AMENDMENT_1.pdf

1. CONTRACT ID CODE PAGE OF PAGES

AMENDMENT OF SOLICITATION/MODIFICATION OF CONTRACT 1 46

2. AMENDMENT/MODIFICATION NO. 3. EFFECTIVE DATE 4. REQUISITION/PURCHASE REQ. NO. 5. PROJECT NUMBER (if applic.)

Amendment No. 1 06/22/2016

6. ISSUED BY: CODE: 7. ADMINISTERED BY (If other than 6.): CODE:

USDA Forest Service SW Idaho/Nevada Acquisition Center 1249 South Vinnell Way, Suite 200 Boise, ID 83709-1663

8. NAME AND ADDRESS OF CONTRACTOR 9A. AMENDMENT OF SOLICITATION NUMBER

[X] AG-0261-S-16-0047

9B. DATED (see item 11) 06-18-2016

10A. MODIFICATION OF CONTRACT/ORDER NUMBER

10B. DATED (see item 13)

CODE FACILITY

11. THIS ITEM APPLIES ONLY 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 Offers [ ] is extended, [X ] is not extended. Offers 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 1 copy(s) 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 amend-ment 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 applicable)

13. THIS ITEM APPLIES ONLY TO MODIFICATIONS OF CONTRACTS/ORDERS, IT MODIFIES THE CONTRACT/ORDER NUMBER AS DESCRIBED IN ITEM 14.

[ ] A. THIS CHANGE ORDER IS PURSUANT TO: FAR 52.243-5 Changes and Changed Conditions

The changes set forth in Item 14 are made in the Contract Order Number 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. Contractor [ ] is, [X ] is not required to sign this document and return _____ ___ copy(s) to the issuing office.

14. DESCRIPTION OF AMENDMENT/MODIFICATION

REFER TO AG-0261-S-16-0047 Seasonal Bunkhouse Housing 2016 Salmon Challis Sawtooth National Forest, SOLICITATION DATED 06/18/2016 and amend as follows:

1. See attached document’s

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

15A. NAME AND TITLE OF SIGNER (type or print) 16A. NAME AND TITLE OF CONTRACTING OFFICER (type or print)

Karen L. Morthlland , Contracting Officer 15B. CONTRACTOR/OFFEROR 15C. DATE SIGNED 16B. UNITED STATES OF AMERICA 16C. DATE SIGNED

__________________________ BY:________________________

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

AG-0261-S-16-0047 Seasonal Bunkhouse Housing 2016 Salmon Challis & Sawtooth National Forest Construction RFP Through FAC 2005-88 Page 1 of 6

Replace Schedule of Items and Notes (5 pages)

PART I—THE SCHEDULE

SECTION B--SUPPLIES OR SERVICES AND PRICES/COSTS

SCHEDULE OF ITEMS

STANLEY SEASONAL HOUSING BUNKHOUSE 2016, SAWTOOTH NRA

ITEM

NO. DESCRIPTION

*METHOD

OF MEAS UNIT QUANTITY

UNIT

PRICE

TOTAL

AMOUNT

Base Bid

000501-1

Modular Barracks Unit

LSQ

LS

$ XXXXX

000501-1

Installation of Integral Colored Concrete Entry Stairs and Pads, and the Accessible Ramp and Railings

010250 Construction Staking

LSQ LSQ LS $ XXXXX

011900 Mobilization

062010 Heavy Timber Stairs

AQ AQ EA 8

101400 Regulatory Signs

AQ AQ EA 1

221100-1 Pipeline, 2" HDPE, 160 PSI with Heat Fusion Joints, Including Trench

AQ LSQ LS $ XXXXX

221300-1 Sewerline - Gravity, 4-Inch PVC, SDR 35, Including Trench and Fittings

AQ LSQ LS $ XXXXX

221300-2 Sewer Cleanout

231126

Exterior Propane Gas System - 500 Gallon Tank and 1-Inch PE Piping to Buildings

260500-1 Electrical Service Lateral

31200-1 Special Bedding - Imported, Government Source

DQ DQ CY 10

31200-2 Pipe Zone - Imported, Government Source

312100

Project Site Preparation and Grading (Excludes All Work within 5' of the Building Roof Line)

DQ LSQ LS $ XXXXX

321204-1 Crushed Aggregate Base Course - Grading "G" (For Pathway)

TOTAL PRICE

$ XXXXX $

AG-0261-S-16-0047 Seasonal Bunkhouse Housing 2016 Salmon Challis & Sawtooth National Forest Construction RFP Through FAC 2005-88 Page 2 of 6

CHALLIS SEASONAL HOUSING BUNKHOUSE 2016, SALMON-CHALLIS NF

Item No. Description

*Method Of Meas Unit Quantity

Unit Price

Total Amount

Base Bid (Bunkhouse & Parking Lot)

000050-1

Accessible Modular Bunkhouse Building #1 (1560sf) (includes concrete Foundation)

000050-2

Modular Bunkhouse Building #2 (1560sf) (includes concrete Foundation)

010250 Construction Staking

011900 Mobilization

024102 Removal of Structures and Obstructions

026460 Dumpster Pad (Includes 8' Curb Stop) AQ EA 1 $

033000-1 Concrete Waterway

033000-2 Concrete Sidewalks DQ LF 440 $ $

101400-1 Signs AQ EA 2 $ $

133402-1 Water Service Box AQ EA 5

133402-2 Utility Box with Pressure Reducing Valve AQ EA 1

221100-1

Water Pipeline, 2" HDPE, 160 PSI with Heat Fusion Joints, Including Trench, Pipe Zone and Bedding DQ LF 310

221100-2

Water Pipeline, 2" HDPE with Frostshield, 160 PSI with Heat Fusion Joints, Including Trench, Pipe Zone and Bedding DQ LF 120

221100-3

Water Pipeline, 2" HDPE with 5" HDPE Sleeve, 160 PSI with Heat Fusion Joints, Including Trench, Pipe Zone and Bedding DQ LF 35

