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Westmark Credit Union Storm Water, Geotechnical Report
Westmark Credit Union Ten Mile anduin Q tale Meridian , Idaho Storm Water System Report, Calculations and Geotechnical Report July 2 414sit °F PAIrl4 Ihral ,1 A .1 4+14116 tje 't'e0„, 44. OF Z0 61 0 ay' 0,2 B & A Engineers, Inc. ► �-"'� Consulting Engineers, Surveyors & Planners FAO 5505 West Franklin Road Boise, ID 83705 Voice: 208.343.3381 Fax: 208.342.5792 Web: http://www.baengineers.com Page 1 of 3 Storm Water Narrative Westmark Credit Union plans on constructing a new branch facility on the southeast corner of Ten Mile and Quintale in Meridian. Site drainage for the development of ground for the Westmark Credit Union is collected on hard surface areas, including the building roof, and transported to permeable pavers that are sized to be 20% of the entire site hard surface area. All site drainage is collected and transported to pavers located on the west side of the proposed building and at the south and southeast portion of the site. The building roof is drained by three collection points to downspouts. Two are located on the east side of the building. The third is located along the south wall near its southeast corner. The two downspouts near the southeast corner of the building are connected to the base material for the permeable pavers. The third downspout surface discharges to a landscape area at the northeast corner of the proposed building, however the contributing run-off volume for that downspout is included in run-off calculations for the site. Site Geotechnical Report The site specific geotech report for the proposed reports two challenges to the successful commercial development of the site: 1. Depth to seasonal high water is noted to be greater than 4 feet, but was not physically measured. The design of the parent subdivision, Bridgetower Crossing Subdivision No. 7, provided the depth to groundwater as 5 feet. For the purposes of design of Westmark, a groundwater depth of 5 feet was used. 2. Soils above and immediately below the groundwater depth are fairly poor. The geotech report recommends the drainage system accessing better draining soils approximately 6.5 feet deep. Although these soils have a good infiltration rate, the report recommends using a design infiltration rate of one inch per hour. The report is attached. Storm Water Calculations The drainage design by the numbers is: 1. Entire Site Area: 24,145 SF 2. Landscape Area: 1,493 SF Page 2 of 3 3. Building Area: 2,278 SF 4. Concrete Area: 2,513 SF 5. Paved Area: 13,019 SF 6. Permeable Pavers: 4,842 SF 7. Percentage of Site in Permeable Pavers: 21.4% 8. Total Hard Surface: 22,652 SF 9. Number of Drainage Basins: 1 10.Design Rainfall Intensity: 1 inch per hour 11.Run-off Coefficient: 0.95 12.Run-off Generated During Design Storm: 1,794 CF 13.Permeable Pavers Base Capacity: 1,937 CF 14.Vertical Separation to Groundwater: ±3.5 Feet 15.Infiltration Rate: 1 inch per hour 16.Drainage Window Total Area: 900 SF 17.Drainage Window Infiltration per Hour: 75 CF 18.Design Storm Drain Time: 23.9 Hours Page 3 of 3 MATERIALS ' TESTING & INSPECTION Environmental Services J Geotechnical Engineering J Construction Materials Testing J Special Inspections GEOTECHNICAL ENGINEERING REPORT of Westmark Credit Union Quintale Drive and Ten Mile Road Meridian. ID Prepared for: Westmark Credit Union PO Box 2869 Idaho Falls, ID 83403 MTI File Number 8140611g 2791 South Victory View Way • Boise, ID 83709 • (208)376-4748 • Fax(208)322-6515 mti@mti-id.com • www.mti-id.com cpMATERIALS 18 June 2014 TESTING & Page # 1 of 28 INSPECTION b14061 I g_geotech i Environmental Services D Geotechnical Engineering 3 Construction Materials Testing _I Special Inspections Mr. Gil Birdsong Westmark Credit Union PO Box 2869 Idaho Falls,ID 83403 208-528-8315 Re: Geotechnical Engineering Report Westmark Credit Union Quintale Drive and Ten Mile Road Meridian, ID Dear Mr. Birdsong: In compliance with your instructions, MTI has conducted a soils exploration and foundation evaluation for the above referenced development. Fieldwork for this investigation was conducted on 6 June 2014. Data have been analyzed to evaluate pertinent geotechnical conditions. Results of this investigation, together with our recommendations, are to be found in the following report. We have provided a PDF copy for your review and distribution. Often questions arise concerning soil conditions because of design and construction details that occur on a project. MTI would be pleased to continue our role as geotechnical engineers during project implementation. Additionally, MTI can provide materials testing and special inspection services during construction of this project. If you will advise us of the appropriate time to discuss these engineering services, we will meet with you at your convenience. MTI appreciates this opportunity to be of service to you and looks forward to working with you in the future. If you have questions, please call (208) 376-4748. onsiN Respectfully Submitted, Materials Testing& Inspe '. Inc. �`�o\ KEVIN R. r o � �� Fogy � � « .SCHROEDER - y a� �° !* 984 14898 i.S 1 .9rq .OP . Elizabeth Brown, ' E.1 Reviewed by: c.roe.er, ..1. Geotechnical Engin:-r Or o-/8-4 or QF,,tP Geotechnical Services Manager t Lit 1 I ii Reviewed by: Monica Sacu es, . .. Geotechnical Engineer cc: Brian Garner,Call Engineering(PDF copy); Lance Fish,ZGA Architects&Planners(PDF copy);Clayne Hanson, C&H Construction(PDF copy) Copyright C41 2014 Materials Testing& Inspection,Inc. 2791 South Victory View Way • Boise, ID 83709 • (208)376-4748 • Fax(208)322-6515 mti©mti-id.com • www.mti-id.com • coMATERIALS 18 June 2014 TESTING & Page/0/ 2of28 INSPECTION b140611g_geotech .l Environmental Services 1 Geotechnical Engineering I Construction Materials Testing ❑Special Inspections TABLE OF CONTENTS INTRODUCTION 3 Project Description 3 Authorization 3 Purpose 3 Scope of Investigation 4 Warranty and Limiting Conditions 4 SITE DESCRIPTION 5 Site Access 5 Regional Geology 5 General Site Characteristics 6 Regional Site Climatology and Geochemistry 6 Geoseismic Setting 6 SOILS EXPLORATION 6 Exploration and Sampling Procedures 6 Laboratory Testing Program 7 Soil and Sediment Profile 7 Volatile Organic Scan 7 SITE HYDROLOGY 8 Groundwater 8 Soil Infiltration Rates 8 FOUNDATION,SLAB,AND PAVEMENT DISCUSSION AND RECOMMENDATIONS 9 Foundation Design Recommendations 9 Floor Slab-on-Grade 10 Recommended Pavement Sections 11 Flexible Pavement Sections 11 Rigid Pavement Sections 12 Common Pavement Section Construction Issues 12 CONSTRUCTION CONSIDERATIONS 13 Earthwork 13 Dry Weather }3 Wet Weather 14 Soft Subgrade Soils 14 Frozen Subgrade Soils 14 Structural Fill 15 Backfill of Walls 16 Excavations 16 Groundwater Control 16 GENERAL COMMENTS 17 REFERENCES 18 APPENDICES 19 Acronym List 19 Geotechnical General Notes 20 Geotechnical Investigation Test Pit Log 21 AASHTO Pavement Thickness Design Procedures 24 AASHTO Rigid Pavement Thickness Design Procedures 26 Plate 1: Vicinity Map 27 Plate 2: Site Map 28 Copyright OO 2014 Materials Testing&Inspection,Inc. 2791 South Victory View Way • Boise, ID 83709 • (208)376-4748 • Fax(208)322-6515 mti@mti-id.com • www.mti-id.com coMATERIALS 18 June 2014 TESTING & Page # 3 of 28 INSPECTION b14061 Ig_geotech J Environmental Services J Geotechnical Engineering J Construction Materials Testing J Special Inspections INTRODUCTION This report presents results of a geotechnical investigation and analysis in support of data utilized in design of structures as defined in the 2012 International Building Code (IBC). Information in support of groundwater and storm water issues pertinent to the practice of Civil Engineering is included. Observations and recommendations relevant to the earthwork phase of the project are also presented. Revisions in plans or drawings for the proposed structure from those enumerated in this report should be brought to the attention of the soils engineer to determine whether changes in foundation recommendations are required. Deviations from noted subsurface conditions, if encountered during construction, should also be brought to the attention of the soils engineer. Project Description The proposed development is in the northeastern portion of the City of Meridian, Ada County, ID, and occupies a portion of the NW'/4NW'/4 of Section 35, Township 4 North, Range I West, Boise Meridian. This project will consist of construction of a single-story, wood-framed commercial structure roughly 2,500 square feet in size and a proposed office building approximately 5,300 square feet in size, to be developed with spread/continuous footings and concrete floor slabs. The site to be developed is approximately 1.38 acres. Total settlements are limited to 1 inch. Loads of up to 2,000 pounds per lineal foot for wall footings, and column loads of up to 10,000 pounds were provided to MTI by Westmark Credit Union and were used for settlement calculations. Additionally, assumptions