FA663318B0002_Specs_revised.pdf

Munitions Administration Remodeling and Addition – Building 814

Project No. QJKL-18-0010

Location:

934th Airlift Wing, USAFR

760 Military Highway Minneapolis – St. Paul ARS, MN 55450-2100

Project Manual Book 1 of 2

(Architectural, Civil, Structural, Mechanical, Electrical) (Book 2 begins on p. 667)

Architect's Project Number: 102116

Kodet Architectural Group, Ltd.

15 Groveland Terrace

Minneapolis, Minnesota 55403

December 21, 2017

FINAL DESIGN

BLANK PAGE

Final Design Date: 12/21/17

Kodet Architectural Group, Ltd.

Minneapolis, Minnesota

934th Airlift Wing Munitions Administration Remodeling and Addition - Building 814

Project No. OJKL-18-0010

SECTION 00 01 05

CERTIFICATION PAGE

ARCHITECT

I HEREBY CERTIFY THAT THIS SPECIFICATION WAS

PREPARED BY ME OR UNDER MY DIRECT SUPERVISION

AND THAT I AM A DULY LICENSED ARCHITECT UNDER

THE LAWS OF THE STATE OF MINNESOTA.

DATE tt·�·�E�

SIGNATURE�

Section 00 01 05 Page 1

Minneapolis, Minnesota

934th Airlift Wing Munitions Administration Remodeling and Addition – Building

814 Project No. QJKL-18-0010

Section 00 01 05 Page 2

CIVIL ENGINEER

I HEREBY CERTIFY THAT THIS SPECIFICATION WAS

PREPARED BY ME OR UNDER MY DIRECT SUPERVISION

AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER

UNDER THE LAWS OF THE STATE OF MINNESOTA.

DATE 12/19/17 REG. NO. 11262

SIGNATURE

Minneapolis, Minnesota

934th Airlift Wing Munitions Administration Remodeling and Addition – Building

814 Project No. QJKL-18-0010

Section 00 01 05 Page 4

Minneapolis, Minnesota

934th Airlift Wing Munitions Administration Remodeling and Addition – Building 814

Project No. QJKL-18-0010

Section 00 03 20 Page 1

SECTION 00 03 20

GEOTECHNICAL MATERIAL DATA

PART 1 GENERAL

1.1 General

These Documents are Owner's information provided for Bidders' convenience and are intended to supplement rather than serve in lieu of Bidders' own investigations. They are made available for Bidders' convenience and information, but are not a warranty of existing conditions. These Documents and attachments are not part of the Contract Documents.\

1.2 Existing Geotechnical Data

A geotechnical investigation report for Project, prepared by Intertek-PSI, dated June 26, 2017 is appended to this Document.

PART 2 PRODUCTS

Not used.

PART 3 EXECUTION

Not used.

-- End of Section –

Minneapolis, Minnesota

934th Airlift Wing Munitions Administration Remodeling and Addition – Building 814

Project No. QJKL-18-0010

Section 00 03 20 Page 2

PSI • 2915 Waters Road, Suite 112 • Eagan, Minnesota 55121 • 651-646-8148 • Fax 651-646-8258 • www.psiusa.com

June 26, 2017

Mr. John Brandel Kodet Architectural Group 123 Groveland Terrace Minneapolis, Minnesota 55403

Re: Geotechnical Engineering Services Proposed 934th Airlift Wing Building 814 Addition Lindberg Avenue Minneapolis, Minnesota Intertek-PSI Report No. 0678158

Dear Mr. Brandel:

Professional Service Industries, Inc. (Intertek-PSI) is pleased to transmit our Geotechnical Engineering Services Report for the proposed addition to the existing 934th Airlift Wing Building 814 in Minneapolis, Minnesota. This report includes the results of field and laboratory testing, and recommendations for foundations, slab-on-grade, and general site development.

Intertek-PSI appreciates the opportunity to perform this Geotechnical Study and looks forward to continuing our participation during the design and construction phases of this project. If you have questions pertaining to this report, or if Intertek-PSI may be of further service, please contact us at your convenience.

Respectfully submitted, PROFESSIONAL SERVICE INDUSTRIES, INC.

Joseph M. Rozmiarek, P.E. David M. Barndt Department Manager Senior Vice President Geotechnical Services Principal Consultant

GEOTECHNICAL ENGINEERING

SERVICES REPORT

For the

Proposed Building addition 934th Airlift Wing Building 814

Lindberg Avenue Minneapolis, Minnesota

Prepared for:

Kodet Architectural Group 123 Groveland Terrace

Minneapolis, Minnesota 55403

Prepared by:

Professional Service Industries, Inc.

2915 Waters Road, Suite 112

Eagan, Minnesota 55121 Phone (651) 646-8148

Fax (651) 646-8258

Intertek-PSI Report Number: 0678158

June 26, 2017

David M. Barndt Principal Consultant

I hereby certify that this plan, specification, or report was prepared by me or under my direct supervision and that I am a duly Licensed Professional Engineer under the laws of the State of Minnesota.

Print Name Joseph M. Rozmiarek, P.E.

Signature:

Exp. Date: 6/30/18 License # 52629

TABLE OF CONTENTS

Page No.

PROJECT INFORMATION

Project Authorization Project Description Purpose and Scope of Services

SITE AND SUBSURFACE CONDITIONS

Site Location and Description Subsurface Conditions Groundwater Information

EVALUATION AND RECOMMENDATIONS

Geotechnical Discussion Site Preparation Foundation Recommendations Floor Slab Recommendations

CONSTRUCTION CONSIDERATIONS

Moisture Sensitive Soils/Weather Related Concerns Drainage and Groundwater Concerns Excavations Utilities Trenching

GEOTECHNICAL RISK

REPORT LIMITATIONS

APPENDIX SITE VICINITY PLAN

BORING LOCATION PLAN

LOG OF BORINGS

USGS SEISMIC ANALYSIS

GENERAL NOTES

Proposed 934th Airlift Wing Building 814 Addition, Minneapolis, Minnesota Intertek-PSI Project No. 0678158

PROJECT INFORMATION

Project Authorization

The following Table summarizes, in chronological order, the Project Authorization History for the services performed and represented in this report by Professional Service Industries, Inc. (Intertek-PSI).

