immediate attention addendum one - fmtn.org

PURCHASING

CITY OF FARMINGTON 800 Municipal Drive

Farmington, NM 87401-2663 (505) 599-1373

Fax (505) 599-1377 http://www.fmtn.org

IMMEDIATE ATTENTION 2P Zone Waterline Replacement - Phase I, BID #17-117480

ADDENDUM ONE

March 15, 2017

Notice to Bidders: The above referenced bid is hereby amended as follows: The following questions or requests for clarification were received regarding this project. Following each question or request for clarification is the response. 1) City Standards call for DR-18, while Note #1 Calls for DR-25, “Unless Otherwise

Specified”. Please clarify what DR Rating Pipe Should be? Response: All pipe shall be DR 18 in accordance with City Standards.

2) Should ALL pipe be the same DR? Should Pipe 12” and under be DR-18 while 18”

should be DR-25? Response: All pipe should be the same DR regardless of size.

3) Drawings show many connections to existing 6” Waterline. There is no 6” Pipe Bid

Item. This seems to imply that ALL Pipe appurtenant to these connections ought to be 8” w/ a Reducer at the connection. Is that Correct? Response: No that is not correct. Size of pipe varies for each connection and is either 6-inch, 8-inch or 12-inch. Reducers will be required at hot tap connections to transition from the main line to the hot tap (where applicable). Refer to the Valve and Stub Out Schedule on Sheet D-01 for the size of pipe and size of hot tap valve (if required) to be installed for each connection. For example, at STA 51+15 the diameter of the pipe to be installed is 8-inch with a 6-inch hot tap connection to the existing pipe.

4) Plan Sheet C-04, sta 49+01 shows a “Blow Off Valve Assembly”, what Bid Item should

this be included in? Response: Change Blow Off Valve Assembly to a Double Steamer Hydrant.

5) Bid Item #3 calls for 500 – LF of 12” Waterline while Plans show approximately 100 LF.

If 500 is correct please provide locations for this pipe. Response: 500 LF is correct. Additional quantity is included to account for replacement of fire lines or other connections that may require 12-inch diameter pipe.

6) Bid Item #8 calls for 4-inch Meg-A-Lug Fittings yet NONE are called out in the Drawings.

Are there 4” appurtenances? Please provide call outs to clarify. Response: Bid item has been included for replacement of 4-inch appurtenances that may be encountered during completion of the work.

http://www.fmtn.org/

PURCHASING

7) Bid Item #15 calls for 4-inch Gate Valve and Valve Boxes yet NONE are called out in the

Drawings. Are there 4” appurtenances? Please provide call outs to clarify. Response: Bid item has been included for replacement of 4-inch gate valves that may be encountered during completion of the work.

8) Bid Item #16 calls for 12-EA 6-inch Gate Valve and Valve Boxes yet 15 are shown/called

out in the Drawings. Please clarify quantities. Response: An updated Bid Schedule is attached.

9) Bid Item #17 calls for 24-EA 8-inch Gate Valve and Valve Boxes yet 23 are shown/called


10) Bid Item #18 calls for 5-EA 10-inch Gate Valve and Valve Boxes yet NONE are

shown/called out in the Drawings. Please clarify quantities. Response: Bid item has been included for replacement of 10-inch gate valves that may be encountered during completion of the work.

11) Bid Item #19 calls for 2-EA 12-inch Butterfly Valve and Valve Boxes yet 1 is shown/called


12) Bid Item #20 calls for 7-EA 18-inch Butterfly Valve and Valve Boxes yet 9 are

shown/called out in the Drawings. Please clarify quantities. Response: An updated Bid Schedule is attached.

13) Bid Item #24 calls for 22-EA Double Steamer Fire Hydrants yet 15 are shown/called out

in the Drawings. Please clarify quantities. Response: An updated Bid Schedule is attached.

14) Bid Item #24 states Incl. All Piping, Fittings & Joint Restraint, Blocking and Aggregate,

Gate Valve and Valve Box. But if All Valves, Fittings, and pipe are in this Bid Item that will require the Other Bid Item Quantities to be reduced. Please verify the Scope of these Bid Items. Response: Bid Item # 24 shall include the hydrant and piping only. The fittings and valves shall be included in the other bid items.

15) Bid Item #7 Bell Restraining Harnesses Series 2800 - All Sizes. The EBAA 2800 series

is specifically for C905 or diameters 14” thru 36”. Will 1600 series be acceptable for smaller diameter Harnesses? Response: No the Series 1600 is not acceptable. The EBAA Series 1900 shall be used for 4-in through 12-in pipe.

16) Please provide scope and/or details for Bid Item #25, Temporary Waterline, 2" to 4".

Response: We do not anticipate that temporary waterline will be required but a bid item has been included in the event that Contractor elects to install temporary waterline during completion of the work.

PURCHASING

17) Spec 012200, 1.2, 4, b, 1: Measurement and Payment for DUCTILE IRON FITTINGS 4”

to 18” states that the Price shall include fittings, glands, bolts and appurtenances. This seems incorrect if Glands are to be included in Items #8 thru #14? Please clarify. Response: Measurement and Payment for Ductile Iron Fittings will be updated and will only include the fitting. All bolts, glands, etc. will be included as part of bid items #8 through #14.

18) Plan Sheets C-01 – C-08, Keyed Note #6 calls out “Reconnect to Existing Water Service

per COF Std D-220.” D-220 is for a 4” Service. Note #6 occurs 28 times, Are all 28 of these 4” Services? Please define the Scope of these reconnections: Will new Valves be required? Should each reconnection include a Tee, Valve, Pipe, and Coupling? Response: All water services are not 4-inch diameter. Size of water services will vary. No tee, pipe, valve, etc. will be required for small diameter services (i.e. < 2-inch). Larger diameter water services (i.e. > 2-inch) shall require a tee, valve, pipe and coupling. All tapping saddles shall be stainless steel with stainless steel bolts.

19) Bid Item #26: Transfer Existing Water Service Line to New Waterline, Incl. Tapping

Saddle and Tubing, All Sizes, CIP. These don’t seem to be shown in the Drawings, sizes and quantities are unknown. For Bid Purposes can a schedule be provided so everybody is quoting the same sizes and quantities of material? Response: Bid Item #26 is for transferring the existing water services from the old pipeline and re-connecting them to the new 18-inch waterline. These are shown on the drawings as Keyed Note #6 – Reconnect Existing Water Service. For the purposes of bidding assume that 50% of the existing water services are 1-inch diameter and 50% are 2-inch diameter. Bid Item #27 is for completing repairs to existing water services that are damaged by the Contractor during completion of the work. We do not anticipate that any services will be damaged but a bid item has been included in the event that Contractor completes repairs to existing services during completion of the work.

20) The contractor is supplying all of the pipe and fittings? Response: Yes the Contractor is supplying all pipe, fittings, etc.

21) Provide clarification regarding the pavement requirements for Murray Rd which is within

NMDOT right-of-way. Response: The Contractor shall pave from the center stripe of the road and north up to the edge of the shoulder, the edge of existing paving, or up to the edge of the existing curb line. Paving in the trench zone shall be 4-inches of asphalt over 12-inches of base course. Outside of the trench zone Contractor shall mill to a depth of 3-inch and re-pave with 3-inches of asphalt – from curb line or edge of existing asphalt to center stripe of driving lane.

PURCHASING

All compaction requirements for work done in Murray Drive (US 64) shall be per current NMDOT Standard Specifications for Highway and Bridge Construction, current edition. (See applicable sections.) See attached detail for additional information. A Bid Item has been added for Milling Asphalt to be used only for the repaving of Murray Drive (US 64) – not for removal of asphalt surface to pipe trenching.

22) Provide clarification regarding AIS Certification.

Response: As part of submittal process Contractor shall provide certification indicating all materials meet AIS provisions. Refer to Item 8 in the Special Conditions.

23) Provide clarification regarding MBE / WBE participation.

Response: All prospective bidders shall make the six good faith efforts as outlined by EPA at http://www.epa.gov/osbp/dbe_efforts.htm. A Proposal that omits XP-215, or does not support that a good faith effort was made, will be considered non-responsive and the Bid Proposal rejected. See Contract Documents for additional information.

24) In regards to the QA/QC Testing, are we required to use two firms? Response: One (1) firm can be used for testing.

25) Is open-graded friction course (OGFC) required on Highway 64? Response: It is not required in the permit.

DRAWINGS 1) Sheet C-01

From STA 8+00 to STA 9+25 and STA 10+50 to STA 12+25, the new 18-inch PVC pipe shall be installed in a casing. Casing diameter shall be 16" larger than nominal diameter of carrier pipe. Design of casing pipe shall conform to the following:

Material - Steel (Grade - D) Min. Wall Thickness - 0.4375" Joints - Full Penetration Butt Welds** Live Load - Cooper's E-80 Railroad Loading *All steel used for pipe shall have a minimum yield point of 36,000 psi. **Longitudinal joint factor - 0.70

Casing isolators/spacers shall be model C12G - 2 psi and casing end seals shall be model "S" as manufactured by Pipeline Seal and Insulator, Inc., Houston, TX or Engineer Approved Equal.

http://www.epa.gov/osbp/dbe_efforts.htm

PURCHASING

Casing spacers to be installed at intervals based on manufacturer's recommendations. Top of casing shall be a minimum of 48" below lowest point of roadway along alignment of installation. All excavation shall be compacted to 95% of the maximum dry density as determined by ASTM D698. Moisture content shall be ± 2% of optimum. Loose lift thickness shall not exceed 8". Contractor shall take special care when compacting around pipe to ensure adequate compaction. The work for these 2 crossings shall be completed at night to minimize disruption to traffic. Contractor shall submit a traffic control plan to the City for approval prior to starting work and shall maintain traffic through these intersections during construction. Approximately between STA 11+00 to STA 12+00, Contractor to replace loop vehicle detectors if damaged during construction. A bid item has been added to the bid tab for this work.

