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Home My WebLink AboutMeridian Commons Retail Development - Storm Water Management - Engineering Drainage ReportTHL Le N9 GROUP, INC. Meridian Commons Retail Development 3230 E. River Valley Street, Meridian, Idaho Storm Water Management— Engineering Drainage Report Owner North Eagle Road LLC Becky Wright Interface Properties Ph; 828.231.8506 Engineer �51ONAL E or�'rV �EG15TE/��.� G The Land Group, Inc. Jason Densmer, PE !!// 462 East Shore Drive 10961 Eagle, Idaho 83616 Ph: 208.939.4041 qTE of i4P J9�N DEN January 29, 2013 0 -'L9. 105 Project No. 112109 Site Planning - Landscape Architecture - Civil Engineering - Golf Course Irrigation & Engineering • Graphic Design - Surveying 462 E. Shore Drive, Suite 100 - Eagle, Idaho 83616 • P 208.939.4041 - F 208.939.4445 - www.thelandgroupinc.com THE LAND GROUP, INC. Site Description Meridian Commons Storm Water Management Report The property is located at the northeast corner of Eagle Road and E. River Valley Street in Meridian, Idaho. The project proposes to construct a parking area and single building of approximately 5,040-sf. Additional area exists on the site for the future expansion to the east of the current structure. The drainage from the project will be collected from roof and site areas and discharged to proposed subsurface drainage facilities that will be constructed as part of the site improvements. The following calculations show that the proposed facilities are adequately sized to accommodate the expected storm water runoff from the site. Site Assessment of Soils & Seasonal Ground Water An investigation of the site and geotechnical conditions was prepared by Materials Testing & Inspection (MTI). The results of their evaluations are presented in their report dated August 21, 2012 and attached as Appendix C. Ground water was not encountered at the time of the investigation or in numerous nearby investigations conducted during recent years. Based on this investigation and background knowledge of the area, MTI estimates groundwater depths to remain greater than approximately 17 -ft bgs throughout the year. Generally, the soil profile below represents a generalized interpretation for the project site. Note that onsite soils strata, encountered between test pit locations, may vary from the individual soil profiles presented in the geotechnical report's logs: Surficial soils were predominately native lean clays or lean clay with gravel fill material. Clays were generally dark brown in color, ranged from dry to slightly moist in moisture content, and were hard. Gravels of up to 3 -inches in diameter were encountered in the clay fill. Organic material was present throughout the majority of the clay layer. Native sandy silt and sandy silt fill material was noted beneath the surficial clay layers. Sandy silts were light brown to brown, dry to slightly moist, and contained limited tree roots throughout. The native sandy silts were generally hard, with vary degrees of induration and calcium carbonate cementation. Sandy silt fills were stiff to very stiff. Fine gravel was present at the side of one test pit in the sandy silt fill layer. r Site Planning • Landscape Architecture • Civil Engineering • Golf Course Irrigation & Engineering • Graphic Design • Surveying 462 E. Shore Drive, Suite 100 • Eagle, Idaho 83616 - P 208.939.4041 • F 208.939.4445 - wvvw.thelandgroupinc.com E'A Meridian Commons THE LAND GROUP, INC. Storm Water Management Report doo -9 In many of the more deeply developed soils, poorly -graded gravels were present. Gravels were most often classified as brown, dry to slightly moist, and varied in relative density from medium dense to dense. Calcium carbonate cementation also extended through the upper 6- to 12 -inches of this horizon. Fine to medium -grained sand was prevalent throughout the gravels, though coarse-grained sand was encountered at depths greater than 10 -feet. Cobbles were primarily 6 -inches in diameter or smaller, though cobbles up to 12 -inches in size were noted at depth. Soil permeability was not measured in the field. Given the absence of direct measurements, MTI presented an estimate of infiltration using generally recognized values for each soil type and gradation. The poorly -graded gravel sediments existing at the level of the proposed drainage facilities typically exhibit infiltration rates in excess of 12 -inches per hour. Infiltration testing is generally not required in these sediments because of their free -draining nature. The site infiltration facilities are designed to extend into the native, non-cemented sandy gravel sediments. Excavation depths of approximately 7 -ft have been anticipated to expose these sandy gravel sediments. Because of the high soil permeability, ASTM C 33 filter sand is incorporated into the infiltration facility design. An infiltration rate of 8 -inches per hour has been used in design, as limited by the ASTM C 33 sand. Peak Run -Off Rate & System Sizing Site Drainage Areas The proposed storm drainage will sheet flow across asphalt and landscape areas to storm drain inlets. Storm water will pass through sand and grease traps prior to discharging to seepage bed facilities to allow the storm water to percolate into the existing sub soils. The runoff from the roof drains will be piped to the seepage beds. The site is divided into two tributary areas, each with its own drainage system. An overview of the site is given in Appendix A. Developed Storm Volume The drainage systems have been designed to store the 100 -year, 1 -hour