have been made for traffic loading of pavements. Retaining walls are not anticipated as part of the project. MTI has been informed that the planned finish floor elevations will be 6 to 12 inches above existing grade. Authorization Authorization to perform this exploration and analysis was given in the form of a written authorization to proceed from Mr. Gil Birdsong of Westmark Credit Union to Monica Saculles of Materials Testing and Inspection, Inc. (MTI), on 30 May 2014. Said authorization is subject to terms, conditions, and limitations described in the Professional Services Contract entered into between Westmark Credit Union and MTI. Our scope of services for the proposed development has been provided in our proposal dated 28 May 2014 and repeated below. Purpose The purpose of this Geotechnical Engineering Report is to determine various soil profile components and their engineering characteristics for use by either design engineers or architects in: • Preparing or verifying suitability of foundation design and placement • Preparing site drainage designs • Indicating issues pertaining to earthwork construction • Preparing light and heavy duty flexible and rigid traffic pavement section design requirements Copyright®2014 Materials Testing&Inspection,Inc. 2791 South Victory View Way • Boise, ID 83709 • (208)376-4748 • Fax(208)322-6515 mti@mti-id.com • www.mti-id.com , coMATERIALS 18 June 2014 TESTING ( Page # 4of28 INSPECTION b 14061 I g_geotech Environmental Services J Geotechnical Engineering _1 Construction Materials Testing _1 Special Inspections Scope of Investigation The scope of this investigation included review of geologic literature and existing available geotechnical studies of the area, visual site reconnaissance of the immediate site, subsurface exploration of the site, field and laboratory testing of materials collected, and engineering analysis and evaluation of foundation materials. Warranty and Limiting Conditions MTI warrants that findings and conclusions contained herein have been formulated in accordance with generally accepted professional engineering practice in the fields of foundation engineering, soil mechanics, and engineering geology only for the site and project described in this report. These engineering methods have been developed to provide the client with information regarding apparent or potential engineering conditions relating to the site within the scope cited above and are necessarily limited to conditions observed at the time of the site visit and research. Field observations and research reported herein are considered sufficient in detail and scope to form a reasonable basis for the purposes cited above. Exclusive Use This report was prepared for exclusive use of the property owner(s), at the time of the report, and their retained design consultants ("Client"). Conclusions and recommendations presented in this report are based on the agreed-upon scope of work outlined in this report together with the Contract for Professional Services between the Client and Materials Testing and Inspection, Inc. ("Consultant"). Use or misuse of this report, or reliance upon findings hereof, by parties other than the Client is at their own risk. Neither Client nor Consultant make representation of warranty to such other parties as to accuracy or completeness of this report or suitability of its use by such other parties for purposes whatsoever, known or unknown, to Client or Consultant. Neither Client nor Consultant shall have liability to indemnify or hold harmless third parties for losses incurred by actual or purported use or misuse of this report. No other warranties are implied or expressed. Report Recommendation are Limited and Subject to Misinterpretation There is a distinct possibility that conditions may exist that could not be identified within the scope of the investigation or that were not apparent during our site investigation. Findings of this report are limited to data collected from noted explorations advanced and do not account for unidentified fill zones, unsuitable soil types or conditions, and variability in soil moisture and groundwater conditions. To avoid possible misinterpretations of findings, conclusions, and implications of this report, MTI should be retained to explain the report contents to other design professionals as well as construction professionals. Since actual subsurface conditions on the site can only be verified by earthwork, note that construction recommendations are based on general assumptions from selective observations and selective field exploratory sampling. Upon commencement of construction, such conditions may be identified that required corrective actions, and these required corrective actions may impact the project budget. Therefore, construction recommendations in this report should be considered preliminary, and MTI should be retained to observe actual subsurface conditions during earthwork construction activities to provide additional construction recommendations as needed. Copyright e0 2014 Materials Testing&Inspection,Inc. 2791 South Victory View Way • Boise,ID 83709 • (208) 376-4748 • Fax(208)322-6515 mti@mti-id.com • www.mti-id.com MATERIALS TESTING 18 June 2014 Page# 5 of 28 INSPECTION b14061 I g_geotech J Environmental Services J Geotechnical Engineering J Construction Materials Testing J Special Inspections Since geotechnical reports are subject to misinterpretation, do not separate the soil logs from the report. Rather, provide a copy, or authorize for their use, of the complete report to other design professional or contractors. This report is also limited to information available at the time it was prepared. In the event additional information is provided to MTI following publication of our report, it will be forwarded to the client for evaluation in the form received. Environmental Concerns Comments in this report concerning either onsite conditions or observations, including soil appearances and odors, are provided as general information. These comments are not intended to describe, quantify, or evaluate environmental concerns or situations. Since personnel, skills, procedures, standards, and equipment differ, a geotechnical investigation report is not intended to substitute for a geoenvironmental investigation or a Phase II/III Environmental Site Assessment. If environmental services are needed, MTI can provide, via a separate contract, those personnel who are trained to investigate and delineate soil and water contamination. SITE DESCRIPTION Site Access Access to the site may be gained via Interstate 84 to the Ten Mile Road exit. Proceed north on Ten Mile Road approximately 4 miles to its intersection with West Quintale Drive. The site is located on the southeast corner of this intersection and occupies the north-most empty lot. Presently the site exists as undeveloped land. The location is depicted on site map plates included in the Appendix. Regional Geology The project site is located within the western Snake River Plain of southwestern Idaho and eastern Oregon. The plain is a northwest trending rift basin, about 45 miles wide and 200 miles long, that developed about 14 million years ago (Ma) and has since been occupied sporadically by large inland lakes. Geologic materials found within and along the plain's margins reflect volcanic and fluvial/lacustrine sedimentary processes that have led to an accumulation of approximately 1 to 2 km of interbedded volcanic and sedimentary deposits within the plain. Along the margins of the plain, streams that drained the highlands to the north and south provided coarse to fine-grained sediments eroded from granitic and volcanic rocks, respectively. About 2 million years ago the last of the lakes was drained and since that time fluvial erosion and deposition has dominated the evolution of the landscape. The project site is underlain by the "Gravel of Whitney Terrace" as mapped by Othberg and Stanford (1993). Sediments of the Whitney terrace consist of sandy pebble and cobble gravel. The Whitney terrace is the second terrace above modern Boise River floodplain, is thickest toward its eastern extent, and is mantled with 2-6 feet of loess. Copyright®2014 Materials Testing&Inspection,Inc. 2791 South Victory View Way • Boise, ID 83709 • (208)376-4748 • Fax(208)322-6515 mti@mti-id.com • www.mti-id.com MATERIALS F �1 18 June 2014 • TESTING & Page # 6 of 28 INSPECTION b 140611 g_geotech Environmental Services J Geotechnical Engineering J Construction Materials Testing J Special Inspections General Site Characteristics This proposed development consists of approximately 1.38 acres of relatively level land. Various fill materials were present at ground surface across the site and were underlain by native lean clay soils. Limited vegetation was noted on the building pad because of recent construction activities; however, trees and landscape plants were present along the northern and western property boundaries. Regional