2) Sheet D-01, replace Valve and Stub Out Schedule table with the following:

3) Add Double Steamer Hydrants at the following stations: STA 6+25, 12+00, 49+10, 60+00 and 64+00

Contractor to verify final location of all fire hydrants in field.

4) Sheet C-02 STA 19+30.57 – On 12” waterline in Malta Ave - add a 12” Tee and 12” Butterfly Valve with Blind Flange for Future Connection to the west - (Verify final location in field.)

5) Sheet C-03 STA 32+19.30 – Extend 12” PVC waterline approximately 100 LF to south side of US 64 and hot tap and tie into existing waterline. STA 49+10 delete Blow-off Valve Assembly and replace with Double Steamer Fire Hydrant.

PURCHASING

6) Sheet C-05

STA 56+38.09 - Extend 12” PVC waterline approximately 100 LF to south side of US 64 and hot tap and tie into existing waterline.

7) Sheet C-06 Add (2 each) - 18” Butterfly Valves at approximately STA 76+25 at the intersection of Sandstone and Maple Street.

8) Sheet T-01 Construction Traffic Control General Notes, delete Note 25.

9) Sheet T-11 Add the following: General Notes: 1. Contractor shall schedule and coordinate any required traffic signal timing and

operational adjustments with the City of Farmington Traffic Engineering Division.

SPECIFICATIONS 1) Bid Form

Replace the bid form with the attached. Contractor to note bid items have been added for 4-inch PVC pipe, 6-inch PVC pipe, Steel Casing, Retroreflectorized Painted Markings, Loop Vehicle Detector and Cold Milling.

2) Section 01 22 00 – Measurement and Payment Revise Part 1, Section 1.2, Item D, Article 4.b, to read as follows:

b. Payment: 1) Payment will be made at the stipulated price indicated in the Bid Proposal

for Each pound of fittings installed as listed in AWWA C-110 Table 10.3. Price Bid shall include but not be limited to the following: fittings; warranties; Record Drawings; cleaning and all other materials, equipment and labor incidental thereto.

Revise Part 1, Section 1.3, Item B, Article 1.a, to read as follows:

a. Measurement: 1) Measurement for payment of Mobilization will be the lump sum Contract

price for "Mobilization".

Revise Part 1, Section 1.3, Item B, Article 2.a, to read as follows: b. Measurement:

1) Measurement for payment of Construction Traffic Control will be the lump sum Contract price for "Construction Traffic Control".

3) The City of Farmington Technical Specifications are attached to this Addendum and

are in addition to the previously included Technical Specifications.

4) The Geotechnical Report is attached to this Addendum.

PURCHASING

A pre-bid conference was held in the Executive Conference Room, 800 Municipal Dr. at 10:30 A.M. on March 8, 2017. The purpose of this pre-bid was to answer any questions, as might arise, with respect to the requirements and execution of the proposal. Questions resolved at this meeting are included in the recording and will be kept in the Bid File. Bidders interested in receiving the recording may obtain them by accessing the Purchasing page of the City of Farmington website, www.fmtn.org or by calling (505) 599-1373.

Receipt of this addendum shall be noted on Form AF-1 (a) in Tab I – Bidding Requirements for the above referenced bid. If your bid has already been submitted to this office, and this addendum will affect your bid quote, please contact this office and we will return your bid. Any bids that have been received, and are not requested to be returned will remain in this office unopened until March 21, 2017 at 2:00 p.m.

s/ Kay Rose

Kay Rose Buyer II Phone: (505) 599-1372 Fax: (505) 599-1377 Email: [email protected]

CITY OF FARMINGTON

2P Zone Waterline Replacement - Phase I BID PROPOSAL FORM AF-3

COF PROJECT #15-13 Addendum One

BID #17-117480

OPENING DATE: March 21, 2017 @ 2:00 P.M.

ITEM DESCRIPTION UNIT QUANTITY UNIT COST TOTAL

1 Mobilization LS 1

2Furnish and Install 4-inch DR18 Waterline Pipe, Incl. Trenching & Compacted

Backfill to any Depth, CIPLF 100


Backfill to any Depth, CIPLF 200


Backfill to any Depth, CIPLF 1,000

5Furnish and Install 12-inch DR18 Waterline Pipe, Incl. Trenching &

Compacted Backfill to any Depth, CIPLF 500

6Furnish and Install 18-inch DR18 Waterline Pipe, Incl. Trenching &

Compacted Backfill to any Depth, CIPLF 8,500

7 Ductile Iron Fittings, 12-inch Dia. & Smaller, CIP LB 5,000

8 Ductile Iron Fittings, 14-inch Dia. & Larger, CIP LB 25,000

9 Bell Restraining Harnesses Series 2800 or Series 1900- All Sizes, CIP EA 155

10 4-inch Meg-A-Lug Fittings, CIP EA 10







17 4-inch Gate Valve and Valve Box, CIP EA 5




21 12-inch Butterfly Valve and Valve Box, CIP EA 7

22 18-inch Butterfly Valve and Valve Box, CIP EA 11

23Pressurized Connection, Existing Waterline, All Sizes, Incl. Fittings, CIP (Wet

Tap)EA 8

24 Non-Pressurized Connection, Existing Waterline, All Sizes, Incl. Fittings, CIP EA 10

25 Waterline Dechlorination Equipment EA 1

26

Furnish and Install New Double Steamer Fire Hydrant, Any Depth Incl. All

Piping, Fittings & Joint Restraint, Blocking and Aggregate, Gate Valve and

Valve Box, CIP

EA 20

27Temporary Waterline, 2" to 4", Incl. Installation, Flushing, Use, & Removal,

COMPLF 1,000

28Transfer Existing Water Service Line to New Waterline, Incl. Tapping Saddle

and Tubing, All Sizes, CIPEA 30

29 Repair Existing Water Service EA 10

30 Repair Existing Sanitary Sewer Service EA 10

31 Air Relief Valve Assembly incl. Vault Per Std Dwg D-209 EA 2

32 Load, Haul and Dispose of Unsuitable Material, CIP CY 9,200

33 Furnish and Install Pipe Bedding Material to Top of Pipe - 1" Minus Rock TON 11,500

34 Furnish and Install Backfill Material TON 7,500

35 Asphalt Removal, Disposal and Haul (Pipe Trench) SY 10,000

36 Subgrade Prep SY 10,000

37 Furnish and Install Base Course, CIP TON 7,900

38 Furnish and Install Hot Mix Asphalt Type B or C, PG (58-28), CIP TON 4,500

39Cold Milling 0" - 4" Depth - Milling, Haul & Disposal, CIP (Resurfacing US 64)

SY 12,000

40 Temporary Pavement 4" AC Nominal, CIP SY 500

41 Additional Asphalt Surface Course Replacement 1" Increments SY 1,000

42 4" Conc. Sidewalk or Valley Gutter Removal, Disposal and Replacement SY 1,000

43 2" Standard Curb & Gutter, Removal, Disposal and Replacement LF 1,000

44 48" Smooth Interior Polyethylene Pipe (ADS N-12), CIP LF 100

45 Furnish and Install Steel Casing, CIP LF 300

46 Construction Traffic Control & Barricading incl. Flagmen, CIP LS 1

47 Sign Message Boards EA 2

48 Retroreflectorized Painted Markings 4" , CIP LF 10,800

49 Loop Vehicle Detector, CIP EA 2

50 Portable Toilets LS 1

51 Project Sign (4-ft x 4-ft), CIP EA 4

52 Testing Allowance LS 1 100,000.00$ 100,000.00$

53 Utility Relocation Allowance LS 1 30,000.00$ 30,000.00$

54 Wet Tap Certification Allowance LS 1 25,000.00$ 25,000.00$

TOTAL BID ITEMS 1-54:

NOTE: Unless otherwise indicated, all items include labor, equipment and materials necessary to properly furnish, install and/or complete the work.

TOTAL OF ITEMS 1 THROUGH 54 INCLUSIVE IN WORDS:

THE SUM OF ______________________________________________________________________________________________

_____________________________________________________DOLLARS AND _________________________________CENTS.

April 29, 2009

HDR Engineering, Inc.

2155 Louisiana Boulevard NE, Suite 9500

Albuquerque, New Mexico 87110

Attention: Mr. Gabriel Alvarado, P.E.

Regarding: Limited Geotechnical Services

Sandstone Avenue / Murray Drive Waterline

Farmington, New Mexico

Project No. 69095006

Ladies and Gentlemen:

Terracon Consultants, Inc. (Terracon) has completed a limited geotechnical exploration for the

proposed waterline project in Farmington, New Mexico. The services provided were performed

in general accordance with our Proposal Number G08-581 dated November 14, 2008. The

results of our subsurface exploration including the site location map, boring location plan and

logs of borings are attached.

Based on the geotechnical engineering analyses, subsurface exploration and laboratory test

results, it is our opinion that the site is suitable for the proposed reconstruction. The design and

construction recommendations, based upon geotechnical conditions, are included in this report.

We appreciate being of service to you in the geotechnical engineering phase of this project, and

are prepared to assist you during the construction phases as well. If you have any questions

concerning this report or any of our testing, inspection, design and consulting services, please

do not hesitate to contact us.

Sincerely,

TERRACON CONSULTANTS, INC.

Heather M. Dawson Kim M. Preston, P.E.

Staff Professional Office Manager

Mary E. Wells, P.E.

