Specifications_-_Construct_Housing_Unit.pdf

SPECIFICATIONS DIVISIONS 1 - 49

Final Construction Documents Submittal

OZARK NATIONAL SCENIC RIVERWAYS

PMIS Number: 310435

OZARK NATIONAL SCENIC RIVERWAYS

Construct Alley Spring Seasonal 2-plex Housing Unit at Alley Spring, MO 26 February, 2021

NATIONAL PARK SERVICE EMINENCE, MO

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ALVINE AND ASSOCIATES, INC.

MO STATE CERTIFICATE OF AUTHORITY #001680

ALVINE AND ASSOCIATES, INC.

MO STATE CERTIFICATE OF AUTHORITY #001680

http://pr.mo.gov/boards/apelsla2/apelsla/Brochure%20Regarding%20Use%20of%20Professional%20Seals.pdf http://pr.mo.gov/boards/apelsla2/apelsla/Brochure%20Regarding%20Use%20of%20Professional%20Seals.pdf

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PROJECT MANUAL

CONSTRUCT ALLEY SPRING SEASONAL DUPLEX HOUSING UNIT

OZARK NATIONAL SCENIC RIVERWAY

ALLEY SPRING, MO

NATIONAL PARK SERVICE

PMIS: 310435

TABLE OF CONTENTS

Division 1 - General Requirements

Summary of Work (Including Soils Investigation Report attachment) 01 11 00 Contract Modification Procedures 01 26 01 Project Management & Coordination 01 31 00 Construction Schedule 01 32 16 Submittal Procedures 01 33 23 Safety Requirements 01 35 23 Quality Requirements 01 40 00 Reference Standards 01 42 00 Temporary Facilities and Controls 01 50 00 Indoor Air Quality Management 01 57 19.11 Noise & Acoustics Management 01 57 19.12 Under-An-Acre Pollution Prevention 01 57 23 Product Requirements 01 67 00 Execution 01 73 40 Construction Waste Management and Disposal 01 74 19 Closeout Procedures 01 77 00 Operation and Maintenance Data 01 78 23 Sustainable Design Requirements 01 81 13

Division 2 – Existing Conditions

Site Demolition 02 20 00

Division 3 – Concrete

Concrete Formwork 03 10 00 Concrete Reinforcement 03 20 00 Cast-In-Place Concrete 03 30 00

Division 4 – Masonry – Not Used

Division 5 – Metals

Metal Fabrications 05 50 00

Division 6 – Wood, Plastics and Composites

Rough Carpentry 06 10 00 Prefabricated Wood Trusses and Joists 06 19 00 Finish Carpentry 06 20 00 Wood Treatment 06 30 00 Architectural Casework 06 40 00

Division 7 - Thermal and Moisture Protection Building Insulation 07 20 00

Asphalt Shingles 07 31 13 Flashing and Sheet Metal 07 60 00 Joint Sealers 07 92 00

Division 8 - Openings

Wood Doors 08 14 00 Access Doors 08 30 00 Wood Windows and Glazing 08 52 00 Hardware and Specialties 08 71 00

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Division 9 – Finishes Color Schedule 09 06 90 Gypsum Drywall 09 29 00

Tile 09 30 00 Wood Flooring 09 64 29 Painting 09 90 00

Division 10 - Specialties

Toilet Accessories 10 28 13

Division 11 thru 20 – Not Used

Division 21 – Fire Suppression Common Requirements for Fire Suppression 21 04 00 Common Work Results for Fire Suppression 21 05 00 Identification for Fire Suppression Piping and Equipment 21 05 53 Fire-Suppression Sprinkler Systems 21 13 00

Division 22 – Plumbing Common Requirements for Plumbing 22 04 00 Meters and Gages for Plumbing Piping 22 05 19 Identification for Plumbing Piping and Equipment 22 05 53 Plumbing Piping Insulation 22 07 19 Plumbing Piping 22 10 05 Plumbing Piping Specialties 22 10 06 Commercial Electric Domestic Water Heaters 22 33 00 Plumbing Fixtures 22 40 00

Division 23 – Heating, Ventilating, and Air Conditioning Common Requirements for HVAC 23 04 00 Identification for HVAC Piping and Equipment 23 05 53 Testing, Adjusting, and Balancing for HVAC 23 05 93 Duct Insulation 23 07 13 HVAC Ducts and Casings 23 31 00 Air Duct Accessories 23 33 00 HVAC Power Ventilators 23 34 23 Air Outlets and Inlets 23 37 00 Furnaces 23 54 00 Packaged Air or H2O Cooled Refrigerant Compressor & Condensg Units23 6213

Divisions 24 and 25 – Not Used

Division 26 – Electrical Common Work Requirements for Electrical 26 04 00 Low-Voltage Electrical Power Conductors and Cables 26 05 19 Grounding and Bonding 26 05 26 Hangers and Supports 26 05 29 Conduit 26 05 33.13 Boxes 26 05 33. 16 Cable Trays 26 05 36 Identification for Electrical Systems 26 05 53 Wiring Connections 26 05 83 Panelboards 26 24 16 Wiring Devices 26 27 26 Fuses 26 28 13 Enclosed Switches 26 28 16.16 Surge Protection Devices 26 43 00 Interior Lighting 26 51 00

Divisions 27 – Communications

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Common Work Results for Communications 27 05 01 Grounding and Bonding for Communications Systems 27 05 27 Pathways for Communications 27 05 28 Identification for Electrical Systems 27 05 53. 01 Communications Equipment Room Fittings 27 11 01 Communications Copper Backbone Cabling 27 13 13 Communications Copper Horizontal Cabling 27 15 13 Communications Coaxial Horizontal Cabling 27 15 33 Communications Faceplates and Connectors 27 15 43

Divisions 28 – Electronic Safety and Security Fire Detection Alarm 28 46 00

Divisions 29 thru 30 – Not Used

Division 31 – Earthwork Clearing 31 00 00 Building Earthwork 31 10 10 Excavating and Backfilling Trenches 31 20 01 Termite Control 31 31 16

