618 Standard Specification for Coal Fly Ash and Calcined Natural Pozzolan for Use in

Concrete ASTM C 685 Standard Specification for Concrete Made by Volumetric Batching and Continuous Mixing ASTM C 1602 Standard Specification for Mixing Water Used in the Production of Hydraulic Cement

Concrete ASTM C 1603 Standard Test Method for Measurement of Solids in Water ASTM D 2061 Standard Test method of Strength of Zippers ASTM D 4354 Practice for Sampling of Geotextiles for Testing ASTM D 4491 Standard Test Methods for Water Permeability of Geotextiles by Permittivity ASTM D 4533 Standard Test Method for Trapezoidal Tearing Strength of Geotextiles ASTM D 4595 Test Method for Tensile Properties of Geotextiles by the Wide Width Strip Method ASTM D 4632 Test Method for Breaking Load and Elongation of Geotextiles (Grab Method) ASTM D 4751 Test Method for Determining Apparent Opening Size for a Geotextile ASTM D 4759 Practice for Determining the Specification Conformance of Geotextiles ASTM D 4873 Standard Guide for Identification, Storage, and Handling of Geotextiles ASTM D 4884 Test Method for Seam Strength of Sewn Geotextiles ASTM D 5199 Test Method for Measuring Nominal Thickness of Geotextiles and Geomembranes ASTM D 5261 Test Method for Measuring Mass per Unit Area of Geotextiles ASTM D 6241 Standard Test Method for Static Puncture Strength of Geotextiles and Geotextile-Related

Products Using a 2-inch [50-mm] Probe ASTM D 6449 Standard Method for Flow of Fine Aggregate Concrete for Fabric Formed Concrete

1.4 Terminology

For the purpose of these specifications, the following definitions shall apply:

1.4.1 Compaction:

The densification of a soil by means of mechanical manipulation.

1.4.2 Subgrade:

The ground surface usually specially prepared against which lining shall be placed. In cases where lining is to be retained the same shall be considered as subgrade.

1.4.3 Hydrotex™ Fabric Form:

The fabric forms are constructed of woven, double-layer synthetic fabric. HYDROTEX linings are installed by positioning fabric forms over the areas to be protected and then pumping, high-strength, fine aggregate concrete into the forms. The fabric forms can be placed and filled either underwater or in-the-dry. The high-strength, fine aggregate concrete is used in place of conventional concrete because of its pumpability, high-strength, impermeability, and absorption resistance.

1.4.4 Hydrotex™ Articulating Block (AB) Lining: Hydrotex Articulating Block Linings consist of a series of compartments (blocks) linked by an interwoven perimeter and revetment cables. Ducts interconnect the compartments and high strength revetment cables are installed between and through the compartments and ducts. Once filled, the Articulating Block Linings become a mattress of pillow shaped, rectangular concrete blocks. The interwoven perimeters between the blocks serve as a hinge to permit articulation. The cables remain embedded in the concrete blocks to link the blocks together and facilitate articulation. Some relief of hydrostatic pressure is accomplished through the filtration bands formed by the interwoven perimeters of the blocks.

1.4.5 Baffle:

Baffles are flow-directing vertical geotextile walls constructed between fabric form sections layers. Baffles are an integral part of the fabric form design. Baffles are designed to support the panel section, determine the concrete area of the section and direct the flow of fine aggregate concrete for maximum efficiency.

1.4.6 Slide Fastener (Zipper):

A zipper or zipper like devise having two grooved plastic edges joined by a sliding tab or pull. 1.5 Submittals 1.5.1 The Contractor shall furnish the fine aggregate concrete manufacturer’s certificates of compliance, mix design,

fine aggregate gradation and fineness modulus for the fine aggregate concrete. 1.5.2 The Contractor shall furnish the fabric form manufacturer’s certificates of compliance for the fabric forms. The

Contractor shall also furnish the manufacturer’s specifications, literature, shop drawings for the layout of the concrete lining panels, and any recommendations, if applicable, that are specifically related to the project.