221100-4

Water Pipeline, 3" HDPE, 160 PSI with Heat Fusion Joints, Including Trench, Pipe Zone and Bedding DQ LF 150

221100-5

Water Pipeline, 3" HDPE with Frostshield, 160 PSI with Heat Fusion Joints, Including Trench, Pipe Zone and Bedding DQ LF 300

221100-6 Pumpout Drains AQ EA 6

221102 Curb Valve and Box - 2" Metal AQ EA 6

221300-1 Sewerline - Gravity, 4" PVC, SDR 35, Including Trench DQ LF 570

221300-2 Sewerline - Gravity, 4" PVC with Frostshield, SDR 35, Including Trench DQ LF 95

21300-3

Sewerline - Gravity, 4" PVC with 8" PVC Sleeve, SDR 35, Including Trench DQ LF 75

221300-4 4" Sewer Cleanout AQ EA 8

AG-0261-S-16-0047 Seasonal Bunkhouse Housing 2016 Salmon Challis & Sawtooth National Forest Construction RFP Through FAC 2005-88 Page 3 of 6

Item No. Description

*Method Of Meas Unit Quantity

Unit Price

Total Amount

Base Bid (cond.)

260500-1 Electrical Distribution System LSQ LS LS

260500-2 Electrical Feeder Spur (bunkhouse #2) LSQ LS LS

312100 Project Site Preparation and Grading LSQ LS LS $ XXXXX

321204-1 Crushed Aggregate Surface Course - Grading G (For Road and Parking) DQ CY 370 $

321204-2 Crushed Aggregate Surface Course - Grading G (For Trench Road Repair) DQ CY 60

322622 Precast Concrete Curb Stops - 6-Foot AQ EA 32 $

323150 2-Foot High Post and Rail Fencing DQ LF 250 $ $

TOTAL PRICE BASE ITEM

(Bunkhouse & Parking Lot)

Bid Option “A” (Modular Bunkhouse #3)

Item No. Description *Method

Of Meas

Unit Quantity Unit Price Total

000050-3 Accessible Bunkhouse Building #3 (1,560sf)

LSQ LS LS $XXXXX $

260500-3 Electrical Feeder Spur (bunkhouse #3) LSQ LS LS $XXXXX $

TOTAL PRICE (Bid Option “A” Modular Bunkhouse #3)

Bid Option “B” (Modular Bunkhouse #4)

*Method

Of Meas

Unit Quantity Unit Price Total

000050-4 Accessible Bunkhouse Building #4 (1,560sf)

LSQ LS LS $XXXXX $

101400-2 Signs AQ EA 1 $ $

260500-4 Electrical Feeder Spur (bunkhouse #4) LSQ LS LS $XXXXX $

TOTAL PRICE (Bid Option “B” Modular Bunkhouse #4)

AG-0261-S-16-0047 Seasonal Bunkhouse Housing 2016 Salmon Challis & Sawtooth National Forest Construction RFP Through FAC 2005-88 Page 4 of 6

Bid Option “C” (Group Site, Horshoes And Fitness Pad)

Item No. Description *Method

Of Meas

Unit Quantity Unit Price Total

033000-3

Concrete Pad (Group Site, 5-inch thick -includes Aggregate Base) DQ LS LS $XXXXXX $

129300-1

Site Furnishings - Bicycle Rack (Includes Concrete Pad and Aggregate Base) AQ EA 4 $

129300-2

Site Furnishings - Wood Plank Picnic Table (Surface Mount) AQ EA 6

129300-3

Site Furnishings - Pedestal Grill (Surface Mount) AQ EA 2 $

129300-4 Site Furnishings - Utility Table (Surface Mount) AQ EA 2 $ $

322101

Horseshoe Pit (Includes Inverted Concrete Mow Strip) AQ EA 2 $

322105

Gravel Pad (For Fitness Structure - Includes Inverted Concrete Mow Strip) AQ EA 1

TOTAL PRICE Bid Option “C” (Group Site, Horshoes And Fitness Pad)

Bid Option “D” (Planting And Irrigation)

*Method

Of Meas

Unit Quantity Unit Price Total

328000 Irrigation System LSQ LS LS $XXXXX $

329204 Hydro-seeding LSQ LS LS $XXXXX $

329212 Inverted Concrete Mow Strip Landscape Edger

DQ LF 180 $

329215

Decorative Rock Mulch Gravel (Includes Fabric Underlayment) DQ CY 20

329310-1 Exterior Plants LSQ LS LS $XXXXX $______________

329310-2 Topsoil (Hydro-seeded lawn areas - 2" Depth) DQ CY 4 $ $

TOTAL PRICE Bid Option “D” (Planting And Irrigation)

GRAND TOTAL PRICE (ALL ITEMS – BASE BID PLUS

BID OPTION ITEM’S A-D - Challis Seasonal Housing

Bunkhouse 2016 Salmon-Challis NF

AG-0261-S-16-0047 Seasonal Bunkhouse Housing 2016 Salmon Challis & Sawtooth National Forest Construction RFP Through FAC 2005-88 Page 5 of 6

GRAND TOTAL PRICE

SEASONAL BUNKHOUSE HOUSING 2016

STANLEY AND CHALLIS SEASONAL HOUSING

PROJECT’S

* Designated Method of Measurement:

LSQ - Lump Sum Quantities; AQ – Actual Quantities; DQ – Design Quantity

Optional Items and Additive Construction Items

The Government will evaluate offers for award purposes by adding the total price offered for any Base Items and Optional Items proposed. Evaluation of Optional Items will be based on whether prices offered are considered fair and reasonable. Evaluation of base and optional items will not obligate the Government to award the items. Award of optional items will depend on availability of funds at time of award.

Payment for Bond Premiums:

Note 1: Payment for bond premiums in accordance with FAR Clause 52.232-5, Payment Under Fixed-Price Construction Contracts, shall not be in addition to the contract price.