DOCUMENT AND REFERENCE NUMBER DATE AUTHOR OR AGENT & COMPANY

Request for Proposal - Geotechnical 12/29/2016 Mr. John Brandel

Kodet Architectural Group Intertek-PSI Proposal No.

0678-198147 1/3/2017

Mr. Joseph Rozmiarek and Mr. David Barndt, Intertek-PSI

Request for Revised Proposal - Geotechnical 6/1/2017

Mr. John Brandel Kodet Architectural Group

Intertek-PSI Proposal No.

0678-212791

6/1/2017 Mr. Joseph Rozmiarek and

Mr. David Barndt, Intertek-PSI

Notice to Proceed: 6/2/2017 Mr. John Brandel

Kodet Architectural Group

Project Description

Intertek-PSI understands that the project includes construction of a building addition to the existing facility on Lindberg Avenue in Minneapolis, Minnesota. The following Table lists the material and information provided for this project:

DESCRIPTION OF MATERIAL PROVIDER/SOURCE DATE

Site Plan Mr. John Brandel

Kodet Architectural Group Undated

Email Scope of Work Mr. John Brandel

Kodet Architectural Group 5/30/2017

The proposed addition will consist of a single-story, slab-on-grade structure, approximately 1,000 square feet in plan. The existing structure is approximately 1,500 square feet in plan, and the addition will be located on the north side of the existing structure. Neither the existing construction nor the planned addition will contain a basement or below-grade level.

Intertek-PSI has not been provided structural details for the new addition. This report is based on either cast-in-place concrete or concrete masonry unit (CMU) foundation walls supporting masonry framing above grade. Based on this, maximum wall loads of 4 kips per lineal foot and maximum column loads of 100 kips were used in Intertek-PSI’s analyses.

This report is also based on maximum floor loads not to exceed 125 pounds per square foot (psf).

Finished floor elevation for the new building addition is anticipated to match the finished floor of the existing building addition, which was used as a temporary benchmark and assigned

Proposed 934th Airlift Wing Building 814 Addition, Minneapolis, Minnesota Intertek-PSI Project No. 0678158 an arbitrary reference elevation of 100 feet. No new pavements or stormwater management features are planned as part of this development.

The following Table lists the structural loads and site features that are required for or are the design basis for the conclusions contained in this report:

STRUCTURAL LOAD/PROPERTY REQUIREMENT/DESIGN BASIS

BUILDING ADDITION

Maximum Wall Loads 4 kips per lineal foot (klf) B Maximum Column Loads 100 kips B Finished First Floor Elevation Match existing facility (100 feet relative to the TBM) B

Maximum Floor Loads and Size 125 pounds per square foot (psf)/ Concentrated loads under 2 square feet

B

Settlement Tolerances 1-inch total; ¾-inch differential between adjacent columns

B

GRADING

Planned Grade Variations in Building Pad

2± feet of cut 2± feet of fill

B

B = Report has been prepared based on this parameter or loading in the absence of client supplied information at the time of this report.

The geotechnical recommendations presented in this report are based on the available project information, building addition location, and the subsurface materials described in this report. If the noted information is incorrect, please inform Intertek-PSI in writing so that we may amend the recommendations presented in this report if appropriate and if desired by the client. Intertek-PSI will not be responsible for the implementation of its recommendations when it is not notified of changes in the project.

Purpose and Scope of Services

The purpose of this study was to explore the subsurface conditions at the site and develop geotechnical design criteria regarding foundations and floor slabs for the proposed project.

Subgrade preparation recommendations and construction considerations are also provided.

Intertek-PSI’s scope of services included drilling a total of two (2) soil test borings at the northeast and northwest addition corners, respectively, select laboratory testing, and preparation of this Geotechnical Report.

The scope of services for the geotechnical investigation did not include an environmental assessment for determining the presence or absence of wetlands, or hazardous or toxic materials in the soil, bedrock, surface water, groundwater, or air on or below, or around this site. Any statements in this report or on the boring logs regarding odors, colors, and unusual or suspicious items or conditions are strictly for informational purposes. If desired, Intertek-PSI can perform these services and a Phase I Environmental Assessment under a separate authorization and cover.

Proposed 934th Airlift Wing Building 814 Addition, Minneapolis, Minnesota Intertek-PSI Project No. 0678158

SITE AND SUBSURFACE CONDITIONS

Site Location and Description

The site is located on Lindberg Avenue in Minneapolis, Minnesota. A formal address within the military base was not provided. The site is currently developed with an existing munitions storage facility. The proposed addition is located in green space north of the existing facility.

The site Latitude and Longitude is approximately 44.8947°N and 93.2131°W, respectively.

This site does not appear to have been developed previously otherwise, based on a review of published historical aerial photographs on the Minnesota Historical Aerial Photographs Online server dating back to 1937. The site topography is generally flat, with the elevation of the borings matching that of the finished floor of the existing building.

Subsurface Conditions

The subsurface conditions were explored with two (2) soil test borings as requested by the client. The borings were located at the northwest and northeast corners of the proposed addition, respectively, and were advanced to a depth of 26 feet below existing site grade. The surface elevation at the boring location was determined by the drilling crew at the termination of drilling operations using conventional leveling techniques. The finished floor of the existing building was used as a reference benchmark and was assigned an arbitrary reference elevation of 100 feet. Elevations should be considered accurate to the nearest one foot.