Principal

Distribution: Addressee (3)

Limited Geotechnical Services Terracon Sandstone Avenue / Murray Drive Waterline Farmington, New Mexico Terracon Project No. 69095006 April 29, 2009

2

PROJECT DESCRIPTION

The subject alignment for the proposed waterline begins near the intersection of South Miller

Avenue and East Murray Drive. The alignment follows Murray Drive east to the intersection of

Murray Drive with Bloomfield Highway where the alignment continues east along the Bloomfield

Highway. The alignment turns north on Sandstone Avenue, then east along Southside River

Road. The alignment ends at the intersection of Southside River Road and Energy Court.

SITE EXPLORATION

Twenty three borings were drilled and sampled on April 1 and 2, 2009. The approximate boring

locations are indicated on the attached Boring Location Plans. The purpose of the geotechnical

subsurface exploration was to obtain data to provide the depth to the surface of the underlying

bedrock or other impenetrable layer, or at least 8 feet below existing ground surface, whichever

was encountered first. The results of the field exploration are presented on the attached boring

logs.

SUBSURFACE CONDITIONS

Asphaltic concrete pavement overlying aggregate base course was encountered at the surface

in each of the borings with the exception of for Boring B-18 where aggregate base course was

encountered at the surface. Generally, the underlying soil materials encountered at the boring

locations consisted of silty sand, clayey sand, clayey silty sand, and poorly graded sand with

silt. The sand soils contained varying amounts of gravel. Poorly graded gravel with silt and

sand was also encountered in some of the borings. Auger refusal was encountered in the

majority of the borings except Borings B-16, B-18, and B-21 through B-23 on a stratum of gravel

and cobble materials. For detailed soil conditions at a specific location, please refer to the

attached Logs of Borings.

Groundwater Conditions: Groundwater was not encountered in the borings. These

observations represent groundwater conditions at the time of the field exploration, and may not

be indicative of other times, or at other locations. Groundwater levels can be expected to

fluctuate with varying seasonal weather conditions, local irrigation schedules and other factors.

Zones of perched and/or trapped groundwater may also occur at times in the subsurface soils

overlying bedrock, on top of the bedrock surface or within permeable fractures in the bedrock

materials. The location and amount of perched water is dependent upon several factors,

including hydrologic conditions, type of site development, irrigation demands on or adjacent to

the site, fluctuations in water features, seasonal and weather conditions.


3

ENGINEERING ANALYSES AND RECOMMENDATIONS

Geotechnical Considerations: Based on the geotechnical engineering analyses, subsurface

exploration and laboratory test results, it is our opinion that the site is suitable for the proposed

reconstruction. The design and construction recommendations, based upon geotechnical

conditions, are included in this report.

Pavement Recommendations: Recommended replacement flexible pavements for repair of

the existing streets include asphaltic concrete over aggregate base course over scarified,

moisture conditioned and compacted subgrade. Based on the observed thickness of the

asphaltic concrete in the borings advanced along the alignment, the pavement structural section

recommendations are presented in the following table.

Auburn Avenue Pavement Recommendation

Asphaltic

Concrete

(inches)

Aggregate Base Course

(inches)

Scarified, Moisture Conditioned

and Compacted Subgrade

(inches)

4 6 8

Fill Materials and Placement: Approved on-site and imported soils to be used as engineered

fill and backfill should conform to the following:

Percent finer by weight

Gradation (ASTM C136)

3" ........................................................................................................... 100

No. 4 Sieve....................................................................................... 50-100

No. 200 Sieve................................................................................ 45 (max)

• Liquid Limit......................................................................... 35 (max)

• Plasticity Index.................................................................... 8 (max)

• Maximum expansive potential (%)* ............................................ 0.5

*Measured on a sample compacted to approximately 95 percent of the ASTM

D698 maximum dry density at about 3 percent below optimum water content.

The sample is confined under a 100 psf surcharge and submerged.

Compacted, granular pipe bedding should be provided in accordance with the pipe

manufacturer’s recommendations or for a depth of at least 8 inches above and below


4

underground utility pipes to distribute vertical loads and to protect the pipe during backfill

and compaction operations. The pipe bedding should be rounded and have a maximum

particle size of ¾ inch and a maximum of 5 percent passing the No. 200 sieve.

Placement and Compaction: Recommended compaction criteria for engineered fill

materials and scarified subgrade soils are as follows:

Minimum Percent

Material (ASTM D698)

Subgrade soils beneath fill areas:

Greater than 5 feet below finished subgrade elevation .................... 100

Less than or equal to 5 feet below finished subgrade elevation....... 100

Aggregate base course below pavement .............................................. 100

Miscellaneous backfill.............................................................................. 95

On-site soils and/or imported fill materials should be compacted within 3 percent of

optimum moisture content.

Compliance: Recommendations for pavements supported on compacted fills or

prepared subgrade depend upon compliance with recommendations contained in this

report. To assess compliance, observation and testing should be performed under the

direction of the geotechnical engineer.

Excavation and Trench Construction: Excavations into the on-site soils will encounter

a variety of conditions. The individual contractor(s) should be responsible for designing

and constructing stable temporary excavations as required to maintaining stability of

both, the excavation sides and bottoming. All excavations should be sloped or shored in

the interest of safety following local and federal regulations, including current OSHA

excavation and trench safety standards.

As a safety measure, it is recommended that all vehicles and soil piles be kept to a

minimum lateral distance from the crest of the slope equal to no less than the slope

height. The exposed slope face should be protected against the elements.

The individual contractor(s) is responsible for designing and constructing stable,

temporary excavations as required maintaining stability of both, the excavations sides

and bottom. All excavations should be sloped or shored in the interest of safety

following local and federal regulations, including current OSHA excavation and trench

safety standards.


5

The contractor should retain a geotechnical engineer to monitor the soils exposed in all

excavations and provide engineering services for slopes. This will provide an

opportunity to monitor the soil types encountered and to modify the excavation slopes as

necessary. It also offers an opportunity to observe the stability of the excavation slopes

during construction.

Additional Design and Construction Considerations:

Surface Drainage: Positive drainage should be provided during construction and

maintained throughout the life of the proposed project. Infiltration of water into the

subgrade soils and utility excavations must be prevented during construction and for the

life of the project. Backfill in utility trenches should be well compacted and free of all

construction debris to reduce the possibility of moisture infiltration.

Corrosion Protection: Experience with the soils in the project area indicates that ASTM

Type II Portland cement is suitable for concrete on and below grade. Foundation

concrete should be designed in accordance with the provisions of the ACI Design

Manual, Section 318, Chapter 4.

GENERAL COMMENTS

Terracon should be retained to review the final design plans and specifications so comments

can be made regarding interpretation and implementation of our geotechnical recommendations

in the design and specifications. Terracon also should be retained to provide observation and

testing services during grading, excavation, foundation construction and other earth-related

construction phases of the project.

The analysis and recommendations presented in this report are based upon the data obtained

from the borings performed at the indicated locations and from other information discussed in

this report. This report does not reflect variations that may occur between borings across the

site, or due to the modifying effects of weather. The nature and extent of such variations may

not become evident until during or after construction. If variations appear, we should be

immediately notified so that further evaluation and supplemental recommendations can be

provided.

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.


6

This 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 expressed or implied, are intended or made. Site

safety, excavation support, and dewatering requirements are the responsibility of others. In the

event that changes in the nature, design, or location of the project as outlined in this report are

planned, the conclusions and recommendations contained in this report shall not be considered

valid unless Terracon reviews the changes and either verifies or modifies the conclusions of this

report in writing.

Site Location Map

Project Mngr: KMP

Drawn By:

Checked By:

Approved By:

HMD

KMP

KMP

Project No. 69095006

Scale

File No.

Date:

~ 1:24,000

Site Map.doc

04/28/09

#4A CR 3499 Flora Vista, New Mexico

505.334.2900 Fax: 505.334.9703

FIG No.

1 Sandstone Avenue / Murray Drive

Waterline Replacement Farmington, New Mexico

Approximate Location of the Portion of Waterline to be Replaced

Boring Location Plan Project Mngr:

Drawn By:

Checked By:

Approved By:

KMP

HMD

KMP

KMP

Project No:

Scale:

File No:

Date:

69095006

NTS

Boring.doc

04/28/2009

#4A CR 3499

Flora Vista, New Mexico 505.334.2900 Fax: 505.334.9703

Sandstone Avenue / Murray Drive Waterline Replacement


FIG No.

2

Legend

- Approximate Boring Location


Drawn By:

Checked By:

Approved By:

KMP

HMD

KMP

KMP

Project No:

Scale:

File No:

Date:

69095006

NTS

Boring.doc

04/28/2009

#4A CR 3499




FIG No.

3

Legend



Drawn By:

Checked By:

Approved By:

KMP

HMD

KMP

KMP

Project No:

Scale:

File No:

Date:

69095006

NTS

Boring.doc

04/28/2009

#4A CR 3499




FIG No.

4

Legend



Drawn By:

Checked By:

Approved By:

KMP

HMD

KMP

KMP

Project No:

Scale:

File No:

Date:

69095006

NTS

Boring.doc

04/28/2009

#4A CR 3499




FIG No.

5

Legend



Drawn By:

Checked By:

Approved By:

KMP

HMD

KMP

KMP

Project No:

Scale:

File No:

Date:

69095006

NTS

Boring.doc

04/28/2009

#4A CR 3499




FIG No.

6

Legend



Drawn By:

Checked By:

Approved By:

KMP

HMD

KMP

KMP

Project No:

Scale:

File No:

Date:

69095006

NTS

Boring.doc

04/28/2009

#4A CR 3499




FIG No.

7

Legend



Drawn By:

Checked By:

Approved By:

KMP

HMD

KMP

KMP

Project No:

Scale:

File No:

Date:

69095006

NTS

Boring.doc

04/28/2009

#4A CR 3499




FIG No.

8

Legend



Drawn By:

Checked By:

Approved By:

KMP

HMD

KMP

KMP

Project No:

Scale:

File No:

Date:

69095006

NTS

Boring.doc

04/28/2009

#4A CR 3499




FIG No.

