B3b_AM5_20R0006.pdf

AMENDMENT OF SOLICITATION/MODIFICATION OF CONTRACT

Except as provided herein, all terms and conditions of the document referenced in Item 9A or 10A, as heretofore changed, remains unchanged and in full force and effect.

15A. NAME AND TITLE OF SIGNER (Type or print)

30-105-04 EXCEPTION TO SF 30

APPROVED BY OIRM 11-84

STANDARD FORM 30 (Rev. 10-83) Prescribed by GSA

FAR (48 CFR) 53.243

The Solicitation for Repair Airfield Drainage; Laughlin AFB, Texas is amended as follows.

See SF30 Continuation Sheet(s)

NOTE: Proposal Receipt date is changed from 4 December 2019; at 10:00 am.,CT to 10 December 2019 at 10:00 am CT.

1. CONTRACT ID CODE PAGE OF PAGES

J 1 2

16A. NAME AND TITLE OF CONTRACTING OFFICER (Type or print)

16C. DATE SIGNED

BY

16B. UNITED STATES OF AMERICA 15C. DATE SIGNED 15B. CONTRACTOR/OFFEROR

(Signature of Contracting Officer) (Signature of person authorized to sign)

8. NAME AND ADDRESS OF CONTRACTOR (No., Street, County, State and Zip Code) X 9A. AMENDMENT OF SOLICITATION NO.

W9126G20R0006

X 9B. DATED (SEE ITEM 11)

24-Oct-2019

10B. DATED (SEE ITEM 13)

11. THIS ITEM ONLY APPLIES TO AMENDMENTS OF SOLICITATIONS

X The above numbered solicitation is amended as set forth in Item 14. The hour and date specified for receipt of Offer is extended, X is not extended.

Offer must acknowledge receipt of this amendment prior to the hour and date specified in the solicitation or as amended by one of the following methods:

(a) By completing Items 8 and 15, and returning copies of the amendment; (b) By acknowledging receipt of this amendment on each copy of the offer submitted;

or (c) By separate letter or telegram which includes a reference to the solicitation and amendment numbers. FAILURE OF YOUR ACKNOWLEDGMENT TO BE RECEIVED AT THE PLACE DESIGNATED FOR THE RECEIPT OF OFFERS PRIOR TO THE HOUR AND DATE SPECIFIED MAY RESULT IN REJECTION OF YOUR OFFER. If by virtue of this amendment you desire to change an offer already submitted, such change may be made by telegram or letter, provided each telegram or letter makes reference to the solicitation and this amendment, and is received prior to the opening hour and date specified.

12. ACCOUNTING AND APPROPRIATION DATA (If required)

13. THIS ITEM APPLIES ONLY TO MODIFICATIONS OF CONTRACTS/ORDERS.

IT MODIFIES THE CONTRACT/ORDER NO. AS DESCRIBED IN ITEM 14.

A. THIS CHANGE ORDER IS ISSUED PURSUANT TO: (Specify authority) THE CHANGES SET FORTH IN ITEM 14 ARE MADE IN THE

CONTRACT ORDER NO. IN ITEM 10A.

B. THE ABOVE NUMBERED CONTRACT/ORDER IS MODIFIED TO REFLECT THE ADMINISTRATIVE CHANGES (such as changes in paying office, appropriation date, etc.) SET FORTH IN ITEM 14, PURSUANT TO THE AUTHORITY OF FAR 43.103(B).

C. THIS SUPPLEMENTAL AGREEMENT IS ENTERED INTO PURSUANT TO AUTHORITY OF:

D. OTHER (Specify type of modification and authority)

E. IMPORTANT: Contractor is not, is required to sign this document and return copies to the issuing office.

14. DESCRIPTION OF AMENDMENT/MODIFICATION (Organized by UCF section headings, including solicitation/contract subject matter where feasible.)

10A. MOD. OF CONTRACT/ORDER NO.

2. AMENDMENT/MODIFICATION NO. 5. PROJECT NO.(If applicable)

6. ISSUED BY

3. EFFECTIVE DATE

03 -Dec-2019

CODE

US ARMY ENGINEER DISTRICT, FORT WORTH

ATTN: CESWF-CT

819 TAYLOR ST, ROOM 2A19

P.O. BOX 17300

FORT WORTH TX 76102-0300

W9126G 7. ADMINISTERED BY (If other than item 6)

4. REQUISITION/PURCHASE REQ. NO.

CODE

See Item 6

FACILITY CODE CODE

EMAIL: TEL:

W9126G20R0006

SECTION SF 30 BLOCK 14 CONTINUATION PAGE

SUMMARY OF CHANGES

CHANGES TO SOLICITATION W9126G20R0006

CHANGES TO THE APPENDICES

1. Replacement Appendix: The following appendix has been replaced to the solicitation, bearing the notation W9126G20R0006-0005.