The borings were advanced utilizing hollow stem auger drilling methods and soil samples were routinely obtained during the drilling process. Drilling and sampling techniques were accomplished generally in accordance with ASTM procedures. Representative soil samples were obtained from the soil borings and were returned to Intertek-PSI’s laboratory where they were visually classified using the Unified Soil Classification System (USCS) as a guideline.

Further, Intertek-PSI conducted limited laboratory testing on select soil samples to aid in identifying and describing the physical characteristics of the soils and to aid in defining the site soil stratigraphy. The results of the field exploration and laboratory tests were used in Intertek- PSI’s engineering analysis and in the formulation of our engineering recommendations.

The subsurface conditions consisted of surficial undocumented fill to depths of 2± to 3± feet below existing site grades. The undocumented fill consisted of silty sand with traces of roots and organics, and was brown mottled black in color. The moisture contents of the undocumented fill soils ranged from 10% to 14%. SPT N-values in the undocumented fill soils ranged from 11 to 12 blows per foot (bpf).

Underlying the surficial fill was a deposit of native sand and clayey sand soils to the termination depths of the borings. The sand soils were brown to gray in color and moist, with moisture contents ranging from 4% to 10%. SPT N-values in the sand soils ranged from 4 to over 50 blows per foot, indicating very loose to very dense relative densities.

Boring B-2 terminated on a probable cobble in the clayey sand soils at a depth of 21 feet.

Proposed 934th Airlift Wing Building 814 Addition, Minneapolis, Minnesota Intertek-PSI Project No. 0678158

According to published NRCS soils maps for the project site, the subgrade soils are anticipated to consist of Hubbard Complex soils. This soil stratum is anticipated to consist of predominantly sand-sized particles, with less than ten percent by mass consisting of silt-and clay-sized particles, commensurate with the soils observed on site. The soils are considered fair materials for reclamation and not limited for the construction of small commercial buildings and pavements.

The above subsurface description is of a generalized nature to highlight the major subsurface stratification features and material characteristics. The boring logs included in the appendix should be reviewed for specific information at individual boring locations.

These records include soil descriptions, stratifications, penetration resistances, locations of the samples, and laboratory test data. The stratifications shown on the boring logs represent the conditions only at the actual boring locations. Variations may occur and should be expected between boring locations. The stratifications represent the approximate boundary between subsurface materials and the actual transition may be gradual. Water level information obtained during field operations is also shown on these boring logs. The samples that were not discarded during classification or altered by laboratory testing will be retained for 60 days from the date of this report and then will be discarded.

Groundwater Information

Groundwater was not observed during or at the completion of drilling operations. Based on the soil types encountered during drilling, the observed groundwater depths were estimated to be below the zone of Intertek-PSI’s exploration at the time of the field drilling work.

The groundwater observations noted on the boring logs represent the groundwater conditions at the test boring locations at the time of drilling. It should be expected that the groundwater levels will fluctuate at least several feet seasonally and depending on climatic conditions and precipitation. The possibility of groundwater level fluctuation should be considered when developing the design and construction plans for the project.

EVALUATION AND RECOMMENDATIONS

Geotechnical Discussion

There are two (2) primary geotechnical related concerns at this site, which will affect the design, construction and possible performance of the proposed building addition. The following summarizes these concerns:

1. The proposed building addition area is underlain by a deposit of undocumented fill soils that extend to depths of 2± to 3± feet below existing site grades.

Deeper localized deposits of fill soils may be encountered away from the boring locations.

The existing undocumented fill and underlying organic soils are not suitable for support of the building addition foundations or foundation supporting fill due to the potential of

Proposed 934th Airlift Wing Building 814 Addition, Minneapolis, Minnesota Intertek-PSI Project No. 0678158 experiencing greater than tolerable levels of total and differential settlement across the building addition. Based on the fill depths observed drilling, the exterior foundations bearing at normal frost depths would likely be below the observed fill depths, but interior column footings, if present, may require a soil correction prior to foundation construction. Fill depths and consistencies should be anticipated to vary between boring locations.

The proposed building addition could be supported upon a conventional column and continuous wall foundation system; however, PSI recommends that all foundation excavations be advanced through the fill and underlying organic soils until suitable bearing native soils are encountered. The foundations could then be designed to bear upon the native soils at greater depths or the excavation could be backfilled with compacted engineered fill or a lean concrete to the desired bearing level. Suitable bearing native sand soils were generally encountered at depths of 3± to 7± feet below existing grade, however, these depths may vary within the building addition.

The presence of the undocumented fill soils also poses a concern for support of the building addition floor slab. To minimize the potential of experiencing any settlement of the floor slab due to the fill, complete removal and replacement with compacted engineered fill would be required. However, complete removal of the fill soils would require a substantial upfront construction cost. If the owner is willing to accept an increased risk of experiencing some minor settlement of the slab in exchange for the up-front cost savings of not removing these materials, it may be possible to support the floor slab on the existing fill provided the subgrade is prepared as recommended in the Site Preparation section of this report. If the owner is unwilling to accept this risk, PSI recommends the fill soils be removed in their entirety from below the building addition areas and replaced with compacted engineered fill.

The recommendations and site testing programs during site preparation and foundation construction contained below are critical to verify the suitability of building addition and pavement subgrades and foundation bearing.

2. The footings for the new addition that are adjacent to the existing building should be placed at the same elevation as the existing foundations.

The footings for the new addition that are adjacent to the existing building should be placed at the same elevation as the existing foundations. The foundation of the existing structures should not be undermined during construction. If it is necessary to excavate below existing foundations, the foundations must be properly underpinned. The underpinning system should be designed by a qualified structural engineer. Additionally, some minor differential settlement between the new and existing construction should be expected. Construction joints should be provided between the existing building and the addition.

The following geotechnical related recommendations have been developed based on the subsurface conditions encountered and Intertek-PSI’s understanding of the proposed development. Should changes in the project criteria occur, a review must be made by Intertek-PSI to determine if modifications to our recommendations will be required.