event. The drainage calculations are shown in Appendix B. Site Planning • Landscape Architecture • Civil Engineering • Golf Course Irrigation & Engineering • Graphic Design • Surveying 462 E. Shore Drive, Suite 100 • Eagle, Idaho 83616 • P 208.939.4041 • F 208.939.4445 - www.thelandgroupinc.com Meridian Commons • THE LAND GROUP, INC. Storm Water Management Report Appendix A Site Drainage Areas Ar Site Planning Landscape Architecture - Civil Engineering • Golf Course Irrigation & Engineering • Graphic Design • Surveying 462 E. Shore Drive, Suite 100 • Eagle, Idaho 83616 • P 208.939.4041 • F 208.939.4445 - www.thelandgroupinc.com Flip location: 9iA2012V112109Acod\1121U9 a c dmNa9e map [eA Platted By. Brent deley Di Robed: iuesdog r umy 29 2Q13 of 0349 RJ e Appendix A Meridian Commons Drainage Map � $ � Meridian Idaho %yc Meridian Commons • THE LAND GROUP, INC. Storm Water Management Report Appendix B Drainage Calculations s Site Planning • Landscape Architecture • Civil Engineering • Golf Course Irrigation & Engineering • Graphic Design - Surveying 462 E. Shore Drive, Suite 100 • Eagle,. Idaho 83616 - P 208.939.4041 • F 208.939.4445 • www.thelandgroupinc.com Meridian Commons Tuesday, January 29, 2013 Storm Drainage Calculations Drainage Area Characteristics: Area 1 Total A ' 18,800 s.f. Pervious s.f. �f Impervious 118,800 s.f. 0 90 _-- Weighted C 0.90 �;10 Tc mm Hydrology - Rational Method IWQ= 0.34 in/hr QWQ- =0.13 cfs _ i 1100 = 13.10 in/hr I 4100 - 11.20 cfs _.._ VWQ 106 c f ----- V100 System Size System_ type= Stormte_ch SC -310 _ # of chamber Chamber Volume 31� 0 c.f. _ Bed Area= s.f. Storage Volume = c.f. Percolation Volume = c.f. Combined Volume= I c.f. Total Volume = 1,083 c.f. •W WA191 OKAY Isolator Row # of chambers= 0 _ Area = s.f. Storage Volume = c.f. — Percolatlon Volume Tf. i Total Volume= 10 c.f. Time to 8.0 in/hr 5.2 hrs em type Standard Be& Depth 1,8 .0 ft Length 20.0 ft Width = i14.0 ft Volume= 1896 c.f. Volume -187 c.f. Volume= '11,083 c.f. minimum required- extend length per plan percolation rate S&G Trap Check Vault Size -101d astle New 1000 Gal f U Number- — nrts� Baffle Spacing Throat Area�.08 s.f. �-�•• 7i 0.17 fps OKAY Site Planning • Landscape Architecture - Civil Engineering - Golf Course Irrigation & Engineering - Graphic Design - Surveying 462 E. Shore Drive, Suite 100 • Eagle, Idaho 83616 - P 208.939.4041 - F 208.939.4445 • www.thelandgroupinc.com Meridian Commons Storm Drainage Calculations Drainage Area Characteristics: Area 2 Tuesday, January 29, 2013 Total A =11_7,300 s.f. Pervious =t s.f. C= 0.10 Impervious ='17,300s.f. C=OA0 Weighted_ C= 0.90 Tc = -10 min. Hydrology- Rational Method IWQ= 0.34 1100 = 3.10 mm� VWQ 197cf. V100 X888 t f Svstem Size System type= 1Stormtech SC -310 _ # of chambers - Chamber Volume - j31.0 c.f. m Bed Area 124 s.f. Storage Volume = c.f. Percolation Volume = 116 c.f. Combined Vol ume = i16 c.f. Total Volume = 1944 c.f. . i li. OKAY Isolator Row # of chambers - 10 Area s.f.— Storage Volume c.f. Percolation _Volume=c.f. Total Volume= 10 c.f. Time to QWQ- 0.12cfs Q100 = 1.11 cfs System type= Standard Depth = 8.0 ft Length = 24.0 ft Width = 10.0 ft _ Storage Volume = 768 c.f. Percolation Volume = 160 c.f. Combined Volume= 928 c.f. minimum required - extend length per }ton k=8.0in/hr Io-rcolatioiirate vONNNWOjMff5.0 h _ S&G Trap Check Vault Size = jOldcastle New 1000 Gal Number of Units = 1 m Baffle Spacing � 1'-8' Throat Area = 7.08 s.f. 0.16 fps lCKAY Site Planning - Landscape Architecture • Civil Engineering - Golf Course Irrigation & Engineering • Graphic Design - Surveying 462 E. Shore Drive, Suite 100 • Eagle, Idaho 83616 - P 208.939.4041 - F 208.939.4445 - www.thelandgroupinc.com t�%%r Meridian Commons • THE LAND GROUP, INC. Storm Water Management Report Appendix C Geotechnical Report (for reference only) If Site Planning • Landscape Architecture • Civil Engineering • Golf Course Irrigation & Engineering - Graphic Design • Surveying 462 E. Shore Drive, Suite 100 • Eagle, Idaho 83616 • P 208.939.4041 • F 208.939.4445 • www.thelandgroupinc.com SpEcial Inspections Construction Materials Testing Geotechnical Engineering Environmental Services Asbestos/Lead Management Planning 16 MATERIALS TESTING & INSPECTION "Assuring the Strength, Safety and Security of Our Community" 6 MATERIALS TESTING & INSPECTION ❑ Environmental Services ❑ Geotechnical Engineering O Construction Materials Testing ❑ Special Inspections Prepared for: G4 Acquisitions, LLC 1001 Telecom Drive Boca Raton, FL 33431 GEOTECHNICAL ENGINEERING REPORT of SGI Retail Building 2420 North Eagle Road Meridian, ID MTI File Number B120616g 2791 South Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 mtl@mti-id.com • www.mti-id.com 6 MATERIALS TESTING F7 INSPECTION 21 August 2012 Page # I of 26 b1208l6g_geo1ech ❑ Environmental Services ❑ Geotechnical Engineering i] Construction Materials Testing ❑ Sperial Inspections Ms. Rebecca Wright G4 Acquisitions, LLC 1001 Telecom Drive Boca Raton, FL 33431 (561) 989-8079 Re: Geotechnical Engineering Report SGI Retail Building 2420 North Eagle Road Meridian, ID Dear Ms. Wright: In compliance with your instructions, we have conducted a soils exploration and foundation evaluation for the above referenced development. Fieldwork for this investigation was conducted on 16 August 2012. 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 three copies 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 would be pleased in providing materials testing and special inspection services during construction of this project. If you will advise us of the appropriate time to discuss these engineering gervices, we will be pleased to 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. Respectfully Submitted, Materials Testing & In Monica Saculles, P.E. 