drainage is north toward the Boise River. Storm water drainage for the site is achieved by percolation through surficial soils. The site is situated so that it is unlikely that it will receive any storm water drainage from off-site sources. Storm water drainage collection and retention systems are not in place on the project site but are planned as part of this project. Regional Site Climatology and Geochemistry According to the Western Regional Climate Center, the average precipitation for Treasure Valley is on the order of 10 to 12 inches per year, with an annual snowfall of approximately 20 inches and a range from 3 to 49 inches. The monthly mean daily temperatures range from 21° F to 95° F with daily extremes ranging from -25° F to 111° F. Winds are generally from the northwest or southeast with an annual average wind speed of approximately 9 miles per hour (mph) with a maximum of 62 mph. Soils and sediments in the area are primarily derived from siliceous materials and exhibit low electro-chemical potential for corrosion of metals or concretes. Local aggregates are generally appropriate for Portland cement and lime cement mixtures. Surface waters, groundwaters, and soils in the region typically have pH levels ranging from 7.2 to 8.2. Geoseismic Setting Soils on site are classed as Site Class D in accordance with Chapter 20 of the American Society of Civil Engineers (ASCE) publication ASCE/SEI 7-10. Structures constructed on this site should be designed per IBC requirements for such a seismic classification. Our investigation did not reveal hazards resulting from potential earthquake motions including: slope instability, liquefaction, and surface rupture caused by faulting or lateral spreading. Incidence and anticipated acceleration of seismic activity in the area is low. SOILS EXPLORATION Exploration and Sampling Procedures Field exploration conducted to determine engineering characteristics of subsurface materials included a reconnaissance of the project site and investigation by test pit. Test pit sites were located in the field by means of visual approximation from on-site features or known locations and are presumed to be accurate to within a few feet. Upon completion of investigation, each test pit was backfilled with loose excavated materials. Re-excavation and compaction of these test pit areas are required prior to construction of overlying structures. Copyright @ 2014 Materials Testing&Inspection,Inc. 2791 South Victory View Way • Boise, ID 83709 • (208)376-4748 • Fax(208) 322-6515 mti@mti-id.com • www.mti-id.com . coMATERIALS 18 June 2014 TESTING & Page# 7of28 INSPECTION h140611g_geotech J Environmental Services J Geotechnical Engineering 13 Construction Materials Testing ❑Special Inspections In addition, samples were obtained from representative soil strata encountered. Samples obtained have been visually classified in the field by professional staff, identified according to test pit number and depth, placed in sealed containers, and transported to our laboratory for additional testing. Subsurface materials have been described in detail on logs provided in the Appendix. Results of field and laboratory tests are also presented on these logs. MTI recommends that these logs not be used to estimate fill material quantities. Laboratory Testing Program Along with our field investigation, a supplemental laboratory testing program was conducted to determine additional pertinent engineering characteristics of subsurface materials necessary in an analysis of the anticipated behavior of the proposed structures. Laboratory tests were conducted in accordance with current applicable American Society for Testing and Materials (ASTM) specifications, and results of these tests are to be found on the accompanying logs located in the Appendix. The laboratory testing program for this report included: Atterberg Limits Tests - ASTM D4318 and Grain Size Analysis - ASTM Cl 17/C136. Soil and Sediment Profile The profile below represents a generalized interpretation for the project site. Note that on site soils strata, encountered between test pit locations, may vary from the individual soil profiles presented in the logs, which can be found in the Appendix. The materials encountered during exploration were quite typical for the geologic area mapped as Gravel of Whitney Terrace. Sandy silt and poorly graded sand fill materials were noted at ground surface. These fills were light brown, dry, and stiff for the sandy silt fill or loose to medium dense for the poorly graded sand fill. Fine grained sand and 3 inch minus cobbles were observed within the sandy silt fill, while fine to coarse grained sand was found in the poorly graded sand fill. Below the fill materials, lean clay was found to be brown, slightly moist, and medium stiff to stiff, with fine grained sand. Underlying the lean clay, poorly graded gravel with sand sediments were encountered. These sediments were brown, slightly moist to saturated, and dense to very dense, with fine to coarse grained sand, fine to coarse gravel, and 5-inch minus cobbles. In test pits 1 and 2, silt content and weak to moderate calcium carbonate cementation was present in the upper portion of this horizon. Competency of test pit walls varied little across the site. In general, fine grained soils remained stable while more granular sediments readily sloughed. However, moisture contents will also affect wall competency with saturated soils having a tendency to readily slough when under load and unsupported. Volatile Organic Scan No environmental concerns were identified prior to commencement of the investigation. Therefore, soils obtained during on-site activities were not assessed for volatile organic compounds by portable photoionization detector. Samples obtained during our exploration activities exhibited no odors or discoloration typically associated with this type contamination. Groundwater encountered did not exhibit obvious signs of contamination. Copyright fl 2014 Materials Testing&Inspection,Inc. 2791 South Victory View Way • Boise, ID 83709 • (208)376-4748 • Fax(208)322-6515 mti@mti-id.com • www.mti-id.com • coMATERIALS 18 June 2014 TESTING & Page# 8of28 INSPECTION 614061 I g_geotech Ll Environmental Services J Geotechnical Engineering J Construction Materials Testing J Special inspections SITE HYDROLOGY Existing surface-drainage conditions are defined in the General Site Characteristics section. Information provided in this section is limited to observations made at the time of the investigation. Either regional or local ordinances may require information beyond the scope of this report. Groundwater During this field investigation, groundwater was encountered in test pits at depths ranging from 7.5 to 8.0 feet bgs. Soil moistures in the test pits were generally dry to slightly moist within surficial soils. Within the poorly graded gravel with sand, soil moistures graded from moist to saturated as the water table was approached and penetrated. In the vicinity of the project site, groundwater levels are controlled in large part by residential and commercial irrigation activity and leakage from nearby canals. Maximum groundwater elevations likely occur during the later portion of the irrigation season. During previous investigations performed in July 2008 and July 2012 within approximately 1/2-mile to the north and south of the project site, groundwater was encountered at depths varying between 4.0 and 10.6 feet bgs. Based on evidence of this investigation and background knowledge of the area, MTI estimates groundwater depths to remain greater than approximately 4.0 feet bgs throughout the year. This depth can be confirmed through long-term groundwater monitoring. Soil Infiltration Rates Soil permeability, which is a measure of the ability of a soil to transmit a fluid, was not tested in the field. Given the absence of direct measurements, for this report an estimation of infiltration is presented using generally recognized values for each soil type and gradation. Of soils comprising the generalized soil profile for this study, lean clay soils generally offer little permeability, with typical hydraulic infiltration rates of less than 2 inches per hour. Poorly graded gravel sediments typically exhibit infiltration values in excess of 12 inches per hour; though silt content and calcium carbonate cementation may reduce this value to near zero. Infiltration testing is generally not required within these sediments because of their free-draining nature. It is recommended that infiltration facilities constructed on the site be extended into native silt-free, non- cemented, poorly graded gravel with sand sediments. Excavation depths of approximately 6.4 to 6.7 feet bgs should be anticipated to expose these silt-free, non-cemented, poorly graded gravel with sand sediments. Because of the high soil permeability, ASTM C33 filter sand, or equivalent, should be incorporated into design of infiltration facilities. An infiltration rate of 8 