Permits and Responsibilities:

Note 2 : Under clause 52.236-7, Permits and Responsibilities, Contractors shall be responsible for complying with any Federal, State, and municipal laws, codes and regulations applicable to the performance of the work. Questions regarding assessment of Idaho Use Tax on Government Furnished Property should be directed to the Idaho State Tax Commission at (208) 799-3491.

Note 3: FAR 52.215-1 Instructions to Offerors -- Competitive Acquisition (Jan 2004) (6) The Government reserves the right to make multiple awards if, after considering the additional administrative costs, it is in the Government’s best interest to do so.

Note 4: Offerors may choose to bid on ALL items, ONLY complete Stanley Project, or ONLY complete Challis Project which includes all option items.

AG-0261-S-16-0047 Seasonal Bunkhouse Housing 2016 Salmon Challis & Sawtooth National Forest Construction RFP Through FAC 2005-88 Page 6 of 6

Add Clause:

AGAR 452.236-75 Maximum Workweek--Construction Schedule (Nov 1996)

Within 3 calendar days after receipt of a written request from the Contracting Officer, the Contractor must submit the following information in writing for approval:

(a) A schedule as required by FAR clause 52.236-15, Schedules for Construction Contracts, and

(b) The hours (including the daily starting and stopping times) and days of the week the Contractor proposed to carry out the work.

The maximum workweek that will be approved is between the hours between 8:00 a.m. and 6:00 p.m.

Monday through Friday.

Add Clause and Report:

FAR 52.236-4 Physical Data (APR 1984)

Data and information furnished or referred to below is for the Contractor's information. The Government shall not be responsible for any interpretation of or conclusion drawn from the data or information by the Contractor.

(a) The indications of physical conditions on the drawings and in the specifications are the result of site investigations by survey.

• Geotechnical Engineering Investigation Report

January 28, 2015

Geotechnical Engineering Investigation Report Challis Bunkhouse Relocation Project Humboldt-Toiyabe National Forest

To Whom It May Concern:

This report presents the geotechnical findings for the proposed bunkhouse relocation in Challis, Idaho.

The objectives of this study were to define subsurface soil and groundwater conditions, then prepare recommendations regarding site grading and foundations. A summary of our findings include:

The allowable bearing pressure for conventional spread footings placed on native undisturbed granular soil is 3,000 psf.

Onsite granular soils were observed to contain frequent cobbles and boulders (24-inch). Remove all boulders that protrude into the proposed footing grade. Compact all remaining loose and disturbed material at bottom of excavation. Place a levelling course consisting of 1-inch minus granular fill beneath footing a minimum of 4-inches thick, filling in all voids.

A Clay layer was observed in Testpit from 2 to 3-feet below grade. Footings are to be established on native granular soil or granular fill extending to native granular soil.

No groundwater was encountered during investigation.

All soils supporting foundations or pavements are to be inspected by a Forest Service representative before the placement of footings/slabs. If soil conditions are different from what was observed in this report, our office is to be notified for site specific recommendations.

If you have questions regarding this report or desire additional information please contact us.

Sincerely, Todd Touchard, P.E.

Regional Geotechnical Engineer

USFS Intermountain Region

(801) 625-5224 ttouchard@fs.fed.us

INTRODUCTION 1

Figure 1. Vicinity Map 1

2.0 PROPOSED CONSTRUCTION 1

3.0 FIELD AND LABORATORY INVESTIGATION 1

3.1 Field Investigation 1

Figure 2. Plan View of Proposed Facilities showing Testpit Locations. 2

3.2 Laboratory Investigation 2

4.0 SITE CONDITIONS 3

Picture 1. Looking Southwest Across Site. 3

4.1 Surficial & Subsurface Soils 3

Picture 2. Testpit 1. Cobbles & Boulders 4 Picture 3. Testpit 2. 4

4.2 Groundwater 5

5.0 DESIGN RECOMMENDATIONS 5

5.1 Foundations 5

5.2 Estimated Settlement 6

5.3 Soil Class 6

5.4 Lateral Soil Pressures & Resistance 6

5.5 Liquefaction & Faults 6

5.6 Concrete Slabs & Cement Types 7

5.7 Drainage Recommendations 7

6.0 GENERAL CONSTRUCTION PROCEDURES AND RECOMMENDATIONS 8

6.1 Foundation Excavations 8

Over-Excavation Backfill Diagram 8

6.2 Subgrade Stabilization 9

6.3 Fill Installation & Compaction 9

6.4 Soil Special Inspection & Testing 9

Table 2. Minimum Frequency of Soil Inspection & Testing. 9

6.5 Aggregate Base Course 10

6.6 Granular Fill 10

7.0 LIMITATIONS 10

Geotechnical Investigation Challis Bunkhouse Site

INTRODUCTION

This report presents the geotechnical findings for the proposed buildings and pavements at the proposed Challis Bunkhouse Site. The location of the site and proposed building location is shown on Figures 1 and 2, respectively. The objectives of this study were to define subsurface soil and groundwater conditions, then prepare recommendations regarding site grading and foundations.

To accomplish the objectives, a field investigation program and laboratory analysis of soil encountered at the site were conducted. The locations of the testpits are presented in Figure 2. The testpit logs are shown in Figures 3. A legend to log symbols and additional soil information is provided in Figure 4.

If the proposed type of structures, location of structures, or use of pavements change, our office shall be notified to review and potentially change recommendations contained in this report. This report should not be used for any other lots, buildings, or structures without prior approval.

Figure 1. Vicinity Map

2.0 PROPOSED CONSTRUCTION

The proposed construction is expected to have wall load from 0.5 to 1 kips/lf and no columns loads.

3.0 FIELD AND LABORATORY INVESTIGATION

3.1 Field Investigation

SITE

To define the subsurface soil and groundwater conditions, we conducted two testpits using rubber tired backhoe (John Deere 410J). Soils were classified in the field and later verified with laboratory testing as needed. Testpits were completed to a required maximum depth of 10-feet below grade. Groundwater was not encountered in any of the testpits.