1.5.3 Alternative fabric formed concrete lining materials may be considered. Such materials must be pre-approved

in writing by the Engineer prior to the bid date. Alternative material packages must be submitted to the Engineer a minimum of fourteen (14) days prior to the bid date. Submittal packages must include, as a minimum, the following:

Material testing reports prepared by a certified geotextile laboratory attesting to the alternative fabric form material’s compliance with this Specification. Material laboratory testing shall have been performed within ninety (90) days of the bid date.

PART 2:.0 PRODUCT 2.1 General - Fabric Formed Concrete Lining

Fabric formed concrete lining shall be Articulating Block (AB400LL) type with concrete blocks having finished nominal block dimensions of 22 inches x 14 inches, a finished average thickness of 4.0 inch, and a nominal mass per unit area of 45 lb/ft2. Concrete blocks shall be interconnected with embedded longitudinal revetment cables in such a manner as to provide longitudinal and lateral binding of the finished articulating block

mattress. The shear resistance of the concrete lining shall be a minimum of 26 lb/ft2, as demonstrated by full

scale flume testing. 2.2 Fabric Forms

The fabric forms for casting the concrete lining(s) shall be as specified, HYDROTEX® Articulating Block (AB400LL) fabric forms as manufactured by: Synthetex, LLC; 5550 Triangle Parkway, Suite 220 Peachtree Corners, Georgia 30092

Tel: 800.253.0561 or 770.399.5051 E-Mail: [email protected]

The fabric forms shall be composed of synthetic yarns formed into a woven fabric. Yarns used in the manufacture of the fabric shall be composed of polyester. Forms shall be woven with a minimum of 50% textured yarns (by weight). Partially-oriented (POY), draw-textured, and/or staple yarns shall not be used in the manufacture of the fabric. Each layer of fabric shall conform to the physical, mechanical and hydraulic requirements Mean Average Roll Values listed in Table 1.0. The fabric forms shall be free of defects or flaws which significantly affect their physical, mechanical, or hydraulic properties.

Table 1.0 PROPERTY REQUIREMENTS – HYDROTEX FABRIC 1, 2

Test Method Units MARV

Physical Properties

Composition of Yarns - - Polyester

Mass Per Unit Area (double-layer) ASTM D 5261 oz/yd2 13

Thickness (single-layer) ASTM D 5199 mils 15

Mill Width (Woven) inch 84

Mechanical Properties

Wide-Width Strip Tensile Strength - MD | TD ASTM D 4595

lbs/inch 300 | 350

Elongation at Break - MD | TD - Max. % 15 | 15

Trapezoidal Tear Strength - MD | TD ASTM D 4533 lbs 150 | 175

CBR Puncture Strength ASTM D 6241 lbs 1250

Mullen Burst Strength ASTM D 3786 (Mod.) psi 500

Test Method Units MARV Range

Hydraulic Properties

Apparent Opening Size (AOS) ASTM D 4751 U.S. Standard Sieve 30 - 40

Flow Rate ASTM D 4491 gal/min/ft2 30 - 55

Notes:

1. Conformance of fabric to specification property requirements shall be based on ASTM D 4759.

2. All numerical values represent minimum average roll values (i.e., average of test results from any sample roll

in a lot shall meet or exceed the minimum values). Lots shall be sampled according to ASTM D 4354.

2.2.1 Fabric forms shall be double-layer woven fabric joined together by narrow perimeters of interwoven fabric into a matrix of rectangular compartments. Cords shall connect the two layers of fabric at the center of each compartment. The cords shall be interwoven in two sets of four cords each, one set shall cross from the top layer to the bottom layer and the other from the bottom layer to the top layer. Each cord shall

have a minimum breaking strength of 160 lbf when tested in accordance with ASTM D 2256. Fabric form compartments shall be offset in the lateral direction, to form a bonded concrete block pattern.

2.2.2 Fabric form compartments shall each have six ducts, two on each of the long sides and one on each of

the short sides to allow passage of the fine aggregate concrete between adjacent compartments. The fine aggregate concrete filled, cross-sectional area of each duct shall be no more than 10 percent of the maximum filled cross-sectional area of the block lateral to the duct.