Appendix A – Geotechnical Reports

CHANGES TO THE DRAWINGS

2. Replacement Drawings.- The following drawings listed below has been updated and replaced with the attached new drawings(s) of the same number, bearing the notation W9126G20R0006-0005.

G-024 HAUL ROUTE AND STAGING AREA

End of Summary of Changes

APPENDIX A – Geotechnical Reports

Geotechnical Report information from original 2010 project (Raba Kistner) as well as supplemental information by Terracon, 2018.

W9126G20R0006-0005

Stabilized Aggregate Layer Page 1 of 6 SPECIFICATION FOR SAL FOR

PAVED ROADWAYS

TriAxSpecPaved_Laughlin AFB.doc

GUIDE SPECIFICATION

Tensar Spectra System® for Paved Roadway Applications

The specification provides guidance to designers on Tensar’s recommended approach for incorporating the Spectra SystemTM technology into paved surfaces. By following this recommended approach and format, the intent of the SpectraPave4 design analysis and the integrity and reliability of the Spectra System technology is maintained by ensuring that critical parameters from the design and the technology are incorporated into the project contract documents. It is important to recognize that the Spectra SystemTM technology is proprietary and has been developed and established exclusively based on the performance delivered by patent-protected Tensar TriAx® TX5 and TX7 Geogrids. However, the specification approach suggested herein is generic and non-proprietary as it provides guidance on incorporating Spectra System into projects by utilizing generic terminology (i.e., “Stabilized Aggregate Layer”, or “SAL”).

References, definitions and related matters are updated or changed occasionally. For the most recent version of this specification please visit our website (www.tensarcorp.com). For technical assistance with Spectra System, including design assistance, please contact Tensar Technical Assistance (1-800-TENSAR-1) or your local Tensar representative.

This page contains notes to the specifier and must be deleted from the final specification.

Tensar International Corporation

January 2010

Stabilized Aggregate Layer Page 2 of 6 SPECIFICATION FOR SAL FOR

TriAxSpecPaved_Laughlin AFB.doc

SECTION 00XX00

SPECIFICATION FOR STABILIZED AGGREGATE LAYER (SAL)

PAVED ROADWAY APPLICATIONS

PART 1 GENERAL

1.01 SUMMARY

A. Section Includes – These specifications cover the requirements for constructing a Stabilized

Aggregate Layer (SAL) in conjunction with other components and/or activities typical of paved or unpaved roadways or parking lots (i.e. subgrade preparation, asphalt, etc.). The work includes all materials, labor, equipment, storage, private lab testing, sampling, handling, excavation, disposal, tools, removal, placement, hauling, shaping, compacting, surveying, finishing to grade, curing, fees, permits, test-rolling and/or proof-rolling the aggregate including all appurtenances and incidentals necessary to complete the work. This specification is for stabilization of the pavement section aggregate base layer only. The properties and performance of the SAL have been considered in and are integral to the structural design of the pavement structure; thus no modification of the pavement structure shall be made other than the alternative stabilization methods described herein and in accordance with the requirements for submission of alternatives described herein.

B. These specifications include provisions for providing a SAL. The Contractor may choose any of the options indicated on the plans or in the contract documents and at the contractors option, change to the other option during that project at no additional cost to the Owner.

Mechanically Stabilized Layer - This work shall consist of Mechanical Stabilization to reinforce the aggregate base layer. Mechanically Stabilized Aggregate includes, but is not limited to, the confinement of the aggregate material by use of a geogrid reinforcement system whereby the design requirements of the project are achieved.

1.02 DEFINITIONS

A. Stabilized Aggregate Layer (SAL) – A SAL is a layer of a defined thickness of unbound aggregate or base course materials that have been modified or improved through mechanical or chemical methods whereby the resulting layer behaves as a composite layer and has improved properties and performance capabilities.’

B. Mechanically Stabilized Layer (MSL) – A composite layer of a defined thickness comprised of unbound aggregate or base course materials combined with one or more layers of a polymeric geogrid grid structure that has been formed by a regular network of integrally connected, multi-directional tensile elements of appropriate orientation, size and shape with triangular apertures of appropriate size and shape to allow interlocking with the unbound aggregate or base course materials. The combination of the two materials creates an improved or modified composite layer with significantly improved properties and performance capabilities.

C. Unpaved Application – Use of a SAL immediately over a soft subgrade soil in order to improve the bearing capacity and mitigate deformation of the subgrade soil under repeated loads. The goal of this application may be to reduce undercut requirements, improve construction efficiency, reduce the amount of aggregate subbase/base material required, provide a stiff working platform for pavement construction, or combination of these. The use of a SAL may also be considered as “unpaved” when the composite structure is utilized beneath a paved surface (rigid or flexible pavement) for the purpose of achieving the needed subgrade improvement for construction trafficking and site access.