inches per hour should be used in design. If infiltration facilities are to be placed in areas where the depth to poorly graded gravel with sand sediments are below the high groundwater depth of 4.0 feet bgs a reduced infiltration rate of 1 inch per hour should be used. Actual infiltration rates should be confirmed at the time of construction. Copyright O 2014 Materials Testing&Inspection,Inc. 2791 South Victory View Way • Boise, ID 83709 • (208)376-4748 • Fax(208)322-6515 mti@mti-id.com • www.mti-id.com MATERIALS lo 18 June 2014 . cTESTING Page# 9of28 INSPECTION b14061 tg_geotech °J Environmental Services J Geotechnical Engineering J Construction Materials Testing J Special Inspections FOUNDATION, SLAB,AND PAVEMENT DISCUSSION AND RECOMMENDATIONS Various foundation types have been considered for support of the proposed structures. Two requirements must be met in the design of foundations. First, the applied bearing stress must be less than the ultimate bearing capacity of foundation soils to maintain stability. Second, total and differential settlement must not exceed an amount that will produce an adverse behavior of the superstructure. Allowable settlement is usually exceeded before bearing capacity considerations become important; thus, allowable bearing pressure is normally controlled by settlement considerations. Considering subsurface conditions and the proposed construction, it is recommended that the structures be founded upon conventional spread footings and continuous wall footings. Total settlements should not exceed 1 inch if the following design and construction recommendations are observed. Foundation Design Recommendations Based on data obtained from the site and test results from various laboratory tests performed, MTI recommends the following guidelines for the net allowable soils bearing capacity: Soil Bearing Ca 1 acity fir . 1 a., s„ t. ,et?. `Y-,.,�' ' , . $l._ __ 4°Y iE { k Footings must bear on competent, undisturbed, 1,500 lbs/ft2 native lean clay soils or compacted structural fill. Not Required for Existing fill materials must be completely 1 removed from below foundation elements.' Native Soil A /3 increase is allowable Excavation depths ranging from 1.3 to 1.7 feet for short-term loading, 95% for Structural Fill which is defined by seismic bgs should be anticipated to expose proper events or designed wind bearing soils.2speeds. 'it will be required for MTI personnel to verify the bearing soil suitability for each structure at the time of construction. 2Depending on the time of year construction takes place, the subgrade soils may be unstable because of high moisture contents. If unstable conditions are encountered, over-excavation and replacement with granular structural fill and/or use ofgeotextiles may be required. The following sliding frictional coefficient values should be used: 1) 0.35 for footings bearing on native lean clay (CL) sediments and 2) 0.45 for footings bearing on granular structural fill. A passive lateral earth pressure of 337 pounds per square foot (psf) should be used for lean clay (CL) soils. For compacted sandy gravel fill, a passive lateral earth pressure of 496 psf should be used. Copyright OO 2014 Materials Testing&Inspection,Inc. 2791 South Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax(208)322-6515 mti@mti-id.com • www.mti-id.com .0 MATERIALS 18 June 2014 TESTING & Page # 10 of 28 INSPECTION b14061 I g_geotech J Environmental Services ri Geotechnical Engineering J Construction Materials Testing J Special Inspections Footings should be proportioned to meet either the stated soil bearing capacity or the 2012 IBC minimum requirements. Total settlement should be limited to approximately 1 inch, and differential settlement should be limited to approximately 1/2 inch. Objectionable soil types encountered at the bottom of footing excavations should be removed and replaced with structural fill. Excessively loose or soft areas that are encountered in the footing subgrade will require over-excavation and backfilling with structural fill. To minimize the effects of slight differential movement that may occur because of variations in character of supporting soils and seasonal moisture content, MT1 recommends continuous footings be suitably reinforced to make them as rigid as possible. For frost protection, the bottom of external footings should be 30 inches below finished grade. Floor Slab-on-Grade Uncontrolled fill was encountered across the site. MTI recommends that these fill soils be excavated to a sufficient de•th to ex•ose corn•etent native lean cla soils. MTI •ersonnel must be •resent durin excavation to identify these materials. Native clay soils are moderately plastic and will be susceptible to shrink/swell movements associated with moisture changes. Areas of the site within the proposed structures should be excavated to sufficient depths to expose lean clay. The clay soils should be scarified to a depth of 6 inches and re-compacted between 92 percent and 98 percent of the maximum density as determined by ASTM D698. The moisture content should range from 1 to 4 percentage points above optimum. Structural fill should be placed as soon as possible after re-compaction of clay soils in order to limit moisture loss within the upper clays. Ground surfaces should be sloped away from structures at a minimum of 5 percent for a distance of 10 feet to provide positive drainage of surface water away from buildings. Grading must be provided and maintained following construction. Organic, loose, or obviously compressive materials must be removed prior to placement of concrete floors or floor-supporting fill. In addition, the remaining subgrade should be treated in accordance with guidelines presented in the Earthwork section. Areas of excessive yielding should be excavated and backfilled with structural fill. Fill used to increase the elevation of the floor slab should meet requirements detailed in the Structural Fill section. Fill materials must be compacted to a minimum 95 percent of maximum density as determined by ASTM D1557. A free-draining granular mat (drainage fill course) should be provided below slabs-on-grade. This should be a minimum of 4 inches in thickness and properly compacted. The mat should consist of a sand and gravel mixture, complying with Idaho Standards for Public Works Construction (ISPWC) specifications for 3/4-inch (Type 1) crushed aggregate. A moisture-retarder should be placed beneath floor slabs to minimize potential ground moisture effects on moisture-sensitive floor coverings. The moisture-retarder should be at least 15-mil in thickness and have a permeance of less than 0.01 US perms as determined by ASTM E96. Placement of the moisture-retarder will require special consideration with regard to effects on the slab-on-grade and should adhere to recommendations outlined in the ACI 302.1R and ASTM E1745 publications. The granular mat should be compacted to no less than 95 percent of maximum density as determined by ASTM D1557. Upon request, MTI can provide further consultation regarding installation. Copyright Q 2014 Materials Testing&Inspection,Inc. 2791 South Victory View Way • Boise, ID 83709 • (208)376-4748 • Fax(208)322-6515 mti@mti-id.com • www.mti-id.com MATERIALS 18 June 2014 TESTING & Page# 11 of 28 INSPECTION b140611g_geotech Environmental Services J Geotechnical Engineering J Construction Materials Testing J Special Inspections Recommended Pavement Sections MTI has made assumptions for traffic loading variables based on the character of the proposed construction. The client shall review and understand these assum etions to make sure the reflect intended use and loadin• of pavements both now and in the future. Based on experience with soils in the region, a subgrade California Bearing Ratio (CBR) value of 3 has been assumed for near-surface clay soils on site. The following are minimum thickness requirements for assured pavement function. Depending on site conditions, additional work, e.g. soil preparation, may be required to support construction equipment. These have been listed within the Soft Subgrade Soils subsection. Flexible Pavement Sections The American Association of State Highway and Transportation Officials (AASHTO) design method has been used to calculate the following pavement sections. Calculation sheets provided in the Appendix indicate the soils constant, traffic loading, traffic projections, and material constants used to calculate the pavement sections. MTI recommends that materials used in the construction of asphaltic concrete pavements meet requirements of the ISPWC Standard Specification for Highway Construction. Construction of the pavement section should be in accordance with these specifications and should adhere to guidelines recommended in the section on Construction Considerations. AASHTO Flexible Pavement S ecifications "PAW `4sr'sg� TA W pk 'if-V64--s, $ � $ t� - � • r h ` 47r 0 ,3 • � y #ar,.1 Ci"'; �-H , z.i- i7; , :. 4;:g1. 4 I : § a " 4 # +t � 3 '✓.