addendum no. 2 issue date: april 12, 2021 from: d 3100

WEST HARRIS COUNTY REGIONAL WATER AUTHORITY ADDENDUM No. 2

ADDENDUM NO. 2

Issue Date: April 12, 2021

Project: West Harris County Regional Water Authority

Surface Water Supply Project

Contract S3-A3

From: Dannenbaum Engineering Corporation

3100 West Alabama

Houston, TX 77098

To: Prospective Bidders

This Addendum forms a part of the Bidding Documents and will be incorporated into the Contract

documents, as applicable. Insofar as the original Project Manual and Drawings are inconsistent, this

Addendum governs. Acknowledge receipt of the Addendum by inserting its number and date of issue in

the Agreement Between Owner and Contractor under Exhibit 1 – Contractor’s Bid. FAILURE TO DO SO

WILL SUBJECT BID TO DISQUALIFICATION.

This Addendum uses the change page method: remove and replace or add pages, or Drawing sheets,

as directed in the change instructions below. Change bars ( | ) are provided in the outside margins

of pages from the Project Manual to indicate where changes have been made; no change bars are

provided in added Sections. Reissued Drawing Sheets show the Addendum number below the title

block and changes in the Drawing are noted by a revision mark and enclosed in a revision cloud.

PART 1 – PROJECT MANUAL

1.1 Remove of Agreement Between Owner and Contractor For Construction Contract

(Stipulated Price) and replace with the attached Page 1 of said document.

1.2 Add attached Geotechnical Baseline Report Document after Appendix III – Geotechnical

Baseline Report.

PART 2 – DRAWINGS

2.1 Remove Drawing No. TU-012 and replace with the attached Drawing No. TU-012.

END OF ADDENDUM NO. 2

Agreement Between Owner and Contractor (Segment 3, Contract S3-A3) Page 1 of 27 4819-4443-7105v.1 Addendum No. 2

AGREEMENT BETWEEN OWNER AND CONTRACTOR

FOR CONSTRUCTION CONTRACT (STIPULATED PRICE)

THIS AGREEMENT is by and between West Harris County Regional Water Authority

(“Owner” or “Authority”) and

(“Contractor”).

Owner and Contractor hereby agree as follows:

ARTICLE 1 – WORK

Contractor shall complete all Work as specified or indicated in the Contract Documents for completion of the Project.

ARTICLE 2 – THE PROJECT

2.01 The Project, of which the Work under the Contract Documents is a part, is generally described as the Segment 3 project, which is one of multiple, interdependent projects comprising the overall Surface Water Supply Project (“Surface Water Supply Project” or “SWSP”), which will deliver surface water to the Owner and the North Fort Bend Water Authority (“NFBWA”).

ARTICLE 3 – DESIGN PROFESSIONAL OF RECORD AND ENGINEER

3.01 The part of the Project that pertains to the Work has been designed by Freese and Nichols, Inc., which is hereinafter referred to as the “Design Professional of Record” or the “DPOR.”

3.02 The Owner has retained Dannenbaum Engineering Corporation (“Engineer”) to act as Owner’s representative, assume all duties and responsibilities, and have the rights and authority assigned to Engineer in the Contract Documents in connection with the completion of the Work in accordance with the Contract Documents.

ARTICLE 4 – CONTRACT TIMES

4.01 Time of the Essence

A. All time limits for Milestones, if any, Substantial Completion, and completion and readiness for Final Payment as stated in the Contract Documents are of the essence of the Contract.

4.02 Contract Times: Days

A. The Work will achieve Substantial Completion within 360 days after the date when the Contract Times commence to run as provided in Paragraph 4.01 of the General Conditions. The Work will achieve Final Completion in accordance with Paragraph 15.06 of the General Conditions within 390 days after the date when the Contract Times commence to run.

4.03 Liquidated Damages/Economic Disincentives

A. The pecuniary damages suffered by Owner for late completion are by their very nature difficult to ascertain precisely. It is therefore expressly agreed as a part of the consideration inducing Owner to execute this Contract that Contractor shall owe to Owner, and Owner may

SURFACE WATER SUPPLY PROJECT

CONTRACT S3-A3

GEOTECHNICAL BASELINE REPORT

Prepared for:

West Harris County Regional Water Authority

April 12, 2021

Prepared by:

FREESE AND NICHOLS, INC. 10497 Town and Country Way, Suite 500

Houston, TX 77024 713-600-6800

SURFACE WATER SUPPLY PROJECT CONTRACT S3-A3

GEOTECHNICAL BASELINE REPORT Prepared for:

West Harris County Regional Water Authority

QC Review: Brian Gettinger, P.E.

Revised: April 12, 2021

Prepared by:

FREESE AND NICHOLS, INC. 10497 Town and Country Way, Suite 500

Houston, TX 77024

WHC18747

04/12/2021

FREESE AND NICHOLS, INC. TEXAS REGISTERED ENGINEERING

FIRM F- 2144

04/12/2021

FREESE AND NICHOLS, INC. TEXAS REGISTERED ENGINEERING

FIRM-2144

Surface Water Supply Project – Contract S3-A3 West Harris County Regional Water Authority

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TABLE OF CONTENTS

1.0 PURPOSE ...................................................................................................................................................... 1

2.0 INTRODUCTION ......................................................................................................................................... 3

2.1 PROJECT DESCRIPTION ...................................................................................................................... 3

2.2 SCOPE ........................................................................................................................................................ 4

2.3 RELATION TO CONTRACT DOCUMENTS ..................................................................................... 4

2.4 REPORT ORGANIZATION ................................................................................................................... 5

3.0 PROJECT COMPONENTS ......................................................................................................................... 6

3.2 LOCATION OF TUNNELS .................................................................................................................... 7

3.3 LOCATION OF SHAFTS ........................................................................................................................ 9

4.0 PROJECT GEOLOGY ............................................................................................................................... 10

4.1 GEOLOGIC SETTING .......................................................................................................................... 10

4.2 FAULTING ............................................................................................................................................. 10

4.3 GROUNDWATER ................................................................................................................................. 11

5.0 CHARACTERIZATION AND BEHAVIOUR OF SUBSURFACE STRATA ................................. 12

5.1 PROPERTIES AND BEHAVIOR OF SUBSURFACE STRATA ................................................. 12

5.1.1 Subsurface Material 1 – Clay..................................................................................................13

5.1.2 Subsurface Material 2 – Sand ................................................................................................17

5.1.3 Subsurface Material 3 – Cemented Sand ...........................................................................17

6.0 DESIGN AND CONSTRUCTION CONSIDERATIONS ................................................................... 18

6.1 EXCAVATION AND GROUND SUPPORT OF TUNNELS ......................................................... 18

6.2 EXCAVATION AND GROUND SUPPORT OF SHAFTS ............................................................. 18

6.3 PETROLEUM CONTAMINATION .................................................................................................. 19

6.4 STRUCTURES, UTILITIES AND OBSTRUCTIONS .................................................................... 19

6.5 GROUND WATER INFLOW ............................................................................................................. 20

6.6 FLOODING ............................................................................................................................................. 20

6.7 APPLICATION OF BASELINES ....................................................................................................... 20

7.0 DISCLAIMER ............................................................................................................................................. 21

Table of Figures Figure 1. SWSP Contract S3-A3 ....................................................................................................... 4

Figure 2. Location of Tunnels .......................................................................................................... 7


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Figure 3. Boring Locations Relative to Tunnel Crossings .............................................................. 11

Figure 4. Variation of Plasticity Index for Subsurface Material 1 ................................................. 14

Figure 5. Clogging Potential of all Subsurface Material 1 Samples .............................................. 16

Figure 6. Clogging Potential of Subsurface Material 1 Samples from Tunnel Zones. ................... 16

Table of Tables

Table 1. Contract S3-A3 Tunnel Information .................................................................................. 6

Table 2. Trenchless Construction next to Electrical Towers ........................................................... 6

Table 3. Summary of Groundwater (GW) Measurements ........................................................... 12

Table 4. Baseline Values for Subsurface Material 1 ..................................................................... 14



Table 7. Baseline Percentages of Subsurface Materials Encountered in Tunnels ........................ 18

Table 8. Baseline Percentages of Subsurface Materials Encountered in Shafts .......................... 18 APPENDICES Appendix A: Tunnelman’s Ground Classification Table

Appendix B: Boring Logs with Tunnel Envelope


1

1.0 PURPOSE

The purpose of this document is to provide a Geotechnical Baseline Report (GBR) for WHCRWA Contract

S3-A3. The Authority authorized Freese and Nichols, Inc. on November 13, 2019 to perform the

professional services that will comprise the GBR for Contract S3-A3. The project team assembled to

accomplish the prescribed work was organized as follows:

• Consulting Engineer and Project Manager……….……... Freese and Nichols, Inc.

• Program Manager………………………………………………...… Dannenbaum Engineering Corporation

• Geotechnical Investigation………………………………...…… Fugro USA LAND, Inc.

• Technical Advisor ……………………………………...………… Sub Terra, Inc.

This GBR establishes a contractual statement of the subsurface conditions, referred to as the baseline

conditions. It sets baselines for geotechnical conditions and material behavior that can be assumed to be

encountered during construction. Furthermore, it identifies important design and construction

considerations, key project constraints, and selected requirements to be addressed by contractors during

bid preparation and construction. Finally, it provides guidance to the Owner and their representatives in

administrating the Contract by facilitating the review and monitoring of the Contractor’s submittals and

operations.