Stabilized Aggregate Layer Page 3 of 6 SPECIFICATION FOR SAL FOR

TriAxSpecPaved_Laughlin AFB.doc

D. Paved Application – Use of a SAL beneath or within the aggregate base course of a flexible (asphalt) pavement system to improve the stiffness of the system. The goal of this application may be to reduce the amount of aggregate or asphalt material required (reducing initial cost), increase the life of the pavement (reduce life-cycle cost), or a combination of the two.

1.04 SYSTEM DESCRIPTION

A. Mechanically Stabilized Layer - This work shall consist of Mechanical Stabilization to reinforce the aggregate base layer. Mechanically Stabilized Aggregate includes, but is not limited to, the confinement of the aggregate material by use of a geogrid reinforcement system whereby the design requirements of the project are achieved.

1.05 DESIGN & PERFORMANCE

A. The design of the pavement shall be in accordance with the 1993 American Association of State

Highway and Transportation Officials (AASHTO) Guide for Design of Pavement Structures.

B. The Mechanically Stabilized Layer within the pavement structure shall have a thickness as shown on the contract plans.

D. The MSL shall be incorporated into the pavement design by utilizing modified layer coefficients.

Modified layer coefficients shall be calibrated and validated with the results of full scale laboratory, field and/or accelerated pavement testing where actual geogrids are tested in-soil and in representative conditions.

E. In-air index testing of geogrid properties, or explanations of performance based on in-air index testing of geogrid properties are not sufficient to understand the complex mechanisms involved in soil/geogrid interaction and/or the performance of MSLs. Therefore, no acceptance of alternates based on material property comparisons or explanations of performance based on in-air testing of geogrid properties will not be allowed.

F. Any submittal for an alternative MSL must be submitted at least 2 weeks in advance of the bid date and must be accompanied with the following:

1. A design signed and sealed by a professional engineer registered to practice in the country, state or province in which the project is located.

2. A written statement from the alternative MSL design engineer-of-record that the design is based on the AASHTO 1993 Pavement Design Guide and utilizes modified layer coefficient that have been properly calibrated and validated for the geogrid reinforcement utilized in the MSL in accordance with this Section.

1.06 SUBMITTALS

A. Submit representative geogrid product sample.

B. Submit geogrid product data sheet and certification from the Manufacturer that the geogrid product supplied meets the requirements of sub-part 2.02 of this Section.

C. Submit Manufacturer’s installation instructions and general recommendations.

1.07 QUALITY ASSURANCE

A. Pre-Construction Conference - Prior to the start of construction of the MSL, the Contractor shall arrange a meeting at the site with the geogrid material supplier and, where applicable, the geogrid installer. The Owner and the Engineer shall be notified at least 3 days in advance of the time of the

Stabilized Aggregate Layer Page 4 of 6 SPECIFICATION FOR SAL FOR

TriAxSpecPaved_Laughlin AFB.doc meeting. A representative of the geogrid supplier shall be available on an “as needed” basis during construction.

1.08 DELIVERY, STORAGE, AND HANDLING

A. Storage and Protection

1. Prevent excessive mud, wet concrete, epoxy, or other deleterious materials from coming in contact with and affixing to the geogrid materials.

2. Store at temperatures above -20 degrees F (-29 degrees C).

3. Rolled materials may be laid flat or stood on end.

4. Geogrid materials should not be left directly exposed to sunlight for a period longer than the period recommended by the manufacturer.

PART 2 PRODUCTS

2.01 MANUFACTURERS

A. An approved source of geogrid is The Tensar Corporation, Morrow, GA or their designated representative.

2.02 MATERIALS

A. Structural Soil Reinforcement Geogrid – The geogrid component of the SAL shall be TriAx TX5 or TX7 and shall be integrally formed and produced from a punched sheet of polypropylene which is then oriented in three substantially equilateral directions so that the resulting ribs shall have a high degree of molecular orientation, which continues at least in part through the mass of the integral node.

B. The resulting geogrid structure shall have apertures that are triangular in shape, and shall have ribs with a depth-to-width ratio greater than 1.0.

C. The geogrid shall have the nominal characteristics shown in the table below, and shall be certified in writing by the manufacturer to be TX5 or TX7:

TX5

Properties Longitudinal Diagonal Transverse General

Rib pitch, mm (in) 40 (1.60) 40 (1.60) - Mid-rib depth, mm (in) - 1.3 (0.05) 1.2 (0.05) Mid-rib width, mm (in) - 0.9 (0.04) 1.2 (0.05) Rib shape rectangular

Aperture shape triangular

TX7

Properties Longitudinal Diagonal Transverse General

Rib pitch, mm (in) 40 (1.60) 40 (1.60) - Mid-rib depth, mm (in) - 2.0 (0.08) 1.6 (0.06) Mid-rib width, mm (in) - 1.0 (0.04) 1.3 (0.05) Rib shape rectangular

Stabilized Aggregate Layer Page 5 of 6 SPECIFICATION FOR SAL FOR

TriAxSpecPaved_Laughlin AFB.doc

Aperture shape triangular

PART 3 EXECUTION

3.01 EXAMINATION

A. The Contractor shall check the geogrid upon delivery to verify that the proper material has been received. The geogrid shall be inspected by the Contractor to be free of flaws or damage occurring during manufacturing, shipping, or handling.