'F1'e Reviewed by: Geotechnical Engineer OFtO�� A SAC1r' Reviewed by: Geotechnical Services Manager W"� zabeth Brown, P.E. Geotechnical Engineer Copyright® 2012 Materials Testing & Inspection, Inc. 2791 South Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 mti0mti-id.com • www.mti-id.com 6 MATERIALS TESTING & INSPECTION 21 August 2012 Page # 2 of 26 bl208l6g_gwtmh ❑ Environmental Service, J Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections TABLE OF CONTENTS INTRODUCTION........................................................................................................................... ProjectDescription............................................................................................................. Authorization...................................................................................................................... Purpose............................................................................................................................... Scopeof Investigation........................................................................................................ Warranty and Limiting Conditions..................................................................................... ExclusiveUse..................................................................................................................... Report Recommendation are Limited and Subject to Misinterpretation ............................ EnvironmentalConcerns .................................................................................................... SITEDESCRIPTION...................................................................................................................... SiteAccess......................................................................................................................... RegionalGeology. ............................ .................... ....................................... .................... General Site Characteristics................................................................................................ Regional Site Climatology and Geochemistry.................................................................... GeoseismicSetting............................................................................................................. SOILS EXPLORATION ............. ...................... ....................... ............. .................................... I...... E I A 1' P d .. 3 .3 .. 3 .. 3 .. 3 .. 4 .. 4 .. 4 .. 5 .. 5 .. 5 5 .. 5 .. 6 .. 6 .. 6 xp oranon an amp mg roce ures...................................................................................................... LaboratoryTesting Program.................................................................................................................... Soiland Sediment Profile....................................................................................................................... SoilsSurvey Review............................................................................................................................... VolatileOrganic Scan_ .-._...... ........................................................ ...._..................... ............................ .. 7 .. 7 8 .. 8 8 8 9 9 ... 10 ... 10 I1 ... 12 ... 12 ... 13 ... 13 13 14 ... 14 ... 15 15 15 ... 16 ... 17 ... 18 ... 18 ... 19 ... 20 ... 23 ........ 25 ........ 26 Copyright ® 2012 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 £r INSPECTION 21 August 2012 Page # 3 of 26 b120816g_geotech ❑ Environmental Services D Geotechnical Engineering ❑ Construction Materials Testing ❑ 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 2009 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 structures 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 eastern portion of the City of Meridian, Ada County, ID, and occupies a portion of the SW'/4NW'/4 of Section 4, Township 3 North, Range 1 East, Boise Meridian. This project will consist of construction of a single -story retail structure approximately 11,000 square feet in size to be developed on roughly 1.1 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 50,000 pounds were assumed 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 not been informed of the proposed grading plan. Authorization Authorization to perform this exploration and analysis was given in the form of a written authorization to proceed from Ms. Rebecca Wright of G4 Acquisitions; LLC to Monica Saculles of Materials Testing and Inspection, Inc. (MTI), on 8 August 2012. Said authorization is subject to terms, conditions, and limitations described in the Professional Services Contract entered into between G4 Acquisitions, LLC and MTI. Our scope of services for the proposed development has been provided in our proposal dated 2 August 2012 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 pavement section design requirements 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. Copyright ® 2012 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 6 MATERIALS TESTING & INSPECTION 21 August 2012 Page # 4 of 26 b 120816g_geotech ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections 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. 