Figure 2. Plan View of Proposed Facilities showing Testpit Locations.

Legend: Testpit (TP-X)

3.2 Laboratory Investigation

For soil classification and engineering properties, the samples obtained from exploratory borings were laboratory tested. Typical laboratory tests include:

Moisture Content Soil Density Sieve Analysis Fine Particle Size Analysis Atterberg Limits

TP-2

TP-1

Consolidation Tests

4.0 SITE CONDITIONS

The project site relatively flat with existing mobile homes, utilities, roads, and parking areas.

Picture 1. Looking Southwest Across Site.

4.1 Surficial & Subsurface Soils

The surface soils consists of a brown sandy silt with 6-inch major root zone, which overlays sandy gravel and cobbles/boulders in Testpit 1. Beneath the surface soil In Testpit 2, there was a layer of silty clay between 2 and 3-feet beneath the surface then a sandy gravel with cobbles and boulders to full depth explored (10-feet).

Picture 2. Testpit 1. Cobbles & Boulders

Picture 3. Testpit 2.

4.2 Groundwater

Groundwater was not encountered in Testpits. Depending on site grading and time of construction, surface runoff water and soft soils may be encountered at pavement subgrades. Subgrade stabilization is discussed in Section 6.2.

5.0 DESIGN RECOMMENDATIONS

The following recommendations have been developed on the basis of the previously described project characteristics and subsurface conditions. A technical design review should be made by this office if actual loads are greater than anticipated or if there is any change in project criteria, including building location on the site.

Under no circumstances should the footings be installed upon potentially collapsible, non-engineered fills, loose or disturbed soils, sod, rubbish, construction debris, frozen soil, tree roots, or other deleterious materials. If unsuitable soils are encountered, they must be removed and replaced with compacted granular fill. If granular soils become loose or disturbed, they must be recompacted prior to pouring the concrete.

Prior to the placement of footings, granular site grading fill, or floor slabs, the exposed natural subgrade must be proofrolled by passing moderate-weight rubber tire-mounted construction equipment over the surface at least twice. If any loose, soft, or disturbed zones are encountered, they must be completely removed in footing and floor slab areas and replaced with granular structural fill.

5.1 Foundations

Foundations should not be designed for more than the maximum allowable soil bearing pressures and other soil strength properties below. The allowable bearing pressure may be increased by 1/3 for temporary loads such as wind or seismic forces.

Recommended design parameters:

Minimum Depth of Exterior 30 inches Footings and Unheated Areas

Minimum Depth of Interior Footings 14-16 inches

Recommended Minimum Width for 12 inches Continuous Wall Footing

Recommended Minimum Width for 24 inches Isolated Spread Footing

Recommended Allowable Bearing Pressure* 3,000 psf

*The provided bearing capacity is based on footings placed on native sandy gravel soil or compacted granular fill extending to granular soil.

5.2 Estimated Settlement

The anticipated maximum total or differential settlement of foundations designed using the previously mentioned structural loads is not expected to exceed 1/2-inch.

5.3 Soil Class

For dynamic structural analysis, the Site Class D – Stiff Soil Profile as defined in Table 1613.5.2, Site Class Definitions, of the IBC 2012 can be utilized.

5.4 Lateral Soil Pressures & Resistance

Lateral soil pressures are dependent on the type of soil present. The pressures are based on a granular fill being used as backfill. The values below assume that the surface of the soils slope behind the wall is horizontal, and that the granular fill has been placed and lightly compacted, not as a structural fill. The following equivalent fluid lateral soil pressures shall be used for design:

1. Use 55 pcf for the static at-rest case. That is when the wall is not allowed to yield.

2. Use 35 pcf for active static case. Full active pressures only develop when the wall is allowed to move a sufficient distance. For granular soil, the typical movement range is 0.001 to 0.004H, and a cohesive soil is 0.01 to 0.04H, where H is the height of the wall.

3. Use 300 pcf for the static passive case. That is when the wall exerts pressure on the soil.

For the determination of lateral resistance for continuous and spread footings placed on granular structural fill, a friction value of 0.45 may be used for ultimate lateral resistance.

5.5 Liquefaction & Faults

Liquefaction is the result of saturated soils being shaken causing soil particles to easily move, resulting in loss of soil strength and stiffness. Due to the relative density of the site soils, type of soil, and the lack of shallow groundwater, the potential for liquefaction at the site is considered low.

No active faults or potentially active faults were mapped near the site. The closest mapped fault is the West Spring Mountain quaternary fault system, which is mapped approximately 2.7 mile to the west of the site by the United States Geologic Survey (USGS). The USGS (http://earthquakes.usgs.gov) provide information regarding this fault. Selected text from USGS is provided below:

Synopsis: The Lost River fault is a 130-km-long, southwest-facing, normal fault along the southwestern base of the

Lost River Range. Most investigators agree that the main fault has six segments, but the extent to which large ruptures of various ages have crossed or stopped at the various segment boundaries remains unresolved.

Accordingly, the Lost River fault was divided into sections based on mapping, morphological study, dating, and trenching of scarps and the surfaces they offset--the six sections (a-f) correspond to the segments that make up the main fault. The seventh section consists of a complex of discontinuous scarps [601g] that link the main Lost River fault to the smaller, antithetic Lone Pine normal fault [604] to the west. Work during the years following the 1983 Borah Peak earthquake concentrated on the northern sections where surface ruptures formed during the earthquake, whereas work during the late 1960s and 1970s, followed by additional studies during the 1990s concentrated on the southern sections. All but the northernmost and the two southernmost sections show evidence of latest Quaternary surface ruptures. The few determinations of individual recurrence intervals of large surface ruptures vary from 1 to nearly 100 k.y. Slip rates determined at specific points along the fault vary between less than 0.1 mm/yr to approximately 0.2 mm/yr, and the southern sections appear to have had slower late Quaternary rates than the middle sections. Paleoseismic data suggest that the three central parts of the fault possibly ruptured within a few thousands of years of each other during the early Holocene

Geologic Setting: This part of east-central Idaho and southwest Montana is made of Precambrian and Paleozoic rocks that were shortened by folding and faulting and were thrust northeastward during the late Mesozoic. Mid- to late Cenozoic extension broke the thrust complex into northwest-trending basins and ranges and continues today.