3.02 PREPARATION

A. The subgrade soil shall be prepared as indicated on the construction drawings or as directed by the

Engineer.

3.03 INSTALLATION

A. The SAL shall be constructed at the proper elevation and alignment as shown on the construction drawings.

B. The geogrid shall be installed in accordance with these plans and specifications and any installation guidelines provided by the manufacturer or as directed by the Engineer.

C. The geogrid may be temporarily secured in place with ties, staples, pins, sand bags or backfill as required by fill properties, fill placement procedures or weather conditions or as directed by the Engineer.

3.04 GRANULAR FILL PLACEMENT OVER GEOGRID

A. Granular fill material shall be placed in lifts and compacted as directed. Granular fill material shall be placed, spread, and compacted in such a manner that minimizes the development of wrinkles in the geogrid and/or movement of the geogrid.

B. A minimum loose fill thickness of 6 inches (150mm) is required prior to operation of tracked vehicles over the geogrid. Turning of tracked vehicles should be kept to a minimum to prevent tracks from displacing the fill and damaging the geogrid. When underlying substrate is trafficable with minimal rutting, rubber-tired equipment may pass over the geogrid reinforcement at slow speeds (less than 5 mph). Sudden braking and sharp turning movements shall be avoided.

3.05 INSPECTION

A. The Owner or Owner’s representative may randomly inspect geogrid before, during and after

(using test pits) installation.

B. Any damaged or defective geogrid (i.e. frayed coating, separated junctions, separated layers, tears, etc.) will be repaired/replaced in accordance with Section 3.06.

3.06 REPAIR

Stabilized Aggregate Layer Page 6 of 6 SPECIFICATION FOR SAL FOR

TriAxSpecPaved_Laughlin AFB.doc

A. Any roll of geogrid damaged before, during and after installation shall be replaced by the Contractor at no additional cost to the Owner.

B. Proper replacement shall consist of replacing the affected area adding 3ft (1m) of geogrid beyond the limits of the affected area.

3.07 PROTECTION

A. Follow the Manufacturer’s recommendations regarding protection from exposure to sunlight.

PART 4 BASIS OF PAYMENT

4.01 Unit of Measure

Stabilized Aggregate Layer shall be paid for by the square yard (square meter).

The unit price bid per square yard (square meter) shall include all materials, labor, equipment, storage, private lab testing, sampling, handling, excavation, disposal, tools, removal, placement, hauling, shaping, compacting, surveying, finishing to grade, curing, fees, permits, and proof-rolling the SAL including all appurtenances and incidentals necessary to complete the work. Test rolling and/or Proof rolling shall be considered incidental to the contract and will not be measured or paid for separately.

Payment will be made under:

PAY ITEM PAY UNIT

Stabilized Aggregate Layer Square Yard (Square Meter)

END OF SECTION

<AM#0005>

All work related to this spec will be included in existing CLIN items. </AM#0005>

W9126G20R0006-0005 m2ecanet Cross-Out

Dannenbaum Engineering Corp 3100 W. Alabama Houston, TX 77098

Attn: Mr. Jorge E. Alcala, P.E.

Re: Laughlin AFB Airfield Drainage - Data Report Near 2nd Street Del Rio, Texas Terracon Project No.: 90185073

Dear Mr. Alcala:

Terracon Consultants, Inc. is pleased to submit this data report for the Laughlin AFB Airfield Drainage Project located near 2nd Street inside Laughlin AFB in Del Rio, Texas. The scope of services for this project was outlined in Terracon Proposal No. P90185073R dated May 24, 2018. The project was authorized through issuing Task Order No. 5, USACE Contract No. W9126G-18-D001, USACE Delivery Order No. W9126G18F0282 dated September 12, 2018. The purpose of this data report is to describe the subsurface conditions observed in the borings drilled for this study and report the field and laboratory test data. The field work was delayed due to the site location being changed and the dig permit process to access into the Air Force Base area.

PROJECT INFORMATION

Project Description

Item Description

Site layout See Appendix A, Exhibits A-1 and A-2: Site Location Plan and Boring Location Plan, respectively.

Structures The project will include construction of a drainage channel.