2.2.3 Revetment cables shall be installed in the longitudinal directions between the two layers of fabric. Two

longitudinal cables, on approximately 12-inch centers, shall pass through each compartment in a manner which provides for the longitudinal and binding of the finished articulating block mattress. The cables shall enter and exit the compartments through opposing ducts.

2.2.4 Revetment cables shall be installed in the lateral direction between the two layers of fabric. One lateral

cable shall pass through each compartment in a manner which provides for the lateral binding of the finished articulating block mattress. The lateral cables shall enter and exit the compartments through opposing ducts.

2.2.5 Revetment cables shall be Polyester Revetment Cables. Cables shall be constructed of high tenacity, low

elongation, and continuous filament polyester fibers. Cable shall consist of a core constructed of parallel fibers contained within an outer jacket or cover. The weight of the parallel core shall be between 65% to 70% of the total weight of the cable. Longitudinal cables shall be nominally 0.25 inches in diameter and their rated breaking strength shall be not less than 3,700 lbs. and transverse cables shall be 0.25 inches in diameter and their rated breaking strength shall be not less than 3,700 lbs., or as specified by the Engineer.

Paragraph 2.2.5 is a standard guideline for the selection of revetment cables. The Engineer should consult with the Synthetex’s engineering department for site specific revetment cable selections. Alternate cable strengths and constructions are available.

2.2.6 Mill widths of fabric shall be a minimum of 84 inches. Each selvage edge of the top and bottom layers of

fabric shall be reinforced for a width of not less than 1.35 inches by adding a minimum of 6 warp yarns to each selvage construction. Mill width rolls shall be cut to the length required, and the double-layer fabric separately joined, bottom layer to bottom layer and top layer to top layer, by means of sewing thread, to form multiple mill width panels with sewn seams on not less than 80-inch centers.

2.2.7 Fabric form panels shall be factory-sewn, by jointing together the layers of fabric, top layer to top layer

and bottom layer to bottom layer, into predetermined custom sized panels. Sewn seams shall be downward facing as shown on the Contract Drawings. All sewn seams and zipper attachments shall be made using a double line of U.S. Federal Standard Type 401 stitch. All seams sewn shall be not less than 100 lbf/inch when tested in accordance with ASTM D 4884. Both lines of stitches shall be sewn simultaneously and be parallel to each other, spaced between 0.25 inches to 0.75 inches apart. Each row of stitching shall consist of 4 to 7 stitches per inch. Thread used for seaming shall be polyester.

2.2.8 Baffles shall be installed at predetermined mill width intervals to regulate the distance of lateral flow of

fine aggregate concrete. The baffles shall be designed to maintain a full concrete lining thickness along the full length of the baffle. The baffle material shall be nonwoven filter fabric. The grab tensile strength of the filter fabric shall be not less than 180 lbf/inch when tested in accordance with ASTM D 4632.

2.2.9 The fabric forms shall be kept dry and wrapped such that they are protected from the elements during

shipping and storage. If stored outdoors, they shall be elevated and protected with a waterproof cover that is opaque to ultraviolet light. The fabric forms shall be labeled as per ASTM D 4873.

2.2.10 The Contractor shall submit a manufacturer’s certificate that the supplied fabric forms meet the criteria of

these Specifications, as measured in full accordance with the test methods and standards referenced herein. The certificates shall include the following information about each fabric form delivered:

Manufacturer’s name and current address; Full product name; Style and product code number; Form number(s); Composition of yarns; and

Manufacturer’s certification statement.

2.3 Fine Aggregate Concrete

Fine aggregate concrete consists of a mixture of Portland cement, fine aggregate (sand) and water, so proportioned and mixed as to provide a pumpable fine aggregate concrete.

The water/cement ratio of the fine aggregate concrete shall be determined by the ready-mix manufacturer, but

generally should be on the order of 0.65 to 0.70. The pumping of fine aggregate concrete into the fabric forms causes a reduction in the water content by filtering excess mixing water through the permeable fabric. The reduction of mixing water substantially improves the water/cement ratio of the in-place fine aggregate concrete thereby increasing its strength and durability. The sand/cement ratio should be determined by the ready-mix manufacturer and should be on the order of 2.4:1.