Proposed 934th Airlift Wing Building 814 Addition, Minneapolis, Minnesota Intertek-PSI Project No. 0678158

Site Preparation

Prior to the placement of new fill or preparation of the construction area subgrade, Intertek-PSI recommends that the existing surficial organic soils, undocumented fill containing organics, trees including root bulbs, and frozen soils (if present during construction) be removed from within and a minimum of 10 feet beyond the proposed building addition area. Undocumented fill soils that do not contain organics may remain in placed under the building floor slab but not the building addition foundations. Unsuitable soils encountered should be selectively undercut and/or stabilized in place. A representative of a qualified geotechnical engineer should determine the need for stabilization at the time of construction.

After removing the undocumented fill soils containing organics, excavating to the proposed subgrade level, and after compacting the exposed subgrade, the slab on grade area should be thoroughly proofrolled. Proofrolling should be performed with a steel drummed vibratory roller where granular soils are present at subgrade elevations. Soils that are observed to rut or deflect excessively under the moving load should be remediated prior to placement of engineered fill, either my moisture conditioning and compaction, or by removal and replacement with suitable engineered fill.

The proofrolling and undercutting activities should be witnessed by a representative of the geotechnical engineer. Proofrolling should be performed following a warm and dry period;

which may limit the need for surface repairs to localized areas. However, if subgrade preparation must proceed during unfavorable wet and/or cool weather periods, such as early spring or late fall, more extensive surface repairs will likely be required, as discussed in the Construction Considerations section of this report.

After a suitable subgrade condition has been achieved, placement of new engineered fill soils to achieve design site grades may begin. Newly placed engineered fill required to establish site grades should be free of organic, frozen, or other deleterious materials and have a maximum particle size of less than 3 inches. Due to the presence granular soils at the estimated stripped subgrade elevation, predominantly clay or silt soils are not recommended for use as engineered fill. Newly placed engineered fill placed within the building addition areas should be compacted to at least the compaction percentages noted in the table below. All densities are relative to the Standard Proctor, ASTM D698. Also, Intertek-PSI recommends that a qualified geotechnical engineer test and document the engineered fill materials prior to placement for maximum dry density, optimum moisture content, and gradation, as appropriate.

Proposed 934th Airlift Wing Building 814 Addition, Minneapolis, Minnesota Intertek-PSI Project No. 0678158

MATERIAL TESTED PROCTOR

TYPE

MIN %

DRY

DENSITY

MOISTURE

CONTENT

RANGE

FREQUENCY

OF TESTING*

Fill under Foundation Elements and Lateral Oversize Standard 98% -2 to +2%

1 per 200 cy of fill placed or

1 per 2,500 sf building area minimum of three tests per lift

Structural Fill (Pavement) Standard 100% -2 to +2% 1 per 5,000 sf of fill placed minimum of three tests per lift

Random Fill (non-load bearing) Standard 92% -3 to +3 % 1 per 3,000 cy of fill placed

Utility Trench Backfill /

Wall Backfill / Slab Subgrade Standard 95% -3 to +3 % 1 per 200 cy of fill placed

Engineered fill should be placed in maximum lifts of eight inches of loose material and should be compacted to within the moisture content ranges noted above as determined by the standard Proctor test (ASTM D698). If very moist or wet soils are to be reused as engineered fill, they should be spread thinly on the ground and allowed to dry prior to placement. If water is to be added, it should be uniformly applied and thoroughly mixed into the soil by disking or scarifying. Each lift of compacted engineered fill should be observed, tested, and documented by a representative of Intertek-PSI prior to placement of subsequent lifts. Compaction tests should be performed for every 2,500 square feet in the building addition pad and every 5,000 square feet in pavement areas for each lift placed. A minimum of three tests per layer is recommended.

Foundation Recommendations

The proposed addition can be supported by conventional continuous wall and column footings designed to bear upon the suitable bearing native soils, or new engineered fill, placed in accordance with the specifications contained herein, founded upon the underlying native soils.

Based on the soils encountered, Intertek-PSI recommends using an effective friction angle of 28 degrees for the sand soils in the upper soil profile. Newly placed fill below foundations should meet or exceed this friction value.

Intertek-PSI has not been provided with the planned finished floor elevation. Based on the new finished floor elevation being 100± feet relative to the temporary benchmark (matching the existing building), estimated foundation bearing elevations will be at 96± feet. The soils at this elevation will consist of either the existing sandy soils as noted in the boring logs, or newly placed engineered fill soils.

Provided that site is prepared as noted, Intertek-PSI recommends that footings be designed for a maximum net allowable soil bearing pressure of 2,500 psf. The bearing capacities provided are based on dead load plus design live load and for foundations bearing at the recommended 42 inches for exterior footings and at depths of 24 inches for interior footings.

Minimum dimensions of 18 inches for continuous footings and 30 inches for any column

Proposed 934th Airlift Wing Building 814 Addition, Minneapolis, Minnesota Intertek-PSI Project No. 0678158 footings should be used in foundation design to minimize the possibility of a local bearing capacity failure, even if the allowable bearing pressure recommended herein is not fully utilized.

If unsuitable bearing soils are encountered in a footing excavation, the excavation should be deepened to competent bearing soil and the footing could be lowered or an overexcavation and backfill procedure could be performed. An overexcavation and backfill treatment would require widening the deepened excavation in all directions at least 6 inches beyond the edge of the footing for each 12 inches of overexcavation depth. The overexcavation should then be backfilled up to footing base elevation in maximum 8-inch thick loose lifts with suitable engineered fill material as noted in the Site Preparation section of this report and compacted to at least 98 percent of maximum dry density and within 3% of the optimum moisture content as determined by standard Proctor (ASTM D698).