The contractual baselines do not represent warranties by Owner of the actual subsurface conditions that

will be encountered by the Contractor. Rather, this GBR presents the subsurface conditions, referred to

as baselines, which establish a contractual understanding of the subsurface site conditions. Using the

baselines, the GBR establishes the allocation of risk between Contractor and Owner for the actual

conditions encountered.

The GBR is the sole document for geotechnical interpretations for the tunnels and provides the basis for

determining the merit of claims for differing site conditions. The GBR is based upon assumptions

regarding the sequence of construction, the means and methods, and workmanship to be employed by

the Contractor. The anticipated behavior of subsurface materials as described herein will be influenced

by the means and methods selected by Contractor to be used during construction; and therefore, behavior

may vary from that described in this report. Contractor shall evaluate the soil and groundwater conditions

described herein as they relate to, and interact with, the means and methods selected by the Contractor

for construction.


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Any means and methods proposed by Contractor where Contractor believes the baseline becomes invalid

or requires modification shall be raised by the Contractor and discussed during the bid phase prior to bid

opening. Contractor has a duty to inform Owner of the baselines the Contractor believes are invalid or

require modification during the bid phase.


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2.0 INTRODUCTION

2.1 PROJECT DESCRIPTION

The West Harris County Regional Water Authority (WHCRWA or the Authority) Contract S3-A3 is a part of

the Surface Water Supply Program (SWSP) being developed by the Authority to prepare the area for

mandated conversion from groundwater to surface water. These conversion goals and respective dates

are in accordance with requirements set forth by the Harris-Galveston Coastal Subsidence District

(HGSCD).

The WHCRWA SWSP was designed to support 30 percent of the total water demand within the boundaries

of the WHCRWA by the year 2010. To meet the mandates set forth by the HGCSD, the Authority must

construct the facilities necessary to transmit surface water to users within the Authority’s boundaries. The

WHCRWA is currently planning, designing, and constructing various elements of a surface water

transmission system for this purpose. The system is being constructed to coincide with the HGCSD

conversion requirements and dates, with the ultimate system provided capable of supporting a minimum

of 80 percent of the total water demand by and beyond the year of 2030.

The Authority retained the services of Dannenbaum Engineering Company (DEC) to serve as Program

Manager throughout the development of infrastructure and conversion to surface water. Under the

direction of DEC, sub-consultants assisting in the Authority’s efforts have prepared system models and

provided required pipeline sizes for individual segments within the system, including those represented

by WHCRWA Contract S3-A3. The general alignment of Contract S3-A3 is presented on Figure 1.


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Figure 1. SWSP Contract S3-A3

2.2 SCOPE

This GBR only pertains to the Tunnel Locations of the SWSP Contract S3-A3 Project, as defined in Section

3.1

2.3 RELATION TO CONTRACT DOCUMENTS

The GBR references the Geotechnical Data Report (GDR) – West Harris County Regional Water Authority

– Contract S3-A3, dated July 19, 2019, prepared by Fugro USA LAND, Inc. The GDR presents the factual

details of the geotechnical field investigations completed at the project site. Included in the GDR are the

results of the laboratory testing performed on soil samples collected during the investigations and

detailed descriptions of the field and laboratory testing data, methods, and procedures. This GBR and the

S3-A3


5

GDR are Contract Documents. If there are any inconsistencies between the GBR and GDR, the GBR shall

take precedence.

The GBR is not intended to present the minimum required design standards of construction contained in

the Contract Documents. Nothing in this GBR should be construed as amending or altering the Plans and

Specifications or relaxing the standards of construction.

The technical concepts, terms, and descriptions in this report follow standards commonly used in

geotechnical engineering and engineering geology, which have specific meaning pertaining to the work.

It is recommended that Contractors have a qualified geotechnical engineer or engineering geologist

carefully review the GBR so that a complete understanding of the information presented in this report is

developed prior to submitting a bid.

2.4 REPORT ORGANIZATION

This GBR report generally follows the guidelines contained in the American Society of Civil Engineers

document titled Geotechnical Baseline Reports for Construction, dated 2007, and is comprised of Report

Purpose (Section 1) and the following five sections (Sections 2 through 6) as detailed below:

• Section 2, Introduction, presents detailed descriptions about the project location, scope,

components, and requirements.

• Section 3, Project Components, presents descriptions of the tunnels and shafts including method

of excavation.

• Section 4, Project Geologic Setting, describes the project setting including geological

considerations, soil conditions and ground water locations. It also includes a summary of the

available data from the GDR.

• Section 5, Characterization and Behavior of Subsurface Strata, presents the characterization,

behavior, and baselines of material types present along the project alignment.

• Section 6, Design and Construction Considerations, presents the considerations and baselines

relating to construction of the Project tunnels and shafts.

In summary, Sections 5 and 6 contain the Baselines that have been set for this project.


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3.0 PROJECT COMPONENTS

The proposed tunnel crossings along the S3-A3 pipeline are presented in Table 1.

Table 1. Contract S3-A3 Tunnel Information

Tunnel Primary

Liner Diameter

(in) Beginning

STA Ending STA Length (ft) H – Depth* (ft)

Buffalo Bayou Casing 60 5+70 13+58 788 52.3

Wycliffe Casing or Liner

Plate

60 15+94 17+05 111 21.4

Memorial Casing 60 40+40 42+32 192 53.5

Rummel Creek Casing 60 47+93 55+96 703 35.2

Barry Knoll Casing or Liner

Plate

60 59+45 60+26 81 30.9

St Mary’s Casing or Liner

Plate

60 72+19 73+03 84 30.0

IH-10 Casing 60 82+10 87+30 520 37.3

* Maximum depth based on ground level to invert of tunnel liner/casing

In addition to the tunnels in Table 1, the S3-A3 waterline will pass seven (7) electrical towers, each

requiring trenchless excavation. The length of the electrical tower tunnels is generally 75 feet. As

prescribed in the Contract Documents, the primary liner will be 60-inch steel casing pipe. The electrical

tower trenchless construction will occur at the following locations shown in Table 2.

Table 2. Trenchless Construction next to Electrical Towers

Beginning

STA

Ending STA Length, ft Tower (TWR) Fugro Boring

1+24 1+95 71 04699 BH S3A-3-15

20+41 21+16 75 04702 BH S3A-3-12

27+23 27+98 75 04703 BH S3A-3-11

34+31 35+06 75 04704 None

61+70 62+45 75 04708 None

68+61 69+36 1 75 04709 BH S3A-3-05

75+77 76+52 75 04710 BH S3A-3-03

1. Extension of Long Point Fault casing


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3.2 LOCATION OF TUNNELS

This GBR is focused on the S3-A3 tunnels of significant length and/or risk of impacts to existing

infrastructure and/or utilities. Baselines included herein only apply to the tunnels shown in Figure 2.

Figure 2. Location of Tunnels

• Interstate 10 (IH-10): The crossing of IH-10 will be tunneled. The tunnel will begin at STA 82+10

and end at STA 87+30. The total tunnel length is 520 feet. The tunnel depth is controlled by a 30”

Sanitary Line on the north side of the crossing. The depth of this tunnel varies between 28.9 and

37.3 feet. The Contract Documents specify construction using pressurized face methods and

Buffalo Bayou

Tunnel Crossing

Memorial Drive

Tunnel Crossing

IH-10 Tunnel

Crossing

Rummel Creek

Tunnel Crossing

S3-A3


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watertight shafts with break in/out plugs and bottom seals. The primary liner will be 60” steel

casing pipe.

• Rummel Creek: The crossing of Rummel Creek will be tunneled. The tunnel will begin at STA 47+93

and end at STA 55+96. The total tunnel length is 703 feet. The tunnel depth is controlled by the

recommended clearance needed below the bottom depth of Rummel Creek. The tunnel depth

varies between 15.0 and 35.2 feet. The Contract Documents specify construction using

pressurized face methods and watertight shafts with break in/out plugs and bottom seals. The

primary liner will be 60” steel casing pipe.

• Memorial Drive: The crossing of Memorial Drive will be tunneled. The tunnel will begin at STA

40+40 and end at STA 42+32. The total tunnel length is 192 feet. The tunnel depth is controlled

by the presence of a High Volatile Organic Compound (VOC) Soil Layer. The tunnel depth varies

between 48.7 and 53.5 feet. The Contract Documents specify construction using pressurized face

methods and watertight shafts with break in/out plugs and bottom seals. The primary liner will

be 60” steel casing pipe.

• Buffalo Bayou: The crossing of Buffalo Bayou will be tunneled. The tunnel will begin at STA 5+70

and end at STA 13+58. The total tunnel length is 788 feet. The tunnel depth is controlled by the

recommended clearance needed below the bottom depth of Buffalo Bayou. The tunnel depth

varies between15.1 and 52.3 feet. The Contract Documents specify construction using pressurized

face methods and watertight shafts with break in/out plugs and bottom seals. The primary liner

will be 60” steel casing pipe.

Construction should not cause any portion of the crossed streets to be closed to through traffic. Traffic

Control Plans within the Contract Documents provide safety procedures for vehicles passing through the

area or accessing the construction sites.

Soils encountered through geotechnical borings along the proposed alignment within the area of

construction vary from boring to boring. For a more detailed description of the soils along the proposed

alignment, please refer to the GDR.