�s, Asphaltic Concrete 2.5 Inches 3.0 Inches Crushed Aggregate Base 4.0 Inches 6.0 Inches Structural Subbase 12.0 Inches 16.0 Inches Compacted Subgrade oNot Required for Native Soils, oNot Required for Native Soils, 95%of ASTM D698 for Existing Fill 95%of ASTM D698 for Existing Fill 'It will be required for MTI personnel to verify subgrade competency at the time of construction, Asphaltic Concrete: Asphalt mix design shall meet the requirements of ISPWC, Section 810 Class III plant mix. Materials shall be placed in accordance with ISPWC Standard Specifications for Highway Construction. Aggregate Base: Material complying with ISPWC Standards for Crushed Aggregate Materials. Structural Subbase: Material should comply with the requirements detailed in the Structural Fill section of this report except that the maximum material diameter is no more than 2/3 the component thickness. Copyright O 2014 Materials Testing&Inspection,Inc. 2791 South Victory View Way • Boise, ID 83709 • (208)376-4748 • Fax(208)322-6515 mti@mti-id.com • www.mti-id.com MATERIALS 18 June 2014 , cTESTING Page # 12 of 28 INSPECTION b 14061 I g_geotech Environmental Services _1 Geotechnical Engineering J Construction Materials Testing J Special Inspections Rigid Pavement Sections AASHTO pavement design method was used to develop the following rigid concrete pavement sections. Traffic loading and subgrade values indicated in the flexible pavement design were used in developing the rigid sections. This design method assumes the use of dowels at transverse joints. Concrete pavement shall be batched and constructed in accordance with the most current American Concrete Institute Standards and in accordance with Idaho Transportation Department Standard Drawings C-1-A and C-1-B. Native subgrade soils on the site are frost susceptible, and therefore, require joint sealers or under-drains. Rigid Pavement S§ecifications \ Mta„, T i '46 !i a it r e Portland Cement Concrete 5.0 Inches Crushed Aggregate Base 6.0 Inches Structural Subbase 0.0 Inches Compacted Subgrade oNot Required for Native Soils, 95%of ASTM D698 for Existing Fill tit will he required for MTI personnel to verify subgrade competency at the time of construction. Portland'Cement Concrete: 4,000 psi concrete with a modulus of rupture greater than 650 psi generally complying with ITD requirement for Urban Concrete. Crushed Aggregate Base: Material complying with ITD Standard Specifications for Highway Construction sections 303 and 703 for aggregates. Structural Subbase: Material complying with the requirements detailed in the Structural Fill section except that the maximum material diameter is no more than 2/3 the component thickness. Common Pavement Section Construction Issues The subgrade upon which above pavement sections are to be constructed must be properly stripped, compacted (if indicated), inspected, and proof-rolled. Proof rolling of subgrade soils should be accomplished using a heavy rubber-tired, fully loaded, tandem-axle dump truck or equivalent. Verification of subgrade competence by MTI personnel at the time of construction is required. Fill materials on the site must demonstrate the indicated compaction prior to placing material in support of the pavement section. MTI anticipates that pavement areas will be subjected to moderate traffic. MTI does not anticipate pumping material to become evident during compaction, but subgrade clays near and above optimum moisture contents may tend to pump. Pumping or soft areas must be removed and replaced with structural fill. Fill material and aggregates in support of the pavement section must be compacted to no less than 95 percent of the maximum dry density as determined by ASTM D698 for flexible pavements and by ASTM D1557 for rigid pavements. If a material placed as a pavement section component cannot be tested by usual compaction testing methods, then compaction of that material must be approved by observed proof rolling. Minor deflections from proof rolling for flexible pavements are allowable. Deflections from proof rolling of rigid pavement support courses should not be visually detectable. Copyright e0 2014 Materials Testing&Inspection,Inc. 2791 South Victory View Way • Boise, ID 83709 • (208)376-4748 • Fax(208)322-6515 mti@mti-id.com • www.mti-id.com . 0 MATERIALS 18 June 2014 TESTING & Page # 13 of 28 INSPECTION b14061 Ig_geotech J Environmental Services J Geotechnical Engineering Construction Materials Testing J Special Inspections MTI recommends that rigid concrete pavement be provided for heavy garbage receptacles. This will eliminate damage caused by the considerable loading transferred through the small steel wheels onto asphaltic concrete. Rigid concrete pavement should consist of Portland Cement Concrete Pavement (PCCP) generally adhering to ITD specifications for Urban Concrete. PCCP should be 6 inches thick on a 4-inch drainage fill course (see Floor Slab-on-Grade section), and should be reinforced with welded wire fabric. Control joints must be on 12-foot centers or less. CONSTRUCTION CONSIDERATIONS Recommendations in this report are based upon structural elements of the project being founded on competent, undisturbed, native lean clay soils or compacted structural fill. Structural areas should be stripped to an elevation that exposes these soil types. Earthwork Excessively organic soils, deleterious materials, or disturbed soils generally undergo high volume changes when subjected to loads, which is detrimental to subgrade behavior in the area of pavements, floor slabs, structural fills, and foundations. It is recommended that organic or disturbed soils, if encountered, be removed to depths of 1 foot (minimum), and wasted or stockpiled for later use. Stripping depths should be adjusted in the field to assure that the entire root zone or disturbed zone or topsoil are removed prior to placement and compaction of structural fill materials. Exact removal depths should be determined during grading operations by MTI personnel, and should be based upon subgrade soil type, composition, and firmness or soil stability. If underground storage tanks, underground utilities, wells, or septic systems are discovered during construction activities, they must be decommissioned then removed or abandoned in accordance with governing Federal, State, and local agencies. Excavations developed as the result of such removal must be backfilled with structural fill materials as defined in the Structural Fill section. MTI should oversee subgrade conditions (i.e., moisture content) as well as placement and compaction of new fill (if required) after native soils are excavated to design grade. Recommendations for structural fill presented in this report can be used to minimize volume changes and differential settlements that are detrimental to the behavior of footings, pavements, and floor slabs. Sufficient density tests should be performed to properly monitor compaction. For structural fill beneath building structures, one in-place density test per lift for every 5,000 square feet is recommended. In parking and driveway areas, this can be decreased to one test per lift for every 10,000 square feet. Dry Weather If construction is to be conducted during dry seasonal conditions, many problems associated with soft soils may be avoided. However, some rutting of subgrade soils may be induced by shallow groundwater conditions related to springtime runoff or irrigation activities during late summer through early fall. Solutions to problems associated with soft subgrade soils are outlined in the Soft Subgrade Soils section. Problems may also arise because of lack of moisture in native and fill soils at time of placement. This will require the addition of water to achieve near-optimum moisture levels. Low-cohesion soils exposed in excavations may become friable, increasing chances of sloughing or caving. Measures to control excessive dust should be considered as part of the overall health and safety management plan. Copyright®2014 Materials Testing&Inspection,Inc. 2791 South Victory View Way • Boise, ID 83709 • (208)376-4748 • Fax(208) 322-6515 mti@mti-id.com • www.mti-id.com , coMATERIALS 18 June 2014 TESTING & Page # 14 of 28 INSPECTION b 1406 i 1 g_geotech a Environmental Services ❑Geotechnical Engineering U Construction Materials Testing U Special Inspections Wet Weather If construction is to be conducted during wet seasonal conditions (commonly from mid-November through May), problems associated with soft soils must be considered as part of the construction plan. During this time of year, fine-grained soils such as silts and clays will become unstable with increased moisture content, and eventually deform or rut. Additionally, constant low temperatures reduce the possibility of drying soils to near optimum conditions. Soft Subgrade Soils Shallow fine-grained subgrade soils that are high in moisture content should be expected to pump and rut under construction traffic. During periods of wet