Division 32 – Exterior Improvements Pavement and Walks 32 16 23 Lawns 32 92 00

Divisions 33 thru 49 – Not Used

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091015 SUMMARY OF WORK

SECTION 01 11 00 - SUMMARY OF WORK

PART 1 - GENERAL

1.1 SUMMARY

A. This Section includes the following:

1. Work covered by the Contract Documents.

2. Contractor use of premises.

3. Public use of site.

4. Occupancy requirements for buildings.

5. Work Restrictions.

6. Special Construction Requirements.

7. Soils Investigation Report.

8. Additional Reports.

1.2 WORK COVERED BY CONTRACT DOCUMENTS

A. Project Location: Ozark National Scenic Riverway housing at Alley Spring, MO. The project site, Site 508, is in Ozark National Scenic Riverways in Alley Spring off of Hwy 106 across from the Alley General Store Visitor Center.

B. The Work consists of the following:

1. The Work includes construction of a wood-framed duplex with a crawl space on an existing NPS site. The existing facility and foundation has already been removed. New facility will be connected to existing capped off utilities. Minimal site work is required to site the duplex on the tree-cleared site and to construct a driveway and parking spaces.

2. Project is designed to comply with all sustainable design requirements, and project shall incorporate sustainable design strategies to achieve at least a LEED Silver minimum level rating according to the U.S. Green Building Council's Leadership in Energy & Environmental Design (LEED) Rating System, as specified in Division 01 Section "Sustainable Design Requirements", although no certification will be required.

C. Project will be constructed under a single prime contract.

D. Period of Performance shall be 30 – 36 weeks.

1.3 CONTRACTOR USE OF SITE

A. General: Contractor shall have full use of the site for construction operations during the construction period. Contractor's use of the site is limited only by the Government's right to perform work or to retain other contractors on portions of Project.

B. Storage of Materials: Confine storage of materials to locations directed by COR (Contracting Officer Representative).

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C. Preservation of Natural Features:

1. Prevent damage to natural surroundings. Restore damaged areas, repairing or replacing damaged trees and plants, at no additional expense to the Government.

2. Provide temporary barriers to protect existing trees and plants and root zones.

3. Do not remove, injure, or destroy trees or other plants without prior approval. Consult with

COR and remove agreed-on roots and branches that interfere with construction.

4. Do not fasten ropes, cables, or guys to existing trees.

5. Carefully supervise excavating, grading, filling, and other construction operations near trees to prevent damage.

D. Driveways and Entrances: Keep driveways and entrances serving premises clear and available to Government, Government's employees, and emergency vehicles at all times. Do not use these areas for parking or storage of materials.

1. Schedule deliveries to minimize use of driveways and entrances.

2. Schedule deliveries to minimize space and time requirements for storage of materials and equipment on-site.

E. Construction Camp: Establishment of a camp within the park will not be permitted.

F. Hauling Restrictions: Comply with all legal load restrictions in the hauling of materials. Load restrictions on park roads are identical to the state load restrictions with such additional regulations as may be imposed by the Park Superintendent. Information regarding rules and regulations for vehicular traffic on park roads may be obtained from the Office of the Park Superintendent. A special permit will not relieve Contractor of liability for damage which may result from moving of equipment.

1.4 PUBLIC USE OF SITE

A. The building will be closed to the public during construction. Contractor shall at all times conduct his operations to ensure the least inconvenience to the public. Road closures will not be permitted.

If required temporarily, Contractor will need specific approval from COR.

1.5 OCCUPANCY REQUIRMENTS FOR BUILIDINGS

A. New Buildings

1. Government Occupancy of Completed Areas of Construction: Government reserves the right to occupy and to place and install equipment in completed areas of building, provided such occupancy does not interfere with completion of the Work. Such placement of equipment and partial occupancy shall not constitute acceptance of the entire project.

a. CO will prepare a Beneficial Occupancy letter for each specific portion of the Work to be occupied before Government occupancy.

b. Obtain a Certificate of Occupancy from NPS before Government occupancy.

c. Before partial Government occupancy, mechanical and electrical systems shall be fully operational, and required tests and inspections shall be successfully completed.

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On occupancy, Government will operate and maintain mechanical and electrical systems serving occupied portions of building.

d. On occupancy, Government will assume responsibility for maintenance and custodial service for occupied portions of building.

1.6 CONDUCT OF OPERATIONS

A. At all times the contractor shall conduct his operations in conformance with the rules and regulations promulgated by the Secretary of the Interior for the National Park Service, and applicable park rules and regulations prescribed by the Park Superintendent.

B. Work on Saturdays, Sundays, Federal holidays or at night may not be performed without prior consent from the COR. Submit requests 24 hours in advance of the work to the COR for approval.

C. No signs or advertisements (except those specified herein) shall be displayed on the construction site or within the park unless approved by the Contracting Officer.

1.7 WORK RESTRICTIONS

A. On-Site Work Hours: Work shall be generally performed during normal business working hours of 7:30 a.m. to 4:00 p.m. Monday through Friday, except when otherwise indicated. Any work hours outside of this schedule will have to be approved by the Contracting Officer.

1. Weekend Hours: If approved in advance. Contractor shall coordinate working hours with

COR.

2. The contractor will not be allowed to work on the following days:

a. New Year’s Day (January 1)

b. Birthday of Martin Luther King Jr. (January)

c. Washington’s Birthday (February)

d. Memorial Day (May)

e. Independence Day (July)

f. Labor Day (September)

g. Columbus Day (October)

h. Veterans Day (November)

i. Thanksgiving (November)

j. Christmas Day (December)

B. Existing Utilities

1. Existing Utilities: Notify COR and utility companies of proposed locations and times for excavation.

2. Contractor shall be responsible for locating and preventing damage to known utilities. If damage occurs, repair utility at no additional expense to the Government.

3. If damage occurs to an unknown utility, repair utility. An equitable adjustment will be made in accordance with the Changes clause of the contract.