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3.3 LOCATION OF SHAFTS

The limits of tunnel shaft construction are 30 feet by 30 feet centered on the pipeline and beginning at

each end of the tunnel. The shape and size of the tunnel shafts are to be determined by the tunnel

contractor but must fit within 30 feet by 30 feet limits. Shaft design must be performed, sealed and signed

by an appropriately qualified professional engineer registered in the State of Texas. Every shaft must be

watertight with tunnel break in/out plugs and a bottom seal. Below is a description of the expected shafts.

All shaft bottom elevations include over excavation for backfill and a seal slab and are 2 feet below the

invert of the tunnel lining/casing.

IH-10: The tunnel shaft limits will begin at STA 87+30 and end at STA 87+60 for the launching shaft and

begin at STA 81+80 and end at STA 82+10 for the receiving shaft. The bottom of the shafts will be at

elevation 51.7 feet for the launching shaft and elevation 54.8 feet for the receiving shaft. Access to the

launch shaft will be south on the ROW from an existing driveway on the westbound IH-10 Frontage Road

and access to the retrieval shaft will be north on the ROW from the westbound IH-10 Frontage Road.

Rummel Creek: The tunnel shaft limits will begin at STA 47+63 and end at STA 47+93 for the launching

shaft and begin at STA 55+96 and end at STA 56+26 for the receiving shaft. The bottom of the shafts will

be at elevation 37.3 feet for the launching shaft and elevation 38.1 feet for the receiving shaft. Access to

the shafts will be north on the ROW from Memorial Drive for the launching shaft and south on the ROW

from Barry Knoll Lane for the receiving shaft.

Memorial Drive: The tunnel shaft limits will begin at STA 40+10 and end at STA 40+40 for the launching

shaft and begin at STA 42+32 and end at STA 42+62 for the receiving shaft. The bottom of the shafts will

be at elevation 47.3 feet for the launching shaft and elevation 47.5 feet for the receiving shaft. Access to

the shafts will be from Memorial Drive for both the launching and receiving shafts. Spoils from shaft

construction must be disposed of per potentially petroleum contaminated areas (PPCA) requirements set

in the specifications.

Buffalo Bayou: The tunnel shaft limits will begin at STA 5+40 and end at STA 5+70 for the launching shaft

and begin at STA 13+58 and end at STA 13+88 for the receiving shaft. The bottom of the shafts will be at

elevation 18.7 feet for the launching shaft and elevation 19.5 feet for the receiving shaft. Access to the

shafts will be north on the ROW from Lakeside Forest Lane for the launching shaft and south on the ROW

from Indian Creek Road for the receiving shaft.


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4.0 PROJECT GEOLOGY

4.1 GEOLOGIC SETTING

A geologic write-up for the regional and site geology is presented in the GDR. Portions of the text from

the GDR are reproduced in the following paragraphs for convenience of the reader. Some of the text has

been slightly modified to aid the selected test to transition between segments since the entire geologic

section has not been reproduced herein. Please refer to the GDR for the detailed geologic discussion.

“Harris County is located within the Gulf Coastal Plain of Texas. Overall, the region is underlain by a large

mass of sediments that, on a regional basis, are slightly inclined toward the Gulf of Mexico, with successive

order formations cropping out farther inland. The geologic units that crop out along the Segment 3-A3

alignment are deposits along the coast, bays and streams, the Beaumont and the Lissie Formations. The

Geologic Atlas of Texas, Houston Sheet, published by the Bureau of Economic Geology, Austin, Texas

reports the Beaumont Formation to be about 100 feet thick and the underlying Lissie Formation to be

about 200 feet thick. The Houston area contains these two major surface formations, the Beaumont

Formation and the Lissie Formation with more recent Holocene deposits overlying these two formations.

Based on the Geologic Atlas of Texas, the subsurface explored during the field exploration along Segment

3-A3 are within the Beaumont Formation.”

“The Beaumont Formation generally consists of low permeable, highly compressible clay with interbedded

sand deposits. The formation is generally composed of overconsolidated stiff to hard, poorly bedded,

slickensided clay, interbedded with lenses and nearly continuous layers of sand and/or silt. Thin layers of

cemented silts and sands are locally present.”

“The underlying Lissie formation is composed of interbedded clays, silts, and clayey and/or silty sands. It

generally consists of stronger clays and coarser sands and gravel. Thin layers of cemented silts and sands

are locally present.”

4.2 FAULTING

As presented in the GDR, the faults in the area of the project site do not display seismic properties, but

slow creeping movements are recorded. Evidence of modern activity of these faults includes changes in

elevation of the ground surface, offsets in pavements, and damage to buildings, bridges, and other

structures.


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Risk associated with seismicity in the Houston area is considered relatively low. The Seismic Hazard Map

by the United States Geological Survey (USGS) is provided in the GDR. The map shows the Houston area

to be “Lowest Hazard.” Due to the low seismicity of the area and soil conditions, the liquefaction potential

of the soils is low.

Segment 3-A3 crosses the Long Point Fault Hazard Zone (Approximate pipeline Station 67+50 to 68+75).

The pipeline construction will include a combination of open cut trench and trenchless construction.

Tunneling within the hazard zone is not expected to adversely impact construction operations.

Fugro, Inc. prepared a Phase I Geologic Fault Study for Segment 3-A3 dated May 1, 2019. This report is

provided in the Contract Documents.

4.3 GROUNDWATER

The borings and their relation to the tunnel crossings are shown in Figure 3.

Figure 3. Boring Locations Relative to Tunnel Crossings


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Table 3 below shows the short-term groundwater levels encountered at the borings drilled along the

tunnel alignment. Groundwater measurements were recorded during the field investigation and are being

monitored at six (6) locations where piezometers were installed. Those locations are indicated in Table 3.

For additional groundwater details and measurements, refer to the GDR and any supplemental reports to

the GDR.

Table 3. Summary of Groundwater (GW) Measurements Boring Purpose Ground

Surface EL (ft)

GW EL (ft)

Approx. Depth to GW (ft)1

Date of GW Measurement

Approx. EL of Tunnel Invert (ft)

GW Above Invert EL

(ft)

S3A-3-012 Tunnel IH-10 85.8 61.8 24 3/4/2019 54 7.8

S3A-3-022 85.7 63.7 22 3/1/2019 54 9.7

S3A-3-071 Tunnel Rummel

Creek

73.8 58.8 15 2/26/2019 40 18.8

S3A-3-081 72.3 57.3 15 2/25/2019 40 17.3

S3A-3-09 Tunnel Memorial Dr.

75.2 55.2 20 2/22/2019 50 5.2

S3A-3-10 75.1 53.1 22 2/20/2019 50 3.1

S3A-3-131 Tunnel Buffalo Bayou

71.4 43.4 28 3/7/2019 27 16.4

S3A-3-141 66 41 25 3/11/2019 27 14

S3A-3-15 71 49 22 3/11/2019 27 22

1. Groundwater measurements were taken at the time of drilling. 2. Piezometer installed at boring location.

The approximate tunnel envelope is indicated on the appropriate boring logs as shown in Appendix B.

Based on the groundwater observations and the approximate elevations of the tunnel inverts, the

groundwater table is above the tunnel invert at the IH-10, Rummel Creek, Memorial Drive, and Buffalo

Bayou crossings.

5.0 CHARACTERIZATION AND BEHAVIOUR OF SUBSURFACE STRATA

5.1 PROPERTIES AND BEHAVIOR OF SUBSURFACE STRATA

The soil units along the tunnel alignment will affect the selection of the Contractor’s means and methods

of excavation. Ground behavior depends upon plasticity of fine materials, gradation, consistency/relative

density (SPT N value), groundwater conditions, and construction means and methods employed by the

contractor.

For purposes of defining characteristics and behaviors of the subsurface profile, the soils occurring along

the tunnel alignment have been grouped into the following categories.


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▪ Subsurface Material 1. Clay, fine grained soil – Includes silt and clay; 50% or more passing the

200-mesh sieve.

▪ Subsurface Material 2. Sand, coarse grained soil – Includes sand and gravel, fine to coarse, rock

fragments; more than 50% retained on the 200-mesh sieve.

▪ Subsurface Material 3. Cemented Sand

The tunnels and shafts will be constructed through both clay and sand and are expected to encounter,

Subsurface Materials 1, 2 and 3.

5.1.1 Subsurface Material 1 – Clay

The tunnel alignments and shafts will be excavated in Subsurface Material 1. Figure 4 presents the

variation of Plasticity Indices as developed from the laboratory tests performed on recovered soil samples

of Subsurface Material 1. Only one boring, S3A-3-01 encountered Subsurface Material 1 continuously

from the ground surface at El. 85.8 feet down to El. 18.8 feet where Subsurface Material 2 (silty sand) was

encountered. The remaining borings encountered Subsurface Material 2 beneath the clay at shallower

depths near elevations El. 70 to 55 feet. In the deeper borings, Subsurface Material 1 was once again

encountered underlying Subsurface Material 2. The properties of Subsurface Material 1 encountered by

the borings are similar in shear strength and plasticity regardless of elevation, therefore within this GBR

and for baseline purposes, Subsurface Material 1 clay has been referenced as a single unit.


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Figure 4. Variation of Plasticity Index for Subsurface Material 1

Baseline geotechnical parameters for Subsurface Material 1 are presented in Table 4.