9

Legend



Drawn By:

Checked By:

Approved By:

KMP

HMD

KMP

KMP

Project No:

Scale:

File No:

Date:

69095006

NTS

Boring.doc

04/28/2009

#4A CR 3499




FIG No.

10

Legend



Drawn By:

Checked By:

Approved By:

KMP

HMD

KMP

KMP

Project No:

Scale:

File No:

Date:

69095006

NTS

Boring.doc

04/28/2009

#4A CR 3499




FIG No.

11

Legend



Drawn By:

Checked By:

Approved By:

KMP

HMD

KMP

KMP

Project No:

Scale:

File No:

Date:

69095006

NTS

Boring.doc

04/28/2009

#4A CR 3499




FIG No.

12

Legend



Drawn By:

Checked By:

Approved By:

KMP

HMD

KMP

KMP

Project No:

Scale:

File No:

Date:

69095006

NTS

Boring.doc

04/28/2009

#4A CR 3499




FIG No.

13

Legend



Drawn By:

Checked By:

Approved By:

KMP

HMD

KMP

KMP

Project No:

Scale:

File No:

Date:

69095006

NTS

Boring.doc

04/28/2009

#4A CR 3499




FIG No.

14

Legend


The stratification lines represent the approximate boundary linesbetween soil and rock types: in-situ, the transition may be gradual.

BO

RE

HO

LE_9

9 L

OG

OF

BO

RIN

G.G

PJ

TE

RR

AC

ON

.GD

T 4

/28/

09

UN

CO

NFI

NE

DS

TRE

NG

TH, p

si

PROJECT

4-2-09

Boring Location: 10+75

WATER LEVEL OBSERVATIONS, ft

TESTS

4.0

Sandstone Avenue / Murray Drive WaterlineSITE

CME-75



CLAYEY SILTY SAND WITH GRAVEL;brown, moist.

0.3333

0.8333

3.5

DESCRIPTION

BASE COURSE

Exploration terminated at approximately 3.5feet below existing ground surface due toauger refusal on cobbles and boulders. Nogroundwater encountered.

GRABSCSM

ASPHALT

DR

Y U

NIT

WT

pcf

69095006

4-2-09

DE

PTH

, ft.

BORING STARTED

CO

RE

SIZ

E

SAMPLES

US

CS

SY

MB

OL

WA

TER

CO

NTE

NT,

%

TYP

E

RE

CO

VE

RY

BLO

W C

OU

NTS

, n

BORING COMPLETED

CLIENT

LOG OF BORING NO. B-1

JOB #

GR

AP

HIC

LO

GPage 1 of 1

WL

WL

WL APPROVED KMPHMDFOREMANRIG


BO

RE

HO

LE_9

9 L

OG

OF

BO

RIN

G.G

PJ

TE

RR

AC

ON

.GD

T 4

/28/

09

UN

CO

NFI

NE

DS

TRE

NG

TH, p

si

PROJECT

4-2-09



TESTS

1.0


CME-75



POORLY GRADED GRAVEL WITH SILTAND SAND; brown and gray, moist.

0.3333

0.8333

2

DESCRIPTION

BASE COURSE

Exploration terminated at approximately 2feet below existing ground surface due toauger refusal on cobbles and boulders. Nogroundwater encountered.

GRABGPGM

ASPHALT

DR

Y U

NIT

WT

pcf

69095006

4-2-09

DE

PTH

, ft.

BORING STARTED

CO

RE

SIZ

E

SAMPLES

US

CS

SY

MB

OL

WA

TER

CO

NTE

NT,

%

TYP

E

RE

CO

VE

RY

BLO

W C

OU

NTS

, n

BORING COMPLETED

CLIENT


JOB #

GR

AP

HIC

LO

GPage 1 of 1

WL

WL


BO

RE

HO

LE_9

9 L

OG

OF

BO

RIN

G.G

PJ

TE

RR

AC

ON

.GD

T 4

/28/

09





PROJECTSandstone Avenue / Murray Drive Waterline

UN

CO

NFI

NE

DS

TRE

NG

TH, p

si

SITE

CME-7569095006


0.3333


0.8333

1.5

ASPHALT

4-2-09

GRAVELLY POORLY GRADED SANDWITH SILT; brown and gray, moist.

TESTS

DESCRIPTION

BASE COURSE

CO

RE

SIZ

E

4-2-09

CLIENT

DR

Y U

NIT

WT

pcf

SAMPLES

US

CS

SY

MB

OL

WA

TER

CO

NTE

NT,

%

TYP

E

RE

CO

VE

RY

BLO

W C

OU

NTS

, n

DE

PTH

, ft.


JOB #

GR

AP

HIC

LO

GPage 1 of 1

WL

WL


BORING STARTED

BORING COMPLETED


BO

RE

HO

LE_9

9 L

OG

OF

BO

RIN

G.G

PJ

TE

RR

AC

ON

.GD

T 4

/28/

09

UN

CO

NFI

NE

DS

TRE

NG

TH, p

si

PROJECT

4-2-09



TESTS

1.0


CME-75




0.3333

0.8333

2.5

DESCRIPTION

BASE COURSE


GRABSPSM

ASPHALT

DR

Y U

NIT

WT

pcf

69095006

4-2-09

DE

PTH

, ft.

BORING STARTED

CO

RE

SIZ

E

SAMPLES

US

CS

SY

MB

OL

WA

TER

CO

NTE

NT,

%

TYP

E

RE

CO

VE

RY

BLO

W C

OU

NTS

, n

BORING COMPLETED

CLIENT


JOB #

GR

AP

HIC

LO

GPage 1 of 1

WL

WL


BO

RE

HO

LE_9

9 L

OG

OF

BO

RIN

G.G

PJ

TE

RR

AC

ON

.GD

T 4

/28/

09





PROJECTSandstone Avenue / Murray Drive Waterline

UN

CO

NFI

NE

DS

TRE

NG

TH, p

si

SITE

CME-7569095006


0.3333


0.8333

1.5

ASPHALT

4-2-09

GRAVELLY SILTY SAND; brown andgray, moist.

TESTS

DESCRIPTION

BASE COURSE

CO

RE

SIZ

E

4-2-09

CLIENT

DR

Y U

NIT

WT

pcf

SAMPLES

US

CS

SY

MB

OL

WA

TER

CO

NTE

NT,

%

TYP

E

RE

CO

VE

RY

BLO

W C

OU

NTS

, n

DE

PTH

, ft.


JOB #

GR

AP

HIC

LO

GPage 1 of 1

WL

WL


BORING STARTED

BORING COMPLETED


BO

RE

HO

LE_9

9 L

OG

OF

BO

RIN

G.G

PJ

TE

RR

AC

ON

.GD

T 4

/28/

09

UN

CO

NFI

NE

DS

TRE

NG

TH, p

si

PROJECT

4-2-09



TESTS

1


CME-75



CLAYEY SILTY SAND WITH GRAVEL;brown and gray, moist, trace cobbles.

0.3333

0.8333

3

DESCRIPTION

BASE COURSE


GRABSCSM

ASPHALT

DR

Y U

NIT

WT

pcf

69095006

4-2-09

DE

PTH

, ft.

BORING STARTED

CO

RE

SIZ

E

SAMPLES

US

CS

SY

MB

OL

WA

TER

CO

NTE

NT,

%

TYP

E

RE

CO

VE

RY

BLO

W C

OU

NTS

, n

BORING COMPLETED

CLIENT


JOB #

GR

AP

HIC

LO

GPage 1 of 1

WL

WL



BO

RE

HO

LE_9

9 L

OG

OF

BO

RIN

G.G

PJ

TE

RR

AC

ON

.GD

T 4

/28/

09

UN

CO

NFI

NE

DS

TRE

NG

TH, p

si

PROJECT

4-2-09



TESTS

2.0


CME-75



GRAVELLY CLAYEY SILTY SAND; brownand gray, moist.

0.3333

0.8333

2

DESCRIPTION

BASE COURSE


GRABSCSM

ASPHALT

DR

Y U

NIT

WT

pcf

69095006

4-2-09

DE

PTH

, ft.

BORING STARTED

CO

RE

SIZ

E

SAMPLES

US

CS

SY

MB

OL

WA

TER

CO

NTE

NT,

%

TYP

E

RE

CO

VE

RY

BLO

W C

OU

NTS

, n

BORING COMPLETED

CLIENT


JOB #

GR

AP

HIC

LO

GPage 1 of 1

WL

WL


BORING COMPLETEDWL

WL

WL

0.3333

0.8333

3

GR

AP

HIC

LO

G

ASPHALTBASE COURSE

CLAYEY SILTY SAND WITH GRAVEL;brown and gray, moist.





CME-75

Page 1 of 1

HDR Engineering, Inc.CLIENT


JOB # 69095006

DR

Y U

NIT

WT

pcf

4-2-09

DE

PTH

, ft.

RIG

CO

RE

SIZ

E

SAMPLES

US

CS

SY

MB

OL

WA

TER

CO

NTE

NT,

%

TYP

E

RE

CO

VE

RY

BLO

W C

OU

NTS

, n

4-2-09

GRABSCSM

3.0

TESTS

DESCRIPTION

BORING STARTED

PROJECT

BO

RE

HO

LE_9

9 L

OG

OF

BO

RIN

G.G

PJ

TE

RR

AC

ON

.GD

T 4

/28/

09



APPROVED KMPHMDFOREMAN

UN

CO

NFI

NE

DS

TRE

NG

TH, p

si


BO

RE

HO

LE_9

9 L

OG

OF

BO

RIN

G.G

PJ

TE

RR

AC

ON

.GD

T 4

/28/

09

UN

CO

NFI

NE

DS

TRE

NG

TH, p

si

PROJECT

4-2-09



TESTS

2.0


CME-75




0.25

0.75

4

DESCRIPTION

BASE COURSE


GRABSCSM

ASPHALT

DR

Y U

NIT

WT

pcf

69095006

4-2-09

DE

PTH

, ft.