The consistency of the fine aggregate concrete delivered to the concrete pump should be proportioned and mixed as to have a flow time of 9-15 seconds when passed through the ¾-inch [19 mm] orifice of the standard flow cone that is described in ASTM C6449-99. Additional Pozzolan and/or admixtures may be used with the approval of the Engineer-in-charge. The water/cement ratio varies with the exact granulometry of the fine aggregate (sand) and should be determined by the ready-mix manufacturer using the above referenced flow cone.

The Contractor should demonstrate the suitability by placing the proposed fine aggregate concrete mix into

concrete grout prisms per ASTM C1019.. The mix should exhibit a minimum compressive strength of 2500 psi at 28 days, when made and tested in accordance ASTM C1019. As a result of the following, the actual compressive strength inside the fabric forms will be higher than the sampling and testing.

With a typical loss of approximately 15% of the total mixing water, 27 ft3 of pumpable fine aggregate concrete will reduce to approximately 25 ft3 of hardened concrete. The mixing water reduction will also result in an increase of approximately 8% in the sand and cement per cubic foot of concrete. The range of fine aggregate concrete mix proportions provided in Table 2.0 has been developed under a variety of field conditions.

2.3.1 Components 2.3.1.1 Portland Cement

Portland cement should conform to ASTM C 150/150M, Type I, II or V. Pozzolan grade fly ash may be substituted for up to 35% of the cement as an aid to pumpability. (The pumpability of fine aggregate concrete mixes containing course sand is improved by the addition of fly ash.) Pozzolan, if used, should conform to ASTM C 618, Class C, F or N.

2.3.1.2 Fine Aggregate (sand)

Fine aggregate should consist of suitable clean, hard, strong and durable natural or manufactured sand. It should not contain dust, lumps, soft or flaky materials, mica or other deleterious materials in such quantities as to reduce the strength and durability of the concrete, or to attack any embedded steel, neoprene, rubber, plastic, etc. Motorized sand washing machines should be used to remove impurities from the fine aggregate. Fine aggregate having positive alkali-silica reaction should not be used. All fine aggregates should conform to ASTM C33/C33M-13. The fine aggregate should not have more than 45% passing any sieve and retained on the next consecutive sieve of those shown in Table 3.0. The fineness modulus of fine aggregate should neither be less than 2.3 nor greater than 3.1. Fine aggregate with grading near the minimum for passing the No. 50 and No. 100 sometimes have difficulties with workability or pumping. The additions of entrained air, additional

Table 2.0 Typical Range of Mix Proportions

Material Mix Proportions lb/yd3 After Placement Mix Proportions lb/yd3

Cement 750-850 805-915

Sand 2120-2030 2290-2190

Water 540-555 460-470

Air As Required As Required

cement, or the addition of an approved mineral admixture to supply the deficient fines, are methods used to alleviate such difficulties. ASTM C33/C33M-13 defines the requirements for grading and quality of fine aggregate for use in fine aggregate concrete and is for use by a contractor as part of the purchase document describing the material to be furnished.

Fine aggregate failing to meet these grading requirements can be utilized provided that the supplier can demonstrate to the specifier that fine aggregate concrete of the class specified, made with fine aggregate under consideration, will have relevant properties at least equal to those of fine aggregate concrete made with same ingredients, with the exception that the referenced fine aggregate will be selected from a source having an acceptable performance record in similar fine aggregate construction.

2.3.1.3 Water

Water used for mixing and curing should be clean and free from injurious amounts of oils, acids, alkalis, salts, sugar, organic materials or other substances that may be deleterious to concrete. Potable water is permitted to be used as mixing water in fine aggregate concrete without testing for conformance with the requirements of ASTM C1602/C1602M-12. ASTM C1602/C1602M-12 covers the compositional and performance requirements for water used as mixing water in hydraulic cement fine aggregate concrete. It defines sources of water and provides requirements and testing frequencies for qualified individual or combined water sources.