weather, construction may become very difficult if not impossible. The following recommendations and options have been included for dealing with soft subgrade conditions: • Track-mounted vehicles should be used to strip the subgrade of root matter and other deleterious debris. Heavy rubber-tired equipment should be prohibited from operating directly on the native subgrade and areas in which structural fill materials have been placed. Construction traffic should be restricted to designated roadways that do not cross, or cross on a limited basis, proposed roadway or parking areas. • Construction roadways on soft subgrade soils should consist of a minimum 2-foot thickness of large cobbles of 4 to 6 inches in diameter with sufficient sand and fines to fill voids. Construction entrances should consist of a 6-inch thickness of clean, 2-inch minimum, angular drain-rock and must be a minimum of 10 feet wide and 30 to 50 feet long. During the construction process, top dressing of the entrance may be required for maintenance. • Scarification and aeration of subgrade soils can be employed to reduce the moisture content of wet subgrade soils. After stripping is complete, the exposed subgrade should be ripped or disked to a depth of 1'/2 feet and allowed to air dry for 2 to 4 weeks. Further disking should be performed on a weekly basis to aid the aeration process. • Alternative soil stabilization methods include use of geotextiles, lime, and cement stabilization. MTI is available to provide recommendations and guidelines at your request. Frozen Subgrade Soils Prior to placement of structural fill materials or foundation elements, frozen subgrade soils must either be allowed to thaw or be stripped to depths that expose non-frozen soils and wasted or stockpiled for later use. Stockpiled materials must be allowed to thaw and return to near-optimal conditions prior to use as structural fill. Copyright @ 2014 Materials Testing& Inspection,Inc. 2791 South Victory View Way • Boise, ID 83709 • (208)376-4748 • Fax(208)322-6515 mti@mti-id.com • www.mti-id.com coMATERIALS 18 June 2014 , TESTING & Page # 15 of 28 INSPECTION h14061 I g_geotech J Environmental Services J Geotechnical Engineering J Construction Materials Testing J Special Inspections Structural Fill Soils recommended for use as structural fill are those classified as GW, GP, SW, and SP in accordance with the Unified Soil Classification System (USCS)(ASTM D2487). Use of silty soils (USCS designation of GM, SM, and ML) as structural fill may be acceptable. However, use of silty soils (GM, SM, and ML) as structural fill below footings is prohibited. These materials require very high moisture contents for compaction and require a long time to dry out if natural moisture contents are too high and may also be susceptible to frost heave under certain conditions. Therefore these materials can be quite difficult to work with as moisture content, lift thickness, and compactive effort becomes difficult to control. If silty soil is used for structural fill, lift thicknesses should not exceed 6 inches (loose), and fill material moisture must be closely monitored at both the working elevation and the elevations of materials already placed. Following placement, silty soils must be protected from degradation resulting from construction traffic or subsequent construction. Recommended granular structural fill materials, those classified as GW, GP, SW, and SP, should consist of a 6-inch minus select, clean, granular soil with no more than 50 percent oversize (greater than '/4-inch) material and no more than 12 percent fines (passing No. 200 sieve). These fill materials should be placed in layers not to exceed 12 inches in loose thickness. Prior to placement of structural fill materials, surfaces must be prepared as outlined in the Construction Considerations section. Structural fill material should be moisture- conditioned to achieve optimum moisture content prior to compaction. For structural fill below footings, areas of compacted backfill must extend outside the perimeter of the footing for a distance equal to the thickness of fill between the bottom of foundation and underlying soils, or 5 feet, whichever is less. All fill materials must be monitored during placement and tested to confirm compaction requirements, outlined below, have been achieved. Each layer of structural fill must be compacted, as outlined below: • Below Structures and Rigid Pavements: A minimum of 95 percent of the maximum dry density as determined by ASTM D1557. • Below Flexible Pavements: A minimum of 92 percent of the maximum dry density as determined by ASTM D1557 or 95 percent of the maximum dry density as determined by ASTM D698. The ASTM D1557 test method must be used for samples containing up to 40 percent oversize (greater than 3/4-inch) particles. If material contains more than 40 percent but less than 50 percent oversize particles, compaction of fill must be confirmed by proof rolling each lift with a 10-ton vibratory roller (or equivalent) until the maximum density has been achieved. Density testing must be performed after each proof rolling pass until the in-place density test results indicate a drop (or no increase) in the dry density, defined as the maximum density or "break over" point. The number of required passes should be used as the requirement on the remainder of fill placement. Material should contain sufficient fines to fill void spaces, and must not contain more than 50 percent oversize particles. Copyright®2014 Materials Testing&Inspection,Inc. 2791 South Victory View Way • Boise, ID 83709 • (208)376-4748 • Fax(208)322-6515 mti@mti-id.com • www.mti-id.com • coMATERIALS 18 June 2014 TESTING Fr Page # 16of28 INSPECTION hi40611 g_geotech J Environmental Services J Geotechnical Engineering Construction Materials Testing J Special Inspections Backfill of Walls Backfill materials must conform to the requirements of structural fill, as defined in this report. For wall heights greater than 2.5 feet, the maximum material size should not exceed 4 inches in diameter. Placing oversized material against rigid surfaces interferes with proper compaction, and can induce excessive point loads on walls. Backfill shall not commence until the wall has gained sufficient strength to resist placement and compaction forces. Further, retaining walls above 2.5 feet in height shall be backfilled in a manner that will limit the potential for damage from compaction methods and/or equipment. It is recommended that only small hand-operated compaction equipment be used for compaction of backfill within a horizontal distance equal to the height of the wall, measured from the back face of the wall. Backfill should be compacted in accordance with the specifications for structural fill, except in those areas where it is determined that future settlement is not a concern, such as planter areas. In nonstructural areas, backfill must be compacted to a firm and unyielding condition. Excavations Shallow excavations that do not exceed 4 feet in depth may be constructed with side slopes approaching vertical. Below this depth, it is recommended that slopes be constructed in accordance with Occupational Safety and Health Administration (OSHA) regulations, section 1926, subpart P. Based on these regulations, on-site soils are classified as type "C" soil, and as such, excavations within these soils should be constructed at a maximum slope of 11/2 foot horizontal to 1 foot vertical (11/2H:1 V) for excavations up to 20 feet in height. Excavations in excess of 20 feet will require additional analysis. Note that these slope angles are considered stable for short-term conditions only, and will not be stable for long-term conditions. During our subsurface exploration, test pit sidewalls generally exhibited little indication of collapse; however, sloughing of fill materials and native granular sediments from test pit sidewalls was observed, particularly after penetration of the water table. For deep excavations, native granular sediments cannot be expected to remain in position. These materials are prone to failure and may collapse, thereby, undermining upper soil layers. This is especially true when excavations approach depths near the water table. Care must be taken to ensure that excavations are properly backfilled in accordance with procedures outlined in this report. Groundwater Control Groundwater was encountered during the investigation but is anticipated to be below the depth of most construction. If recommended, excavations below the water table will require a dewatering program. Dewatering will be required prior to placement of fill materials. Placement of concrete can be accomplished through water by the use of a treme. It may be possible to discharge dewatering effluent to remote portions of the site, to a sump, or to a pit. This will essentially recycle effluent, thus eliminating the need to enter into agreements with local drainage authorities. Should the scope of the proposed project