BORING STARTED

CO

RE

SIZ

E

SAMPLES

US

CS

SY

MB

OL

WA

TER

CO

NTE

NT,

%

TYP

E

RE

CO

VE

RY

BLO

W C

OU

NTS

, n

BORING COMPLETED

CLIENT


JOB #

GR

AP

HIC

LO

GPage 1 of 1

WL

WL



BO

RE

HO

LE_9

9 L

OG

OF

BO

RIN

G.G

PJ

TE

RR

AC

ON

.GD

T 4

/28/

09

UN

CO

NFI

NE

DS

TRE

NG

TH, p

si

PROJECT

4-2-09



TESTS

1.0


CME-75




0.25

0.75

2

DESCRIPTION

BASE COURSE


GRABSPSM

ASPHALT

DR

Y U

NIT

WT

pcf

69095006

4-2-09

DE

PTH

, ft.

BORING STARTED

CO

RE

SIZ

E

SAMPLES

US

CS

SY

MB

OL

WA

TER

CO

NTE

NT,

%

TYP

E

RE

CO

VE

RY

BLO

W C

OU

NTS

, n

BORING COMPLETED

CLIENT


JOB #

GR

AP

HIC

LO

GPage 1 of 1

WL

WL



BO

RE

HO

LE_9

9 L

OG

OF

BO

RIN

G.G

PJ

TE

RR

AC

ON

.GD

T 4

/28/

09

UN

CO

NFI

NE

DS

TRE

NG

TH, p

si

PROJECT

4-2-09



TESTS

3.0


CME-75



CLAYEY SILTY SAND WITH GRAVEL;brown and gray, moist, trace to withcobbles.

0.3333

0.8333

3.5

DESCRIPTION

BASE COURSE


GRABSCSM

ASPHALT

DR

Y U

NIT

WT

pcf

69095006

4-2-09

DE

PTH

, ft.

BORING STARTED

CO

RE

SIZ

E

SAMPLES

US

CS

SY

MB

OL

WA

TER

CO

NTE

NT,

%

TYP

E

RE

CO

VE

RY

BLO

W C

OU

NTS

, n

BORING COMPLETED

CLIENT


JOB #

GR

AP

HIC

LO

GPage 1 of 1

WL

WL



GRABSM 3

TESTS

DESCRIPTION

UN

CO

NFI

NE

DS

TRE

NG

TH, p

si

PROJECT

4-1-09

Boring Location: 82+60Farmington, New Mexico



CME-75

BO

RE

HO

LE_9

9 L

OG

OF

BO

RIN

G.G

PJ

TE

RR

AC

ON

.GD

T 4

/28/

09

ASPHALT0.4167

1

3.5

4

BASE COURSE

SILTY SAND WITH GRAVEL; brown andgray, moist.

GRAVELLY SILTY SAND WITHCOBBLES; brown and gray, moist.Exploration terminated at approximately 4feet below existing ground surface due toauger refusal on cobbles and boulders. Nogroundwater encountered.

BLO

W C

OU

NTS

, n

BORING STARTED

RE

CO

VE

RY

4-1-09

TYP

E

FOREMAN

DE

PTH

, ft.

DR

Y U

NIT

WT

pcf

CO

RE

SIZ

E

SAMPLES

US

CS

SY

MB

OL

WA

TER

CO

NTE

NT,

%



JOB # 69095006

GR

AP

HIC

LO

G

RIG

Page 1 of 1

BORING COMPLETEDWL

WL

WL APPROVED KMPHMD


GRABSCSM

7.0

TESTS

DESCRIPTION

UN

CO

NFI

NE

DS

TRE

NG

TH, p

si

PROJECT

4-1-09




CME-75

BO

RE

HO

LE_9

9 L

OG

OF

BO

RIN

G.G

PJ

TE

RR

AC

ON

.GD

T 4

/28/

09

ASPHALT0.375

0.875

3

4

BASE COURSE

CLAYEY SILTY SAND; brown, moist,trace gravel, increasing clay with depth.

GRAVELLY SILTY SAND; brown andgray, moist, trace cobbles.


BLO

W C

OU

NTS

, n

BORING STARTED

RE

CO

VE

RY

4-1-09

TYP

E

FOREMAN

DE

PTH

, ft.

DR

Y U

NIT

WT

pcf

CO

RE

SIZ

E

SAMPLES

US

CS

SY

MB

OL

WA

TER

CO

NTE

NT,

%



JOB # 69095006

GR

AP

HIC

LO

G

RIG

Page 1 of 1

BORING COMPLETEDWL

WL

WL APPROVED KMPHMD


BO

RE

HO

LE_9

9 L

OG

OF

BO

RIN

G.G

PJ

TE

RR

AC

ON

.GD

T 4

/28/

09

UN

CO

NFI

NE

DS

TRE

NG

TH, p

si

PROJECT

4-1-09



TESTS

4.0


CME-75



GRAVELLY CLAYEY SAND; brown andgray, moist.

0.3333

0.8333

3

DESCRIPTION

BASE COURSE


GRABSC

ASPHALT

DR

Y U

NIT

WT

pcf

69095006

4-1-09

DE

PTH

, ft.

BORING STARTED

CO

RE

SIZ

E

SAMPLES

US

CS

SY

MB

OL

WA

TER

CO

NTE

NT,

%

TYP

E

RE

CO

VE

RY

BLO

W C

OU

NTS

, n

BORING COMPLETED

CLIENT


JOB #

GR

AP

HIC

LO

GPage 1 of 1

WL

WL



GRABSM 3.0

TESTS

DESCRIPTION

UN

CO

NFI

NE

DS

TRE

NG

TH, p

si

PROJECT

4-1-09

BO

RE

HO

LE_9

9 L

OG

OF

BO

RIN

G.G

PJ

TE

RR

AC

ON

.GD

T 4

/28/

09




ASPHALT0.4167

1

4

8

BASE COURSE

SILTY SAND WITH GRAVEL; brown andgray, moist, trace cobbles.

SILTY SAND; brown, moist, trace gravel.


RE

CO

VE

RY

BLO

W C

OU

NTS

, n

CME-75

5

4-1-09RIG

DE

PTH

, ft.

DR

Y U

NIT

WT

pcf

CO

RE

SIZ

E

SAMPLES

US

CS

SY

MB

OL

WA

TER

CO

NTE

NT,

%

TYP

E



JOB # 69095006

GR

AP

HIC

LO

G

BORING STARTED

Page 1 of 1

BORING COMPLETEDWL

WL

WL APPROVED KMPHMDFOREMAN


BO

RE

HO

LE_9

9 L

OG

OF

BO

RIN

G.G

PJ

TE

RR

AC

ON

.GD

T 4

/28/

09

UN

CO

NFI

NE

DS

TRE

NG

TH, p

si

PROJECT

4-1-09



TESTS

2.0


CME-75



CLAYEY SILTY SAND WITH GRAVEL;brown and gray, moist, lenses of cobbles at5 feet and 10 feet below existing groundsurface.

0.4167

1

10

DESCRIPTION

BASE COURSE

Exploration terminated at approximately 10feet below existing ground surface. Nogroundwater encountered.

GRABSCSM

ASPHALT

CO

RE

SIZ

E

69095006

4-1-09

DR

Y U

NIT

WT

pcf

SAMPLES

US

CS

SY

MB

OL

WA

TER

CO

NTE

NT,

%

TYP

E

RE

CO

VE

RY

5

10

BLO

W C

OU

NTS

, n

DE

PTH

, ft.

BORING COMPLETED

CLIENT


JOB #

GR

AP

HIC

LO

GPage 1 of 1

BORING STARTEDWL

WL



BO

RE

HO

LE_9

9 L

OG

OF

BO

RIN

G.G

PJ

TE

RR

AC

ON

.GD

T 4

/28/

09

UN

CO

NFI

NE

DS

TRE

NG

TH, p

si

PROJECT

4-1-09



TESTS

2.0


CME-75




0.4167

1

2

DESCRIPTION

BASE COURSE


GRABSCSM

ASPHALT

DR

Y U

NIT

WT

pcf

69095006

4-1-09

DE

PTH

, ft.

BORING STARTED

CO

RE

SIZ

E

SAMPLES

US

CS

SY

MB

OL

WA

TER

CO

NTE

NT,

%

TYP

E

RE

CO

VE

RY

BLO

W C

OU

NTS

, n

BORING COMPLETED

CLIENT


JOB #

GR

AP

HIC

LO

GPage 1 of 1

WL

WL


4-1-09






CME-7569095006


0.5

10

BASE COURSE

CLAYEY SAND; light brown, moist, tracegravel.

Exploration terminated at aprroximately 10feet below existing ground surface. Nogroundwater encountered.

PROJECT

UN

CO

NFI

NE

DS

TRE

NG

TH, p

si

GRABSC 5.0

TESTS

DESCRIPTION

CLIENT

4-1-09

DE

PTH

, ft.

BO

RE

HO

LE_9

9 L

OG

OF

BO

RIN

G.G

PJ

TE

RR

AC

ON

.GD

T 4

/28/

09

CO

RE

SIZ

E

SAMPLES

US

CS

SY

MB

OL

WA

TER

CO

NTE

NT,

%

TYP

E

RE

CO

VE

RY

5

10

BLO

W C

OU

NTS

, n

DR

Y U

NIT

WT

pcf

WL

WL

WL


JOB #

GR

AP

HIC

LO

GPage 1 of 1

BORING COMPLETED

APPROVED KMPHMDFOREMANRIG

BORING STARTED


BO

RE

HO

LE_9

9 L

OG

OF

BO

RIN

G.G

PJ

TE

RR

AC

ON

.GD

T 4

/28/

09

UN

CO

NFI

NE

DS

TRE

NG

TH, p

si

PROJECT

4-1-09



TESTS

4.0


CME-75



SILTY SAND WITH GRAVEL; brown,moist.