2.3.2 Plasticizing and Air Entraining Admixtures

Grout fluidifier, water reducing or set time controlling agents may be used as recommended by their manufacturers to improve the pumpability and set time of the fine aggregate concrete. Any air entraining agent or any other admixture may be used, as approved, by the Engineer-in-charge to increase workability, to make concrete impervious and more durable. Air entraining admixture should conform to ASTM C494/C494M and ASTM C260/C260M, respectively. Mixes designed with 5% to 8% air content will improve the pumpability of the fine aggregate concrete, freeze-thaw and sulfate resistance of the hardened concrete.

2.4 Ready-Mixed Concrete The basis of standard specifications for ready-mixed concrete should be ASTM C94/C94M-13a.

2.4.1 Ordering

The contractor should require the manufacturer to assume full responsibility for the selection of the proportions for the concrete mixture, the contractor should also specify the following: 1. Requirements for compressive strength as determined on samples taken from the transportation unit at

Table 3.0 Grading Requirement for Fine Aggregate

Sieve Percent by Weight Passing the Sieve

9.5-mm (3/8-in.) 100

4.75-mm (No. 4) 95 to 100

a2.36-mm (No. 8) 80 to 100

1.18-mm (No. 16) 50 to 85

600-µm (No. 30) 25 to 60

300-µm (No. 50) 5 to 30

150-µm (No. 100) 0 to 10

75-µm (No. 200) 0 to 3

the point of discharge. Unless otherwise specified the age at test should be 28 days. 2. That the manufacturer, prior to the actual delivery of the fine aggregate concrete, furnish a statement to

the contractor, giving the dry mass of cement and saturated surface-dry-mass of fine aggregate and quantities, type, and name of admixtures (if any) and the water per cubic yard or cubic metre of fine aggregate concrete that will be used in the manufacture. The manufacturer should also furnish evidence satisfactory to the contractor that the materials to be used and proportions selected will produce fine aggregate concrete of the quality specified.

2.4.2 Mixing and Delivery

Ready-mixed fine aggregate concrete should be mixed and delivered to the point of discharge by means of one of the following combinations of operation: Central-Mixed Concrete is mixed completely in a stationary mixer and transported to the point of delivery in a truck agitator, or a truck mixer operating at agitating speed, or in non-agitating equipment meeting the requirements of Section 13 of ASTM C94/C94M-13a. The acceptable mixing time for mixers having capacity of 1 yd3 or less is one (1) minuet. For mixers of greater capacity, this minimum should be increased 15 seconds for each cubic yard [cubic metre] of fraction thereof of additional capacity.

Shrink-Mixed Concrete—Concrete that is first partially mixed in a stationary mixer, and then completely in a truck mixer, should conform to the following: The time for the partial mixing should be the minimum required to intermingle the ingredients. After transfer to a truck mixer the amount of mixing at the designated mixing speed will be that necessary to meet the requirements for uniformity of concrete. Truck-Mixed Concrete—Concrete that is completely mixed in a truck mixer, 70 to 100 revolutions at the mixing speed designated by the manufacturer to produce the uniformity of concrete. No water from the truck water system should or elsewhere should be added after the initial introduction of mixing water for the batch except when on arrival to the project site the flow rate of the fine aggregate concrete is less than 9 seconds. If the flow rate is less than 9 seconds obtain the desired flow rate within 9 to 15 seconds with a one-time addition of water. A one-time addition of water is not prohibited from being several distinct additions of water provided that no fine aggregate concrete has been discharged except for flow testing. All water additions should be completed within 15 minutes from the start of the first water addition. Such addition should be injected into the mixer under such pressure and direction of flow to allow for proper distribution within the mixer. The drum should be turned an additional 30 revolutions, or more if necessary, at mixing speed to ensure that a homogenous mixture is attained. Water should not be added to the batch at any later time. Discharge of fine aggregate concrete should be completed within 1 1/2 hours after the introduction of mixing water to the cement and fine aggregate. This limitation may be waived by the contractor if concrete is of such flow after 1 1/2 hours time has been reached that it can be placed, without the addition of water to the batch. In hot weather, or under conditions contributing to rapid stiffening of the fine aggregate concrete, a time less than 1 1/2 hours is permitted to be specified by the contractor. Depending on the project requirements the technology is available to the manufacture to alter fresh fine aggregate properties (such as setting time or flow.) On some projects the manufacturer may request changes to certain fresh fine aggregate concrete properties due to the distance or projected transportation time between the batch plant and the point of delivery. Fine aggregate concrete delivered in cold weather should have the minimum temperature indicated in Table 4.0. The maximum temperature of fine aggregate concrete produced with heated aggregate, heated water, or both, should at no time during its production or transportation exceed 90 °F.