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C. Existing Utility Interruptions: Do not interrupt utilities serving facilities occupied by Government or others unless permitted under the following conditions and then only after arranging to provide temporary utility services according to requirements indicated:

1. Notify COR not less than two business days in advance of proposed utility interruptions.

2. Do not proceed with utility interruptions without COR’s written permission.

3. Hours for Utility Shutdowns: 7:30 a.m. to 3:30 p.m. Monday through Friday. Maximum duration = 4 hours.

D. Nonsmoking Building: Smoking is not permitted within the building or within 25 feet of entrances, operable windows, or outdoor air intakes.

1.8 SPECIAL CONSTRUCTION REQUIREMENTS

A. Entrance road may become inaccessible for short time periods during heavy rainfall due to the adjacent creek backing up. This is not common, but a possibility during periods of excessive rainfall.

1.9 SOILS INVESTIGATION REPORT

A. A soils investigation report entitled Geotechnical Report, National Park Service, Alley Spring Park, has been prepared by Smith & Co. Engineers.

B. A copy of the report is included following this section.

C. If conflicts occur between the report and drawings or specifications, the drawings and specifications govern.

PART 2 - PRODUCTS (Not Used)

PART 3 - EXECUTION (Not Used)

END OF SECTION 01 11 00

Geotechnical Report

National Park Service Alley Springs

Sec. 25, T29N, R5W Shannon Co., Missouri

Prepared For:

Kenneth Hahn

Kenneth Hahn Architects 1343 South 75th Street

Omaha, NE 68124

February 18, 2021

Prepared By:

William Cobb, P.E.

Matthew B. Foster Project Engineer

Smith&Co. Project No. P200228

901 Vine Street P.O. Box 72 Poplar Bluff, MO 63901 573.785.9621 www.shsmithco.com billc Billy Stamp

CO.&SMITH

ENGINEERS

901 Vine Street P.O. Box 72 Poplar Bluff, MO 63902 Phone: 573.785.9621 Fax: 573.785.2651

February 18, 2021

Mr. Kenneth Hahn Kenneth Hahn Architects 1343 South 75th Street Omaha, NE 68124

Re: National Park Service – Alley Springs

Geotechnical Report

Dear Mr. Hahn, At your request, Smith&Co. has completed a geotechnical investigation at Alley Springs located along Jacks Fork Shannon County, Missouri.

The subsurface profile consists of two classifications of clay soil and clay mixed with rock. A reddish‐ brown, stiff to hard was encountered from zero to 10 feet. A second horizon described as clay mixed with weathered rock and gravel was encountered from 10 to 15 feet with auger refusal between 12 to 15 feet (Elev 680).

Spread/strip footings are recommended for lightly load structures with an allowable bearing capacity of approximately 2,500 psf. The proposed net allowable bearing pressures would be the maximum applied load to the foundations with a possible total settlement of one inch or less and a differential settlement of one‐half of the total settlement. The footing base should be placed at least 24” below finished grade for adequate frost protection and foundations should be protected from surface runoff with adequate site grading.

An in‐depth IBC seismic design analysis is outside the scope of this project, however, based on drilling at the site and knowledge of the area the site is classified as Site Class “C”.

If you have questions or concerns please contact the undersigned at 573‐785‐9621.

Sincerely, William Cobb, PE Engineering Manager

&SMITH CO.

Geotechnical Report National Park Service – Alley Springs

Sec. 25, T28N, R5W, Shannon County Missouri

P:\P200228 Hahn Architects Alley Sp. Site 508\Eng\Reports\Geotech\Geotechnical Report.docx

TABLE OF CONTENTS

EXECUTIVE SUMMARY

1. GENERAL

1.1. Project Understanding

1.2. General Site Geology

1.3. General Site Conditions

2. FIELD INVESTIGATIONS AND LABORATORY TESTING

2.1. Field Investigation Methods

2.2. Subsurface Characterization

2.3. Laboratory Testing Results

3. DESIGN RECOMMENDATIONS

3.1. Shallow Foundations

3.1.1. Spread & Strip Footings

3.1.2. Settlement

3.1.3. Footing Spacing Considerations

3.2. Seismic Considerations

4. CONSTRUCTION CONSIDERATIONS

4.1 Site Preparation

4.2 Fill Material

4.3 Footing Excavation Considerations

4.4 Existing Structures, Utilities, & Other Objects

4.5 Construction Monitoring Program

5. LIMITATIONS

Appendices Appendix A Figure 1 ‐ Project Location Map

Figure 2 ‐ Borehole Locations Map Appendix B Geotechnical Borehole Logs Appendix C USGS Design Maps Summary Report Appendix D General Geotechnical Notes and Terms

Geotechnical Report National Park Service – Alley Springs

Sec. 25, T28N, R5W, Shannon County Missouri

P:\P200228 Hahn Architects Alley Sp. Site 508\Eng\Reports\Geotech\Geotechnical Report.docx

1. INTRODUCTION

1.1. Project Understanding

The site is located approximately seven miles west of Eminence, Missouri on Highway 106 in Shannon County. The proposed improvements/additions to the site include the construction of single‐story duplex building. Services provided by Smith&Co. are geotechnical and survey services. This report summarizes the geotechnical findings and recommendations.

1.2. General Site Geology

The site is located in the St. Francis Mountains on the Salem Plateau. According to the USDA Web Soil Survey https://websoilsurvey.sc.egov.usda.gov/App/WebSoilSurvey.aspx, the Surficial soils at the site consist of the Relfe gravelly sandy loam. The Relfe is generally found on 1 to 3 percent slopes and described as a gravelly sandy loam to a stratified extremely cobbly coarse sand to very gravelly loamy sand. The depth of the soil varies but is generally around 80 inches. The soil is excessively drained, with a high capacity to transmit water, resulting in a low storage capacity.

Using, Don E. Miller and James E. Vandike, Groundwater Resources of Missouri, 1997, the bedrock at/near the site consists of (in descending order) the Gunter Sandstone, Eminence Dolomite, and Potosi Dolomite.