0.4167

1

8

DESCRIPTION

BASE COURSE


GRABSM

ASPHALT

CO

RE

SIZ

E

69095006

4-1-09

DR

Y U

NIT

WT

pcf

SAMPLES

US

CS

SY

MB

OL

WA

TER

CO

NTE

NT,

%

TYP

E

RE

CO

VE

RY

5

BLO

W C

OU

NTS

, n

DE

PTH

, ft.

BORING COMPLETED

CLIENT


JOB #

GR

AP

HIC

LO

GPage 1 of 1

BORING STARTEDWL

WL



BO

RE

HO

LE_9

9 L

OG

OF

BO

RIN

G.G

PJ

TE

RR

AC

ON

.GD

T 4

/28/

09

UN

CO

NFI

NE

DS

TRE

NG

TH, p

si

PROJECT

4-1-09



TESTS

5.0


CME-75



CLAYEY SILTY SAND WITH GRAVEL;brown, moist.

0.41670.5833

5

DESCRIPTION

BASE COURSE


GRABSCSM

ASPHALT

CO

RE

SIZ

E

69095006

4-1-09

DR

Y U

NIT

WT

pcf

SAMPLES

US

CS

SY

MB

OL

WA

TER

CO

NTE

NT,

%

TYP

E

RE

CO

VE

RY

5

BLO

W C

OU

NTS

, n

DE

PTH

, ft.

BORING COMPLETED

CLIENT


JOB #

GR

AP

HIC

LO

GPage 1 of 1

BORING STARTEDWL

WL



BO

RE

HO

LE_9

9 L

OG

OF

BO

RIN

G.G

PJ

TE

RR

AC

ON

.GD

T 4

/28/

09

UN

CO

NFI

NE

DS

TRE

NG

TH, p

si

PROJECT

4-1-09



TESTS

4.0


CME-75



CLAYEY SILTY SAND ; brown, moist,trace cobble to no cobbles.

0.33330.5

10

DESCRIPTION

BASE COURSE


GRABSCSM

ASPHALT

CO

RE

SIZ

E

69095006

4-1-09

DR

Y U

NIT

WT

pcf

SAMPLES

US

CS

SY

MB

OL

WA

TER

CO

NTE

NT,

%

TYP

E

RE

CO

VE

RY

5

10

BLO

W C

OU

NTS

, n

DE

PTH

, ft.

BORING COMPLETED

CLIENT


JOB #

GR

AP

HIC

LO

GPage 1 of 1

BORING STARTEDWL

WL



BO

RE

HO

LE_9

9 L

OG

OF

BO

RIN

G.G

PJ

TE

RR

AC

ON

.GD

T 4

/29/

09

UN

CO

NFI

NE

DS

TRE

NG

TH, p

si

PROJECT

4-1-09



TESTS

4.0


CME-75



CLAYEY SILTY SAND; red brown, moist.

0.33330.6667

10

DESCRIPTION

BASE COURSE


GRABSCSM

ASPHALT

CO

RE

SIZ

E

69095006

4-1-09

DR

Y U

NIT

WT

pcf

SAMPLES

US

CS

SY

MB

OL

WA

TER

CO

NTE

NT,

%

TYP

E

RE

CO

VE

RY

5

10

BLO

W C

OU

NTS

, n

DE

PTH

, ft.

BORING COMPLETED

CLIENT


JOB #

GR

AP

HIC

LO

GPage 1 of 1

BORING STARTEDWL

WL


BO

RE

HO

LE_9

9 L

OG

OF

BO

RIN

G.G

PJ

TE

RR

AC

ON

.GD

T 4

/28/

09

UN

CO

NFI

NE

DS

TRE

NG

TH, p

si

PROJECT

4-1-09




DESCRIPTION


TESTSSandstone Avenue / Murray Drive Waterline

SITE

CME-7569095006

SILTY SAND; red brown, moist, increasinggravel with depth.

0.4167

1

10

BASE COURSE; tensar below basecourse.

GRABSM 5.0

ASPHALT

CO

RE

SIZ

E


4-1-09

DR

Y U

NIT

WT

pcf

SAMPLES

US

CS

SY

MB

OL

WA

TER

CO

NTE

NT,

%

TYP

E

RE

CO

VE

RY

5

10

BLO

W C

OU

NTS

, n

DE

PTH

, ft.

WL

WL

WL

CLIENT


JOB #

GR

AP

HIC

LO

GPage 1 of 1

BORING COMPLETED

BORING STARTED

APPROVED KMPHMDFOREMANRIG

.

Sieve Size 1 1/2" 3/4" 3/8" #4 #10 #40 #100 #200

% Passing (Cumulative) 100 99 91 82 75 60 35 24.6

Specification

% GRAVEL = 17.9 D85 = 6.0 D15 =

% SAND = 57.5 D60 = 0.4 D10 =

% SILT & CLAY = 24.6 D50 = 0.3 CU =

D30 = 0.1 CC =

Sample Date:

Project No.:

Project Name:

Report Date:

Sample Location: B-1 @ 1-3'

Liquid Limit: 21

Plasticity Index: 5

USCS Classification: SC-SM

Material Description: Clayey Silty Sand with Gravel

TEST SUMMARY

TERRACON

69095006

4/2/2009

HDR Murray Waterline

5/1/2009

GRAIN SIZE - mm

GRAIN SIZE DISTRIBUTION GRAPH

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0.0010.010.11101001000

PE

RC

EN

T F

INE

R

6"

1.5

"

#4

#200

.

Sieve Size 1 1/2" 3/4" 3/8" #4 #10 #40 #100 #200


Specification

% GRAVEL = 51.8 D85 = 13.4 D15 = 0.2

% SAND = 37.6 D60 = 6.5 D10 =

% SILT & CLAY = 10.6 D50 = 5.0 CU =

D30 = 0.5 CC =

Sample Date:

Project No.:

Project Name:

Report Date:


Liquid Limit: None

Plasticity Index: NP

USCS Classification: GP-GM

Material Description: Poorly Graded Gravel with Silt and Sand

TEST SUMMARY

TERRACON

69095006

4/2/2009


5/1/2009

GRAIN SIZE - mm


0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0.0010.010.11101001000

PE

RC

EN

T F

INE

R

6"

1.5

"

#4

#200

.

Sieve Size 1 1/2" 3/4" 3/8" #4 #10 #40 #100 #200


Specification

% GRAVEL = 47.6 D85 = 19.5 D15 = 0.2

% SAND = 43.2 D60 = 6.9 D10 = 0.1

% SILT & CLAY = 9.1 D50 = 3.8 CU = 79.9

D30 = 0.4 CC = 0.3

Sample Date:

Project No.:

Project Name:

Report Date:

Sample Location: B-4 @ 1-2.5'

Liquid Limit: None


USCS Classification: SP-SM

Material Description: Gravelly Poorly Graded Sand with Silt

TEST SUMMARY

TERRACON

69095006

4/2/2009

HDR Muray Waterline

5/1/2009

GRAIN SIZE - mm


0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0.0010.010.11101001000

PE

RC

EN

T F

INE

R

6"

1.5

"

#4

#200

.

Sieve Size 1 1/2" 3/4" 3/8" #4 #10 #40 #100 #200


Specification

% GRAVEL = 28.4 D85 = 10.0 D15 =

% SAND = 51.8 D60 = 1.5 D10 =

% SILT & CLAY = 19.8 D50 = 0.5 CU =

D30 = 0.2 CC =

Sample Date:

Project No.:

Project Name:

Report Date:


Liquid Limit: 21

Plasticity Index: 5



69095006

4/2/2009


5/1/2009

TEST SUMMARY

TERRACON

GRAIN SIZE - mm


0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0.0010.010.11101001000

PE

RC

EN

T F

INE

R

6"

1.5

"

#4

#200

.

Sieve Size 1 1/2" 3/4" 3/8" #4 #10 #40 #100 #200


Specification

% GRAVEL = 32.2 D85 = 11.5 D15 =

% SAND = 50.4 D60 = 2.2 D10 =

% SILT & CLAY = 17.5 D50 = 0.5 CU =

D30 = 0.2 CC =

Sample Date:

Project No.:

Project Name:

Report Date:


Liquid Limit: 22

Plasticity Index: 6


Material Description: Gravelly Clayey Silty Sand

69095006

4/2/2009


5/1/2009

TEST SUMMARY

TERRACON

GRAIN SIZE - mm


0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0.0010.010.11101001000

PE

RC

EN

T F

INE

R

6"

1.5

"

#4

#200

.

Sieve Size 1 1/2" 3/4" 3/8" #4 #10 #40 #100 #200


Specification

% GRAVEL = 29.9 D85 = 10.2 D15 =

% SAND = 53.0 D60 = 1.7 D10 =

% SILT & CLAY = 17.1 D50 = 0.5 CU =

D30 = 0.3 CC =

Sample Date:

Project No.:

Project Name:

Report Date:


Liquid Limit: 21

Plasticity Index: 4



69095006

4/2/2009


5/1/2009

TEST SUMMARY

TERRACON

GRAIN SIZE - mm


0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0.0010.010.11101001000

PE

RC

EN

T F

INE

R

6"

1.5

"

#4

#200

.