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. Copyright ® 2012 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 6 MATERIALS TESTING & INSPECTION 21 August 2012 Page # 5 of 26 b1208I6&_gcotcch ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections 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 the potential for petroleum or hazardous materials contamination or other environmental hazards relating to the site exists, MTI must be informed prior to the commencement of the geotechnical investigation. 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 Eagle Road exit. Proceed north on Eagle Road approximately 2.0 miles to its intersection with River Valley Street. The site occupies the northeast comer of this intersection. Presently the site exists as a vacant residence with associated outbuildings fronting Eagle Road. 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. General Site Characteristics This proposed development consists of approximately 1.1 acres of relatively level terrain. Throughout the majority of the site, surficial materials consist of native clay soils or clay with gravel fill. Vegetation primarily consists of sod, mature trees, and other landscape plants, as well as native grasses typical of and to semi -and environments. Copyright ®2012 Materials Testing & Inspection. Inc. 2791 South Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322.6515 mb@mti-id.com • www.mti-id.com 6 MATERIALS TESTING & INSPECTION 21 August 2012 Page # 6 of 26 b 120816g_geotech ❑ Environmental Services ❑ Geotechnical Engineering O Construction Materials Testing ❑ Special Inspections Regional drainage is north and west toward the Boise River. Storm water drainage for the site is achieved by percolation through surficial soils. No storm water should drain onto the project site from surrounding properties. Storm water drainage collection and retention systems were not noted on the project site, though they have been incorporated into the surrounding roadways. 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 95e F with daily extremes ranging from -250 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 time cement mixtures. Surface waters, groundwaters, and soils in the region typically have pH levels ranging from T2 to 8.2. Geoseismic Setting Soils on site are classed as Site Class D in accordance with Chapter 16 of the 2009 edition of the IBC. 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. 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. Copyright ® 2012 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 & INSPECTION 21 August 2012 Page # 7 of 26 bt20816g_geotech ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing El Special Inspections 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 D 4318 and Grain Size Analysis - ASTM C 117/C 136. 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. Surficial soils were predominately native lean clays or lean clay with gravel fill material. Clays were generally dark brown in color, ranged from dry to slightly moist in moisture content, and were hard. Gravels of up to 3 -inches in diameter were encountered in the clay fill. Organic material was present throughout the majority of the clay layer. Native sandy silt and sandy silt fill material was noted beneath the surficial clay layers. Sandy silts were light brown to brown, dry to slightly moist, and contained limited tree roots throughout. The native sandy silts were generally hard, with varying degrees of induration and calcium carbonate cementation. Sandy silt fills were stiff to very stiff. Fine gravel was present at the side of test pit 2 in the sandy silt fill layer. In many of the more deeply developed soils, poorly -graded gravels were present. Gravels were most often classified as brown, dry to slightly moist, and vaned in relative density from medium dense to dense. Calcium carbonate cementation also extended through the upper 6 to 12 inches of this horizon. Fine to medium - grained sand was prevalent throughout the gravels, though coarse-grained sand was encountered at depths greater than 10 feet. Cobbles were primarily 6 -inches in diameter or smaller, though cobbles up to 12 -inches in size were noted at depth. Competency of test pit walls varied 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. Soils Survey Review Review of the United States Department of Agriculture (USDA) Soil Conservation Service, Soil Survey of Ada County Area, Idaho, 1980, indicates that the site includes the Purdam silt loam surficial soil type. Specific soils characteristics for these soils, as defined by the USDA, include moderately slow permeability above the hardpan and very slow through fractures in the hardpan, slow runoff, and slight hazard of erosion. Copyright @ 2012 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 6 MATERIALS TESTING & INSPECTION 21 August 2012 Page # 8 of 26 b120816g_geotech ❑ Environmental Services l7 Geotechnical Engineering t7 Construction Materials Testing 1] Special Inspections 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. No groundwater was encountered. 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 not encountered in test pits advanced to a maximum depth of 13.4 feet bgs. Soil moistures in the test pits were generally dry to slightly moist. 