The Gunter Sandstone of Ordovician age consists of quartzose sandstone. The thickness of the Gunter averages approximately 25‐40 feet; based on extrapolation of area well logs, the thickness of the Gunter is expected to be approximately 40 feet near the site.

The Eminence and Potosi Dolomites are of Cambrian age. The Eminence Dolomite consists of medium‐ to coarse‐grained dolomite with small amounts of nodular chert and quartz druse within the upper 100ft, The Eminence Dolomite has an expected thickness of approximately 225 feet near the site.

The Potosi Dolomite is considered a brownish‐gray, massive to thickly bedded, fine to medium crystalline dolomite with an abundant amount of chert and quartz druse. The Potosi is expected to be at least 200 feet thick around the site.

1.3. General Site Conditions

At the time of the subsurface investigation, the project site was a vacant lot with grass, brush, and felled timber. Underground utilities water, sewer, electric were present. The project site was accessed from Highway 106 and county road 305. All boring locations were accessible. The site primarily drained to the east. The facility location is illustrated on Figure 1: Project Location Map located in Appendix A.

2. FIELD INVESTIGATIONS AND LABORATORY TESTING

2.1. Field Investigation Methods

Two boreholes (BH‐1 and BH2) were advanced at the project site from January 19, 2021. Borehole BH1 was advanced to an auger refusal depth of 12 feet below ground surface. Borehole BH2 was advanced to an auger refusal at 15 feet. Borehole locations are shown on Figure 2: Borehole Locations Map located in Appendix A.

Geotechnical Report National Park Service – Alley Springs

Sec. 25, T28N, R5W, Boreholes were advanced with hollow stem augers using an Geoprobe Drill Rig. Disturbed samples were collected using Standard Penetration Tests (SPTs) at selected intervals until terminal depth was reached. After the boreholes were drilled, they were checked for the presence of groundwater and then backfilled with drill cuttings. No groundwater was observed at time drilled.

Overall, SPT N values ranged from eleven to 50+ and averaged about 30. Higher N values were obtained in rockier soils while lower values were obtained in areas of less rock and higher amounts of clay.

Medium dense sand and stiff clay are characterized by N values greater than 10 while dense sands and hard clays have N values of 30 or greater.

2.2. Subsurface Characterization

The subsurface profile consists of two classifications of clay soil and clay mixed with rock. A reddish‐ brown, stiff to hard was encountered from zero to 10 feet (Elev. 695‐685). A second horizon described as clay mixed with weathered rock and gravel was encountered from 10 to 15 feet (Elev. 685‐680) with auger refusal between 12 to 15 feet (Elev. 680).

DESIGN RECOMMENDATIONS

2.3. Shallow Foundations

3.2.1 Spread & Strip Footings

The foundation should consist of reinforced concrete spread/pad or strip footings. The soil below exterior wall footings and non‐heated areas should be protected from freezing by providing a minimum soil cover depth of two feet. Foundations should be designed for all loading combinations including seismic.

Shallow foundations may be sized for a maximum net allowable bearing pressure of 2,500 PSF.

3.2.2 Settlement

A rigorous settlement analysis is beyond the scope of this report. The proposed net allowable bearing pressures would be the maximum applied load to the foundations with a possible total settlement of one inch or less and a differential settlement of one‐half of the total settlement. Based on the lack of saturation and substantial amount of coarse‐grained material, settlement is expected to be mobilized quickly after loads are applied.

3.2.3 Footing Spacing Considerations

All spread or pad footings should be spaced with no edge closer than the width/diameter of the larger footing for applying the above allowable bearing values. Increase the footing size or reduce the above maximum allowable bearing value by one‐half if the edges of two footings are closer than the width/diameter of the large footing. The minimum width of shallow footings should be 24 inches for continuous spread footings and 36 inches for pad footings.

Geotechnical Report National Park Service – Alley Springs

Sec. 25, T28N, R5W, Shannon County Missouri

P:\P200228 Hahn Architects Alley Sp. Site 508\Eng\Reports\Geotech\Geotechnical Report.docx

3.2 Seismic Considerations

An in‐depth IBC seismic design analysis is outside the scope of this project, however, based on drilling at the site and knowledge of the area the site is classified as Site Class “C”.

The referenced site lies near the New Madrid Seismic Zone. Within the NMSZ, there is a high probability of a significant seismic event within the next 50 years. The maximum considered earthquake spectral response accelerations at short period (Ss) and 1‐second period (S1) are approximately 0.464g and 0.187g, respectively.

Liquefaction is the mechanism by which loose to medium dense cohesionless soils temporarily liquefy and lose their strength when shaken by an earthquake. Damage to structures from liquefaction can be catastrophic. Generally, cohesionless soils with an SPT N value of 25 or less are considered susceptible to liquefaction. Therefore, the soil encountered in the borings is considered non‐liquefiable due to the significant amount of clays.

3. CONSTRUCTION RECOMMENDATIONS

3.1. Site Preparation

Turf and topsoil material should be stripped and may be stockpiled for use in final topsoil lift or in landscaping. After the topsoil is stripped, the project area should be proof rolled with a large roller or a loaded 12 yard dump truck. If the existing subgrade soils are soft or pumping, the project engineer or geotechnical engineer may approve corrective actions before the placement of fill materials. The corrective actions may include placing bridging lifts or installing a geotechnical fabrics or geotextiles to improve the strength of the lower soils.

3.2. Fill Material

For roadway and embankment construction, fill material meeting the criteria Missouri Standard Specifications for Highway Construction (MoDOT, 2011)1 Section 200 should be used and compacted, except as noted. Cohesive soils should be compacted with padded (sheep’s foot) rollers and cohesionless soils should be compacted with vibratory rollers. Fill materials for roadways and structures should be free of organic materials, roots, large gravel or rock pieces more than six inches in diameter (top two feet), frozen soils, and debris. Fill materials should consist of low or medium plasticity clays (CL or CL‐ML), sands (SC, SM, SW, or SP), or gravels (GC, GM, GW, or GP). Silts (ML or MH), organic soils (OL or OH), or peat (PT) should only be used outside the roadway and structure fill zone. All fill materials beneath proposed roadways and structures should be placed and re‐compacted to 95% of Standard

Proctor density at an target average moisture content of ‐2% to +4% as determined by ASTM D‐698.