Sieve Size 1 1/2" 3/4" 3/8" #4 #10 #40 #100 #200


Specification

% GRAVEL = 38.2 D85 = 11.9 D15 = 0.1

% SAND = 47.1 D60 = 4.1 D10 =

% SILT & CLAY = 14.7 D50 = 1.7 CU =

D30 = 0.3 CC =

Sample Date:

Project No.:

Project Name:

Report Date:


Liquid Limit: 22

Plasticity Index: 5



69095006

4/2/2009


5/1/2009

TEST SUMMARY

TERRACON

GRAIN SIZE - mm


0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0.0010.010.11101001000

PE

RC

EN

T F

INE

R

6"

1.5

"

#4

#200

.

Sieve Size 1 1/2" 3/4" 3/8" #4 #10 #40 #100 #200


Specification

% GRAVEL = 42.4 D85 = 14.1 D15 = 0.2

% SAND = 47.5 D60 = 5.3 D10 =

% SILT & CLAY = 10.1 D50 = 2.1 CU =

D30 = 0.4 CC =

Sample Date:

Project No.:

Project Name:

Report Date:


Liquid Limit: None


USCS Classification: SP-SM

Material Description: Gravelly Poorly Graded Sand with Silt

69095006

4/2/2009


5/1/2009

TEST SUMMARY

TERRACON

GRAIN SIZE - mm


0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0.0010.010.11101001000

PE

RC

EN

T F

INE

R

6"

1.5

"

#4

#200

.

Sieve Size 1 1/2" 3/4" 3/8" #4 #10 #40 #100 #200


Specification

% GRAVEL = 27.9 D85 = 20.1 D15 =

% SAND = 50.6 D60 = 0.5 D10 =

% SILT & CLAY = 21.4 D50 = 0.4 CU =

D30 = 0.1 CC =

Sample Date:

Project No.:

Project Name:

Report Date:


Liquid Limit: 21

Plasticity Index: 5



TEST SUMMARY

TERRACON

69095006

4/2/2009


5/1/2009

GRAIN SIZE - mm


0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0.0010.010.11101001000

PE

RC

EN

T F

INE

R

6"

1.5

"

#4

#200

.

Sieve Size 1 1/2" 3/4" 3/8" #4 #10 #40 #100 #200


Specification

% GRAVEL = 14.5 D85 = 4.2 D15 =

% SAND = 58.7 D60 = 0.3 D10 =

% SILT & CLAY = 26.8 D50 = 0.3 CU =

D30 = 0.1 CC =

Sample Date:

Project No.:

Project Name:

Report Date:


Liquid Limit: 19

Plasticity Index: 3

USCS Classification: SM

Material Description: Silty Sand with Gravel

TEST SUMMARY

TERRACON

69095006

4/2/2009


5/1/2009

GRAIN SIZE - mm


0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0.0010.010.11101001000

PE

RC

EN

T F

INE

R

6"

1.5

"

#4

#200

.

Sieve Size 1 1/2" 3/4" 3/8" #4 #10 #40 #100 #200


Specification

% GRAVEL = 8.7 D85 = 0.5 D15 =

% SAND = 46.2 D60 = 0.1 D10 =

% SILT & CLAY = 45.1 D50 = 0.1 CU =

D30 = CC =

Sample Date:

Project No.:

Project Name:

Report Date:


Liquid Limit: 23

Plasticity Index: 7


Material Description: Clayey Silty Sand

TEST SUMMARY

TERRACON

69095006

4/2/2009


5/1/2009

GRAIN SIZE - mm


0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0.0010.010.11101001000

PE

RC

EN

T F

INE

R

6"

1.5

"

#4

#200

.

Sieve Size 1 1/2" 3/4" 3/8" #4 #10 #40 #100 #200


Specification

% GRAVEL = 33.5 D85 = 12.2 D15 =

% SAND = 48.7 D60 = 2.4 D10 =

% SILT & CLAY = 17.7 D50 = 0.6 CU =

D30 = 0.3 CC =

Sample Date:

Project No.:

Project Name:

Report Date:


Liquid Limit: 23

Plasticity Index: 8

USCS Classification: SC

Material Description: Gravelly Clayey Sand


5/1/2009

TEST SUMMARY

TERRACON

69095006

4/2/2009

GRAIN SIZE - mm


0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0.0010.010.11101001000

PE

RC

EN

T F

INE

R

6"

1.5

"

#4

#200

.

Sieve Size 1 1/2" 3/4" 3/8" #4 #10 #40 #100 #200


Specification

% GRAVEL = 21.9 D85 = 8.7 D15 =

% SAND = 60.0 D60 = 0.4 D10 =

% SILT & CLAY = 18.1 D50 = 0.4 CU =

D30 = 0.2 CC =

Sample Date:

Project No.:

Project Name:

Report Date:


Liquid Limit: 19

Plasticity Index: 2



TEST SUMMARY

TERRACON

69095006

4/2/2009


5/1/2009

GRAIN SIZE - mm


0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0.0010.010.11101001000

PE

RC

EN

T F

INE

R

6"

1.5

"

#4

#200

.

Sieve Size 1 1/2" 3/4" 3/8" #4 #10 #40 #100 #200


Specification

% GRAVEL = 29.4 D85 = 9.9 D15 = 0.1

% SAND = 55.6 D60 = 1.3 D10 =

% SILT & CLAY = 15.0 D50 = 0.5 CU =

D30 = 0.3 CC =

Sample Date:

Project No.:

Project Name:

Report Date:


Liquid Limit: 22

Plasticity Index: 6




5/1/2009

TEST SUMMARY

TERRACON

69095006

4/2/2009

GRAIN SIZE - mm


0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0.0010.010.11101001000

PE

RC

EN

T F

INE

R

6"

1.5

"

#4

#200

.

Sieve Size 1 1/2" 3/4" 3/8" #4 #10 #40 #100 #200


Specification

% GRAVEL = 31.1 D85 = 11.2 D15 =

% SAND = 52.6 D60 = 1.4 D10 =

% SILT & CLAY = 16.3 D50 = 0.5 CU =

D30 = 0.3 CC =

Sample Date:

Project No.:

Project Name:

Report Date:


Liquid Limit: 20

Plasticity Index: 4




5/1/2009

TEST SUMMARY

TERRACON

69095006

4/2/2009

GRAIN SIZE - mm


0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0.0010.010.11101001000

PE

RC

EN

T F

INE

R

6"

1.5

"

#4

#200

.

Sieve Size 1 1/2" 3/4" 3/8" #4 #10 #40 #100 #200


Specification

% GRAVEL = 6.2 D85 = 0.4 D15 =

% SAND = 51.7 D60 = 0.2 D10 =

% SILT & CLAY = 42.1 D50 = 0.1 CU =

D30 = CC =

Sample Date:

Project No.:

Project Name:

Report Date:


Liquid Limit: 22

Plasticity Index: 9

USCS Classification: SC

Material Description: Clayey Sand

TEST SUMMARY

TERRACON

69095006

4/2/2009


5/1/2009

GRAIN SIZE - mm


0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0.0010.010.11101001000

PE

RC

EN

T F

INE

R

6"

1.5

"

#4

#200

.

Sieve Size 1 1/2" 3/4" 3/8" #4 #10 #40 #100 #200


Specification

% GRAVEL = 15.8 D85 = 5.4 D15 =

% SAND = 62.0 D60 = 0.3 D10 =

% SILT & CLAY = 22.2 D50 = 0.3 CU =

D30 = 0.1 CC =

Sample Date:

Project No.:

Project Name:

Report Date:


Liquid Limit: 17

Plasticity Index: 2



TEST SUMMARY

TERRACON

69095006

4/2/2009


5/1/2009

GRAIN SIZE - mm


0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0.0010.010.11101001000

PE

RC

EN

T F

INE

R

6"

1.5

"

#4

#200

.

Sieve Size 1 1/2" 3/4" 3/8" #4 #10 #40 #100 #200


Specification

% GRAVEL = 13.4 D85 = 2.8 D15 =

% SAND = 56.8 D60 = 0.3 D10 =

% SILT & CLAY = 29.7 D50 = 0.2 CU =

D30 = 0.1 CC =

Sample Date:

Project No.:

Project Name:

Report Date:


Liquid Limit: 20

Plasticity Index: 5



TEST SUMMARY

TERRACON

69095006

4/2/2009


5/1/2009

GRAIN SIZE - mm


0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0.0010.010.11101001000

PE

RC

EN

T F

INE

R

6"

1.5

"

#4

#200

.

Sieve Size 1 1/2" 3/4" 3/8" #4 #10 #40 #100 #200


Specification

% GRAVEL = 9.2 D85 = 0.7 D15 =

% SAND = 58.5 D60 = 0.3 D10 =

% SILT & CLAY = 32.3 D50 = 0.2 CU =

D30 = CC =

Sample Date:

Project No.:

Project Name:

Report Date:


Liquid Limit: 21

Plasticity Index: 5



TEST SUMMARY

TERRACON

69095006

4/2/2009


5/1/2009

GRAIN SIZE - mm


0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0.0010.010.11101001000

PE

RC

EN

T F

INE

R

6"

1.5

"

#4

#200

.

Sieve Size 1 1/2" 3/4" 3/8" #4 #10 #40 #100 #200


Specification

% GRAVEL = 5.0 D85 = 0.4 D15 =

% SAND = 64.6 D60 = 0.3 D10 =

% SILT & CLAY = 30.4 D50 = 0.2 CU =

D30 = CC =

Sample Date:

Project No.:

Project Name:

Report Date:


Liquid Limit: 20

Plasticity Index: 6


Material Description: Clayey Silty Sand

TEST SUMMARY

TERRACON

69095006

4/2/2009


5/1/2009

GRAIN SIZE - mm


0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0.0010.010.11101001000

PE

RC

EN

T F

INE

R

6"

1.5

"

#4

#200

.