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 December 2005, June 2007, December 2009, and February 2012 approximately %4 -mile to the north, south, and southeast of the project site, no evidence of groundwater was noted within numerous test pits advanced to depths as great as 16.7 feet bgs. Another investigation performed in February 2012 approximately th-mile to the southeast of the project site revealed groundwater at depths greater than 19 feet bgs. Based on evidence of this investigation and background knowledge of the area, MTI estimates groundwater depths to remain greater than approximately 17 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 incites per hour. Sandy silt soils will commonly exhibit infiltration rates from 2 to 4 inches per hour. Induration and calcium carbonate cementation was encountered within clay and sandy silt soils may reduce infiltration rates to near zero. Poorly -graded gravel sediments typically exhibit infiltration values in excess of 12 inches per hour. 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, non-cemented sandy gravel sediments. Excavation depths of approximately 7 feet bgs should be anticipated to expose these sandy gravel sediments. Because of the high soil permeability, ASTM C 33 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. Actual infiltration rates should be confirmed at the time of construction. Copyright ® 2012 Materials Testing & Inspection, Inc. 2791 South Victory View Way 4 Boise, ID 83709 • (208) 376.4748 • Fax (208) 322-6515 mti@mti-id.com • www.mti-id.com 6 MATERIALS TESTING & INSPECTION 21 August 2012 Page # 9 of 26 b 120816g_geotech ❑ Environmental Services t7 Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections FOUNDATION, SLAB, AND PAVEMENT DISCUSSION AND RECOMMENDATIONS Various foundation types have been considered for support of the proposed structure. 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 structure 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 following guidelines for the net allowable soils bearing capacity: Soil Bearing Capacity Footing Depth ASTM[ D 1557 Sub rade Compaction Net Allowable Soil Bearing Capacity Footings must bear on competent, undisturbed, 2,000 lbs/ft2 native sandy silt soils, poorly -graded gravels, or Not Required for compacted structural fill. Existing lean clay soils Native Soil A 1/3 increase is allowable and fi,l materials must be completely removed for short-term loading, from below foundation elements. Excavation 95% for Structural Fill which is defined by seismic depths ranging from 1 to 5.5 feet bgs should be events or designed wind anticipated to expose proper bearing soils.2 speeds. MTI recommends that a qualified geotechnical engineer or engineering technician verify the bearing soil complete these areas must be backfilled in a controlled and compacted manner as described in the Structural Fill section. Footings should be proportioned to meet either the stated soil bearing capacity or the 2009 IBC minimum requirements. Total settlement should be limited to approximately 1 inch, and differential settlement should be limited to approximately %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, MTI 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. Copyright ® 2012 Materials Testing & Inspection, Inc. 2791 South Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 mtiOmti-Id.com • www.mti-id.com MATERIALS TESTING & INSPECTION 21 August 2012 Page # 10 of 26 b 120816g_geotech :1 Environmental Services O Geotechnical Engineering ❑ Construction Materials Testing u Special Inspections Floor Slab -on -Grade Native clay soils are moderately plastic and will be susceptible to shrink/swell movements associated with moisture changes. Additionally, dense organic material was generally encountered within these clay soils. Areas of the site within the proposed structures should be excavated to sufficient depths to completely remove lean clay soils. Uncontrolled fill was encountered in portions of the site. MTI recommends that these fill soils be excavated to a sufficient depth to expose competent native soils or to a minimum depth of 1'/z feet below finished subgrade If any fill materials remain in place the exposed surface of remaining fill must be compacted to at 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 till. 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 D 1557. 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 %-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 E 96. Placement of the moisture -retarder will require special consideration with regard to effects on the slab -on -grade. The granular mat should be compacted to no less than 95 percent of maximum density as determined by ASTM D 1557. Upon request, MTI can provide further consultation regarding installation. 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 assumptions to make sure they reflect intended use and loading of pavements both now and in the future. Based on experience with soils in the region, a subgrade California Bearing Ratio (CBR) value of 4 has been assumed for near -surface native lean clay/sandy silt 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. Copyright ® 2012 Materials Testing &. Inspection, Inc, 2791 South Victory View Way - Boise, ID 83709 • (208) 376.4748 • Fax (208) 322.6515 mti@mti-id.eom - www.mU-id.com 6 MATERIALS TESTING £r INSPECTION 21 August 2012 Page # 11 of 26 1,120816g_gcotech ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections_ Flexible Pavement Sections The 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 Specifications *Pavement Section Component Driveways and Parking No Truck,Access Driveways and Parking Truck Access Asphaltic Concrete 2.5 Inches 3.0 Inches Crushed Aggregate Base 4.0 Inches 6.0 Inches Structural Subbase 10.0 Inches 10.0 Inches Compacted Subgrade Not Required Not Required *MTI recommends that a qualified geotechnical engineer or engineering technician verify subgrade competency at the time of construction. Asphaltic Concrete: Asphalt mix design shall meet the requirements of ISPWC, Section 810 Class Ill 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. 