The Lost River fault is a high-angle, down-to-the-southwest, range-front normal fault, with a minor sinistral component of slip. The fault bounds the southwest side of the Lost River Range and separates the range from Round Valley, Antelope Flat, Thousand Springs Valley, Barton Flat, and the Big Lost River. In its north-central portion, the Lost River fault is joined from the west by the much shorter, northeast-dipping Lone Pine fault [604].

The two normal faults bound an intervening graben. The much greater length and larger topographic relief of the Lost River fault indicate that it is probably the master fault, and that the Lone Pine fault probably terminates against it at depth. Hypocentral locations and focal mechanisms of earthquakes in 1983 and 1984 and their numerous aftershocks support this suggestion (Doser and Smith, 1985 #276; Jackson, 1994 #833). Densmore and others (2005 #7016) suggest that maximum throw across the Lost River fault is 4-6 km

Length: 26 km section of the total fault length of 127 km

Most recent prehistoric deformation: Quaternary (<1.6 Ma).

Slip rate: less than 0.2 mm/yr.

Recurrence Interval: Not provided.

5.6 Concrete Slabs & Cement Types

All concrete slabs on grade should be placed over 4-inch minimum, of ½” to 1” diameter, poorly graded, clean, free-draining gravel. Below the 4-inch gravel layer shall be properly site grading fill extending to native soil. All fill supporting slabs should be placed in 8-inch loose lifts and compacted to 95% of modified proctor.

5.7 Drainage Recommendations

Adequate surface drainage should be provided at the site to minimize any increase in moisture content of the foundation and pavement supporting soils and prevent water from migrating under the structure. All areas around the structure should be generously sloped to provide drainage away from these areas. We recommend a minimum slope of 6 inches in the first 10 feet away from the structure. This should minimize the potential problems that could occur if soils below the structure or pavements become wet. We also recommend that the pavement areas be generously sloped to insure that no ponding occur on the surfaces.

6.0 GENERAL CONSTRUCTION PROCEDURES AND RECOMMENDATIONS

The guidelines outlined below address the geotechnically related construction concerns for this project.

6.1 Foundation Excavations

Prior to placement of the foundations and floor sections, all areas that will support foundation loads or pavements should be inspected to insure that all loose, soft or otherwise undesirable material is removed and that the structures will bear on satisfactory material. All topsoil, fill and other deleterious materials underneath the proposed structures and pavements should be removed. All roots larger than 1” diameter , root wads, and other organics shall be removed beneath the foundations. Backfill with compacted granular fill.

All foundation excavations should be protected against any detrimental change in condition such as disturbance, rain and freezing. Surface runoff should be directed away from the excavation and not allowed to pond. If possible, all footing concrete should be poured the same day as the excavation is made. If this is not practical, the foundation excavation should be adequately protected and foundation placement should take place as soon as possible.

The width of replacement fill should be equal to the footings plus one foot laterally on each side of the footing for each two feet of fill thickness. See diagram below to determine minimum width of replacement fill.

Over-Excavation Backfill Diagram

If no-over excavation is needed to remove clay, then remove all boulders that protrude into footing grade and replace with compacted 1” minus gravel or sand and gravel levelling material. Place a minimum of 4-inches of levelling material beneath footings.

Finished Grade

1” Crushed Gravel Or Sand & Gravel 6” Minus Pit-Run

D

D + W

W = Footing Width (Native Soil)

Over-excavate to native sands and gravels. Anticipated to be approximately 3-feet below existing grade.

Footing

6.2 Subgrade Stabilization

If construction practices or weather conditions during the placement of the fill caused the native soils become soft in paved or footings areas one of the following should be done:

Remove areas where clays or silts are disturbed and place an additional 18-inches of granular fill (crushed or pit-run gravel), gradation requirements are shown in Section 6.7.

Or place Geotextile grid between the undisturbed native soil and fill material to achieve proper compaction of the fill layers. Follow manufacture’s recommendations for lap length and installation. Manufacturer, type, and properties of geotextile grid used shall submitted to geotechnical engineer for approval prior to construction.

6.3 Fill Installation & Compaction

All fills supporting structural loads, pavements, or slabs should be compacted to at least 95 percent of the Modified Proctor maximum density (ASTM D 1557). The compaction should be accomplished by placing the fill in 8-inch loose lifts and mechanically compacting each lift to the specified minimum density. Fill shall be moisture conditioned within two percent of optimum moisture. Field density tests should be performed on each lift as necessary to insure that compaction is being achieved.

All utility trench backfill below structurally loaded facilities (flatwork, floor slabs, roads, etc.) must be placed at the same density requirements established for structural fill. In these areas, backfill material shall consist of granular fill.

If the surface of the backfill becomes disturbed during the course of construction, the backfill should be proofrolled and/or properly compacted prior to the construction of any exterior flatwork over a backfilled trench. Proofrolling may be performed by passing moderately loaded rubber tire-mounted construction equipment uniformly over the surface at least twice. If excessively loose or soft areas are encountered during proofrolling, they should be removed to a maximum depth of two feet below design finish grade and replaced with structural fill.

6.4 Soil Special Inspection & Testing

As required by 2012 International Building Code, special inspections and testing shall be performed by an agency independent of the Contractor. During fill placement, the special inspector shall determine that proper materials and procedures are used in accordance with this report. Furnish all inspection and testing reports to Engineer.

Table 2. Minimum Frequency of Soil Inspection & Testing.

Inspection/Test Method Frequency Verify materials below shallow foundation are adequate to achieve bearing capacity.

Periodic

Inspection/Test Method Frequency Verify excavations are extended to proper depth and have reached proper material.