Exterior footings should be located at a depth of at least 42 inches below the final exterior grade to provide adequate frost protection. Isolated footings in unheated areas, such as those for canopies or site signage, should be located at a depth of at least 60 inches below the final exterior grade. If the building addition is to be constructed during the winter months or if footings will likely be subjected to freezing temperatures after foundation construction, then the footings and concrete should be adequately protected from freezing. Otherwise, interior footings can be located on the native soils or newly placed engineered fill at shallower depths below the floor slab, compatible with architectural and structural considerations.

Due to the potential variations in the strengths of the native soils, it is recommended that soils at bearing elevation in the footing excavations be observed and tested by a qualified geotechnical engineer or engineering technician prior to concrete placement to evaluate the suitability and uniformity of the native soils for support of the design foundation loads. A method for evaluating the acceptability of the soils under footings would involve hand auger and dynamic or static cone penetrometer testing below the footing bearing level for a minimum of one footing width or 3 feet, whichever is shallower. Each isolated footing should include at least 1 test probe. Test probes should be performed every 20-lineal feet in continuous footings. Based on the recommended net allowable bearing pressure of 2,500 psf, suitable bearing native soils should be unfrozen, non-organic and have penetrometer values commiserate with a minimum SPT N-value of 8 blows per foot.

During excavation of sandy soils, the exposed bearing surface will become highly disturbed.

Therefore, after opening, footing excavations should be recompacted using a vibratory compactor while being observed by a qualified geotechnical engineer or engineering technician. After recompaction, the foundation soils should be observed and tested and concrete placed as quickly as possible to avoid exposure of the footing bottoms to wetting and drying. Surface run-off water should be drained away from the excavations and not be allowed to pond. The foundation concrete should be placed during the same day the excavation is made. If it is required that footing excavations be left open for more than one day, they should be protected to reduce evaporation or entry of moisture.

Proposed 934th Airlift Wing Building 814 Addition, Minneapolis, Minnesota Intertek-PSI Project No. 0678158

Based on the engineering properties of the soils that were encountered at the test borings and the recommendations provided herein, Intertek-PSI estimates that the total foundation settlement for the foundation system discussed above will be about one inch. Differential settlement will be on the order of 75% of the total settlement. While settlement of this amount is generally tolerable, the structure must be designed based upon the estimated settlement and must include properly spaced vertical control joints to minimize the effects of differential movement (such as cosmetic "cracking" of sensitive masonry materials).

Floor Slab Recommendations

The building addition floor slab could be supported upon the existing native sand soils or newly placed engineered fill soils that have been observed and tested, provided the subgrade is prepared as outlined in the Site Preparation Section of this report. Intertek-PSI recommends that a subgrade modulus (k) of 140 pounds per cubic inch (pci) be used for design considerations based on a 12-inch square plate load test. However, depending on how the slab loads are applied, the value will have to be geometrically modified. The value should be adjusted for larger areas using the following expression for cohesive and cohesionless soil:

Modulus of Subgrade Reaction, ks = (

B k ) for cohesive soil and ks = k ( B

B

1+ )2 for cohesionless soil where: ks= coefficient of vertical subgrade reaction for loaded area, k= coefficient of vertical subgrade reaction for 144 square inches area B= width of area loaded, in feet

Intertek-PSI recommends that a minimum four-inch thick free draining granular mat be placed beneath the floor slab to enhance drainage. The granular fill should have less than 50% of the material passing the #40 sieve by weight and less than 5% passing the #200 sieve. The on-site soils may to meet this gradation, but should be tested for gradation prior to use. If the on-site soils do not meet the required gradation, the granular soils will have to be imported. If necessary, the proposed import soils should be tested for gradation prior to import.

Polyethylene sheeting should be placed to act as a vapor retarder where the floor will be in contact with moisture sensitive equipment or products such as tile, wood, carpet, etc., as directed by the design engineer. The decision to locate the vapor retarder in direct contact with the slab or beneath the layer of granular fill should be made by the design engineer after considering the moisture sensitivity of subsequent floor finishes, anticipated project conditions and the potential effects of slab curling and cracking. The floor slabs should have an adequate number of joints to reduce cracking resulting from differential movement and shrinkage.

Proposed 934th Airlift Wing Building 814 Addition, Minneapolis, Minnesota Intertek-PSI Project No. 0678158

Seismic Site Class

The site is in a municipality that employs the 2015 Minnesota State Building Code (MSBC), which is based on the 2012 International Building Code. The 2012 International Building Code (IBC) requires that a site class be determined for the calculation of earthquake design forces in structures. The site class designation is a function of soil type (i.e., depth of soil and strata types). Rock was not encountered during this exploration. Based on Intertek- PSI’s borings and experience in this area, Intertek-PSI is basing this site class designation on encountering rock at approximately 100 feet below the ground surface and that the consistency of the soils below the depth of the borings are consistent or stiffer than the 26 feet depth explored. Based on the estimated depth to rock and the estimated shear strength of the soil at the boring locations, Site Class “D” is recommended. The USGS-NEHRP probabilistic ground motion values interpolated between the nearest four grid points from latitude 44.8947ºN and longitude 93.2131ºW are as follows:

Period (seconds)

2% Probability of Event in 50 years

(%g)

Site Coefficients

Max.

Spectral

Acceleration parameters

Design Spectral Acceleration parameters

0.2 (Ss) 4.8 Fa = 1.6 Sms = 7.7 SDs = 5.1 T0 = 0.17

1.0 (S1) 2.8 Fv = 2.4 Sm1 = 6.6 SD1 = 4.4 Ts = 0.86

Sms = FaSs SDs = ⅔*Sms T0= 0.2*SD1/SDs Sm1 = FvS1 SD1 = ⅔*Sm1 Ts= SD1/SDs

The Site Coefficients, Fa and Fv were interpolated for IBC 2012 Tables 1613.3.3(1) and 1613.3.3(2) as a function of the site classifications and the mapped spectral response acceleration at the short (Ss) and 1-second (S1) periods.