Table 4. Baseline Values for Subsurface Material 1

Parameter Mean Baseline Value Range

In situ Unit Weight (pcf) 130 120 -140

Plasticity Index 30 13 - 42

Cohesion (psf) Total – 300

Effective - 370 200 - 400

Friction Angle, degrees 20 19 - 22

Unconfined Compressive

Strength (psf) 5,000 2,000 – 6,000

At-Rest Earth Pressure

Coefficient 0.65 0.63 – 0.67

Clogging Risk High --

15

25

35

45

55

65

75

85

0 10 20 30 40 50 60

Elev

atio

n

Plasticity Index (PI)

I-10

Rummel Creek

Memorial Drive

Buffalo Bayou

Other Borings


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As presented in the GDR, “slickensided soils were encountered in numerous borings along the project route

and are common to the Gulf Coast Region. Slickensides are polished surfaces that occur along shear planes

within the soil. Slickensides occur from the shrink-swell action of highly plastic clays that have gone

through periods of wetting and drying. The slickenside features reduce the strength of the cohesive

materials, typically about 1/2 to 2/3 of the original strength. In addition, these clays present a particular

risk for caving and may cause difficulties for open-cut construction and tunneling. … In tunnel construction,

the slickenside features may allow infiltration of groundwater and/or fines from a granular soil layer that

could potentially cause instability of tunnel faces or sides.”

Subsurface Material 1 should be considered FAST RAVELING below the groundwater level. (See

Tunnelman’s Ground Classification in Appendix A).

Stickiness and Clogging Potential of Subsurface Material 1 is a measure of the potential for the clay to

adhere to the excavating equipment or to adhere to a metallic surface. Figures 5 and 6 present clogging

potential of Subsurface Material 1. Figures 5 and 6 present clogging potential using Thewes Chart (Thewes,

M. and Burger, W., 2005, Clogging of TBM drives in Clay – Identification and Mitigation of Risks.

Underground Space Use, Vol. 2, pp 737 – 742). Figure 5 presents the clogging potential for Subsurface

Material 1 samples from within the tunnel zone only.


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Figure 5. Clogging Potential of all Subsurface Material 1 Samples

Figure 6 presents the data from tests that were performed on samples retrieved from the tunnel zones.

Figure 6. Clogging Potential of Subsurface Material 1 Samples from Tunnel Zones.

0.0

0.5

1.0

1.5

2.0

2.5

3.0

0 10 20 30 40 50 60

Co

nsi

sten

cy In

dex

, CI=

(LL-

wc)

/PI


High Clogging Risk

Medium Clogging Risk

Low Clogging Risk

0.0

0.5

1.0

1.5

2.0

2.5

3.0

0 5 10 15 20 25 30 35 40 45 50

Co

nsi

sten

cy In

dex

, CI=

(LL-

wc)

/PI


High Clogging Risk

Medium Clogging Risk

Low Clogging Risk


17

5.1.2 Subsurface Material 2 – Sand

Subsurface Material 2 (Coarse grained soils) will be encountered along the tunnel alignments and in shafts.

Ground behavior along the tunnel alignments in Subsurface Material 2 below the groundwater level will

be FLOWING. (See Tunnelman’s Ground Classification in the Appendix A).

Baseline Values for Subsurface Material 2 are presented in Table 5



In situ Unit Weight (pcf) 130 130 - 139-

Friction Angle, degrees 34 degrees 31 – 38 degrees

Cohesion 0 NA

At-Rest Earth Pressure

Coefficient 0.44 0.48 – 0.38

5.1.3 Subsurface Material 3 – Cemented Sand

As stated in the GDR, “There is evidence of “cemented sands” within the soil profile along the proposed

alignment. Cemented sands in the Houston area have been encountered up to 8 feet in thickness with

unconfined compressive strengths reported to be as high as 8,000 to 12,000 pounds per square inch (psi).

… some of these deposits are present along the proposed alignment as indicated as siltstone nodules

and/or cemented sand in Borings S3A-3-04, S3A-3-08, S3A-3-09, S3A-3-11, and S3A-3-13.” This cemented

sand will be characterized as Subsurface Material 3.

Baseline Values for Subsurface Material 3 are presented in Table 6.



Thickness 12 inches 6 inches to 2 feet

Compressive Strength 9,000 psi --

Abrasiveness Abrasive --


18

6.0 DESIGN AND CONSTRUCTION CONSIDERATIONS

6.1 EXCAVATION AND GROUND SUPPORT OF TUNNELS

Ground support in the tunnel through soil will be 60-inch steel casing pipe as specified by the Contract

Documents. For baseline purposes percentages of subsurface materials are presented in Table 7.

Table 7. Baseline Percentages of Subsurface Materials Encountered in Tunnels

Tunnel Subsurface Material 1 Subsurface Material 2 Subsurface Material 3

IH-10 45% 45% 10%

Rummel Creek 5% 80% 15%

Memorial Drive 5% 85% 10%

Buffalo Bayou 80% 15% 5%

6.2 EXCAVATION AND GROUND SUPPORT OF SHAFTS

Ground support of shafts shall utilize watertight methods as prescribed in the Contract Documents.

Watertight construction methods for shaft initial support are not expected to be impacted by

encountering Subsurface Material 1 or Subsurface Material 2, therefore the percentages of these

subsurface materials to be encountered have not been baselined.

Encountering Subsurface Material 3 in significant quantity could reduce productivity and increase tool

wear due to the hardness and abrasiveness of the material, therefore the vertical feet of Subsurface

Material 3 to be encountered in each shaft has been baselined in Table 8 below.

Table 8. Baseline Percentages of Subsurface Materials Encountered in Shafts

Tunnel Shaft Station Subsurface Material 3

Baseline (vertical feet)

IH-10 – North 87+45 5%

IH-10 – South 81+95 10%

Rummel Creek – North 56+11 5%

Rummel Creek – South 47+78 30%

Memorial Drive – North 42+47 30%

Memorial Drive – South 40+25 10%

Buffalo Bayou – North 13+73 20%

Buffalo Bayou – South 5+55 5%


19

The baseline values presented in Table 8 are upper limits and the percentages are based upon the entire

length of the access shaft. Should the accumulated thickness (feet) of Subsurface Material 3 encountered

within a particular shaft exceed the presented percentage of the shaft length shown in Table 8, the

baseline will have been exceeded regarding a differing site condition. Field documentation of the

Subsurface Material 3 presence is necessary in accordance with the Differing Site Condition clause of the

contract.

6.3 PETROLEUM CONTAMINATION

Log of Boring S3A-3-09 in the GDR noted “with petroleum odor at 18’”, and Boring S3A-3-10 noted “with

petroleum odor at 14’”. These borings were drilled near Memorial Drive. The GDR briefly mentions

petroleum contamination in Section 5.6.8 Presence of Gas, and is more thoroughly discussed in Section

3.3.7 Field Environmental Concerns, and in Section 4.8 Laboratory Environmental Testing.

For construction purposes, if petroleum or gas is encountered by the tunnel excavation the contractor is

instructed to follow the WHCRWA standard procedure. This procedure is presented under document

Summary of Work – 01110 – Identification and payment of PPCAs. Related to this procedure are the

following specs: a. Chemical Sampling and Analysis – 02105 – Preparation work related to the remediation

and excavation in a PPCA; b. Off-Site Transportation and Disposal – 02120 – Classification of petroleum

soils and if they are classified as waste and cannot be disposed of on the site; c. Waste Material Handling,

Testing and Disposal – 02136 – Removal of potentially petroleum soaked sand.

The information referenced in the GDR is available for the contractor to review and to prepare any special

provisions necessary in the project Health and Safety Plan. In addition to this, a Limited Phase II

Environmental Site Assessment Report for Segment 3 was prepared by Berg Oliver Associates, Inc. The

report final version is signed on May 26, 2020 and is included in the Contract Documents. The WHCRWA

standard procedure will be implemented should petroleum contamination be encountered. This issue is

not included as a Baseline for bidding and pricing purposes. Only two borings noted the presence of

petroleum contamination; however, other contaminated locations could exist. If encountered during

construction, the WHCRWA standard procedure should be implemented.

6.4 STRUCTURES, UTILITIES AND OBSTRUCTIONS

The GDR stated in Section 5.6.9 “Existing Wells, Numerous water, oil, and gas wells across Harris County

have been installed and operated. These wells, either producing or abandoned, could have a negative


20

impact on groundwater, and its control during the open-cut and tunnel construction. Also, they could be

significant subsurface obstructions for the tunnel construction.”

Should a tunnel or shaft encounter an unanticipated structure, utility or obstruction the Contractor should

implement the process of notification in compliance with the Differing Site Condition Clause of the

executed contract documents.

The Contractor shall develop a tunnel work plan that will include a section describing what the Contractor

will do if an unexpected subsurface obstruction is encountered. The work plan shall describe the

procedures that will be followed or implemented if an obstruction requiring intervention is encountered.

6.5 GROUND WATER INFLOW

The tunnel access shafts will be watertight structures and tunnel excavation will be pressurized face

methods as specified in the Contract Documents. As watertight excavation methods are required for

shafts and pressurized face methods are required for tunnels, groundwater inflow into excavation has not

been baselined. The Contractor shall be responsible for collecting and removing any nuisance water from

all excavations.

6.6 FLOODING

The Contractor shall protect all excavations from flooding and is responsible for all damages, clean-up,

restoration, demobilization and remobilization associated with the project. No contract cost adjustment

will be made for flooding although contract extension time will be considered if flooding causes a delay.

6.7 APPLICATION OF BASELINES

Baselines are provided as both values and ranges. When a range of values is provided, the material

properties falling within the provided ranges are intended to be covered in the contractor bid price, while

properties falling outside that range, rather above or below the stated range, are considered as outside

the baseline range and potentially subject to differing site conditions. Tables 4 and 5 provide baseline

ranges.