Periodic

Verify use of proper materials, densities and lift thickness during placement and compaction of fill. (ASTM D 1557, D 422, D 2922)

Perform proctor test (ASTM D 1557) at start of project for each type of soil being compacting or when material appears to change.

Submit particle size analysis (ASTM D 422) data for approval before any import fill material is delivered or when fill material appears to change.

Test compaction using nuclear density methods (ASTM D 2922) a minimum of: per 100 lf of backfill and each lift for trenches, every 800 sf and each lift for pavements base and subbase, and as directed by Engineer.

Prior to placement of compacted fill, observe subgrade and verify site has been properly compacted.

Periodic

6.5 Aggregate Base Course

For the base material directly below pavement, we recommend a granular soil free of organic or other deleterious material. We recommend a graded sand and fractured gravel material having between 5 and 11 percent passing the #200 sieve and no particles greater than approximately 1-1/2 -inches in maximum dimension. The minimum CBR value (ASTM D 1883) of 80% is required.

6.6 Granular Fill

Granular soils free of organics, debris, or other deleterious materials are recommended for use as granular fill at this site. Granular fill is defined as a well graded sand and gravel material (pitrun or crushed gravel), with less than 15 percent passing the #200 sieve and no particles greater than 4 inches in maximum dimension. Granular fill should not exhibit plasticity characteristics. Approved soil types as defined using the Unified Soil Classification are considered to be GW, GP, or GM or combinations thereof. Submit proposed fill material samples and sieve analysis to Engineer prior to placement. See Figure 4 for soil type definitions.

7.0 LIMITATIONS

The recommendations provided herein were developed by evaluating the information obtained from the testpits. The testpit data reflects the subsurface conditions only at the specific location at the particular time designated on the testpit log. Soil and ground water conditions may differ from conditions encountered at the actual testpit locations. The nature and extent of any variation in the testpit may not become evident until during the course of construction. If variations do appear, it may become necessary to re-evaluate the recommendations of this report after we have observed the variation.

Our professional services have been performed, our findings obtained, and our recommendations prepared in accordance with generally accepted geotechnical engineering principles and practices. This warranty is in lieu of all other warranties, either expressed or implied.

Enclosures: Appendix :

Figure 3 : Logs of Testpits Figure 4 : Soil Classification Chart

Project:

Method: Rubber Tired Backhoe 8'

Surface Elevation: Groundwater Depth: none

Remarks:

Date: 25‐Nov‐14

TP-1

TESTPIT LOG

Challis Bunkhouse Location: SE of Trailers‐Parking Lot

N/A

Li q u id L im it

Shear Strength, TSF

Miniature Vane

Residual Mini Vane

Pocket PentrometerSoil Description

Total Depth:

M o is tu re

P la st ic L im it

G R A P H

IC

L O G

W A

TE

R L

EV

EL

SA

M P

LE

B lo w C o u n ts ft

0.0 P

as si n g #2 Si e ve

D ry D e n si ty p cf

D

EP

TH

ft

2.0

0 to 4": Sand (SP) Parking Area, loose, moist, brown

1.0 4" to 8': Gravel with some Sand (GP) and frequent Cobbles and

Boulders (24"), fine to medium sand, fine and course gravel, very dense, moist, brown

4.0

5.0

3.0

9.0

7.0

8.0

6.0

11.0

10.0

3AField Engineer: Todd Touchard

12.0

Stopped excavating at 8', required depth. Figure:

Unconfined Comp (UU)

Field Vane

1.0 2.0

Project:

Method: Rubber Tired Backhoe 10'

Surface Elevation: Groundwater Depth: none

Remarks: Stopped excavating at 10', required depth. Figure:

3BField Engineer: Todd Touchard

12.0

10.0

11.0

9.0

8.0

6.0

7.0

5.0

4.0

2.0

3.0

2' to 3': Silty Clay with some Gravel (CL), fine and coarse gravel, moist, stiff, brown, 0 to 2': Silty Sand (SM), fine to medium sand, moist, medium dense, brown. Sod/major root zone top 6‐inches

1.0

4" to 10': Gravel with some Sand (GP) and frequent Cobbles and

Boulders (24"), fine to medium sand, fine and course gravel, very dense, moist, brown

Unconfined Comp (UU)

Field Vane

0.0

1.0 2.0P la st ic L im it

M o is tu re

Shear Strength, TSF

Miniature Vane

Residual Mini Vane

Pocket Pentrometer

N/A

D

EP

TH

ft

G R A P H

IC

L O G

W A

TE

R L

EV

EL

SA

M P

LE

Soil Description

B lo w C o u n ts ft

P as si n g #2 Si e ve

D ry D e n si ty p cf

Li q u id L im it

Date: 25‐Nov‐14

TP-2

TESTPIT LOG

Challis Bunkhouse Location: North of Trailers‐grass/lawn

Total Depth:

SECTION C - DESCRIPTION/SPECIFICATIONS/STATEMENT OF WORK 000001-1

Section C - Description/Specifications/Statement of Work

GENERAL SPECIFICATIONS

CHALLIS SEASONAL HOUSING DEMOLITION PROJECT

FINAL Submittal – 3/07/2016

1.1 SCOPE OF CONTRACT

A. This project includes the movement and demolition of three (3) trailer houses located at Challis Administrative Site on the Salmon Challis National Forest. Movement of the trailers includes: disconnecting associated utilities, movement of trailer houses and supporting equipment, and rough grading trailer site area.

1. Disconnect all utilities (water, sewer, electrical) a minimum of 10 feet outside the building. The water and sewer shall be severed, capped and marked. The electrical lines for each trailer includes disconnecting sub feeders to each trailer and turn off breakers where the main feeder originates (see plans for additional notes).

2. Demolish and remove building including anchors, stays, guying, support blocks and some furnishings. The existing trailers must be relocated to the staging area shown on the plans to be demolished.

3. Rough grade trailer site area includes: scarifying and re-contouring the area preparing for future seeding. Forest service will seed area upon completion.