Backfill materials for utilities trenches, drainage trenches, structures, or foundation walls in paving and structure area should be MoDOT Section 1007 Type I or V base materials compacted to 95% standard compaction.

1 MoDOT (2011). Missouri Standard Specifications for Highway Construction. Missouri Highways and Transportation

Commission, Jefferson City, MO.

Geotechnical Report National Park Service – Alley Springs

Sec. 25, T28N, R5W, Shannon County Missouri

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3.3. Footing Excavation Considerations

Soils, especially silts, can lose significant strength if they become wet; therefore, precautions should be taken during footing construction to prevent water from standing in the excavations. Protect the undisturbed bearing soil from surface and subsurface moisture. Spread footing and grade beam excavations should not be allowed to have water standing in them. Place the concrete footing on the same day of the footing excavation or protect the bearing soils with a non‐reinforced concrete seal slabs (2,000 psi) having a minimum thickness of four inches. If bearing soils become wet or disturbed, then the soils should be dried and re‐compacted or removed and replaced to obtain the required bearing.

3.4. Existing Structures, Utilities, & Other Objects

Utilities that will interfere with project construction should be relocated. Depressions from the removal of structures, boulders, utilities, and other objects should be filled with compacted select fill material or base materials.

3.5. Construction Monitoring Program

Roadways, foundations, and structures construction should be conducted under the supervision of a geotechnical engineer, geologist, or a qualified engineering technician working under their supervision.

4. LIMITATIONS

The conclusions presented in this report have been formulated using that degree of skill and care normally exercised by similar professionals in the engineering profession. No warranty can be made regarding the continuity of the subsurface conditions between the boreholes. Should the project conditions as stated in this report change, the engineer preparing this report should be contacted so that the conclusions may be adjusted accordingly.

Geotechnical Report National Park Service – Alley Springs

Sec. 25, T28N, R5W, THIS PAGE INTENTIONALLY LEFT BLANK.

Geotechnical Report National Park Service – Alley Springs

Sec. 25, T28N, R5W, APPENDIX A

Figure 1 – Project Location Map

Figure 2 ‐ Borehole Location Map

CP# 1

2CP#

BH# 1

BH# 2

901 VINE STREET; P.O. BOX 72

POPLAR BLUFF, MISSOURI 63902

(573) 785-9621 FAX: (573) 785-2651 WWW.SHSMITHCO.COM

ENGINEERS

SMITH CO.

AN EMPLOYEE OWNED COMPANY

CIVIL ENGINEERING

SURVEYING

GEOTECHNICAL & ENVIRONMENTAL SERVICES MATERIAL TESTING

FIRGURE 1 - PROJECT LOCATION MAP

SHANNON COUNTY, MISSOURI

NATIONAL PARK SERVICE - ALLEY SPRING

SITE LOCATION

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901 VINE STREET; P.O. BOX 72

POPLAR BLUFF, MISSOURI 63902

(573) 785-9621 FAX: (573) 785-2651 WWW.SHSMITHCO.COM

ENGINEERS

SMITH CO.

AN EMPLOYEE OWNED COMPANY

CIVIL ENGINEERING

SURVEYING

GEOTECHNICAL & ENVIRONMENTAL SERVICES MATERIAL TESTING

FIRGURE 2 - BORHOLE LOCATIONS MAP

SHANNON COUNTY, MISSOURI

NATIONAL PARK SERVICE - ALLEY SPRING

PROPOSED

BUILDING

PROPOSED

PARKING

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Geotechnical Report National Park Service – Alley Springs

Sec. 25, T28N, R5W, Geotechnical Report National Park Service – Alley Springs

Sec. 25, T28N, R5W, APPENDIX B

Geotechnical Borehole Logs

BH 1

Water

Level:

Backfill Type:

Surface

Elevation:

BOREHOLE MATERIAL DESCRIPTION

0 692 Surface:

50+1

10+

Free water depth in boring

PP

P P R ea d in g, Q D

2‐3/4" I.D. CME continuous soil sampler

D e p th

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SP

T N ‐v al u e, D ‐i n ch es

G ra p h ic L o g

Sa m p le T yp e

20 672

2" O.D. split‐barrel sampler driven with 140‐lb SPT hammer

3" O.D. split‐barrel sampler with or without liners driven with 140‐lb hammer of 1

Pocket Penetrometer Reading of unconfined strength (approximate TSF) on undisturbed samples. PP

Reading on disturbed SPT samples are higher than actual.

3" O.D. thin‐walled (Shelby) tube push sampler

2" O.D. Continuous rock core (NQ unless otherwise specified)

Project Location:

901 Vine Street, P.O. Box 72

Poplar Bluff, MO 63901

Ph: 573.785.9621 Fax: 573.785.2651

URL: www.shsmithco.com; email: info@shsmithco.com

Kenneth Hahn Architects Alley Springs Geotech

GeoProbe 7822DT

P200228 Alley Springs, Shannon County, MO

Hollow Stem Augers

Date(s)

Drilled:

Logged

By:

Drilled

By: FJD

Client Project Name:

1/19/2021

MBF

SAMPLES & FIELD TESTS

SP

T B lo w

C o u n ts

N u m b er

R ec o ve ry

In ch es

Qu Laboratory Unconfined Compressive Strength (PSF)

None ATD

Drill Cuttings

Project No:

2.5

Drill Rig

Type Drill Bit

Size/Type Drilling

Method

692.00

GEOTECHNICAL

BOREHOLE LOG

2.75in ID Boring

Location:

Site 508, See Attached Map

RQD

Depth

Drilled:

NOTES

Reviewed/

Approved By:

Comments:

Start Time: 11:10AM

Finish Time: 12:20PM

12ftWJC

Grass/Topsoil ~6in

13 2.0 weathered Dolomite, whiteish‐tanish‐grey, medium stiff, with some clay

Lean Clay (CL) Moisture

20.4%

Rock Quality Designation = Amount, in percent, of intact rock core pieces greater than 4 inches in length in each coring interval; calculated as the sum of the lengths of intact core, divided by the length of the core run. Recovery typically expressed in inches for soil or rock recovered in sampler.