When baselines are presented as single values, it is intended that the contractor bid price cover

construction activities for those material properties up to the values or the condition baselined. Tables 4

and 6 include both single values and material properties up to which the bid prices are expected to include.


21

The baselines are to be considered if material properties are encountered in the tunnel excavation that

are outside the baseline value(s) AND the progress of the tunnel excavation is adversely impacted.

7.0 DISCLAIMER

The provision of a baseline in the contract is not a guaranty, representation, nor a warranty or indication,

express or implied, that the baseline conditions will, in fact and actually, be encountered; rather, the

baseline is primarily intended to define, for contractual purposes, those conditions which, if determined

to be more adverse than defined, may result in an equitable adjustment of the contact price or time. The

baseline is not a guaranty or warranty that the baseline conditions actually will be encountered in the

performance of the work; nor may the contractor exclusively rely upon the baseline for the planning or

performance of any aspect of its work, including without limitation the selection, design, or

implementation of the means, methods, techniques, sequences and procedures of construction to be

employed by the contractor, and safety precautions and programs incident thereto.


APPENDIX A


Tunnelman’s Ground Classification System

(Heuer, 1974)

Classification Behavior Typical Soil Types

Firm

Heading can be advanced without initial support, and final lining can be constructed before ground starts to

move.

Loess above water table; hard clay, marl, cemented sand and gravel

when not highly overstressed

Raveling

Slow

Chunks or flakes of material begin to drop out of the arch or walls

sometime after the ground has been exposed. In fast raveling ground, the process starts within a few minutes,

otherwise the ground is slow raveling.

Residual soils or sand with small amounts of binder may be fast

raveling below the water table, slow raveling above. Stiff fissured clays

may be slow or fast raveling depending on degree of overstress.

Fast

Squeezing

Ground squeezes or extrudes plastically into tunnel, without visible fracturing or loss of continuity, and

without perceptible increase in water content. Ductile, plastic yield and flow

due to overstress.

Ground with low frictional strength. Rate of squeeze depends on degree of overstress. Occurs at shallow to

medium depth in clays of very soft to medium consistency. Stiff to hard

clay under high cover may move in combination of raveling at execution

surface and squeezing at depth behind surface.

Running

Cohesive-Running

Granular materials without cohesion are unstable at a slope greater than their angle of repose (-30° to -35°).

When exposed to steeper slopes they run like granulated sugar until the

slope flattens to the angle.

Clean, dry, granular materials. Apparent cohesion in moist sand or weak cementation in granular soil,

may allow the material to stand for a brief period of raveling before it

breaks down and runs. Such behavior is cohesive-running.

Running

Flowing

A mixture of soil and water flows into the tunnel like a viscous fluid. The material can enter the tunnel from the invert as well as from the face, crown, and walls, and can for great

distances, completely filling the tunnel in some cases.

Below the water table in silt, sand, or gravel without enough clay content

to give significant cohesion and plasticity. May also occur in highly

sensitive clay where such material is disturbed.

Swelling

Ground absorbs water, increases in volume, and expands slowly into the

tunnel.

Highly preconsolidated clay with plasticity index in excess of about 30,

generally containing significant percentages of montmorillonite.


APPENDIX B

Boring Logs with Tunnel Envelope

PLATE 1R:\04100\2018 Projects\0100-0199\04.10180159 - WHCRWA - F&N - Segment 3A3\000 GIS\MXD\Plate-00_Plan of Explorations.mxd, 3/26/2019, t.duran

Service Layer Credits: © 2019 Microsoft Corporation Earthstar Geographics SIOSources: Esri, HERE, Garmin, Intermap, increment P Corp., GEBCO, USGS, FAO,NPS, NRCAN, GeoBase, IGN, Kadaster NL, Ordnance Survey, Esri Japan, METI,Coordinate System: WGS 1984 Web Mercator Auxiliary SphereProjection: Mercator Auxiliary SphereDatum: WGS 1984False Easting: 0.0000False Northing: 0.0000Central Meridian: 0.0000Standard Parallel 1: 0.0000Auxiliary Sphere Type: 0.0000Units: Meter

PROJECT AREA

KEY MAPNOT TO SCALE

²0 2,000 4,0001,000

Feet

PLAN OF BORINGSSEGMENT 3A-3

WHCRWA SURFACE WATER SUPPLY PROJECT HOUSTON, TEXAS

NOTES:1. BORING LOCATIONS ARE APPROXIMATE.2. MONITORING WELL AT BORING S3A-3-09 NOT

DEVELOPED DUE TO HIGH VOC READINGS.

Northing EastingS3A-3-01 13849022 3055112 85.8 75 YesS3A-3-02 13848491 3055137 85.7 75 YesS3A-3-03 13848002 3055217 83.8 26 NoS3A-3-04 13847503 3055236 81.4 25 NoS3A-3-05 13846930 3055252 75.7 26 NoS3A-3-06 13846236 3055278 74.9 26 NoS3A-3-07 13845816 3055283 73.8 45 YesS3A-3-08 13845259 3055302 72.3 40 YesS3A-3-09 13844479 3055329 75.2 40 Yes (2)

S3A-3-10 13844323 3055334 75.1 45 NoS3A-3-11 13843314 3055354 74.9 26 NoS3A-3-12 13842275 3055389 74.1 26 NoS3A-3-13 13841634 3055305 71.4 60 YesS3A-3-14 13841267 3055343 66 60 YesS3A-3-15 13840416 3055424 71 25 No

Boring No.

State Plane Coordinates (feet) (1) Elevation

(feet) Boring Depth (feet)

Piezometer Installed

LEGENDGEOTECHNICAL BORINGMONITORING WELL

<(Ò))

Report No. 04.10180159-GDR

10

11

15

16

18

16

16

1516

20

17

14

14

17

27

22

22

19

21

26

23

22

26

19

39

38

54

59

52

52

26

4227

64

49

37

29

27

39

43

34

36

10

2711

44

32

23

118

113

110

106

104

100

112

85.684.3

71.8

57.8

47.8

43.8

FILL: ASPHALT: with crushed limestone,possibly stabilized

FILL: SILTY CLAY (CL-ML): dark gray,with brick fragments

LEAN CLAY WITH SAND (CL): very stiff,gray and tan, with calcareous nodules

- with silt pockets below 8'

FAT CLAY (CH): very stiff, red and gray,slickensided


LEAN CLAY (CL): very stiff, gray and brown

- brown below 30'

- with silty clay layers, 32' to 34'

- stiff, with silt seams below 34'

FAT CLAY (CH): very stiff, brown, with siltpockets

LEAN CLAY (CL): very stiff, brown, with siltpockets

74

98

100

97

98

98

10099

100

100

96

T

T

T

T

T

T

T

T

T

T

TSPT

SPT

T

SPT

T

T

T

T

T

T

T

25

19

14

10

20

30

40

50

: Depth To Water after 20 minutes.2. Coordinates and elevations are provided by KUO. The grid coordinates and elevations

presented are based on NAD1983 State Plane South Central and NAVD88,respectively.

3. NP: Non-plastic4. Terms and symbols defined on Plates A-16a and A-16b.

1.

HARRIS

LOG OF BORING NO. S3A-3-01

See Plate 2

PLATE A-1a

SURFACE EL.: 85.8'

NOTES:: Water First Noticed.

COORDINATES:

LOCATION:COUNTY:

13849022 N3055112 E

DATE: March 4, 2019

TOTAL DEPTH: 75'

CAVED DEPTH: 27.2'

DRY AUGER: 0' to 28'

WET ROTARY: 28' to 75'

BACKFILL: Piezometer

LOGGER: T. Mireles

DRILL RIG: ATV

SEGMENT 3A-3WHCRWA SURFACE WATER SUPPLY PROJECT

HOUSTON, TEXAS

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19

NP

18

22

55

NP

36

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27.8

18.8

10.8

LEAN CLAY (CL): very stiff, brown, with siltpockets

FAT CLAY (CH): very stiff, brown

- brown and gray below 63'

SILTY SAND (SM): dense, brown

100

19

T

T

SPT

SPT

40

50

60

70

80

90

100




1.

HARRIS


See Plate 2

PLATE A-1b

SURFACE EL.: 85.8'


COORDINATES:

LOCATION:COUNTY:

13849022 N3055112 E

DATE: March 4, 2019

TOTAL DEPTH: 75'

CAVED DEPTH: 27.2'




LOGGER: T. Mireles

DRILL RIG: ATV


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15

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FILL: ASPHALT: with crushed limestoneand sand, possibly stabilized

FILL: SILTY CLAY (CL-ML): firm to stiff,gray

FAT CLAY WITH SAND (CH): stiff, brownand gray

- with silt pockets to 10' - very stiff to hard below 8'

- red and gray, slickensided below 14'

FAT CLAY (CH): stiff, red and gray,slickensided

- very stiff, with calcareous nodules below18'

POORLY GRADED SAND WITH SILT(SP-SM): medium dense, gray

- dense to very dense, brown below 26'

SILTY SAND (SM): dense, brown, with clayseams

SANDY LEAN CLAY (CL): very stiff to hard,reddish brown, with silt pockets,slickensided

FAT CLAY (CH): very stiff, red, with siltpockets, slickensided

- with calcareous nodules to 44'

82

98

99

9

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11

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49

Ref|4"

39

47

32

10

20

30

40

50

2. Coordinates and elevations are provided by KUO. The grid coordinates and elevationspresented are based on NAD1983 State Plane South Central and NAVD88,respectively.