4. Demolish the trailers, dispose of waste generated, and clean demolition site.

1.2 PROJECT LOCATION

A. This project is located on Forest Service Land in the City of Challis Idaho, at the Northeast Corner Intersection of Highway 93 and Valley Road, Approx. Latititude 44.503940, Longitude -114.223088.

1.3 SITE INFORMATION AND LIMITATIONS

A. The following site conditions are considered incidental to the contract and the contractor will not be paid directly for any of the following items:

1. Construction sites will be closed to the public during construction but open to authorized government employees. The Contractor will be responsible for signing, limiting public access, and safety of public and/or government employees in the area.

2. The Contractor is responsible for the security or the Contractor’s equipment and materials.

3. Utilities (Water and Electrical) will be available at the site for use by the contractor.

The contractor will be responsible for modifications, hoses, extension cords to allow for his use of the system.

4. No fuel storage on site is permitted. Fuel trucks must be equipped with spill containment kits and portable berms that meet all state and federal regulations. A spill containment plan must be submitted and approved prior to construction.

SECTION C - DESCRIPTION/SPECIFICATIONS/STATEMENT OF WORK 000001-2

5. The Contractor shall provide temporary toilet facilities (porta-potty) at the site during all construction work. Toilet facilities shall be provided at a rate of one stool for every 10 workers assigned or working on site. Contract will not be allowed to use toilet facilities within government buildings.

6. All construction equipment shall be pressure washed before entering the site. The removal of mud and debris from treads, tracks and undercarriage, with emphasis on axles, frame, cross-members, motor mounts, and underneath steps, running boards, and front bumper/brushguard assemblies will be required. The purpose is to reduce or eliminate the transportation of noxious weeds, which is required by Federal and State regulations.

7. Utility service (electrical, water, sewer, gas) to other government facilities at the site cannot be interrupted for more than one hour, at any one time, during the construction of the project. The contractor shall coordinate planned interruptions with the contracting officer a minimum of three days before planned interruptions.

1.4 TRAFFIC CONTROL AND CONSTRUCTION SIGNING

A. No work that endangers, interferes, or conflicts with traffic or access to work sites shall be performed until a plan for satisfactory warning and handling of traffic has been submitted by the contractor and approved by the COR according to Section 015100 “Temporary Traffic Control.” Construction signing for traffic control shall conform to the Manual of Uniform Traffic Control Devices (MUTCD). All traffic control signs will be placed in areas adequate for a truck pulling a fifth wheel trailer to be turned around.

Contractor shall not be paid directly for this item, rather it will be considered incidental to other items of work listed in the Schedule of Items.

1.5 WORK CAMPS, STAGING AND STORAGE AREAS

A. Areas for staging operations and storage of materials shall be approved by the CO. The Contractor must request in writing for approval from the CO to stage work trailers on site.

B. No overnight camping will be allowed on site.

1.6 INSPECTION OF WORKSITE

A. The contractor acknowledges they have taken the necessary steps to ascertain the nature and location of work, and have investigated and satisfied themselves as to the general and local conditions that can affect the work or its cost. Any failure of the contractor to take the actions described and acknowledged in this paragraph will not relieve the Contractor from the responsibility of estimating properly the difficulty and cost of successfully performing the work, or for proceeding to successfully perform the work without additional expenses to the government.

1.7 MEASUREMENT AND PAYMENT

A. Measurement and payment for contract work will be made only for and under those pay items included in the Schedule of Items. All other work, labor, materials, equipment, and incidentals necessary to successfully complete the project will be considered as included

SECTION C - DESCRIPTION/SPECIFICATIONS/STATEMENT OF WORK 000001-3

in the payment for items shown. This section defines the method of measurements and basis of payment for work items listed in the Schedule of Items.

B. UNITS OF MEASUREMENT:

1. Each (EA): One complete unit, which may consist of one or more parts.

2. Lump Sum (LS): One complete unit.

3. LUMP SUM QUANTITIES (LSQ) - These quantities denote one complete unit of work as required by or described in the contract, including necessary materials, equipment, and labor to complete the job. They shall not be measured.

1.8 START DATE

A. Summer 2016.

1.9 CONTRACT TIME

A. 30 Calendar Days

1.10 SPECIFICATIONS

A. The following specifications are attached. Some sections in the schedule of items refer to other sections not listed and are subsidiary to, or are included in payment for other pay items in this contract. These items are considered incidental and no additional compensation will be made.

Section 011900 - Mobilization Section 013300 - Submittal Procedures Section 014100 - Quality Control Section 015100 - Temporary Traffic Control Section 022205 - Movement of Building to Staging Area Section 022210 - Building Demolition Section 024100 - Waste Material Disposal

END OF SECTION C

April 2016

MOBILIZATION 011900-1

USDA FOREST SERVICE, R-4

CHALLIS SEASONAL HOUSING DEMOLITION PROJECT

SECTION 011900 - MOBILIZATION

PART 1 - GENERAL

1.1 SUMMARY

A. This item is intended to compensate the Contractor for operations including, but not limited to, those necessary for the movement of personnel, equipment, supplies, and incidentals to the project site; for payment of premiums for bonds and insurance for the project; and for any other work and operations which must be performed or costs that must be incurred incident to the initiation of meaningful work at the site and for which payment is not otherwise provided for under the contract.

1.2 MEASUREMENT AND PAYMENT

A. The measurement shall be lump sum for mobilization. Payment shall be as follows:

1. Bond premiums will be reimbursed after receipt of the evidence of payment.

2. 50% of the lump sum, not to exceed 5% of the original contract amount, will be paid following completion of 5% of the original contract amount not including mobilization and bond premiums.

3. Payment of the remaining portion of the lump sum, up to 10% of the original contract amount, will be paid following completion of 10% of the original contract amount not including mobilization and bond premiums.