Site Location and Description

Item Description

Location This project is located near 2nd Street in Laughlin AFB in Del Rio, Texas.

Current ground cover Bare soil and concrete pavement.

Existing topography The site is relatively level.

SUBSURFACE CONDITIONS

Typical Profile

Based on the results of the borings, subsurface conditions on the project site can be generalized as follows:

Approximate Depth (feet)

Material Description Consistency/ Density

0 to 6 FILL – SILTY SAND WITH GRAVEL (SM) 1; tan and light brown (Encountered in boring B-2)

Very Dense

0 to 2 FAT CLAY (CH) 2; brown (Encountered in boring B-1) Stiff

0 to 8 LEAN CLAY (CL) 3; brown to pale reddish brown (Encountered in boring B-1 & B-3) Soft to Very Stiff

6 to 10 LIMESTONE 4; tan (Encountered in boring B-1 & B-2) Hard (weathered rock)

8 to 30 MARL 4; tan Hard (rock-like)

1 The FILL – SILTY SAND WITH GRAVEL soils are primarily granular in nature and are expected to possess a negligible potential for volumetric changes as a result of moisture fluctuations. This stratum may become water bearing and prone to sloughing.

2 The FAT CLAY materials could undergo high volumetric changes (shrink/swell) should they experience changes in their in-place moisture content.

The LEAN CLAY / FAT CLAY materials could undergo low to moderate volumetric changes (shrink/swell) should they experience changes in their in-place moisture content.

4 LIMESTONE and MARL are rock and volumetrically stable. Excavation extending to these strata typically requires special equipment such as backhoes with rock teeth, rock saws, and hoe-rams.

Conditions encountered at each boring location are indicated on the individual boring logs.

Stratification boundaries on the boring logs represent the approximate location of changes in soil types; in situ, the transition between materials may be gradual. Details for each of the borings can be found on the boring logs in Appendix A of this report.

Groundwater

The boreholes were observed while drilling and after completion for the presence and level of groundwater. Groundwater was not observed a in borings drilled at the site. The borings were backfilled with auger cuttings after the drilling operations and groundwater observations were completed.

Groundwater level fluctuations occur due to seasonal variations in the amount of rainfall, runoff and other factors not evident at the time the borings were performed. Moreover, the sandy fill encountered at the site may become water bearing after a precipitation event and can readily transmit water. Therefore, groundwater levels during construction or at other times in the life of the structure may be higher or lower than the levels indicated on the boring logs. The possibility of groundwater level fluctuations should be considered when developing the design and construction plans for the project.

EARTHWORK CONSTRUCTION CONSIDERATIONS

It is anticipated that excavations for the proposed construction can be accomplished with conventional earthmoving equipment. Based upon the subsurface conditions determined from the geotechnical exploration, subgrade soils exposed during construction are anticipated to be relatively stable. However, the stability of the subgrade may be affected by precipitation, repetitive construction traffic or other factors. If unstable conditions develop, workability may be improved by scarifying and drying. Over excavation of wet zones and replacement with granular materials may be necessary. Lightweight excavation equipment may be required to reduce subgrade pumping. The use of remotely operated equipment, such as a backhoe, would be beneficial to perform cuts and reduce subgrade disturbance. Due to the presence of sandy soils, excavation may experience caving. Therefore, the earthwork contractor should be prepared to use forms during concrete placement. Excavations in the Limestone and Marl will require rock excavation techniques. Rock excavation typically requires special equipment such as backhoes with rock teeth, rock saws, and hoe-rams.

All temporary excavations should be sloped or braced as required by Occupational Health and Safety Administration (OSHA) regulations to provide stability and safe working conditions.

Temporary excavations will probably be required during grading operations. The grading contractor, by his contract, is usually responsible for designing and constructing stable, temporary excavations and should shore, slope or bench the sides of the excavations as required, to maintain stability of both the excavation sides and bottom. All excavations should comply with applicable local, state and federal safety regulations, including the current OSHA Excavation and Trench Safety Standards.

GENERAL COMMENTS

The subsurface conditions presented in this report are based upon the data obtained from the borings performed at the indicated location and from other information discussed in this report.

This report does not reflect variations that may occur across the site, or due to the modifying effects of construction or weather. Prospective contractors should familiarize themselves with the conditions at the site and retain their own experts to interpret the data in this report and perform additional testing and/or inspection as they deem necessary prior to bidding.

The scope of services for this project does not include either specifically or by implication any environmental or biological (e.g., mold, fungi, bacteria) assessment of the site or identification or prevention of pollutants, hazardous materials or conditions. If the owner is concerned about the potential for such contamination or pollution, other studies should be undertaken.

This data report has been prepared for the exclusive use of our client for specific application to the project discussed and has been prepared in accordance with generally accepted geotechnical engineering practices. No warranties, either express or implied, are intended or made.