Percent recovery is the ratio of recovery to sampling interval advancement.

Standard Penetration Test (SPT) Blow Counts with 140 pound hammer falling 30" to drive split spoon sample in 3 ‐ 6" increments. Sum of last two numbers is the blow count per foot (or as listed) or the

SPT N‐value.

Clay, reddish‐brown, medium stiff, with trace gravel

At Time Drilled

LEGEND/NOTES (SEE GEOTECHNICAL NOTES TERMS, AND SYMBOLS FOR ADDITIONAL INFORMATION)

Mostly gravel & broken rock, with some clay, very stiff hard no move ment

12 0.5

32 ‐

Auger/Sampler Refusal at

12', 10 Consectutive blows with no observable movement. Boring

Abandoned using bentonite chips and drill cuttings

BORING TERMINATED AT 12ft, 1/19/2021

ATD

&SMITH CO.

Geotechnical Borehole Log - BH1 Print Date: 2/18/2021 FORM REVISED: 12/05/2013 MBF

BH 2

Water

Level:

Backfill Type:

Surface

Elevation:

BOREHOLE MATERIAL DESCRIPTION

0 695 Surface:

50+4

901 Vine Street, P.O. Box 72

Poplar Bluff, MO 63901

Ph: 573.785.9621 Fax: 573.785.2651

URL: www.shsmithco.com; email: info@shsmithco.com

GEOTECHNICAL

BOREHOLE LOG

Client Kenneth Hahn Architects Project No: P200228 Project Name: Alley Springs Geotech Project Location: Alley Springs, Shannon County, MO

Date(s)

Drilled: 1/19/2021 Drill Rig

Type GeoProbe 7822DT None ATD Logged

By: MBF Drill Bit

Size/Type 2.75in ID Drill Cuttings Drilled

By: FJD Drilling

Method Hollow Stem Augers Boring

Location:

Site 508, See Attached Map Reviewed/

Approved By: WJC Depth

Drilled: 15ft 695.00

Comments:

SAMPLES & FIELD TESTS NOTES

D e p th

El e va ti o n

Sa m p le T yp e

N u m b er

R ec o ve ry

In ch es

SP

T B lo w

C o u n ts

SP

T N ‐v al u e, D ‐i n ch es

P P R ea d in g, D

G ra p h ic L o g

Start Time: 9:50AM

Finish Time: 11:05AMGrass/Topsoil ~6in

1 11 19 ‐ Clay, reddish‐brown, very stiff, with gravel and some broken sandstone stiff 5 690

2 6 11 ‐

3 18 11 0.5 CLAY, reddish‐brown, stiff, with gravel

10 685 4 18 27 ‐ weathered Dolomite, whiteish‐tanish‐grey, with some clay and sand, hard

5 8 50+ 2.5 15 680 Clay, reddish‐brown, hard, with weathered dolomite

20 675

BORING TERMINATED AT 16ft, 1/19/2021

2‐3/4" I.D. CME continuous soil sampler

25 670

LEGEND/NOTES (SEE GEOTECHNICAL NOTES TERMS, AND SYMBOLS FOR ADDITIONAL INFORMATION)

2" O.D. split‐barrel sampler driven with 140‐lb SPT hammer 2

Standard Penetration Test (SPT) Blow Counts with 140 pound hammer falling 30" to drive split spoon sample in 3 ‐ 6" increments. Sum of last two numbers is the blow count per foot (or as listed) or the

SPT N‐value.

Laboratory Unconfined Compressive Strength (PSF)

3" O.D. thin‐walled (Shelby) tube push sampler Free water depth in boring

ATD At Time Drilled 2" O.D. Continuous rock core (NQ unless otherwise specified) RQD Rock Quality Designation = Amount, in percent, of intact rock core pieces greater than 4 inches in length in each coring interval; calculated as the sum of the lengths of intact core, divided by the length of the core run. Recovery typically expressed in inches for soil or rock recovered in sampler.

Percent recovery is the ratio of recovery to sampling interval advancement.

3" O.D. split‐barrel sampler with or without liners driven with 140‐lb hammer

PP Pocket Penetrometer Reading of unconfined strength (approximate TSF) on undisturbed samples. PP

Reading on disturbed SPT samples are higher than actual.

Qu

Auger/Sampler Refusal at

16', Boring Abandoned using bentonite chips and drill cuttings

&SMITH CO.

Geotechnical Borehole Log - BH2 Print Date: 2/18/2021 FORM REVISED: 12/05/2013 MBF

Geotechnical Report National Park Service – Alley Springs

Sec. 25, T28N, R5W, Geotechnical Report National Park Service – Alley Springs

Sec. 25, T28N, R5W, APPENDIX C

USGS Design Maps Summary Report

2/18/2021 ATC Hazards by Location https://hazards.atcouncil.org/#/seismic?lat=37.153589048257516&lng=-91.44439976452635&address= 1/2

Hazards by Location

Search Information

Coordinates: 37.153589048257516, -91.44439976452635

Elevation: 717 ft

Timestamp: 2021-02-18T16:46:57.409Z

Hazard Type: Seismic

Reference Document:

ASCE7-10

Risk Category: III

Site Class: C

MCER Horizontal Response Spectrum Design Horizontal Response Spectrum

Basic Parameters

Name Value Description

SS 0.464 MCER ground motion (period=0.2s)

S1 0.187 MCER ground motion (period=1.0s)