CONSTRUCTION CONSIDERATIONS

Intertek-PSI should be retained to provide observation and testing of construction activities involved in the foundation, earthwork, and related activities of this project. Intertek-PSI will not accept responsibility for conditions that deviated from those described in this report, nor for the performance of the foundation or pavement if we are not engaged to also provide construction observation and testing for this project.

Moisture Sensitive Soils/Weather Related Concerns

Increases in the moisture content of the soil can cause significant reduction in the soil strength and support capabilities. In addition, soils that become wet may be slow to dry and thus significantly retard the progress of grading and compaction activities. It will, therefore, be advantageous to perform earthwork and foundation construction activities during dry weather.

Proposed 934th Airlift Wing Building 814 Addition, Minneapolis, Minnesota Intertek-PSI Project No. 0678158

Water should not be allowed to collect in the foundation excavation, on floor slab areas, or on prepared subgrades during or after construction. Areas should be sloped to facilitate removal of collected rainwater, groundwater, or surface runoff. Positive site drainage should be provided to reduce infiltration of surface water around the perimeter of building, beneath floor slabs, and within pavement areas. The grades should be sloped away from buildings and surface drainage should be collected and discharged such that water is not permitted to infiltrate the backfill and floor slab areas of the building addition.

Drainage and Groundwater Concerns

Groundwater was not observed during or at the completion of drilling operations. Based on the observed conditions during field operations, groundwater seepage issues are not anticipated for this project. If minor localized groundwater seepage is encountered during construction, it is anticipated that it can be handled using conventional sump and pump techniques or by the use of perimeter trench drains connect and discharge the water away from the project area. More significant construction dewatering may be necessary during periods of high precipitation or spring snowmelt. Variation in the groundwater level should be expected throughout the year depending on variations in the climatological conditions and other factors not observed at the time the borings were performed.

Excavations

It is mandated that excavations, whether they be for utility trenches, basement excavations or footing excavations, be constructed in accordance with current Occupational Safety and Health Administration (OSHA) guidelines to protect workers and others during construction.

Intertek-PSI recommends that these regulations be strictly enforced; otherwise, workers could be in danger and the owner(s) and the contractor(s) could be liable for substantial penalties.

The contractor is solely responsible for designing and constructing stable, temporary excavations and should shore, slope, or bench the sides of the excavations as required to maintain stability of both the excavation sides and bottom. The contractor's "responsible person", as defined in 29 CFR Part 1926, should evaluate the soil exposed in the excavations as part of the contractor's safety procedures. In no case should slope height, slope inclination, or excavation depth, including utility trench excavation depth, exceed those specified in local, state, and federal safety regulations.

Intertek-PSI is providing this information solely as a service to our client. Intertek-PSI does not assume responsibility for construction site safety or the contractor's or other parties’ compliance with local, state, and federal safety or other regulations.

Utilities Trenching

Excavation for utility trenches shall be performed in accordance with OSHA regulations as stated in 29 CFR Part 1926. It should be noted that utility trench excavations have the potential to degrade the properties of the adjacent fill materials. Utility trench walls that are allowed to move laterally can lead to reduced bearing capacity and increased settlement of adjacent structural elements and overlying slabs and pavements.

Proposed 934th Airlift Wing Building 814 Addition, Minneapolis, Minnesota Intertek-PSI Project No. 0678158

Backfill for utility trenches is as important as the original subgrade preparation or engineered fill placed to support either a foundation or slab. Therefore, it is imperative that the backfill for utility trenches be placed to meet the project specifications for the engineered fill of this project. Typically, due to the narrow nature of utility trenches, hand-operated equipment is used in lieu of larger equipment for mass grading. Unless otherwise specified, the backfill for the utility trenches should be placed in 4 to 6 inch loose lifts and compacted to a minimum of 95 percent of the maximum dry density and within 2 percent of the optimum moisture content achieved by the standard Proctor test (ASTM D698) to account for the lower compactive effort capacity of the hand-operated equipment. The backfill soil should be moisture conditioned to be within 3± percent of the optimum moisture content as determined by the standard Proctor test. Up to 4 inches of bedding material placed directly under the pipes or conduits placed in the utility trench can be compacted to the 90 percent compaction criteria with respect to the standard Proctor.

Compaction testing should be performed for every 200 cubic yards of backfill placed or each lift within 200 linear feet of trench, whichever is less. Backfill of utility trenches should not be performed with water standing in the trench. Granular soils shall be used as backfill material and compacted to meet the above compaction criteria. The geotechnical engineer can also specify a relative density specification for clean granular materials.

GEOTECHNICAL RISK

The concept of risk is an important aspect of the geotechnical evaluation. The primary reason for this is that the analytical methods used to develop geotechnical recommendations do not comprise an exact science. The analytical tools which geotechnical engineers use are generally empirical and must be used in conjunction with engineering judgment and experience. Therefore, the solutions and recommendations presented in the geotechnical evaluation should not be considered risk-free and, more importantly, are not a guarantee that the interaction between the soils and the proposed structure will perform as planned. The engineering recommendations presented in the preceding section constitutes Intertek-PSI’s professional estimate of those measures that are necessary for the proposed structure to perform according to the proposed design based on the information generated and referenced during this evaluation, and Intertek-PSI’s experience in working with these conditions.

REPORT LIMITATIONS

The recommendations submitted are based on the available subsurface information obtained by Intertek-PSI and design details furnished by Kodet Architectural Group. If there are revisions to the plans for this project or if deviations from the subsurface conditions noted in this report are encountered during construction, Intertek-PSI should be notified immediately to determine if changes in the foundation recommendations are required. If Intertek-PSI is not retained to perform these functions, Intertek-PSI will not be responsible for the impact of those conditions on the project.

Proposed 934th Airlift Wing Building 814 Addition, Minneapolis, Minnesota Intertek-PSI Project No. 0678158

The geotechnical engineer warrants that the findings, recommendations, specifications, or professional advice contained herein have been made in accordance with generally accepted professional geotechnical engineering practices in the local area. No other warranties are implied or expressed.