We appreciate the opportunity of working with you on this phase of the project. Should you have any questions or if we could be of further assistance, please do not hesitate to contact us.

Sincerely, Terracon Consultants, Inc.

(Firm Registration: TX F3272)

Tariqul Anwar, P.E. Gregory P. Stieben, P.E., D.GE Project Engineer Senior Consultant

TA/GPS/mhb – 90185073

Attachments:

Appendix A – Field Exploration Exhibit A-1 – Site Location Plan Exhibit A-2– Boring Location Plan Exhibit A-3 – Field Exploration Description Exhibits A-4 thru A-6 – Boring Logs

Appendix B – Laboratory Testing Exhibit B-1 – Laboratory Testing Description

Appendix C – Supporting Documents

Exhibit C-1 – General Notes Exhibit C-2 – Unified Soil Classification System

APPENDIX A

D

IA

G R

A M

I S

F O

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E N

E R

A L

L O

C A

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IO

N O

N L

Y

A N

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N P

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P O

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S

B -1

-3

-2

Field Exploration Description The client has selected the boring locations and depths. Terracon personnel used a hand-held GPS unit to stake the boring in the field. The location of the borings should be considered accurate only to the degree implied by the means and methods used to define them.

A truck-mounted, rotary drill rig was used for drilling. Soil samples were obtained by the split-barrel sampling procedure. In the split-barrel sampling procedure, a standard 2-inch O.D. split-barrel sampling spoon is driven into the ground with a 140-pound hammer falling a distance of 30 inches. The number of blows required to advance the sampling spoon the last 12 inches of a normal 18-inch penetration is recorded as the standard penetration resistance value (SPT-N).

These values are indicated on the boring logs at the depths of occurrence.

An automatic SPT hammer was used to advance the split-barrel sampler in the borings performed on this site. A significantly greater efficiency is achieved with the automatic hammer compared to the conventional safety hammer operated with a cathead and rope. This higher efficiency has an appreciable effect on the SPT-N value.

The samples were tagged for identification, sealed to reduce moisture loss, and taken to our laboratory for further examination, testing and classification. Information provided on the boring logs attached to this report includes soil descriptions, consistency evaluations, boring depth, sampling intervals, and groundwater conditions.

Our field representative prepared the field logs as part of the drilling operations. The field logs included visual classifications of the materials encountered during drilling and our field representative interpretation of the subsurface conditions between samples. The boring logs included with this report represents the engineer’s/geologist’s interpretation of the field logs and include modifications based on visual observations and testing of the samples in the laboratory.

4-3-5 N=8

5-5-6 N=11

5-5-5 N=10

50/1"

50/1"

50/2"

55-29-26

46-25-21

FAT CLAY (CH), brown, stiff

LEAN CLAY (CL), with sand, brown to pale reddish brown, stiff

LIMESTONE, tan, hard, weathered rock

MARL, tan, hard, (rock-like)

Boring Terminated at 15 Feet

2.0

6.0

8.0

15.0

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

T H

IS

B

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2nd St., Laughlin AFB Del Rio, Texas

SITE:

Advancement Method:

Flight Auger

Abandonment Method:

Boring backfilled with auger cuttings upon completion.

Notes:

Project No.: 90185073

Drill Rig: CME 75

Boring Started: 01-19-2019

BORING LOG NO. B-1

Dannenbaum Engineering CorpCLIENT:

Houston, Texas

Driller: Ramco

Boring Completed: 01-19-2019

Exhibit: A-1

PROJECT: Laughlin AFB Airfield Drainage

6911 Blanco Rd San Antonio, TX

WATER LEVEL OBSERVATIONS

P E

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T F

IN

E

S

W A

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R C

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T E

N T

ATTERBERG

LIMITS

LL-PL-PI

LOCATION See Exhibit A-2

Latitude: 29.3604° Longitude: -100.7831°

G R

A P

H

IC

L O

G

DEPTH

S A

M P

LE

T

Y P

19-35-40 N=75

34-30-26 N=56

17-18-17 N=35

50/6"

50/4"

50/2"

50/2"

50/2"

50/2"

FILL - SILTY SAND (SM), with gravel, tan and light brown, very dense

- dark brown clay seams at 3 feet

- trace gravel below 4 feet

LIMESTONE, tan, hard, weathered rock

MARL, tan, hard, (rock-like)

Boring Terminated at 30 Feet

6.0

10.0

30.0

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

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LT

S

2nd St., Laughlin AFB Del Rio, Texas

SITE:

Advancement Method:

Flight Auger

Abandonment Method:

Boring backfilled with auger cuttings upon completion.