SMS 0.556 Site-modified spectral acceleration value

SM1 0.302 Site-modified spectral acceleration value

SDS 0.371 Numeric seismic design value at 0.2s SA

SD1 0.201 Numeric seismic design value at 1.0s SA

Additional Information

Name Value Description

SDC D Seismic design category

Fa 1.2 Site amplification factor at 0.2s

Fv 1.613 Site amplification factor at 1.0s

CRS 0.835 Coefficient of risk (0.2s)

717 ft

Report a map errorMap data ©2021

0 2 4 6 8 10 12 Period (s) 0.00

0.10

0.20

0.30

0.40

0.50

Sa(g)

0 2 4 6 8 10 12 Period (s) 0.00

0.10

0.20

0.30

Sa(g) https://www.google.com/maps/@37.1526997,-91.443732,15z/data=!10m1!1e1!12b1?source=apiv3&rapsrc=apiv3 https://maps.google.com/maps?ll=37.1527,-91.443732&z=15&t=m&hl=en-US&gl=US&mapclient=apiv3

2/18/2021 ATC Hazards by Location https://hazards.atcouncil.org/#/seismic?lat=37.153589048257516&lng=-91.44439976452635&address= 2/2

CR1 0.819 Coefficient of risk (1.0s)

PGA 0.239 MCEG peak ground acceleration

FPGA 1.161 Site amplification factor at PGA

PGAM 0.277 Site modified peak ground acceleration

TL 12 Long-period transition period (s)

SsRT 0.464 Probabilistic risk-targeted ground motion (0.2s)

SsUH 0.555 Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years)

SsD 1.5 Factored deterministic acceleration value (0.2s)

S1RT 0.187 Probabilistic risk-targeted ground motion (1.0s)

S1UH 0.228 Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years)

S1D 0.6 Factored deterministic acceleration value (1.0s)

PGAd 0.5 Factored deterministic acceleration value (PGA)

The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design.

Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services.

While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website.

Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report.

https://earthquake.usgs.gov/ws/designmaps/

Geotechnical Report National Park Service – Alley Springs

Sec. 25, T28N, R5W, APPENDIX D

General Geotechnical Notes & Terms

Geotechnical Report National Park Service – Alley Springs

Sec. 25, T28N, R5W, OZAR - 310435 01 26 01 - 1

031414 CONTRACT MODIFICATION PROCEDURES

SECTION 01 26 01 – CONTRACT MODIFICATION PROCEDURES

PART 1 - GENERAL

1.1 SUMMARY

A. The work of this section consists of administrative and procedural requirements for contract modifications.

1.2 DEFINITIONS AND ALLOWANCES

A. Home Office Overhead: Those costs incurred in support of all of a contractor’s projects and not attributable to a specific job. The cost for home office overhead is only allowed as a percentage of all direct work excluding profit. The following items represent allowable home office overhead costs identified in Part 31 of the Federal Acquisition Regulation (FAR):

1. Rent

2. Utilities

3. Furnishings

4. Office equipment

5. Executive and management staff not exclusively assigned to the project

6. Support, accounting, and administrative staff

7. Preparation of cost proposals, estimating, and schedule analyses connected with

Modifications

8. Estimating and preconstruction services

9. Mortgage costs

10. Real estate and corporate taxes

11. Automobile maintenance and travel costs for home office personnel

12. Home office insurances i.e. structure, automotive, umbrella, flood, etc.

13. Depreciation of equipment and other assets

14. Home office supplies (paper, staples, etc.)

15. Legal services

16. Accounting and data processing

17. Professional fees/registration

B. General Conditions (Field Office Overhead): Management and administrative costs incurred on site for the designated project. Costs associated with the preparation of modifications will not be allowed. The costs for these items are to be included only in the general conditions of the modification estimate. Only in the case of a contract time extension are additional general conditions included in modifications. The following items, if applicable, are considered allowable costs for calculating General Conditions:

1. Project Manager, Assistant Project Manager

2. Superintendent, Assistant Superintendent

3. Quality Control, Safety Officer, Environmental Manager, etc.

4. Engineers

5. Travel, lodging, and per diem (as established by Federal Travel Regulations)

OZAR - 310435 01 26 01 - 2

6. Scheduling

7. Field Office Trailers and associated temporary utilities

8. Field office supplies

a. Mailing and couriers

b. Reproduction costs

c. Storage

d. Phones

e. Computers

f. Copiers

9. Personal vehicles i.e. Superintendent Pickup trucks

C. General Requirements: These are costs directly associated with the project and are necessary to perform the actual work of the modification. These costs shall be shown as direct costs in the estimate. The following items, if applicable, are considered allowable costs for calculating General Requirements:

1. Hoisting

2. Material handling

3. Temporary fencing

4. Port-a-lets

5. Trash removal, dumpsters

6. Barricades

7. Small tools

8. Safety supplies

9. Scaffolding

10. Daily cleaning

11. Traffic control

12. Temporary signage

13. Temporary heating and power

D. Personnel Costs: Costs included in the modification must only be for General Conditions staff and workers actually present and working on the project site. Modification costs for salaried workers are only allowed within the structure of a 40 hour week and no overtime or holiday pay will be allowed.

1. Worker Hourly Rates are costs directly associated with the individual worker and consist of the following:

a. Base Rate: This is the hourly rate paid directly to the worker

b. Labor Burden: Employer payments of all applicable burdens, this includes insurance and taxes that the business must pay on behalf of the worker to government entities and educational forums , such as:

1) Social Security

2) Medicare

3) Workers Compensation– Policy and company calculation to be made available.

4) FUTA– Cap Rate and percentage to be proportionally allocated over one year.

5) SUTA– Cap Rate and percentage to be proportionally allocated over one year.