1.

HARRIS


See Plate 2

PLATE A-2a

SURFACE EL.: 85.7'


COORDINATES:

LOCATION:COUNTY:

13848491 N3055137 E

DATE: March 1, 2019

TOTAL DEPTH: 75'

CAVED DEPTH: 20'




LOGGER: T. Mireles

DRILL RIG: ATV


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FAT CLAY (CH): very stiff, red, with siltpockets, slickensided


LEAN CLAY (CL): very stiff, gray andbrown, with silt pockets

SILT WITH SAND (ML): medium dense,brown and gray

35

90

83

SPT

SPT

T

SPT

45

23

29

60

70

80

90

100



1.

HARRIS


See Plate 2

PLATE A-2b

SURFACE EL.: 85.7'


COORDINATES:

LOCATION:COUNTY:

13848491 N3055137 E

DATE: March 1, 2019

TOTAL DEPTH: 75'

CAVED DEPTH: 20'




LOGGER: T. Mireles

DRILL RIG: ATV


HOUSTON, TEXAS

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NP

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14

21

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21

20

25

25

24

19

34

38

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NP

NP

NP

23

28

10

NP

NP

NP

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109

106

110

67.8

59.8

57.3

49.8

32.8

28.8

FILL: SANDY LEAN CLAY (CL): stiff, gray,tan, and brown, with organic material

- very stiff below 4'

LEAN CLAY WITH SAND (CL): stiff, tanand gray, with silt pockets

CLAYEY SAND (SC): light gray

SILTY SAND (SM): loose, light gray

- medium dense below 18.5'

POORLY GRADED SAND WITH SILT(SP-SM): medium dense, light gray

LEAN CLAY (CL): very stiff, red and gray,with silt pockets, slickensided

57

76

34

14

21

7

5

9

T

T

T

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SPT

SPT

SPT

SPT

SPT

SPT

SPT

SPT

SPT

SPT

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10

12

11

17

29

17

11

14

15

21

*

10

20

30

40

50



3. NP: Non-plastic4. * SPT Blow counts not recorded.5. Terms and symbols defined on Plates A-16a and A-16b.

1.

HARRIS


See Plate 2

PLATE A-7

SURFACE EL.: 73.8'


COORDINATES:

LOCATION:COUNTY:

13845816 N3055283 E

DATE: February 26, 2019

TOTAL DEPTH: 45'

CAVED DEPTH: 15.4'




LOGGER: T. Mireles

DRILL RIG: ATV


HOUSTON, TEXAS

ST

RA

TU

M

ELE

VA

TIO

N, F

T

Torvane

0.5 1.0 1.5 2.0 2.5

WA

TE

RC

ON

TE

NT

, %

R:\0

4100

\201

8 P

RO

JEC

TS

\010

0-01

99\0

4.10

1801

59

- W

HC

RW

A -

F&

N -

SE

GM

EN

T 3

A3\

000

GIS

\GIN

T\0

4.10

180

159

.GP

J

FU

GR

O S

TA

ND

AR

D L

OG

7

/12

/201

9

DE

PT

H,

FT


Field VaneB

LOW

S P

ER

FO

OT

SA

MP

LES

WA

TE

R L

EV

EL


Miniature Vane


EC

OV

ER

Y /

RQ

D

SA

MP

LE T

YP

E


UN

IT D

RY

WT

,P

CF

PA

SS

ING

NO

.20

0 S

IEV

E, %

SY

MB

OL

Triaxial

KIPS PER SQ FT

PLA

ST

ICLI

MIT

PLA

ST

ICIT

YIN

DE

X (

PI)

LIQ

UID

LIM

IT

02192

Typewritten Text

Pipeline Sta. 55+25; Rummel Ck.

02192

Line

02192

Line

02192

Typewritten Text

Pipe Zone

02192

Arrow

13

12

12

NP

NP

NP

NP

12

16

20

18

1617

12

16

20

24

24

25

26

50

37

16

NP

NP

NP

NP

28

47

37

25

4

NP

NP

NP

NP

16

31

106

112

110

99

71.3

65.3

59.3

56.3

38.3

36.3

32.3

FILL: SILTY CLAY (CL-ML): very stiff,gray, tan, and brown, with organic material

FAT CLAY WITH SAND (CH): stiff to verystiff, gray and brown

- with sand pockets to 2' - with calcareous nodules and ferrous

nodules below 4'LEAN CLAY WITH SAND (CL): very stiff,

gray and brown, with ferrous nodules

SILTY, CLAYEY SAND (SC-SM): dense,light gray and tan

SILTY SAND (SM): dense to very dense,light gray and tan

- with cemented sand to 26'

- brown below 20'

- with clay pockets, 30' to 32'

SANDY LEAN CLAY (CL): very stiff, brown

LEAN CLAY (CL): stiff, red, with siltpockets, slickensided

72

39

22

28

20

20

19

60

100

T

T

T

SPT

SPT

SPT

SPT

SPT

SPT

SPT

SPT

SPT

SPT

SPT

T

50

49

45

49

50|10"

40

30

50

44

50|9"

31

10

20

30

40

50




1.

HARRIS


See Plate 2

PLATE A-8

SURFACE EL.: 72.3'


COORDINATES:

LOCATION:COUNTY:

13845259 N3055302 E


TOTAL DEPTH: 40'

CAVED DEPTH: 14.8'




LOGGER: T. Mireles

DRILL RIG: ATV


HOUSTON, TEXAS

ST

RA

TU

M

ELE

VA

TIO

N, F

T

Torvane

0.5 1.0 1.5 2.0 2.5

WA

TE

RC

ON

TE

NT

, %

R:\0

4100

\201

8 P

RO

JEC

TS

\010

0-01

99\0

4.10

1801

59

- W

HC

RW

A -

F&

N -

SE

GM

EN

T 3

A3\

000

GIS

\GIN

T\0

4.10

180

159

.GP

J

FU

GR

O S

TA

ND

AR

D L

OG

7

/12

/201

9

DE

PT

H,

FT


Field VaneB

LOW

S P

ER

FO

OT

SA

MP

LES

WA

TE

R L

EV

EL


Miniature Vane


EC

OV

ER

Y /

RQ

D

SA

MP

LE T

YP

E


UN

IT D

RY

WT

,P

CF

PA

SS

ING

NO

.20

0 S

IEV

E, %

SY

MB

OL

Triaxial

KIPS PER SQ FT

PLA

ST

ICLI

MIT

PLA

ST

ICIT

YIN

DE

X (

PI)

LIQ

UID

LIM

IT

3.0

02192

Typewritten Text

Pipeline Sta. 49+60; Rummel Ck.

02192

Line

02192

Line

02192

Typewritten Text

Pipe Zone

02192

Arrow

12

12

15

NP

NP

NP

NP

NP

18

21

16

16

12

19

22

26

26

28

28

49

40

32

NP

NP

NP

NP

NP

26

37

28

17

NP

NP

NP

NP

NP

8

106

117

112

73.2

67.2

65.2

61.2

53.2

41.2

38.2

35.2

FILL: LEAN CLAY (CL): very stiff, gray andbrown, with silt pockets and organicmaterial

LEAN CLAY WITH SAND (CL): firm to stiff,gray and tan, with silt pockets

SANDY LEAN CLAY (CL): stiff to very stiff,gray and tan, with calcareous nodules

CLAYEY SAND (SC): gray and brown, withcalcareous nodules


SILTY SAND (SM): medium dense, lightgray, with cemented sand

- with petroleum odor at 18'


- brown, 30' to 34'

- loose below 32.5'

SILTY SAND (SM): medium dense, red andbrown, with clay pockets

LEAN CLAY (CL): soft, red, with siltpockets

73

52

45

31

16

9

5

5

19

97

T

T

T

T

T

SPT

SPT

SPT

SPT

SPT

SPT

SPT

SPT

SPT

SPT

SPT

SPT

26

14

22

18

15

21

22

17

17

9

14

3

10

20

30

40

50


3. NP: Non-plastic / * Piezometer not developed due to high VOC readings measured onsoil samples. See text for details.

5. Terms and symbols defined on Plates A-16a and A-16b.

1.

HARRIS


See Plate 2

PLATE A-9

SURFACE EL.: 75.2'


COORDINATES:

LOCATION:COUNTY:

13844479 N3055329 E


TOTAL DEPTH: 40'

CAVED DEPTH: 14.4'



BACKFILL: Piezometer *

LOGGER: T. Mireles

DRILL RIG: ATV


HOUSTON, TEXAS

ST

RA

TU

M

ELE

VA

TIO

N, F

T

Torvane

0.5 1.0 1.5 2.0 2.5

WA

TE

RC

ON

TE

NT

, %

R:\0

4100

\201

8 P

RO

JEC

TS

\010

0-01

99\0

4.10

1801

59

- W

HC

RW

A -

F&

N -

SE

GM

EN

T 3

A3\

000

GIS

\GIN

T\0

4.10

180

159

.GP

J

FU

GR

O S

TA

ND

AR

D L

OG

7

/12

/201

9

DE

PT

H,

FT


Field VaneB

LOW

S P

ER

FO

OT

SA

MP

LES

WA

TE

R L

EV

EL


Miniature Vane


EC

OV

ER

Y /

RQ

D

SA

MP

LE T

YP

E


UN

IT D

RY

WT

,P

CF

PA

SS

ING

NO

.20

0 S

IEV

E, %

SY

MB

OL

Triaxial

KIPS PER SQ FT

PLA

ST

ICLI

MIT

PLA

ST

ICIT

YIN

DE

X (

PI)

LIQ

UID

LIM

IT

02192

Typewritten Text

Pipeline Sta. 41+90; Memorial Dr.