Notes:

Project No.: 90185073

Drill Rig: CME 75

Boring Started: 01-19-2019

BORING LOG NO. B-2

Dannenbaum Engineering CorpCLIENT:

Houston, Texas

Driller: Ramco

Boring Completed: 01-19-2019

Exhibit: A-2

PROJECT: Laughlin AFB Airfield Drainage

6911 Blanco Rd San Antonio, TX

WATER LEVEL OBSERVATIONS

P E

R C

E N

T F

IN

E

S

W A

T E

R C

O N

T E

N T

ATTERBERG

LIMITS

LL-PL-PI

LOCATION See Exhibit A-2

Latitude: 29.3552° Longitude: -100.7784°

G R

A P

H

IC

L O

G

DEPTH

S A

M P

LE

T

Y P

4-2-2 N=4

2-3-7 N=10

1-2-2 N=4

5-9-12 N=21

41-50/5"

50/3"

46-28-18

31-21-10

LEAN CLAY (CL), brown, soft to very stiff

- pale reddish brown between 2 and 4 feet

- tan below 4 feet

MARL, tan, hard, (rock-like)

Boring Terminated at 15 Feet

8.0

15.0

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

T H

IS

B

O R

IN

G

L O

G

IS

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T V

A

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D

IF

S E

P A

R A

T E

D F

R O

M O

R

IG

IN

A

L R

E P

O R

T . G

E O

S M

A R

T L

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-N O

W E

LL

L A

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LI

N A

F B

A

IR

F .G

P J

M O

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LL

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Y E

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F t.)

F

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T

E S

T R

E S

U

LT

S

2nd St., Laughlin AFB Del Rio, Texas

SITE:

Advancement Method:

Flight Auger

Abandonment Method:

Boring backfilled with auger cuttings upon completion.

Notes:

Project No.: 90185073

Drill Rig: CME 75

Boring Started: 01-19-2019

BORING LOG NO. B-3

Dannenbaum Engineering CorpCLIENT:

Houston, Texas

Driller: Ramco

Boring Completed: 01-19-2019

Exhibit: A-3

PROJECT: Laughlin AFB Airfield Drainage

6911 Blanco Rd San Antonio, TX

WATER LEVEL OBSERVATIONS

P E

R C

E N

T F

IN

E

S

W A

T E

R C

O N

T E

N T

ATTERBERG

LIMITS

LL-PL-PI

LOCATION See Exhibit A-2

Latitude: 29.3525° Longitude: -100.7797°

G R

A P

H

IC

L O

G

DEPTH

S A

M P

LE

T

Y P

APPENDIX B

Laboratory Testing Samples retrieved during the field exploration were taken to the laboratory for further observation by the project geotechnical engineer and were classified in accordance with the Unified Soil Classification System (USCS) described in Appendix A. Bedrock materials were classified according to the General Notes and described using commonly accepted geotechnical terminology. The field descriptions were modified as necessary and an applicable laboratory testing program was formulated to determine engineering properties of the subsurface materials.

Laboratory tests were conducted on selected soil and rock samples. The laboratory test results are presented on the boring logs next to the respective samples in Appendix A. Laboratory tests were performed in general accordance with the applicable ASTM, local or other accepted standards.

Selected soil samples obtained from the site were tested for the following engineering properties:

◼ Water content ◼ Atterberg Limits ◼ Percent passing No. 200 mesh sieve

Procedural standards noted above are for reference to methodology in general. In some cases, variations to methods are applied as a result of local practice or professional judgment.

Sample Disposal All samples were returned to our laboratory. The samples not tested in the laboratory will be stored for a period of 30 days subsequent to submittal of this report and will be discarded after this period, unless other arrangements are made prior to the disposal period.

APPENDIX C

PLASTICITY DESCRIPTION

Term

< 15 15 - 29 > 30

Descriptive Term(s) of other constituents

Water Initially Encountered

Water Level After a Specified Period of Time

Major Component of Sample

Percent of Dry Weight

(More than 50% retained on No. 200 sieve.)

Density determined by Standard Penetration Resistance

Includes gravels, sands and silts.

Hard

Unconfined Compressive Strength, Qu, tsf

Very Loose 0 - 3 0 - 6 Very Soft less than 0.25

7 - 18 Soft 0.25 to 0.50

10 - 29 19 - 58 0.50 to 1.00

59 - 98 Stiff 1.00 to 2.00

> 99 2.00 to 4.00

LOCATION AND ELEVATION NOTES

S A

M P

L

IN

G

F

IE

L D

T E

S T

S

(HP)

(T)

(b/f)

(PID)

(OVA)

DESCRIPTION OF SYMBOLS AND ABBREVIATIONS

Descriptive Term (Density)

Non-plastic Low Medium High

Boulders Cobbles Gravel Sand Silt or Clay

10 - 18

> 50 15 - 30 19 - 42

> 30 > 42

Hand Penetrometer

Torvane

Standard Penetration Test (blows per foot)

Photo-Ionization Detector

Organic Vapor Analyzer

Water levels indicated on the soil boring logs are the levels measured in the borehole at the times indicated.