OZAR - 310435 01 26 01 - 3

6) Union agreement costs – Other costs required under an enforceable collective bargaining agreement.

c. Fringe Benefits: Various non-wage compensations provided to employees such as:

1) Health Care Insurance Premiums

2) Cell Phone

3) Clothing

4) 401K and Pensions

5) Vehicle allowances

6) Gas allowance

7) Life insurance premiums

8) Disability insurance

9) Other Fringe Benefits required under an enforceable collective bargaining agreement

E. Bonuses or Deferred Compensation: No Bonus or Deferred Compensation will be allowed within any components of pricing including Home Office Overhead, General Conditions, General Requirements, Hourly Worker Rates, or the direct costs of work.

F. General Liability Insurance: An insurance policy that protects the contractor from claims resulting from bodily injury or property damage to a third party. Include this as a separate line item within all modification proposals and provide a current insurance quote upon request.

G. Performance and Payment Bonds: A performance bond is a surety bond issued by an insurance company or bank to guarantee satisfactory completion of a project. The Payment Bond guarantees that the contractor will pay the labor and material costs they have incurred. Banks and Insurance companies charge a premium for each individual project based on a sliding scale which relates to the size of the project. Include this as a separate line item in modification proposals and provide current company bonding rates upon request.

H. Builder’s Risk Insurance: This covers the contractor’s loss due to fire, high winds, or other natural forces. This is not reimbursed by the National Park Service (NPS) and shall not be included in modification proposals.

1.3 MODIFICATION PROPOSAL PRICING REQUIREMENTS

A. General:

1. Your proposal must be received in the format and within the time frame specified in the Request for Proposal letter. Costs or delays resulting from failure of contractor to submit within the time frame specified will not be compensable.

2. The proposal must be detailed with itemized lists of equipment, materials, labor, production rates, overhead, profit, and bond markup for each item. Labor costs must be itemized by craft and hourly rate, including Fringe Benefits and Labor Burden. If the costs of Fringe Benefits and Labor Burden are not itemized, it is assumed that that they are included in the hourly rate shown, or contractor is not requesting reimbursement.

Contractor may utilize the government provided Contractor Estimate Form, or their http://en.wikipedia.org/wiki/Employee http://en.wikipedia.org/wiki/Surety_bond http://en.wikipedia.org/wiki/Insurance http://en.wikipedia.org/wiki/Bank http://www.nps.gov/dscw/publicforms.htm#ct

OZAR - 310435 01 26 01 - 4

own form, provided that it contains the same information and level of detail as the Gov’t provided form.

3. Requests for extensions of contract time as a result of this change must be justified with a Time Impact Analysis (TIA). Refer to Division 01 Specification, “Construction Schedule”, for time impact analysis requirements. TIA and associated costs must be received with the proposal by the date shown within the Request for Proposal letter.

Contractor’s failure to submit within the specified time frame will be construed as the Contractor waiving the right for additional time and no time extension will be allowed.

4. All supporting documentation used to justify the proposed modification will be made available to the Contracting Officer upon request.

5. Contractor must review and approve all subcontractor/supplier pricing in detail for proper format, scope, production rates, and pricing prior to submission to the NPS. All delay costs associated with not reviewing and approving subcontractor/supplier pricing will be borne by the Contractor.

6. All pricing and production rates within the estimate must be based on fair and reasonable pricing and cannot include built-in contingency.

B. Labor:

1. Contractor shall estimate the cost of labor by itemizing each craft involved, indicating worker hourly rate (base rate + labor burden + fringe benefits) for each and itemizing the hours required for each craft that will be directly engaged in modification work.

Any work proposed that will require overtime work or premium pay shall be itemized separately. All rates shall be in accordance with the Davis-Bacon Act as incorporated herein. Labor Burden may include payroll taxes, Social Security, unemployment insurances, workers compensation insurance, FICA, FUTA, and other direct costs resulting from Federal, State or local laws.

2. Itemize labor costs for equipment operators separate from equipment costs.

3. The labor cost for foremen shall only be costs for related work required for the modification.

C. Materials:

1. The estimated cost for materials shall include quotes from multiple sources. Material prices must include all applicable fees and credits, including but not limited to, sales tax, freight and delivery charges, and tax rebates.

2. No markup shall be applied to any material provided by the NPS.

D. Equipment:

1. Equipment used for the project must be appropriately sized for the work being performed.

2. Do not include costs for “miscellaneous tools and equipment”, in your proposal for a replacement value of $500 or less. Costs shown in excess of $500 must be broken out separately.

3. Regardless of ownership, the rates to be used in determining equipment rental costs shall be the lowest cost from one of the following sources:

a. U.S. Army Corps of Engineers , Ownership and Operating Expense Schedule (use latest edition and applicable region)

b. Construction Blue Book

OZAR - 310435 01 26 01 - 5

c. Local equipment rental rates, documented by actual invoice charges, or itemized vendor quotes.

4. The estimated equipment rates shall include the operating costs of all fuel, oil, lubrication, supplies, small tools, necessary attachments, ground engaging components, tires & tracks, routine repairs and maintenance (cost of major repair and overhaul is not allowed per FAR 31.105(d)(2)), depreciation, storage, insurance, and all incidentals.

Mobilization, if applicable, may be included for equipment solely used on the modification work but must be listed separately.

5. Estimate the full rate for equipment only for the duration that the equipment will be utilized to accomplish the work of the modification.

6. Standby unit rates used are to be in accordance with paragraph 1.3, D, 2, above. If the US Army Corp of Engineers is utilized then their standby rates prevail. If Bluebook or local equipment pricing is accepted, then ½ of the equipment costs minus any operating costs, major repair and overhaul will be accepted.

7. If equipment is in standby mode due solely to a documented NPS delay, the established standby rate shall apply from the first day of the delay.

8. Equipment that is not used and on the jobsite for up to five consecutive business days may be classified at standby rates, provided that the equipment is or has been used solely to perform work on the modification and will be necessary to complete additional modification work. Equipment that is still on the jobsite but not in use after five consecutive business days will not be considered in the modification pricing.

9. Requests for compensation for equipment stand by time must be justified, documented and itemized separately.

10. The estimated timeframe (daily, weekly, monthly) for use of the equipment must reflect the lowest…