02192

Line

02192

Line

02192

Typewritten Text

Pipe Zone

02192

Arrow

11

12

12

15

NP

NP

NP

NP

NP

20

17

16

11

18

22

20

24

22

26

40

46

43

24

NP

NP

NP

NP

NP

29

34

31

9

NP

NP

NP

NP

NP

106

115

110

73.1

67.1

61.1

56.6

52.6

43.1

34.1

30.1

FILL: SILTY CLAY (CL-ML): dark gray

LEAN CLAY WITH SAND (CL): stiff, darkgray

- with organic material to 5'

SANDY LEAN CLAY (CL): very stiff, grayand brown

- with ferrous nodules, slickensided to 12' - with silt pockets below 10' - stiff to very stiff, gray below 12'

CLAYEY SAND (SC): medium dense, gray - with petroleum odor at 14'

SILTY SAND (SM): medium dense, gray


SILTY SAND (SM): medium dense, brownand gray

- dense to very dense below 38'

LEAN CLAY (CL): very stiff, red and gray,with silt pockets and seams, slickensided

78

68

53

19

20

10

11

17

T

T

T

T

T

SPT

SPT

SPT

SPT

SPT

SPT

SPT

SPT

SPT

SPT

SPT

T

15

14

12

16

24

25

15

20

25

26

50

10

20

30

40

50



1.

HARRIS


See Plate 2

PLATE A-10

SURFACE EL.: 75.1'


COORDINATES:

LOCATION:COUNTY:

13844323 N3055334 E


TOTAL DEPTH: 45'

CAVED DEPTH: 19.7'



BACKFILL: Cement-Bentonite Grout

LOGGER: T. Mireles

DRILL RIG: ATV


HOUSTON, TEXAS

ST

RA

TU

M

ELE

VA

TIO

N, F

T

Torvane

0.5 1.0 1.5 2.0 2.5

WA

TE

RC

ON

TE

NT

, %

R:\0

4100

\201

8 P

RO

JEC

TS

\010

0-01

99\0

4.10

1801

59

- W

HC

RW

A -

F&

N -

SE

GM

EN

T 3

A3\

000

GIS

\GIN

T\0

4.10

180

159

.GP

J

FU

GR

O S

TA

ND

AR

D L

OG

7

/12

/201

9

DE

PT

H,

FT


Field VaneB

LOW

S P

ER

FO

OT

SA

MP

LES

WA

TE

R L

EV

EL


Miniature Vane


EC

OV

ER

Y /

RQ

D

SA

MP

LE T

YP

E


UN

IT D

RY

WT

,P

CF

PA

SS

ING

NO

.20

0 S

IEV

E, %

SY

MB

OL

Triaxial

KIPS PER SQ FT

PLA

ST

ICLI

MIT

PLA

ST

ICIT

YIN

DE

X (

PI)

LIQ

UID

LIM

IT

+3.3

02192

Typewritten Text

Pipeline Sta. 40+40; Memorial Dr.

02192

Line

02192

Line

02192

Typewritten Text

Pipe Zone

02192

Arrow

13

12

16

NP

NP

NP

19

19

15

17

NP

17

14

13

7

22

22

20

27

272121

24

22

47

29

18

NP

NP

NP

62

55

24

21

NP

34

17

2

NP

NP

NP

43

36

9

4

NP

113

115

98

99

106

69.4

64.9

60.4

43.4

38.9

32.4

27.4

21.4

FILL: LEAN CLAY (CL): stiff, tan and gray,with silt pockets and organic material

LEAN CLAY (CL): stiff, tan, with calcareousnodules

LEAN CLAY WITH SAND (CL): stiff to verystiff, light gray and tan, with silt pockets

SILTY SAND (SM): loose, light gray

- medium dense below 18.5'- with siltstone nodules, 19' to 20'

POORLY GRADED SAND WITH SILT(SP-SM): very dense, brown

- with cemented sand to 30.5'- dense below 30.5'

SILTY SAND (SM): dense to very dense,brown

- with clay seams below 36.5'

FAT CLAY (CH): very stiff, red, with siltpockets

- slickensided below 40'

LEAN CLAY (CL): stiff, brown

- firm, 46.5' to 48'

- very stiff, with silt seams below 48'


- with clay seams at 54'

79

47

6

26

19

100

100

93

88

49

T

T

T

SPT

SPT

SPT

SPT

SPT

SPT

SPT

SPT

SPT

T

T

T

SPT

SPT

SPT

SPT

10

21

15

50|6"

49

50

50|10"

Ref|6"

11

6

15

33

43

10

20

30

40

50



1.

HARRIS


See Plate 2

PLATE A-13a

SURFACE EL.: 71.4'


COORDINATES:

LOCATION:COUNTY:

13841634 N3055305 E

DATE: March 7, 2019

TOTAL DEPTH: 60'

CAVED DEPTH: 26.5'




LOGGER: T. Mireles

DRILL RIG: ATV


HOUSTON, TEXAS

ST

RA

TU

M

ELE

VA

TIO

N, F

T

Torvane

0.5 1.0 1.5 2.0 2.5

WA

TE

RC

ON

TE

NT

, %

R:\0

4100

\201

8 P

RO

JEC

TS

\010

0-01

99\0

4.10

1801

59

- W

HC

RW

A -

F&

N -

SE

GM

EN

T 3

A3\

000

GIS

\GIN

T\0

4.10

180

159

.GP

J

FU

GR

O S

TA

ND

AR

D L

OG

7

/12

/201

9

DE

PT

H,

FT


Field VaneB

LOW

S P

ER

FO

OT

SA

MP

LES

WA

TE

R L

EV

EL


Miniature Vane


EC

OV

ER

Y /

RQ

D

SA

MP

LE T

YP

E


UN

IT D

RY

WT

,P

CF

PA

SS

ING

NO

.20

0 S

IEV

E, %

SY

MB

OL

Triaxial

KIPS PER SQ FT

PLA

ST

ICLI

MIT

PLA

ST

ICIT

YIN

DE

X (

PI)

LIQ

UID

LIM

IT

02192

Typewritten Text

Pipeline Sta. 13+45; Buffalo Bayou

02192

Line

02192

Line

02192

Typewritten Text

Pipe Zone

02192

Arrow

NP

21

23

32

NP

67

NP

46

16.4

12.411.4

SANDY SILT (ML): dense, brown

FAT CLAY (CH): very stiff, red,slickensided

51

99

SPTSPT

SPT

3535

1760

70

80

90

100



1.

HARRIS


See Plate 2

PLATE A-13b

SURFACE EL.: 71.4'


COORDINATES:

LOCATION:COUNTY:

13841634 N3055305 E

DATE: March 7, 2019

TOTAL DEPTH: 60'

CAVED DEPTH: 26.5'




LOGGER: T. Mireles

DRILL RIG: ATV


HOUSTON, TEXAS

ST

RA

TU

M

ELE

VA

TIO

N, F

T

Torvane

0.5 1.0 1.5 2.0 2.5

WA

TE

RC

ON

TE

NT

, %

R:\0

4100

\201

8 P

RO

JEC

TS

\010

0-01

99\0

4.10

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59

- W

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SE

GM

EN

T 3

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000

GIS

\GIN

T\0

4.10

180

159

.GP

J

FU

GR

O S

TA

ND

AR

D L

OG

7

/12

/201

9

DE

PT

H,

FT


Field VaneB

LOW

S P

ER

FO

OT

SA

MP

LES

WA

TE

R L

EV

EL


Miniature Vane


EC

OV

ER

Y /

RQ

D

SA

MP

LE T

YP

E


UN

IT D

RY

WT

,P

CF

PA

SS

ING

NO

.20

0 S

IEV

E, %

SY

MB

OL

Triaxial

KIPS PER SQ FT

PLA

ST

ICLI

MIT

PLA

ST

ICIT

YIN

DE

X (

PI)

LIQ

UID

LIM

IT

12

16

14

11

12

18

18

19

16

17

15

14

15

15

21

20

26

2728

25

2723

23

23

25

18

18

21

19

34

57

55

62

28

49

28

31

6

2

7

8

22

39

37

43

12

32

13

17

97

99105

103

58.0

48.0

44.0

35.5

33.0

23.0

14.0

SILTY, CLAYEY SAND (SC-SM): loose,brown

- brown and gray below 3'

SANDY SILT (ML): loose, brown

- with silty clay streaks below 16'

SILTY CLAY WITH SAND (CL-ML): brown

CLAYEY SAND (SC): very loose, gray andbrown

LEAN CLAY WITH SAND (CL): very stiff,gray and brown

FAT CLAY (CH): stiff to very stiff, red andgray, slickensided

- with silt pockets to 36' - very stiff below 36'

LEAN CLAY (CL): very stiff, red and gray,with clayey silt layers

LEAN CLAY WITH SAND (CL): brown

- stiff below 54.5'

44

60

72

35

75

100

100

99

98

100

82

SPT

SPT

SPT

T

SPT

SPT

T

T

T

T

T

T

T

T

T

T

T

4

4

5

3

20

10

20

30

40

50



1.