Sieve Size 1 1/2" 3/4" 3/8" #4 #10 #40 #100 #200


Specification

% GRAVEL = 7.7 D85 = 0.6 D15 =

% SAND = 48.2 D60 = 0.2 D10 =

% SILT & CLAY = 44.0 D50 = 0.1 CU =

D30 = CC =

Sample Date:

Project No.:

Project Name:

Report Date:


Liquid Limit: 19

Plasticity Index: 2


Material Description: Silty Sand

TEST SUMMARY

TERRACON

69095006

4/2/2009


5/1/2009

GRAIN SIZE - mm


0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0.0010.010.11101001000

PE

RC

EN

T F

INE

R

6"

1.5

"

#4

#200

GENERAL NOTES

DRILLING & SAMPLING SYMBOLS:

SS: Split Spoon - 1-3/8" I.D., 2" O.D., unless otherwise noted HS: Hollow Stem Auger

ST: Thin-Walled Tube - 2" O.D., unless otherwise noted PA: Power Auger

RS: Ring Sampler - 2.42" I.D., 3" O.D., unless otherwise noted HA: Hand Auger

DB: Diamond Bit Coring - 4", N, B RB: Rock Bit

BS: Bulk Sample or Auger Sample WB: Wash Boring or Mud Rotary

The number of blows required to advance a standard 2-inch O.D. split-spoon sampler (SS) the last 12 inches of the total 18-inch penetration with a 140-pound hammer falling 30 inches is considered the “Standard Penetration” or “N-value”. For 3” O.D. ring samplers (RS) the penetration value is reported as the number of blows required to advance the sampler 12 inches using a 140-pound hammer falling 30 inches, reported as “blows per foot,” and is not considered equivalent to the “Standard Penetration”or “N-value”.

WATER LEVEL MEASUREMENT SYMBOLS:

WL: Water Level WS: While Sampling N/E: Not Encountered

WCI: Wet Cave in WD: While Drilling

DCI: Dry Cave in BCR: Before Casing Removal

AB: After Boring ACR: After Casing Removal

Water levels indicated on the boring logs are the levels measured in the borings at the times indicated. Groundwater levels at other times and other locations across the site could vary. In pervious soils, the indicated levels may reflect the location of groundwater. In low permeability soils, the accurate determination of groundwater levels may not be possible with only short-term observations.

DESCRIPTIVE SOIL CLASSIFICATION: Soil classification is based on the Unified 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.

CONSISTENCY OF FINE-GRAINED SOILS RELATIVE DENSITY OF COARSE-GRAINED SOILS

Unconfined

Compressive

Strength, Qu, psf

Standard

Penetration or

N-value (SS)

Blows/Ft.

Consistency

Standard

Penetration or

N-value (SS)

Blows/Ft.

Ring Sampler (RS)

Blows/Ft.

Relative Density

< 500 0 - 1 Very Soft 0 – 3 0-6 Very Loose 500 – 1,000 2 - 4 Soft 4 – 9 7-18 Loose 1,000 – 2,000 4 - 8 Medium Stiff 10 – 29 19-58 Medium Dense 2,000 – 4,000 8 -15 Stiff 30 – 49 59-98 Dense 4,000 – 8,000 15 - 30 Very Stiff > 50 > 99 Very Dense 8,000+ > 30 Hard

RELATIVE PROPORTIONS OF SAND AND GRAVEL GRAIN SIZE TERMINOLOGY

Descriptive Term(s) of other

constituents

Percent of

Dry Weight

Major Component

of Sample

Particle Size

Trace < 15 Boulders Over 12 in. (300mm) With 15 – 29 Cobbles 12 in. to 3 in. (300mm to 75 mm)

Modifier > 30 Gravel 3 in. to #4 sieve (75mm to 4.75 mm)

RELATIVE PROPORTIONS OF FINES Sand

Silt or Clay #4 to #200 sieve (4.75mm to 0.075mm)

Passing #200 Sieve (0.075mm)

PLASTICITY DESCRIPTION Descriptive Term(s) of other

constituents

Percent of

Dry Weight Term Plasticity Index

Trace With

Modifiers

< 5 5 – 12 > 12

Non-plastic

Low Medium

High

0 1-10 11-30 > 30

GENERAL NOTES Description of Rock Properties

WEATHERING

Fresh Rock fresh, crystals bright, few joints may show slight staining. Rock rings under hammer if crystalline.

Very slight Rock generally fresh, joints stained, some joints may show thin clay coatings, crystals in broken face show bright. Rock rings under hammer if crystalline.

Slight Rock generally fresh, joints stained, and discoloration extends into rock up to 1 in. Joints may contain clay. In granitoid rocks some occasional feldspar crystals are dull and discolored. Crystalline rocks ring under hammer.

Moderate Significant portions of rock show discoloration and weathering effects. In granitoid rocks, most feldspars are dull and discolored; some show clayey. Rock has dull sound under hammer and shows significant loss of strength as compared with fresh rock.

Moderately severe All rock except quartz discolored or stained. In granitoid rocks, all feldspars dull and discolored and majority show kaolinization. Rock shows severe loss of strength and can be excavated with geologist’s pick.

Severe All rock except quartz discolored or stained. Rock “fabric” clear and evident, but reduced in strength to strong soil. In granitoid rocks, all feldspars kaolinized to some extent. Some fragments of strong rock usually left.

Very severe All rock except quartz discolored or stained. Rock “fabric” discernible, but mass effectively reduced to “soil” with only fragments of strong rock remaining.

Complete Rock reduced to ”soil”. Rock “fabric” not discernible or discernible only in small, scattered locations. Quartz may be present as dikes or stringers.

HARDNESS (for engineering description of rock – not to be confused with Moh’s scale for minerals)

Very hard Cannot be scratched with knife or sharp pick. Breaking of hand specimens requires several hard blows of geologist’s pick.

Hard Can be scratched with knife or pick only with difficulty. Hard blow of hammer required to detach hand specimen.

Moderately hard Can be scratched with knife or pick. Gouges or grooves to ¼ in. deep can be excavated by hard blow of point of a geologist’s pick. Hand specimens can be detached by moderate blow.

Medium Can be grooved or gouged 1/16 in. deep by firm pressure on knife or pick point. Can be excavated in small chips to pieces about 1-in. maximum size by hard blows of the point of a geologist’s pick.

Soft Can be gouged or grooved readily with knife or pick point. Can be excavated in chips to pieces several inches in size by moderate blows of a pick point. Small thin pieces can be broken by finger pressure.

Very soft Can be carved with knife. Can be excavated readily with point of pick. Pieces 1-in. or more in thickness can be broken with finger pressure. Can be scratched readily by fingernail.

Joint, Bedding and Foliation Spacing in Rocka

Spacing Joints Bedding/Foliation Less than 2 in. Very close Very thin 2 in. – 1 ft. Close Thin 1 ft. – 3 ft. Moderately close Medium 3 ft. – 10 ft. Wide Thick More than 10 ft. Very wide Very thick

Rock Quality Designator (RQD)b Joint Openness Descriptors

RQD, as a percentage Diagnostic description Openness Descriptor

Exceeding 90 Excellent No Visible Separation Tight 90 – 75 Good Less than 1/32 in. Slightly Open 75 – 50 Fair 1/32 to 1/8 in. Moderately Open 50 – 25 Poor 1/8 to 3/8 in. Open Less than 25 Very poor 3/8 in. to 0.1 ft. Moderately Wide Greater than 0.1 ft. Wide

a. Spacing refers to the distance normal to the planes, of the described feature, which are parallel to each other or nearly so. b. RQD (given as a percentage) = length of core in pieces 4 in. and longer/length of run.

References: American Society of Civil Engineers. Manuals and Reports on Engineering Practice - No. 56. Subsurface Investigation for Design and Construction of Foundations of Buildings. New York: American Society of Civil Engineers, 1976.

U.S. Department of the Interior, Bureau of Reclamation, Engineering Geology Field Manual.

Form 111—6/98

UNIFIED SOIL CLASSIFICATION SYSTEM

Criteria for Assigning Group Symbols and Group Names Using Laboratory TestsA Soil Classification

Group Symbol

Group NameB

Cu ≥ 4 and 1 ≤ Cc ≤ 3E GW Well-graded gravelF Clean Gravels Less than 5% finesC

Cu < 4 and/or 1 > Cc > 3E GP Poorly graded gravelF

Fines classify as ML or MH GM Silty gravelF,G, H

Coarse Grained Soils

More than 50% retained

on No. 200 sieve

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

than 12% finesC Fines classify as CL or CH GC Clayey gravelF,G,H

Cu ≥ 6 and 1 ≤ Cc ≤ 3E SW Well-graded sandI Clean Sands Less than 5% finesD

Cu < 6 and/or 1 > Cc > 3E SP Poorly graded sandI

Fines classify as ML or MH SM Silty sandG,H,I

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

More than 12% finesD Fines Classify as CL or CH SC Clayey sandG,H,I

PI > 7 and plots on or above “A” lineJ CL Lean clayK,L,M Silts and Clays Liquid limit less than 50

inorganic

PI < 4 or plots below “A” lineJ ML SiltK,L,M

Liquid limit - oven dried Organic clayK,L,M,N

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

organic

Liquid limit - not dried < 0.75 OL

Organic siltK,L,M,O

inorganic PI plots on or above “A” line CH Fat clayK,L,M

Silts and Clays Liquid limit 50 or more

PI lots below “A” line MH Elastic SiltK,L,M

Liquid limit - oven dried Organic clayK,L,M,P organic

Liquid limit - not dried < 0.75 OH

Organic siltK,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-in. (75-mm) sieve

B If field sample contained cobbles or boulders, or both, add “with cobbles or boulders, or both” to group name.

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

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

E Cu = D60/D10 Cc =

6010

2

30

DxD

)(D

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

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

HIf 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.