After the plans and specifications are more complete, the geotechnical engineer should be retained and provided the opportunity to review the final design plans and specifications to check that our engineering recommendations have been properly incorporated into the design documents. At that time, it may be necessary to submit supplementary recommendations. This report has been prepared for the exclusive use by 934th Airlift Wing, and its consultants, for the specific application to the proposed 934th Airlift Wing Building 814 Building Addition to be located in Minneapolis, Minnesota.

APPENDIX

SITE VICINITY PLAN

BORING LOCATION PLAN

LOG OF BORINGS

USGS SEISMIC ANALYSIS

GENERAL NOTES

Pr oj ec t N am e:

Pr oj ec t L oc at io n:

PS

I P ro je ct

Si te

V ic in ity

P la n

4t h Ai rli ft

W in g Bu ild in g

Ad di tio n

W at er s

R oa d, S ui te

Ea ga n, M in ne so ta

Li nd be rg

A ve nu e

M in ne ap ol is

, M in ne so ta

Si te

N ec t N am e:

Pr oj ec t L oc at ro je ct

W at er s R oa d, S ui te

Ea ga n, M in ne so ta

B or in g

Lo ca tio n

Pl an

4t h Ai rli ft

W in g Bu ild in g

Ad di tio n

Li nd be rg

A ve nu e

M in ne ap ol is

, M in ne so ta

N

B -2

B -1 ec t N am e:

Pr oj ec t L oc at ro je ct

B or in g

Lo ca tio n

Pl an

4t h Ai rli ft

W in g Bu ild in g

Ad di tio n

W at er s

R oa d, S ui te

Ea ga n, M in ne so ta

Li nd be rg

A ve nu e

M in ne ap ol is

, M in ne so ta

N

4-7-4 N=11

3-4-3 N=7

2-2-2 N=4

3-4-4 N=8

3-4-6 N=10

4-5-7 N=12

8-50/6" N=50

7-11-15 N=26

FILL, Silty Sand, Trace Gravel, Roots and Organics, Brown Mottled Black, Moist

SAND, Fine To Medium Grained, Light Brown, Moist, Very Loose To Medium

Clayey SAND, Medium Grained, Trace Gravel, Brown, Moist, Very Dense

Clayey SAND, Medium Grained, Trace Gravel, Gray, Moist, Medium

End of Boring at 26 feet Cave in at 5 feet

FILL

SP

SC

SC

PROJECT NO.: 0678158

PROJECT: 934 Airlift Wing Building 814 Addition

D ep th fe et

STRENGTH, tsf

Additional Remarks

U S

C S

C la ss ifi ca tio n

Qp

S am pl e

T yp e

2.0

M oi st ur e, MoistureMATERIAL DESCRIPTION

STANDARD PENETRATION

TEST DATA

N in blows/ft

Qu

S am pl e

N o.

G ra ph ic

L og

PL

E le va tio n (f ee t)

LL

4.0

R ec ov er y (in ch es

While Drilling

Upon Completion

LATITUDE: 44.8947°

LONGITUDE: -93.2131°

LOCATION: Lindberg Avenue

Not Observed

Not Observed

W at er

REMARKS: Benchmark: Existing Floor Slab, East Facing Entrance Door (=100')

DRILLER: B. Ruchti

Professional Service Industries, Inc.

2915 Waters Road, Suite 112 Eagan, MN 55121 Telephone: (651) 646-8148 Minneapolis, Minnesota

S P

T B lo w s pe r 6-in ch

S

S

SAMPLING METHOD: SS

DATE STARTED: 6/15/17

BENCHMARK: See Remarks

The stratification lines represent approximate boundaries. The transition may be gradual. Sheet 1 of 1

DRILL COMPANY: Glacial Ridge Drilling

STATION: N/A OFFSET: N/A

LOGGED BY:J. Rozmiarek COMPLETION DEPTH 26.0 ft DRILL RIG: CME-75

DRILLING METHOD: Hollow Stem Auger ELEVATION: 99 ft

REVIEWED BY: J. Rozmiarek Northwest Corner

EFFICIENCY N/A Proposed Building HAMMER TYPE: Automatic BORING LOCATION:

DATE COMPLETED: 6/15/17 BORING B-1

4-6-6 N=12

1-4-4 N=8

1-3-5 N=8

3-4-5 N=9

4-4-5 N=9

4-5-7 N=12

7-20-27 N=47

FILL, Silty Sand, Trace Gravel, Roots and Organics, Brown Mottled Black, Moist

SAND, Fine Grained, Trace Silt and Gravel, Brown, Moist, Loose

(Possible Fill)

SAND, Fine To Medium Grained, Light Brown, Moist, Loose To Medium

Clayey SAND, Medium Grained With Gravel, Brown, Moist, Medium

Boring Terminated On Probable Cobble at 21 feet Cave in at 5 feet

FILL

SP

SP

SC

PROJECT NO.: 0678158

PROJECT: 934 Airlift Wing Building 814 Addition

D ep th fe et

STRENGTH, tsf

Additional Remarks

U S

C S

C la ss ifi ca tio n

Qp

S am pl e

T yp e

2.0

M oi st ur e, MoistureMATERIAL DESCRIPTION

STANDARD PENETRATION

TEST DATA

N in blows/ft

Qu

S am pl e

N o.

G ra ph ic

L og

PL

E le va tio n (f ee t)

LL

4.0

R ec ov er y (in ch es

While Drilling

Upon Completion

LATITUDE: 44.8947°

LONGITUDE: -93.2131°

LOCATION: Lindberg Avenue

Not Observed

Not Observed

W at er

REMARKS: Benchmark: Existing Floor Slab, East Facing Entrance Door (=100')

DRILLER: B. Ruchti

Professional Service Industries, Inc.