Groundwater level variations will occur over time. In low permeability soils, accurate determination of groundwater levels is not possible with short term water level observations.

CONSISTENCY OF FINE-GRAINED SOILS

(50% or more passing the No. 200 sieve.)

Consistency determined by laboratory shear strength testing, field visual-manual procedures or standard penetration resistance

DESCRIPTIVE SOIL CLASSIFICATION

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

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

Plasticity Index

1 - 10 11 - 30

> 30

RELATIVE PROPORTIONS OF FINES

Descriptive Term(s) of other constituents

Percent of Dry Weight

< 5 5 - 12 > 12

Trace With Modifier

Water Level After a Specified Period of Time

GRAIN SIZE TERMINOLOGYRELATIVE PROPORTIONS OF SAND AND GRAVEL

Trace With Modifier

Standard Penetration or N-Value

Blows/Ft.

Descriptive Term (Consistency)

Loose

Very Stiff

Standard Penetration or N-Value

Blows/Ft.

Ring Sampler Blows/Ft.

Ring Sampler Blows/Ft.

Medium Dense

Dense

Very Dense

0 - 1 < 3

4 - 9 2 - 4 3 - 4

Medium-Stiff

8 - 15

Exhibit C-1

5 - 9

30 - 50

W A

T E

R L

E V

E L

Auger

Shelby Tube

Ring Sampler

Grab Sample

Split Spoon

Macro Core

Rock Core

No Recovery

RELATIVE DENSITY OF COARSE-GRAINED SOILS

Particle Size

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

S T

R E

N G

T H

T E

R M

S

> 4.00

4 - 8

GENERAL NOTESW9126G20R0006-0005

UNIFIED SOIL CLASSIFICATION SYSTEM

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

Group

Symbol Group Name B

Coarse Grained Soils:

More than 50% retained on No. 200 sieve

Gravels:

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

Clean Gravels:

Less than 5% fines C Cu 4 and 1 Cc 3 E GW Well-graded gravel F Cu 4 and/or 1 Cc 3 E GP Poorly graded gravel F

Gravels with Fines:

More than 12% fines C Fines classify as ML or MH GM Silty gravel F,G,H Fines classify as CL or CH GC Clayey gravel F,G,H

Sands:

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

Clean Sands:

Less than 5% fines D Cu 6 and 1 Cc 3 E SW Well-graded sand I Cu 6 and/or 1 Cc 3 E SP Poorly graded sand I

Sands with Fines:

More than 12% fines D Fines classify as ML or MH SM Silty sand G,H,I Fines classify as CL or CH SC Clayey sand G,H,I

Fine-Grained Soils:

50% or more passes the No. 200 sieve

Silts and Clays:

Liquid limit less than 50

Inorganic:

PI 7 and plots on or above “A” line J CL Lean clay K,L,M PI 4 or plots below “A” line J ML Silt K,L,M

Organic:

Liquid limit - oven dried

0.75 OL

Organic clay K,L,M,N

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

Silts and Clays:

Liquid limit 50 or more

Inorganic:

PI plots on or above “A” line CH Fat clay K,L,M PI plots below “A” line MH Elastic Silt K,L,M

Organic:

Liquid limit - oven dried

0.75 OH

Organic clay K,L,M,P

Liquid limit - not dried Organic silt K,L,M,Q Highly organic soils: Primarily organic matter, dark in color, and organic odor PT Peat

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

C Gravels with 5 to 12% fines require dual symbols: GW-GM well-graded gravel with silt, GW-GC well-graded gravel with clay, GP-GM poorly graded gravel with silt, GP-GC poorly graded gravel with clay.

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

E Cu = D60/D10 Cc =

DxD

)(D

F If soil contains 15% sand, add “with sand” to group name.

G If fines classify as CL-ML, use dual symbol GC-GM, or SC-SM.

H If fines are organic, add “with organic fines” to group name.

I If soil contains 15% gravel, add “with gravel” to group name.

J If Atterberg limits plot in shaded area, soil is a CL-ML, silty clay.

K If soil contains 15 to 29% plus No. 200, add “with sand” or “with gravel,” whichever is predominant.

L If soil contains 30% plus No. 200 predominantly sand, add “sandy” to group name.

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

“gravelly” to group name.

N PI 4 and plots on or above “A” line.

O PI 4 or plots below “A” line.

P PI plots on or above “A” line.

Q PI plots below “A” line.

AutoCAD SHX Text

HAUL ROUTE WIDTH

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AutoCAD SHX Text 11-27-19

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24' WIDE HAUL ROUTE (APPROX. 1 MILE) REFER TO NOTES 17 & 18 SHEET C-123

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AutoCAD SHX Text 11-27-19