2.4.3 Sampling for Uniformity

The fine aggregate concrete should be discharged at the normal operating rate for the mixer being tested, with care being exercised not to obstruct or retard the discharge by an incompletely opened gate or seal. As the mixer is being emptied, individual samples should be

2.4 Geotextile Filter Fabrics 2.4.1 The geotextile filter fabrics shall be composed of synthetic fibers or yarns formed into a nonwoven or woven

fabric. Fibers and yarns used in the manufacture of filter fabrics shall be composed of at least 85% by weight of polypropylene, polyester or polyethylene. They shall be formed into a network such that the filaments or yarns retain dimensional stability relative to each other, including selvages. The geotextile shall be free of defects or flaws which significantly affect its mechanical or hydraulic properties.

2.4.2 The geotextile filter fabric must be permitted to function properly by allowing relief of hydrostatic pressure;

therefore fine soil particles shall not be allowed to clog the geotextile. The geotextile filter fabric shall be as specified elsewhere in the Contract Specifications. Final acceptance of the geotextile filter fabric by the Engineer shall be based on project specific soil information, provided by the Contractor/Owner. The geotextile filter shall meet the minimum physical requirements listed in Table 5.

2.4.3 The geotextile filter fabric shall be kept dry and wrapped such that they are protected from the elements during

shipping and storage. If stored outdoors, they shall be elevated and protected with a waterproof cover that is opaque to ultraviolet light. The fabric forms shall be labeled as per ASTM D 4873.

Table 5.0 PROPERTY REQUIREMENTS – FILTER FABRIC

Test Method Units Minimum Value

Mechanical Properties

Grab Tensile Strength ASTM D 4632 lbf 180 (in any principal direction)

Elongation at Break ASTM D 4632 % 50 max. (in any principal direction)

Trapezoidal Tear Strength ASTM D 4533 lbf 75 (in any principal direction)

Puncture Strength ASTM D 4833 lbs 105 (in any principal direction)

CBR Puncture Strength ASTM D 6241 lbs 475 (in any principal direction)

Hydraulic Properties

Apparent Opening Size (AOS) ASTM D 4751 US Sieve As Specified Elsewhere in the Contract Specifications

Permittivity ASTM D 4491 sec-1 As Specified Elsewhere in the Contract Specifications

Flow Rate ASTM D 4491 gal/min/ft2 As Specified Elsewhere in the Contract Specifications

Notes:

1. Conformance of fabric to specification property requirements shall be based on ASTM D 4759.

2. All numerical values represent minimum average roll values (i.e., average of test results from any sample roll in a lot shall meet or exceed the minimum values). Lots shall be sampled according to ASTM D 4354.

Table 4.0 Minimum Fine Aggregate Temperature as Placed

Section Size, inch Temperature, min, °F

< 12 55

12—36 50

PART 3.0: DESIGN REQUIREMENTS

3.1 Certification (Open Channel Flow)

3.1.1 Fabric formed concrete lining will only be accepted when accompanied by documented full-scale hydraulic flume performance characteristics that are derived from tests under controlled flow conditions. Test guidelines shall conform to testing protocol as documented in “Hydraulic Stability of Fabric Formed Concrete Lining and Mat Systems During Overtopping Flow.”

3.1.2 The average thickness, mass per unit area and hydraulic resistance of each concrete lining shall withstand

the hydraulic loadings for the design discharges along the structure(s). The stability analysis for each concrete lining shall be accomplished using a factor-of-safety methodology. A minimum factor of safety of 1.3 shall be required or higher as determined by lock conditions or critical structures.

3.2 Performance (Open Channel Flow) 3.2.1 The Contractor shall provide to the Engineer calculations and design details, provided by the manufacturer or

a professional engineer, attesting to the suitability of each fabric formed concrete lining for the purpose contemplated. Each concrete lining shall be accepted only when accompanied by the documented hydraulic performance characteristics derived from full-scale flume tests performed under controlled flow conditions.