2915 Waters Road, Suite 112 Eagan, MN 55121 Telephone: (651) 646-8148 Minneapolis, Minnesota

S P

T B lo w s pe r 6-in ch

S

S

SAMPLING METHOD: SS

DATE STARTED: 6/15/17

BENCHMARK: See Remarks

The stratification lines represent approximate boundaries. The transition may be gradual. Sheet 1 of 1

DRILL COMPANY: Glacial Ridge Drilling

STATION: N/A OFFSET: N/A

LOGGED BY:J. Rozmiarek COMPLETION DEPTH 21.0 ft DRILL RIG: CME-75

DRILLING METHOD: Hollow Stem Auger ELEVATION: 99 ft

REVIEWED BY: J. Rozmiarek Northeast Corner

EFFICIENCY N/A Proposed Building HAMMER TYPE: Automatic BORING LOCATION:

DATE COMPLETED: 6/15/17 BORING B-2

6/21/2017 Design Maps Summary Report https://earthquake.usgs.gov/cn1/designmaps/us/summary.php?template=minimal&latitude=44.8947&longitude=93.2131&siteclass=3&riskcategory=0&edition=i… 1/1

Report Title

Building Code Reference Document

Site Coordinates

Site Soil Classification

Risk Category

Design Maps Summary Report User–Specified Input

Building 814 Addition Wed June 21, 2017 15:18:48 UTC

2012/2015 International Building Code (which utilizes USGS hazard data available in 2008)

44.8947°N, 93.2131°W

Site Class D – “Stiff Soil”

I/II/III

USGS–Provided Output

SS = 0.048 g SMS = 0.077 g SDS = 0.051 g

S1 = 0.028 g SM1 = 0.066 g SD1 = 0.044 g

For information on how the SS and S1 values above have been calculated from probabilistic (risktargeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the “2009 NEHRP” building code reference document.

Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subjectmatter knowledge.

https://www.usgs.gov/

Kodet Architectural Group, Ltd Minneapolis, Minnesota

934th Airlift Wing Munitions Administration Remodeling and Addition – Building

814 Project No. QJKL-18-0010

Certification Page 1

DIVISION 0 BIDDING AND CONTRACT REQUIREMENTS

Title Page

00 01 05 Certification Page 00 03 20 Geotechnical Material Data

DIVISION 1 GENERAL REQUIREMENTS

01 00 00a Table of Contents 01 11 00 Summary of Work 01 14 00 Work Restrictions 01 30 00 Administrative Requirements 01 32 01 Project Schedule 01 33 00 Submittal Procedures and Submittal Register 01 35 26 Governmental Safety Requirements 01 35 29 Health, Safety, And

Emergency Response Procedures for Contaminated Sites 01 42 00 Sources for Reference Publications 01 45 00 Quality Control 01 45 35 Special Inspections 01 50 00 Temporary Construction Facilities and Controls 01 74 19 Construction and Demolition Waste Management 01 78 00 Closeout Submittals 01 78 23 Operation and Maintenance Data 01 91 00 Commissioning

DIVISION 2 SITE WORK

02 41 00 Demolition and Deconstruction

DIVISION 3 CONCRETE

03 30 00 Cast-In-Place Concrete

DIVISION 4 MASONRY

04 01 20 Brick Masonry Repointing 04 20 00 Unit Masonry 04 72 00 Cast Stone Masonry

DIVISION 5 METALS

05 12 00 Structural Steel 05 21 00 Steel Joist Framing 05 30 00 Steel Decks 05 50 13 Miscellaneous Metal Fabrications

DIVISION 6 WOOD AND PLASTICS

06 10 00 Rough Carpentry 06 61 16 Solid Surfacing Fabrications

DIVISION 7 THERMAL AND MOISTURE PROTECTION

07 05 23 Pressure Testing Air Barrier 07 11 13 Bituminous Dampproofing 07 21 13 Board and Block Insulation 07 21 16 Mineral Fiber Blanket Insulation 07 21 19 Foamed-in-Place Insulation 07 22 00 Roof and Deck Insulation 07 27 26 Fluid Applied Membrane Air Barriers 07 53 23 Ethylene-Propylene-Diene-Monomer Roofing 07 60 00 Flashing and Sheet Metal 07 84 00 Firestopping 07 92 00 Joint Sealants

Minneapolis, Minnesota

934th Airlift Wing Munitions Administration Remodeling and Addition – Building

814 Project No. QJKL-18-0010

Certification Page 2

DIVISION 8 DOORS AND WINDOWS

08 11 13 Steel Doors and Frames 08 11 16 Aluminum doors & Frames 08 14 00 Wood Doors 08 31 13 Access Doors and Frames 08 53 00 Plastic Windows 08 71 00 Door Hardware 08 81 00 Glazing 08 91 00 Metal Wall Louvers

DIVISION 9 FINISHES

09 22 00 Supports for Plaster and Gypsum Board 09 29 00 Gypsum Board 09 30 10 Ceramic, Quarry, and Glass Tiling 09 51 00 Acoustical Ceilings 09 68 00 Carpeting 09 90 00 Paints and Coatings

DIVISION 10 SPECIALTIES

10 14 00.10 Exterior Signage 10 14 00.20 Interior Signage 10 28 13 Toilet Accessories 10 44 16 Fire Extinguishers

DIVISION 11 EQUIPMENT

No Sections under This Division

DIVISION 12 FURNISHINGS

12 24 13 Roller Window Shades 12 32 00 Manufactured Wood Casework

DIVISION 13 SPECIAL CONSTRUCTION

No Sections under This Division

DIVISION 14 CONVEYING SYSTEMS

No Sections under This Division

DIVISION 21 WET PIPE SPRINKLERS

21 13 13 Wet Pipe Sprinkler System, Fire Protection

DIVISION 22 PLUMBING

22 00 00 Plumbing, General Purpose

DIVISION 23 MECHANICAL