4. Any portion of the lump sum in excess of 10% of the original contract amount will be paid after final acceptance.

5. Progress payments for mobilization and preparatory work shall be subject to retainage.

PART 2 - PRODUCTS (NOT USED)

PART 3 - EXECUTION (NOT USED)

END OF SECTION 011900

SUBMITTAL PROCEDURES 013300-1

CHALLIS SEASONAL HOUSING DEMOLITION PROJECT

SECTION 013300 - SUBMITTAL PROCEDURES

PART 1 - GENERAL

1.1 SUMMARY

A. This Section includes administrative and procedural requirements for submitting Shop Drawings, Product Data, Samples, and other miscellaneous submittals. See Table 013300-1 for a summary of required submittals.

B. See other specification section within this package for additional requirements on submittal.

1.2 SUBMITTAL PROCEDURES

A. Coordination: Coordinate preparation and processing of submittals with performance of construction activities.

1. Coordinate transmittal of different types of submittals for related parts of the Work so processing will not be delayed because of need to review submittals concurrently for coordination.

a. The Contracting Officer (CO) reserves the right to withhold action on a submittal requiring coordination with other submittals until related submittals are received.

B. Processing Time: Allow enough time for submittal review, including time for re-submittals, as follows. Time for review shall commence on CO's receipt of submittal.

1. Initial Review: Allow 14 days for initial review of each submittal. Allow additional time if processing must be delayed to permit coordination with subsequent submittals. CO will advise Contractor when a submittal being processed must be delayed for coordination.

2. If intermediate submittal is necessary, process it in same manner as initial submittal.

3. Allow 14 days for processing each re-submittal.

4. No extension of the Contract Time will be authorized because of failure to transmit submittals enough in advance of the Work to permit processing.

C. Identification: Place a permanent label or title block on each submittal for identification.

1. Indicate name of firm or entity that prepared each submittal on label or title block.

2. Provide a space on label or beside title block to record Contractor's review and approval markings and action taken by CO.

3. Include the following information on label for processing and recording action taken:

a. Project name.

b. Date.

SUBMITTAL PROCEDURES 013300-2

c. Name and address of Contractor.

d. Name of manufacturer.

e. Unique identifier, including revision number.

f. Number and title of appropriate Specification Section.

g. Drawing number and detail references, as appropriate.

h. If more than one item is shown on submittal sheet, identify item.

D. Deviations: Highlight, encircle, or otherwise identify deviations from the Contract Documents on submittals.

E. Additional Copies: Unless additional copies are required for final submittal, and unless CO observes noncompliance with provisions of the Contract Documents, initial submittal may serve as final submittal.

F. Use for Construction: Use only final submittals with mark indicating action taken by CO in connection with construction.

1.3 MEASUREMENT AND PAYMENT

A. No separate measurement and/or payment will be made for this section. Payment shall be included with work shown in the schedule of items.

PART 2 - PRODUCTS

2.1 ACTION SUBMITTALS – (Submittals requiring CO approval)

A. General: Prepare and submit Action Submittals required by individual Specification Sections.

1. Number of Copies: Submit three copies of each submittal, unless otherwise indicated. CO will return two copies. Mark up and retain one returned copy as a Project Record Document.

B. Product Data: Collect information into a single submittal for each element of construction and type of product or equipment.

1. If information must be specially prepared for submittal because standard printed data are not suitable for use, submit as Shop Drawings, not as Product Data.

2. Mark each copy of each submittal to show which products and options are applicable.

3. Include the following information, as applicable:

a. Manufacturer's written recommendations.

b. Manufacturer's product specifications.

c. Manufacturer's installation instructions.

d. Manufacturer's catalog cuts.

e. Wiring diagrams showing factory-installed wiring.

f. Compliance with recognized trade association standards.

g. Compliance with recognized testing agency standards.

SUBMITTAL PROCEDURES 013300-3

C. Shop Drawings: Prepare Project-specific information, drawn accurately to scale. Do not base Shop Drawings on reproductions of the Contract Documents or standard printed data.

1. Preparation: Include the following information, as applicable:

a. Dimensions.

b. Identification of products.

c. Fabrication and installation drawings.

d. Roughing-in and setting diagrams.

e. Wiring diagrams showing field-installed wiring, including power, signal, and control wiring.

f. Notation of dimensions established by field measurement.

2. Wiring Diagrams: Differentiate between manufacturer-installed and field-installed wiring.

D. Contractor's Construction Schedule: The contractor shall submit a Construction Schedule, for approval by CO, in accordance with the contract provisions within 5 day of commencement of work.

E. Samples: Prepare physical units of materials or products, including the following:

1. Samples for Initial Selection: Submit manufacturer's color charts consisting of units or sections of units showing the full range of colors, textures, and patterns available.

2.2 INFORMATIONAL SUBMITTALS – (Submittals NOT requiring CO approval)

A. General: Prepare and submit Informational Submittals required by other Specification Sections.

1. Number of Copies: Submit three copies of each submittal, unless otherwise indicated. CO will not return copies.

2. Certificates and Certifications: Certificates and certifications shall be signed by an officer or other individual authorized to sign documents on behalf of that entity.

3. Test and Inspection Reports: Comply with requirements in Section 014100 "Quality Control."

B. Material Test Reports: Prepare reports written by a qualified testing agency, on testing agency's standard form, indicating and interpreting test results of material for compliance with requirements.

C. Field Test Reports: Prepare reports written by a qualified testing agency, on testing agency's standard form, indicating and interpreting results of field tests performed either during installation of product or after product is installed in its final location, for compliance with requirements.

D. Maintenance Data: Prepare written and graphic instructions and procedures for operation and normal maintenance of products and equipment.

SUBMITTAL PROCEDURES 013300-4

E. Manufacturer's Instructions: Prepare written or published information that documents manufacturer's recommendations, guidelines, and procedures for installing or operating a product or equipment. Include name of product and name, address, and telephone number of manufacturer.

PART 3 - EXECUTION

3.1 GENERAL

A. Review each submittal and check for compliance with the Contract Documents. Note corrections and field dimensions. Mark with approval stamp before submitting to CO.

B. Approval Stamp: Stamp each submittal with a…