PART 4.0: CONSTRUCTION AND INSTALLATION REQUIREMENTS 4.1 Site Preparation - Grading 4.1.1 Areas on which fabric forms are to be placed shall be constructed to the lines, grades, contours, and

dimensions shown on the Contract Drawings. The areas shall be graded and uniformly compacted to a smooth plane surface with an allowable tolerance of plus or minus 0.2 feet from bottom grade, as long as ponding does not occur, and plus or minus 0.2 foot from a side slope grade as long as humps or pockets are removed.

4.1.2 The areas shall be free of organic material and obstructions such as roots and projecting stones and grade stakes shall be removed. Where required by the Contract Specifications, soft and otherwise unsuitable subgrade soils shall be identified, excavated and replaced with select materials in accordance with the Contract Specifications. Where areas are below the allowable grades, they shall be brought to grade by placing compacted layers of select material. The thickness of layers and the amount of compaction shall be as specified by the Engineer.

4.1.3 Excavation and preparation of aprons as well as anchor, terminal or toe trenches shall be done in accordance

with the lines, grades, contours, and dimensions shown on the Contract Drawings. 4.1.4 The terminal edges of the fabric form lining should be keyed into the subgrade to the lines, grades, and

dimensions shown on the Contract Drawings. 4.2 Inspection

Immediately prior to placing the fabric forms, the prepared area shall be inspected by the Engineer, and no forms shall be placed thereon until the area has been approved.

4.3 Geotextile Filter Fabric Placement

4.3.1 The geotextile filter fabric shall be placed directly on the prepared area, in intimate contact with the subgrade,

and free of folds or wrinkles. The geotextile filter fabric shall be placed so that the upstream roll of fabric overlaps the downstream roll. The longitudinal and transverse joints will be overlapped at least two (2) feet. The geotextile will extend at least one (1) foot beyond the top and bottom concrete lining termination points, or as required by the Engineer.

4.3.2 A geotextile filter fabric, as specified elsewhere, shall be placed on the graded surface approved by the Engineer.

4.4 Fabric Form Placement 4.4.1 Factory assembled fabric form panels shall be placed over the geotextile filter fabric and within the limits

shown on the Contract Drawings. Perimeter termination of the fabric forms shall be accomplished through the use of anchor, flank and toe trenches, as shown on the Contract Drawings. When placing panels an allowance for approximately 10% contraction of the form in each direction which will occur as a result of fine aggregate concrete filling. The contractor shall gather and fold the additional slope direction fabric form in the anchor trench to be secured in such a manners as to be gradually released as fabric forms contract during filling. The contractor shall gather the additional transverse direction fabric form at each baffle for self release during filling.

4.4.2 Adjacent fabric form panels shall be joined in the field by means of sewing or zippering closures. Adjacent panels shall be joined top layers to top layer and bottom layer to bottom. All field seams shall be made using two lines of U.S. Federal Standard Type 101 stitches. All sewn seams shall be downward facing.

4.4.3 When conventional joining of fabric forms is impractical or where called for on the Contract Drawings, adjacent forms may be overlapped a minimum of 3 ft to form a lap joint, pending approval by the Engineer. Based on the predominant flow direction, the upstream form shall overlap the downstream form. In no case shall simple butt joints between forms be permitted. Simple butt joints between panels shall not be allowed.

4.4.4 Expansion joints shall be provided as shown on the Contract Drawings, or as specified by the Engineer. 4.4.5 Immediately prior to filling with fine aggregate concrete, the assembled fabric forms shall be inspected by the

Engineer, and no fine aggregate concrete shall be pumped therein until the fabric seams have been approved. At no time shall the unfilled fabric forms be exposed to ultraviolet light (including direct sunlight) for a period exceeding five (5) days.