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 a qualified geotechnical engineer or engineering technician at the time of construction is recommended. 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 and silts 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 D 698 for flexible pavements and by ASTM D 1557 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 ® 2012 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 6 MATERIALS TESTING & INSPECTION 21 August 2012 Page # 12 of 26 b120816g_geolech J Environmental Services Q Geotechnical Engineering ❑ Construction Materials Testing ❑ 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 native sandy silts, poorly -graded gravels, 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. Mature trees, brush, and thick grasses with associated root systems were noted at the time of our investigation. It is recommended that organic or disturbed soils, if encountered, be removed to depths of 1 '/2 feet (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 a qualified geotechnical representative, 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. Copyright ®2012 materials 'resting & 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 6 MATERIALS TESTING & INSPECTION 21 August 2012 Page # 13 of 26 b120816g_geotech ❑ Environmental Services ❑ Geotechnical Engineering U Construction Materials Testing ❑ Special Inspections 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. 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. Copyright 62012 Materials Testing & Inspection, Inc. 2791 South Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 mt4mti-id.com • www.mti-id.com 6 MATERIALS TESTING & INSPECTION 21 August 2012 Page # 14 of 26 b120816g_geo1ech ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections 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. 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 D 2487). 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 mhms 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. 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 D 1557. Below Flexible Pavements: A minimum of 92 percent of the maximum dry density as determined by ASTM D 1557 or 95 percent of the maximum dry density as determined by ASTM D 698. The ASTM D 1557 test method must be used for samples containing up to 40 percent oversize (greater than %-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® 2012 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 6 MATERIALS TESTING & INSPECTION 21 August 2012 Page # 15 of 26 bl20816g_gcotech ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ 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 1'/2 foot horizontal to 1 foot vertical (1 V2H:IV) 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. 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 soils 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 not encountered during the investigation and is anticipated to be below the depth of most construction. If recommended, excavations below the water table will require a dewatering program. 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 ® 2012 Materials Testing & Inspection, Inc. 2791 South Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 mtl@mti-id.com • www.mti-id.com MATERIALS TESTING & INSPECTION 21 August 2012 Page # 16 of 26 b 120816&geotech ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ 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. Silty or 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 structures, consultation with MTI should be arranged as supplementary recommendations may be required. It is recommended that suitability of subgrade soils and compaction of structural fill materials be verified 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 ® 2012 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.00m 6 MATERIALS TESTING & INSPECTION 21 August 2012 Page # 17 of 26 b120816"cotech ❑ Environmental Services 0 Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections REFERENCES American Society for Testing and Materials (ASTM) (2004). Standard Test Method for Materials Finer than 75 -um (No. 200) Sieve in Mineral Aggregates by Washing: ASTM C 117 — 04. West Conshohocken, PA: ASTM, American Society for Testing and Materials (ASTM) (2006). Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates: ASTM C 136-06. West Conshohocken, PA: ASTM. American Society for Testing and Materials (ASTM) (2007). Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Standard Effort D 698-07e1. West Conshohocken, PA: ASTM. American Society for Testing and Materials (ASTM) (2009). Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Modified Effort D 1557-09, West Conshohocken, PA: ASTM. American Society for Testing and Materials (ASTM) (2007). Standard Test Methods for California Bearing Ratio, ASTM D 1883 — 07e2. West Conshohocken, PA: ASTM. American Society for Testing and Materials (ASTM) (2011). Standard Practice for Classification of Soils for Eneineering Purposes (Unified Soil Classification System) D2487 -1_l. West Conshohocken, PA: ASTM. American Society for Testing and Materials (ASTM) (2010). Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticiri Index of Soils: ASTM D 4318 - 10. 