HARRIS


See Plate 2

PLATE A-14a

SURFACE EL.: 66.0'


COORDINATES:

LOCATION:COUNTY:

13841267 N3055343 E

DATE: March 11, 2019

TOTAL DEPTH: 60'

CAVED DEPTH: 18.7'




LOGGER: T. Mireles

DRILL RIG: ATV


HOUSTON, TEXAS

ST

RA

TU

M

ELE

VA

TIO

N, F

T

Torvane

0.5 1.0 1.5 2.0 2.5

WA

TE

RC

ON

TE

NT

, %

R:\0

4100

\201

8 P

RO

JEC

TS

\010

0-01

99\0

4.10

1801

59

- W

HC

RW

A -

F&

N -

SE

GM

EN

T 3

A3\

000

GIS

\GIN

T\0

4.10

180

159

.GP

J

FU

GR

O S

TA

ND

AR

D L

OG

7

/12

/201

9

DE

PT

H,

FT


Field VaneB

LOW

S P

ER

FO

OT

SA

MP

LES

WA

TE

R L

EV

EL


Miniature Vane


EC

OV

ER

Y /

RQ

D

SA

MP

LE T

YP

E


UN

IT D

RY

WT

,P

CF

PA

SS

ING

NO

.20

0 S

IEV

E, %

SY

MB

OL

Triaxial

KIPS PER SQ FT

PLA

ST

ICLI

MIT

PLA

ST

ICIT

YIN

DE

X (

PI)

LIQ

UID

LIM

IT

3.6

+

02192

Typewritten Text

Pipeline Sta. 9+75; Buffalo Bayou

02192

Line

02192

Line

02192

Typewritten Text

Pipe Zone

02192

Arrow

1623 53 37

9.0

6.0

LEAN CLAY WITH SAND (CL): stiff, brown

FAT CLAY (CH): very stiff, gray and brown,slickensided 98

SPTSPT

T

1313

60

70

80

90

100



1.

HARRIS


See Plate 2

PLATE A-14b

SURFACE EL.: 66.0'


COORDINATES:

LOCATION:COUNTY:

13841267 N3055343 E


TOTAL DEPTH: 60'

CAVED DEPTH: 18.7'




LOGGER: T. Mireles

DRILL RIG: ATV


HOUSTON, TEXAS

ST

RA

TU

M

ELE

VA

TIO

N, F

T

Torvane

0.5 1.0 1.5 2.0 2.5

WA

TE

RC

ON

TE

NT

, %

R:\0

4100

\201

8 P

RO

JEC

TS

\010

0-01

99\0

4.10

1801

59

- W

HC

RW

A -

F&

N -

SE

GM

EN

T 3

A3\

000

GIS

\GIN

T\0

4.10

180

159

.GP

J

FU

GR

O S

TA

ND

AR

D L

OG

7

/12

/201

9

DE

PT

H,

FT


Field VaneB

LOW

S P

ER

FO

OT

SA

MP

LES

WA

TE

R L

EV

EL


Miniature Vane


EC

OV

ER

Y /

RQ

D

SA

MP

LE T

YP

E


UN

IT D

RY

WT

,P

CF

PA

SS

ING

NO

.20

0 S

IEV

E, %

SY

MB

OL

Triaxial

KIPS PER SQ FT

PLA

ST

ICLI

MIT

PLA

ST

ICIT

YIN

DE

X (

PI)

LIQ

UID

LIM

IT

10

10

8

10

NP

11

11

20

14

11

6

21

38

39

35

23

NP

28

29

27

13

NP

121

110

117

69.0

59.0

56.0

53.0

46.0

FILL: SILTY CLAY (CL-ML): stiff, gray andbrown, with shell fragments and limestonefragments

LEAN CLAY WITH SAND (CL): very stiff tohard, gray, with silt pockets

- very stiff, gray and tan, calcareousnodules, and ferrous nodules below 6'

- tan and gray below 8'

SANDY LEAN CLAY (CL): very stiff, brownand gray, with silt pockets, calcareousnodules, and ferrous nodules

- stiff below 14'CLAYEY SAND (SC): medium dense, light

gray, with clay streaksPOORLY GRADED SAND WITH SILT

(SP-SM): medium dense, gray

- loose, 22' to 23.5'- brown below 22'- medium dense below 22'

76

82

66

48

10

9

T

T

T

T

T

T

T

SPT

SPT

SPT

SPT

SPT

13

14

12

9

20

10

20

30

40

50




1.

HARRIS


See Plate 2

PLATE A-15

SURFACE EL.: 71.0'


COORDINATES:

LOCATION:COUNTY:

13840416 N3055424 E


TOTAL DEPTH: 25'

CAVED DEPTH: 22.4'

DRY AUGER: 0' to 23.5'

WET ROTARY: 23.5' to 25'

BACKFILL: Cement-Bentonite Grout

LOGGER: T. Mireles

DRILL RIG: ATV


HOUSTON, TEXAS

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3.1

Program Manager

TO ARRANGE FOR LINES TO BE TURNED OFF OR MOVED. CALL CENTERPOINTENERGY AT 713-207-2222

NOTICE:For your safety, you are required by Texas Law to call 811 at least 48 hours before you dig

call 811.

VERIFICATION OF PRIVATE UTILITY LINES

Date:CenterPoint Energy/Natural Gas Facilities Verification ONLY.(This Signature verifies that you have shown CNP Natural Gas Lines correctly - not to beused for conflict verification.)Signature Valid for six months.

(Gas service lines are not shown.)

Date:CenterPoint Energy/UNDERGROUND Electrical Facilities Verification ONLY.(This Signature verifies existing underground facilities - not to be used for conflict verification.)Signature Valid for six months.

Date:

PHONE: 281.994.7993

SEGMENT C

GEOTECHNICAL INSTRUMENTATIONDETAILS

SHEET 1 OF 2

NA

NA

TU-017389

3'

2'-6

"

NOTES:

1. REFLECTIVE MONITORING POINT SHALL BE CONSIDERED OF PLASTIC, SHAPED TO BE FLUSH ORPERPENDICULARLY PROTRUDE FROM THE SURFACE TO WHICH IT IS AFFIXED, AND WILL BEAFFIXED TO MONITOR ELEMENTS BY EPOXY OR REMOVABLE ANCHOR, WHICHEVER ISAPPROPRIATE.

2. REFLECTIVE MONITORING POINTS SHALL BE MODEL RS90 OR RSZ-10-30x30mm RETROREFLECTIVE SURVEY TARGETS, MANUFACTURED BY BERNSTEN OR SIMILAR. IF REFLECTIVEMONITORING POINT CAN NOT BE ANCHORED BY EPOXY, SUFFICIENT ANCHORAGE SHOULD BEUSED TO INSTALL THE REFLECTIVE MONITORING POINT TO PROVIDE FOR POSITIVE ANCHORAGETHROUGHOUT THE ANTICIPATED MONITORING PERIOD.

ADHESIVE TARGET

~1.0xD SPACING ASSHOWN ONDRAWINGS

D

TUNNEL℄

NOTES:1. DRIVE REBAR OR DRILL AND GROUT EMBEDMENT TO ACHIEVE FIRM

ANCHORAGE.

2. IF ONLY VERTICAL MONITORING IS REQUIRED, PROVIDE CENTERMARK ON TOP OF REBAR TO ACCEPT SURVEY ROD.

12 IN

MIN

. EM

BEDM

ENT

12 IN

1.5

INM

IN

1.5

INM

IN

NOTES:1. CONTRACTOR MAY INSTALL BY EITHER METHOD, DEPENDING ON PAVEMENT MATERIAL.

NOTES:1. FOR SURFACE OTHER THAN CONCRETE, BRICK OR MASONRY, EPOXY TO SURFACE.

2. ANCHOR INTO SOUND CONCRETE ENCASEMENT OR INTO STEEL MEMBERS. ATBUILDING FACADES ANCHOR INTO STRUCTURAL ELEMENTS.

3. SURFACE SURVEY POINTS SHALL BE INSTALLED 3 TO 5 FT. ABOVE GRADE.

CONTRACT S3-A3Engineer of Record

Texas Registered Engineering Firm F-#2144

Program ManagerDANNENBAUMENGINEERING CORPORATION

5-

4-

GROUNDSURFACE

MONITORING POINTS(GMP, SMP, OR RMP'S)

1-

RS90

NO. 5 REBAR(SEE NOTE 1)

4" PVC CASING

CEMENT GROUT BACKFILL

GROUND SURFACE

ROADWAY BOX WITHBOLTED TRAFFIC CAP

IDENTIFICATION MARKER FIRMLYATTACHED TO REBAR OR CASING

PK NAILSURVEY WASHER WITHPOINT IDENTIFICATION

SEE DETAIL "2A"PK NAIL

DRILL HOLE

EPOXY RESIN

2A-

2-

LEAD WEDGE NUT

SLEEVECONCRETE, BRICK ORMASONRY SURFACE

2" LONG X 1/2" Ø SS HEXEXPANSION ANCHORPOSITIONED WITH POINT UPTO RECEIVE SURVEY ROD.

1/2" Ø HOLE DRILLED INMASONRY OR CONCRETE

3-

RSZ2-10-30x30mmRETRO REFLECTIVESURVEY TARGETS WITHADHESIVE BACKING

GEOTECHNICAL INSTRUMENTATIONDETAILS SHEET I

NTS

NTSTU-012

14-

09-2

021

NO

TE

1

CEQ