4.5 Fine Aggregate Concrete Placement 4.5.1 Following the placement of the fabric forms over the geotextile filter fabric, fine aggregate concrete shall be

pumped between the top and bottom layers of the fabric form through small slits to be cut in the top layer of the fabric form or manufacturer supplied valves. The slits shall be of the minimum length to allow proper insertion of a filling pipe inserted at the end of a 2-inch I.D. concrete pump hose. Fine aggregate concrete shall be pumped between the top and bottom layers of fabric, filling the forms to the recommended thickness and configuration. Holes in the fabric forms left by the removal of the filling pipe shall be temporarily closed by inserting a piece of fabric. The fabric shall be removed when the concrete is no longer fluid and the concrete surface at the hole shall be cleaned and smoothed by hand.

4.5.2 Fine aggregate concrete coverage for AB400L shall net 75 ft2/yd3 (See section 2.3).

4.5.3 Fine aggregate concrete shall be pumped in such a manner that excessive pressure on the fabric forms is avoided. Consultation with the fabric form manufacturer with regard to the selection of grout/concrete pumps is recommended.

4.5.4 Cold joints shall be avoided. A cold joint is defined as one in which the pumping of the fine aggregate concrete into a given section of form is discontinued or interrupted for an interval of forty-five (45) or more minutes.

4.5.5 The sequence of fine aggregate concrete shall be such as to ensure complete filling of the fabric formed concrete lining to the thickness specified by the Engineer. The flow of the fine aggregate concrete shall first be directed into the lower edge of the fabric form and working back up the slope, followed by redirecting the flow into the anchor trench.

4.5.6 Prior to removing the filling pipe from the current concrete lining section and proceeding to the fine aggregate

concrete filling of the adjacent lining section, the thickness of the current lining section shall be measured by inserting a length of stiff wire through the lining at several locations from the crest to the toe of the slope. The average of all thickness measurements shall be not less than the specified average thickness of the concrete lining. Should the measurements not meet the specified average thickness, pumping shall continue until the specified average thickness has been attained.

4.5.7 Excessive fine aggregate concrete that has inadvertently spilled on the concrete lining surface shall be removed. The use of a high-pressure water hose to remove spilled fine aggregate concrete from the surface of the freshly pumped concrete lining shall not be permitted.

4.5.8 Foot traffic will not be permitted on the freshly pumped concrete lining when such traffic will cause permanent

indentations in the lining surface. Walk boards shall be used where necessary.

4.5.9 After the fine aggregate concrete has set, all anchor, flank and toe trenches shall be backfilled and compacted flush with the top of the concrete lining. The integrity of the trench backfill must be maintained so as to ensure a surface that is flush with the top surface of the concrete lining for its entire service life. Toe trenches shall be backfilled as shown on the Contract Drawings. Backfilling and compaction of trenches shall be completed in a timely fashion to protect the completed concrete lining. No more than five hundred (500) linear feet of pumped concrete lining with non-completed anchor, anchor, flank, or toe trenches will be permitted at any time.

PART 5.0: Method of Measurement

The fabric formed concrete erosion control lining shall be measured by the number of square feet or yards computed from the lines and cross sections shown on the Contract Drawings or from payment lines established in writing by the Engineer. This includes fabric forms, fine aggregate concrete, and filter fabric used in the aprons, overlaps, anchor, terminal, or toe trenches. Slope preparation, excavation and backfilling, and bedding are separate pay items.

Hydrotex and Hydrocast are trademarks of Synthetex, LLC. © 2016 Synthetex, LLC. The information contained herein is furnished without charge or obligation, and the recipient assumes all responsibility for its use. Because conditions of use and handling may vary and are beyond our control, we make no representation about, and are not responsible for, the accuracy or reliability of said information or the performance of any product. Any specifications, properties or applications listed are provided as information only and in no way modify, enlarge or create any warranty. Nothing contained herein is to be construed as permission or as a recommendation to infringe any patent.

Hydrotex products are manufactured and sold by:

Synthetex, LLC

5550 Triangle Parkway, Suite 220 Peachtree Corners, GA 30092

Tel: 1.800.253.0561 or 770.399.5051 Fax: 770.394.5999 www.synthetex.com • e-mail: [email protected]

ATTACHMENT 2 GEOTECHNICAL INFORMATION - SEPTA · and associated boring location plans are presented...

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