change, MTI should be contacted to provide more detailed groundwater control measures Copyright @ 2014 Materials Testing&Inspection,Inc. 2791 South Victory View Way • Boise, ID 83709 • (208)376-4748 • Fax(208)322-6515 mti@mti-id.com • www.mti-id.com coMATERIALS TESTING Fr 18 June 2014 INSPECTION Page # 17 of 28 6140611g_geotech Environmental Services J Geotechnical Engineering J Construction Materials Testing J Special Inspections Special precautions may be required for control of surface runoff and subsurface seepage. It is recommended that runoff be directed away from open excavations. Clayey soils may become soft and pump if subjected to excessive traffic during time of surface runoff. Ponded water in construction areas should be drained through methods such as trenching, sloping, crowning grades, nightly smooth drum rolling, or installing a French drain system. Additionally, temporary or permanent driveway sections should be constructed if extended wet weather is forecasted. GENERAL COMMENTS When plans and specifications are complete, or if significant changes are made in the character or location of the proposed structure consultation with MTI should be arranged as supplementary recommendations may be required. Suitability of subgrade soils and compaction of structural fill materials must be verified by MTI personnel prior to placement of structural elements. Additionally, monitoring and testing should be performed to verify that suitable materials are used for structural fill and that proper placement and compaction techniques are utilized. _ Copyright @ 2014 Materials Testing& Inspection,Inc. 2791 South Victory View Way • Boise, ID 83709 • (208)376-4748 • Fax(208)322-6515 mti@mti-id.com • www.mti-id.com MATERIALS 18 June 2014 • TESTING & Page # 18of28 INSPECTION b14061 I g_geotech J Er v rorimental Services J Geotechnical Engineering J Construction Materials Testing J Special Inspections REFERENCES American Concrete Institute(ACI)(2004).Guide for Concrete Floor and Slab Construction. AC1 302.1 R. Farmington Hills, MI: ACI. American Society of Civil Engineers(ASCE)(2013). Minimum Design Loads for Buildings and Other Structures: ASCE/SEI 7-10. Reston, VA: ASCE. American Society for Testing and Materials(ASTM)(2004). Standard Test Method for Materials Finer than 75-µm(No.200)Sieve in Mineral Aggregates by Washing: ASTM Cl 17. West Conshohocken, PA: ASTM. American Society for Testing and Materials(ASTM)(2006). Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates:ASTM C136. West Conshohocken, PA: ASTM. American Society for Testing and Materials(ASTM)(2012).Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Standard Effort D698. West Conshohocken, PA: ASTM. American Society for Testing and Materials(ASTM)(2012). Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Modified Effort D1557. West Conshohocken, PA: ASTM. American Society for Testing and Materials(ASTM)(2011). Standard Practice for Classification of Soils for Engineering Purposes (Unified Soil Classification System)D2487. West Conshohocken, PA:ASTM. American Society for Testing and Materials(ASTM)(2010). Standard Test Methods for Liquid Limit,Plastic Limit,and Plasticity Index of Soils: ASTM D4318. West Conshohocken,PA: ASTM. American Society for Testing and Materials(ASTM)(2011). Standard Specification for Plastic Water Vapor Retarders Used in Contact with Soil or Granular Fill under Concrete Slabs: ASTM E1745. West Conshohocken, PA:ASTM. American Society of State Highway and Transportation Officials(AASHTO)(1993).AASHTO Guide for Design of Pavement Structures 1993. Washington, D.C.: AASHTO. Desert Research Institute. Western Regional Climate Center. [Online]Available: <http://www.wrcc.dri.edu/>(2014). Idaho Transportation Department(ITD)(2012). Idaho Transportation Department Materials Manual,2012. Boise,ID: Author. Idaho Transportation Department(ITD)(2012). Idaho Transportation Department Standard Specifications for Highway Construction,2012. Boise, ID: Author. International Building Code Council(2012). International Building Code,2012. Country Club Hills, IL: Author. Local Highway Technical Assistance Council(LHTAC)(2010). Idaho Standards for Public Works Construction,2010. Boise, ID: Author. Othberg,K. L.and Stanford, L. A., Idaho Geologic Society(1992).Geologic Map of the Boise Valley and Adjoining Area, Western Snake River Plain, Idaho. (scale 1:100,000). Boise, Idaho:Joslyn and Morris. U. S. Dept.of Labor,Occupational Safety and Health Administration."CFR 29, Part 1926,subpart P: Safety and Health Regulations for Construction,Excavations. (1986)". [Online] Available: <www.osha.gov> (2014). U. S. Geological Survey.(2011).National Water Information System: Web Interface. [Online]Available: <http://waterdata.usgs.gov/nwis>(2014). Copyright OO 2014 Materials Testing&Inspection,Inc. 2791 South Victory View Way • Boise, ID 83709 • (208)376-4748 • Fax(208)322-6515 mti@mti-id.com • www.mti-id.com cyMATERIALS 18 June 2014 • TESTING & Page # 19 of 28 INSPECTION b 140611 g_geotech ]Environmental Services J Geotechnical Engineering J Construction Materials Testing .7 Special Inspections APPENDICES ACRONYM LIST AASHTO: American Association of State Highway and Transportation Officials ACHD: Ada County Highway District ACI American Concrete Institute ASCE American Society of Civil Engineers ASTM: American Society for Testing and Materials bgs: below ground surface CBR: California Bearing Ratio D: natural dry unit weight,pcf ESAL Equivalent Single Axle Load GS: grab sample IBC: International Building Code IDEQ Idaho Department of Environmental Quality ISPWC: Idaho Standards for Public Works Construction 1TD: Idaho Transportation Department LL: Liquid Limit M: water content MSL: mean sea level N: Standard "N"penetration: blows per foot,Standard Penetration Test NP: nonplastic OSHA Occupational Safety and Health Administration PCCP: Portland Cement Concrete Pavement PERM: vapor permeability PI: Plasticity Index PID: photoionization detector PVC: polyvinyl chloride Qc: cone penetrometer value,unconfined compressive strength,psi QP: Penetrometer value,unconfined compressive strength,tsf Qu: Unconfined compressive strength,tsf RMR Rock Mass Rating RQD Rock Quality Designation R-Value Resistance Value SPT: Standard Penetration Test(140:pound hammer falling 30 in. on a 2:in. split spoon) USCS: Unified Soil Classification System USDA: United States Department of Agriculture UST: underground storage tank V: vane value, ultimate shearing strength,tsf Copyright®2014 Materials Testing&Inspection,Inc. 2791 South Victory View Way • Boise, ID 83709 • (208)376-4748 • Fax(208)322-6515 mti@mti-id.com • www.mti-id.com % MATERIALS ef,* TESTING & 18 June 2014 Page # 20 of 28 INSPECTION b140611g_geoteeh Environmental Services J Geotechnical Engineering J Construction Materials Testing J Special Inspections h.y GEOTECHNICAL GENERAL NOTES r Coarse-Grained Soils SPT Blow Counts(N) Fine-Grained Soils SPT Blow Counts(N) Very Loose: <4 Very Soft: <2 Loose: 4-10 Soft: 2-4 Medium Dense: 10-30 Medium Stiff: Dense: 30-50 4-8 Stiff: 8-15 Very Dense: >50 Very Stiff: 15-30 Hard: >30 itsi. -0ril rIQii q eitaik tit;` Description Field Test Descri 1 tion Field Test Dry Absence of moisture,dusty,dry to touch Weakly Crumbles or breaks with handling or sli:ht finer •ressure Moist Damp but not visible moisture Moderately > Crumbles or beaks with considerable finer pressure Wet Visible free water,usually soil is below j Will not crumble or break with finger water table Strongly g pressure • � _ '#'L�.r"-�` 3P Y' -� i�i`_�Z �.cT ,YEE3".c'` ''` E ate, j'�y.,:.s *kik, �I, - '-$1. ,. `dV.7 a > a J r- `��'11.:�eJ 'Ysa 7 J _: rxs .`�aA� ,;di r s.. x; ,..#y Boulders: >12 in. Coarse-Grained Sand: 5 to 0.6 mm ' m , Cobbles: 12 to 3 in. Medium-Grained Sand: 0.6 to 0.2 mm Clays:i <.000 io 0.005 mm Gravel: 3 in. to 5 mm I Fine-Grained Sand: 00.005 mm 0.2 to 0.075 mm vi t ).N. t iii ` gj `� {¢} a.:�.. : �. +. ;, a��..��t2�..�......,-.:.��..'d�w.�es"� �+'���r���3 eF�41.01 t €`''''''',;;;-11__. Gravel&Gravelly OW Well-graded gravels;gravel/sand mixtures with little or no fines Soils GP Poorly-graded gravels;gravel/sand mixtures with little or no fines Coarse-Grained <50% coarse fraction GM Silty gravels;poorly-graded gravel/sand/silt mixtures Soils passes No.4 sieve GC Clayey gravels;poorly graded gravel/sand/clay mixtures 050% passes No.200 Sand&Sandy SW Well-graded sands;gravelly sands with little or no fines sieve >50%Soils SP Poorly-graded sands;gravellysands with little or no fines coarse fraction SM Silty sands;poorly-graded sand'gravel/silt mixtures passes No.4 sieve SC Clayey sands;poorly-graded sand/gravel/clay mixtures ML Inorganic silts;sandy,gravelly or clayey silts Silts&Clays CL Lean clays; inorganic,gravelly,sandy, or silty, low to medium-plasticity clays Fine Grained LL<50 Soils>50% OL Organic, low-plasticity clays and silts passes No.200 MH Inorganic,elastic silts; sandy,gravelly or clayey elastic silts sieve Silts&Clays LL>50 CH Fat clays;high-plasticity, inorganic clays OH Organic, medium to high-plasticity clays and silts Highly Organic Soils PT Peat,humus,hydric soils with high organic content --- - _ ^ Copyright 0 2014 Materials Testing&Inspection,Inc. 2791 South Victory View Way • Boise. ID 83709 • (208)376-4748 • Fax(208)322-6515N~AY mti@mti-id.com • www.mti-id.com MATERIALS co TESTING & 18 June 2014 Page# 21 of 28 INSPECTION b 140611 g_geotech J Environmental Services J Geotechnical Engineering J Construction Materials Testing J Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-1 Date Advanced: 6 June 2014 Logged by: Elizabeth Brown, P.E. Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Depth to Water Table: 8.0 Feet bgs Total Depth: 9.0 Feet bgs Depth Field Description and Sample I Sample Depth Lab (Feet bgs) USCS Soil and Sediment Classification Type (Feet bgs) QP Test ID Poorly Graded Sand Fill (SP Fill): Light 0.0-1.7 brown, dry, loose to medium dense, with fine to coarse grained sand. 1.7-3.7 Lean Clay (CL): Brown, slightly moist, medium stiff to stiff with fine grained sand. Poorly Graded Gravel with Sand (GP): Brown, slightly moist to saturated, dense to very dense, with fine to coarse grained sand, 3.7-9.0 fine to coarse gravel, and 5 inch minus cobbles. --Silt content and weak to moderate calcium carbonate cementation to 6.5 feet bgs. -- _ Copyright OO 2014 Materials Testing&Inspection,Inc. 2791 South Victory View Way • Boise. ID 83709 • (208)376-4748 • Fax(208)322-6515 mti@mti-id.com • www.mti-id.com MATERIALS co. TESTING & 18 June 2014 Page # 22 of 28 INSPECTION • b 1400 11 g_geotech 3 Environmental Services 3 Geotechnical Engineering a Construction Materials Testing 3 Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-2 Date Advanced: 6 June 2014 Logged by: Elizabeth Brown, P.E. Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Depth to Water Table: 7.5 Feet bgs Total Depth: 8.4 Feet bgs Depth Field Description and Sample Sample Depth Lab (Feet bgs) USCS Soil and Sediment Classification Type (Feet bgs) QP Test ID Sandy Silt Fill (ML): Light brown, dry, stiff, 0.0-1.3 with fine grained sand and 3 inch minus gavel. 1.3-3.4 Lean Clay (CL): Brown, slightly moist, medium stiff to stiff, with fine grained sand. GS 2.0-2.5 A Poorly Graded Gravel with Sand (GP): Brown, slightly moist to saturated, dense to very dense, with fine to coarse grained sand, 3.4-8.4 fine to coarse gravel, and 5 inch minus cobbles. --Silt content and weak to moderate calcium carbonate cementation to 6.7 feet bgs. Lab Test ID M LL PI Sieve Analysis #4 #10 #40 #100 #200 11 A 22.2 43 13 100 100 I I 96 91 85.1 _ Copyright @ 2014 Materials Testing&Inspection,Inc. 2791 South Victory View Way • Boise, ID 83709 • (208)376-4748 • Fax(208)322-6515 mti@mti-id.com • www.mti-id.com MATERIALS 18 June 2014 TESTING 6 Page # 23of28 INSPECTION b 1406 I I g_geotech J Environmental Services J Geotechnical Engineering J Construction Materials Testing J Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-3 Date Advanced: 6 June 2014 Logged by: Elizabeth Brown, P.E. Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Depth to Water Table: 7.8 Feet bgs Total Depth: 8.2 Feet bgs Depth Field Description and Sample Sample Depth Lab (Feet bgs) USCS Soil and Sediment Classification Type (Feet bgs) QP Test I.D Sandy Silt Fill (ML): Light brown, dry, stiff 0.0-1.5 with fine grained sand and 3 inch minus gravel. Lean Clay (CL): Brown, slightly moist, 1.5-6.4 medium stiff to stiff, with fine grained sand. --Calcic veining noted below 3.5 feet bgs. Poorly Graded Gravel with Sand (GP): Brown, slightly moist to saturated, dense to 6.4-8.2 very dense, with.,fine to coarse grained sand, fine to coarse gravel, and 5 inch minus cobbles. Copyright O 2014 Materials Testing&Inspection,Inc. 2791 South Victory View Way • Boise, ID 83709 • (208)376-4748• Fax(208)322-6515 mti@mti-id.com • www.mti-id.com MATERIALS TESTING Fr 18 June 2014 rt Page# 24 of 28 INSPECTION b140611g_geotech J Environmental Services J Geotechnical Engineering J Construction Materials Testing J Special Inspections AASHTO PAVEMENT THICKNESS DESIGN PROCEDURES Pavement Section Design Location: Westmark Credit Union,No Truck Access Average Daily Traffic Count: 400 All Lanes&Both Directions Design Life: 20 Years Percent of Traffic in Design Lane: 50% Terminal Seviceability Index(Pt): 2.5 Level of Reliability: 95 Subgrade CBR Value: 3 Subgrade Mr: 4,500 Calculation of Design-18 kip ESALs Daily Growth Load Design Traffic Rate Factors ESAI s Passenger Cars: 155 2.0% 0.0008 1,100 Buses: 0 2.0% 0.6806 0 Panel& Pickup Trucks: 40 2.0% 0.0122 4.328 2-Axle,6-Tire Trucks: 4 2.0% 0.1890 6,705 Emergency Vehicles: 1.0 2.0% 4.4800 39,731 Dump Trucks: 0 2.0% 3.6300 0 Tractor Semi 7 railer Trucks: 0 2.0% 2.3719 0 Double Trailer Trucks 0 2.0% 2.3187 0 Heavy Tractor Trailer Combo Trucks: 0 2.0% 2.9760 0 Average Daily Traffic in Design Lane: 200 Total Design Life 18-kip ISALs: 51,863 Actual Log(ESALs): 4.715 Trial SN: 2.76 Trial Log(FSALs): 4.718 Pavement Section Design SN: 2.81 Design Depth Structural Drainage Inches Coefficient Coefficient Asphaltic Concrete: 2.50 0.42 n/a Asphalt-Treated Base: 0.00 0.25 n/a Cement-Treated Base: 0.00 0.17 n/a Crushed Aggregate Base: 4.00 0.14 1.0 Pit Run Aggregate Subgrade: 12.00 0 10 1.0 Special Aggregate Subgrade: 0.00 0.09 0.9 Copyright OO 2014 Materials Testing&Inspection,Inc. 2791 South Victory View Way • Boise, ID 83709 • (208)376-4748 • Fax(208)322-6515 mti@mti-id.corn • www.mti-Id.com MATERIALS . 6 TESTING & 18 June 2014 Page # 25 of 28 INSPECTION b140611g_geotech J Environmental Services J Geotechnical Engineering J Construction Materials Testing J Special Inspections AASHTO PAVEMENT THICKNESS DESIGN PROCEDURES Pavement Section Design Location: Westmark Credit Union,Truck Access Average Daily Traffic Count: 400 All Lanes& Both Directions Design Life: 20 Years Percent of Traffic in Design Lane: 50% Terminal Seviceability Index(Pt): 2.5 Level of Reliability: 95 Subgrade CBR Value: 3 Subgrade Mr: 4.500 Calculation of Design-18 kip FSAIs Daily Growth Load Design Traffic Rate Factors ESALs Passenger Cars: 110 2.0% 0.0008 780 Buses: 1 2.0% 0.6806 6,036 Panel& Pickup Trucks: 63 2.0% 00122 6,816 2-Axle,6-Tire Trucks: 20 2.0% 0.1890 33,523 Concrete Trucks: 2.0 2.0% 4.4800 79,462 Dump Trucks: 2 2.0% 3.6300 64,386 Tractor Semi Trailer Trucks: 2 2.0% 2 3719 42,071 Double Trailer Trucks 0 2.0% 2.3187 0 Heavy Tractor Trailer Combo Trucks: 0 2.0% 2.9760 0 Average Daily Traffic in Design Lane: 200 Total Design Life 18-kip ISALs: 233,074 Actual Log(ESALs): 5.367 Trial SN: 3.54 Trial Log(ESALs): 5.372 Pavement Section Design SN: 3.70 Design Depth Structural Drainage Inches Coefficient Coefficient Asphaltic Concrete: 3.00 0.42 n/a Asphalt-Treated Base: 0.00 0.25 n/a Cement-Treated Base: 0.00 0.17 n/a Crushed Aggregate Base: 6.00 0.14 1.0 Pit Run Aggregate Subgrade: 16.00 0.10 1.0 Special Aggregate Subgrade: 0.00 0.09 0.9 ___ Copyright 62014 Materials Testing&Inspection,Inc. 2791 South Victory View Way • Boise, ID 83709 • 208)376-4748 • Fax(208)322-6515 mti@mti-id.com • www.mti-id.com MATERIALS 18 June 2014 TESTING Page# 26 of 28 INSPECTION b 140611 g_geotech J Environmental Services I Geotechnicai Engineering ...I Construction Materials Testing >Special Inspections AASHTO RIGID PAVEMENT THICKNESS DESIGN PROCEDURES Pavement Section Design Location: Westmark Credit Union, Drive Thru Average Daily Traffic Count: 400 All Lanes& Both Directions Design Life: 20 Years %of Traffic in Design Lane: 50% Terminal Seviceability Index, Pt: 2 Level of Reliability, R: 95 R-Value: 6 Subgrade CBR Value: 3 Subgrade Mr: 4,500 Native Modulus of Subgrade Reaction, K: 100 Effective Modulus of Subgrade Reaction, K: 160 Concrete Elastic Modulus, Ec: 4200000 Modulus of Rupture, S'c: 650 Load Transfer Coefficient,J: 4.2 Drainage Coefficient, Cd: 1 Standard Deviation, So: 0.34 Design Serviceability Loss, Delta PSI: 2.5 Calculation of Design 18 kip FSALs Daily Growth Load Design Traffic Rate Factors ESAL's Passenger Cars: 155 2.0% 0.0008 1,100 Buses: 0 2.0% 0.6806 0 Panel & Pickup Trucks: 40 2.0% 0.0122 4,328 2 Axle,6 Tire Trucks: 4 2.0% 0.1890 6,705 Concrete Trucks: 1 2.0% 4.4800 39,731 Dump Trucks: 0 2.0% 3.6300 0 Tractor Semi Trailer Trucks: 0 2.0% 2.3719 0 Double Trailer Trucks 0 2.0% 2.3187 0 Heavy Tractor Trailer Combo Trucks: 0 2.0% 2.9760 0 Average Daily Traffic in Design Lane: 200 Total Design Life 18 kip ESAL's: 51,863 Traffic Index equivalent= 6.3 Actual Log (FSAL's): 4.715 Trial Pavement Design Thickness, inches: 5.00 Trial Log (ESAL's): 4.808 Pavement Design Thickness, Inches: 5.0 Road Mix Section Thickness, Inches: 6.0 __ _ ___ Copyright©2014 Materials Testing&Inspection,Inc. 2791 South Victory View Way • Boise, ID 83709 • (208)376-4748 • Fax(208)322-6515 mti@mti-id.com • www.mti-id.com NLb 6 F L $ 'n... m tx .w m V 03 W F aW ®Z a cn J c LW ui co 115 o z X o .600 2Nm il Cl. fi a- cc p Q a., 1_ISJ E GGLE�RD l G rSE GLE '0*I. 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