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. Collett, R. A., U. S. Department of Agriculture, Soil Conservation Service. (1980). Soil Survey of Ada County Area, Idaho. Washington, DC: U. S. Government Printing Office. Desert Research Institute. Western Regional Climate Center. [Online] Available: <http://www_wrcc.dri.edu/> (2012). International Building Code Council (2009). International Building Code, 2009. Country Club Hills, IL: Author. Local Highway Technical Assistance Council (LHTAC) (2010). Idaho Standards for Public Works Construction, 2010. Boise, ID: Author. U. S. Department of Agriculture, Natural Resource Conservation Service. Web Soil Survey. [Online] Available: <http://websoilsurvey.nres.usda.gov/app/> (2012). 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> (2012). U. S. Geological Survey. (2011). National Water Information System: Web Interface. [Online] Available: <hit pt ://waterdata.usgs.gov/nwis> (2012). Copyright® 2012 Materials Testing & Ltspection, Inc. 2791 South Victory View Way • Boise, ID 83709 • (208) 376-4748 - Fax (208) 322.6515 mti@mti-id.com • www.mti-Id.00m MATERIALS TESTING & INSPECTION 21 August 2012 Page # 18 of 26 b1208l6g_yeotech O Environmental Services O Geotechnical Engineering Cl Construction Materials Testing ❑ Special Inspections APPENDICES ACRONYM LIST AASHTO: American Association of State Highway and Transportation Officials ACCP: Asphalt Cement Concrete Pavement ACHD: Ada County Highway District ASTM: American Society for Testing and Materials AU: Auger sample bgs: below ground surface CB: Carbide bit CBR: California Bearing Ratio D: natural dry unit weight, pef DB: diamond bit DM: Dames & Moore sampling tube GS: grab sample IBC: International Building Code 1SPWC: Idaho Standards for Public Works Construction ITD: 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 PCCP: Portland Cement Concrete Pavement PERM: vapor permeability PI: Plasticity Index PID: photoionization detector PVC: polyvinyl chloride Qe: cone penetrometer value, unconfined compressive strength, psi Qp: Penetrometer value, unconfined compressive strength, tsf Qu: Unconfined compressive strength, tsf SPT: Standard Penetration Test (140:pound hammer falling 30 in. on a 2:in. split spoon) SS: split spoon (13/8:in. inside diameter, 2:in. outside diameter, except where noted) ST: shelby tube (3:in. outside diameter, except where noted) USCS: Unified Soil Classification System USDA: United States Department of Agriculture UST: underground storage tank V: vane value, ultimate shearing strength, tsf WT: apparent groundwater level Copyright ® 2012 Materials Testing & Inspection, Inc. 2791 South Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 mti®mti-id.com • www.mli-id.com 6 MATERIALS TESTING & INSPECTION 21 August 2012 Page # 19 of 26 h120816g gcotech Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testina ❑ Special Inspections GEOTECHNICAL GENERAL NOTES PARTICLE SIZE Boulders: >12 in. Coarse -Grained Sand: 5 to 0.6 min Silts: 0.075 to 0.005 nun Cobbles: 12 to 3 in. Medium -Grained Sand: 0.G to 0.2 mm Cla s: <0.005 mm Gravel: 3 in. [0 5 mm Fine -Grained Sand: 0.2 to 0.075 mm UNIFIED SOIL CLASSIFICATION SYSTEM RELATIVE DENSITY AND CONSISTENCY CLASSIFICATION _ Coarse -Grained Soils SPT Blow Counts N Fine -Grained Soils SPT Blow Counts Very Loose: <4 Very Soft: <2 Loose: 4-10 Soft: 24 Medium Dense: 10-30 Medium Stiff: 4-8 Dense: 30-50 Stiff: 8-15 Very Dense: >50 Very Stiff: 15-30 g p ry, inorganic clays Fat cla s; hi h- lasticiLL Hard: >30 PARTICLE SIZE Boulders: >12 in. Coarse -Grained Sand: 5 to 0.6 min Silts: 0.075 to 0.005 nun Cobbles: 12 to 3 in. Medium -Grained Sand: 0.G to 0.2 mm Cla s: <0.005 mm Gravel: 3 in. [0 5 mm Fine -Grained Sand: 0.2 to 0.075 mm UNIFIED SOIL CLASSIFICATION SYSTEM ors re n Descri tion Field Test Dry Absence of moisture, dusty, dry to touch Moist Damp but not visible moisture Wet Visible free water, usually soil is below water table PARTICLE SIZE Boulders: >12 in. Coarse -Grained Sand: 5 to 0.6 min Silts: 0.075 to 0.005 nun Cobbles: 12 to 3 in. Medium -Grained Sand: 0.G to 0.2 mm Cla s: <0.005 mm Gravel: 3 in. [0 5 mm Fine -Grained Sand: 0.2 to 0.075 mm UNIFIED SOIL CLASSIFICATION SYSTEM Major Divisions Sy0101 . So,iLDeseriptions , Coarse -Grained Soils <50% passes No.200 sieve Gravel & Gravelly Soils <50% coarse fraction passes No.4 sieve GW Well -graded gravels; graveUsand mixtures with little orno fines GP Poorly -graded gravels;. gravel/sand mixtures with little or no fines aded vellsand/silt mixtures GM Siltygravels; poorly -graded ° P y GC Clayey gravels; poorly -graded gravel/sand/clay mixtures Sand & Sandy Soils >50% coarse fraction asses NoA sieve SW Well -graded sands; gravelly sands with little or no fines SP Poorly -graded sands; gravelly sands with little or no fines SM Silty sands; poorly -graded sand/gravel/silt mixtures SC Clayey sands; poorly -graded sandlgraveUclay mixtures Fine Grained Soils >50% passes No.200 sieve Silts & Clays LL <50 ML Inorganic silts; sandy, gravelly or clayey silts CL Lean clays; inorganic, gravelly, sandy, or silty, low to medium -plasticity clays OL Organic, low -plasticity clays and silts Silts & Clays > 50Y Inorganic, elastic silts; sandy, gravelly or clayey elastic silts g p ry, inorganic clays Fat cla s; hi h- lasticiLL ;CHOrganic, medium to high -plasticity clays and silts Highly Organic Soils Peat, humus, hydric soils with high organic content Copyright 02012 Materials Testing & Inspection, Inc. 2791 South Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 mti®mtl-Id.com • www.mti-id.com MATERIALS TESTING & INSPECTION 21 August 2012 Page # 20 of 26 b120816"cotech O Environmental Services ❑ Geotechnical Engineering O Construction Materials Testing ❑ Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP -1 Date Advanced: 16 Aug 2012 Logged by: Monica Saculles, P.E. Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Depth to Water Table: Not Encountered Total Depth: 13.4 Feet bgs Depth Field Description and Sample Sample Feet b pth Lab (Feetb s USCS Soil and Sediment Classification Qp Test ID 0.0-1.4 Lean Clay (CL): Dark brown, dry, hard. 4.5+ --Or anic material throughout. Sandy Silt (ML): Light brawn to brown, dry, hard, with fine-grained sand. 1.4-5.2 --Weak to moderate calcium carbonate 4.5+ cementation throughout. --Limited tree roots present to depths of up to 3.0 eet bgs. Poorly -Graded Gravel (GP): Brown, dry to slightly moist, medium dense to dense, with fine to medium -grained .sand and 6 -inch -minus sub -rounded to rounded cobbles. 5.2-13.4 --Moderate calcium carbonate cementation noted in the upper 6 to 12 inches. --Coarse-grained sand and 12 -inch -minus sub - rounded cobbles were present at depths greater than approximately 10.0 feet bgs. Copyright 02012 Materials Testing & Inspection, Inc. 2791 South Victory View Way • Boise, ID 83709 • (208) 376-4746 • Fax (208) 322-6515 mti®mti-id.com • www.mti-id.com MATERIALS TESTING & INSPECTION 21 August 2012 Page # 21 of 26 b 120816g_geotech ❑ Environmental Services ❑ Geotechnical Engineering Cl Construction Materials Testing ❑ Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP -2 Date Advanced: 16 Aug 2012 Logged by: Monica Saculles, P.E. Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Depth to Water Table: Not Encountered Total Depth: 9.8 Feet bgs Depth Field Description and Sample Sample Depth QP Lab (Feet bgs) USCS Soil and Sediment Classification Type (Feet b Test ID Lean Clay with Gravel Fill (CL -FILL): Dark 0.04.0 brown, dry to slightly moist, very stiff to hard, 4.0-4.5+ with intermittent 3 -inch -minus gravel. Sandy Silt Fill (ML -FILL): Brown, slightly moist, stiff to very stff, with fine-grained sand --Three-inch-minus gravel fill was present 1.0-5.4 along the east sidewall ofthe test pit. --Limited tree roots present in southeast corner of the test pit to a depth of roughly 4.5 feet bgs. Poorly -Graded Gravel (GP): Brown, slightly moist, medium -dense to dense, with fine to 5.4-9.8 medium -grained sand and 6 -inch -minus sub - rounded to rounded cobbles. --Dense, fine organics present from 5.4 to 6.0 feet bgs. Copyright ® 2012 Materials Testing & Inspection, Inc. 2791 South VictoryView Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 mti@mti-id.com • www.mti-id.com MATERIALS 21 August 2012 TESTING & Page# 22 of 26 INSPECTION bl208l6g_geotech ❑ Environmental Services J Geotechnical Engineering ❑ Construction Materials Testing ❑Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP -3 Date Advanced: 16 Aug 2012 Logged by: Monica Saculles, P.E. Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Depth to Water Table: Not Encountered Total Depth: 7.1 Feet bgs Depth Field Description and Sample Sample Depth QP Lab (Feet bgs) USCS Soil and Sediment Classification Type (Feet bgs) Test ID Lean Clay (CL): Dark brown, slightly moist, 0.0-4.0 hard, with fine-grained sand. GS 2.5-3.0 4.5+ A --Organic material to a depth of 1.6 feet bgs. --Indurated from 1.6 to 4.0 eel bgs. Sandy Silt (ML): Brown, dry to slightly moist, 4.0-5.3 hard, with fine-grained sand. 4.ti+ --Moderate to strong calcium carbonate cementation throughout. Poorly -Graded Gravel (GP): Brown, dry to slightly moist, medium -dense to dense, with fine to medium -grained sand and 4 -inch -minus 5.3-7.1 sub -rounded to rounded cobbles. --Moderate calcium carbonate cementation noted in the upper 6 to 12 inches. Lab Test ID M LL PI Sieve Analysis % - - #4 #10 #40 1 #100 #200 A 11.3 36 13 100 100 1 98 1 94 88.6 Copyright ®2012 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 6 MATERIALS TESTING & INSPECTION 21 August 2012 Page # 23 of 26 b 120816g_geotech ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections AASHTO PAVEMENT THICKNESS DESIGN PROCEDURES Copynght ® 2012 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 Pavement Section Design Location: SGI Retail Building No Truck Access Average Daily Traffic Count: 100 All Lanes & Both Directions Design Life: 20 years Percent of Traffit in Design Lane: 100°/x. Terminal Seviceability Index (Pt): 2.5 Level of Reliability: 95 Subgrade CBR Value: 4 Subgrade Mr: 6,000 Calculation of Design -18 kip BALs Daily Crowth Load Design Traffic Rate Factors ESALs Passenger Cars: 30 2.0% 0.0008 213 Buses: 1 2.0% 0.6806 6,036 Panel & Pickup Trucks: 12 2.0% 0.0122 1,298 2 -Axle, 6 -Tire Trucks: 6 2.0% 0.1890 10,057 Concrete Trucks: 1.0 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: 50 Total Design Life 18 -kip ESALs: 57,335 Actual Log (ESALs): 4.758 Trial SN: 2.51 Trial Log HISALs): 4.760 This number most be equal to or greater than the Actual Log. Pavement Section Design SN: 2.61 This number must be equal to or greater than the Trial SN. 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: 10.00 0.10 1.0 Special Aggregate Subgrade: 0.00 0.09 0.9 Copynght ® 2012 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 & INSPECTION 21 August 2012 Page # 24 of 26 b 120816g,_geotech 0 Environmental Services 0 Geotechnical Engineering 0 Construction Materials Testing 0 Special Inspections AASHTO PAVEMENT THICKNESS DESIGN PROCEDURES Copyright ® 2012 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 Pavement Section Design Location: SGI Retail Building Truck Access Average Daily Traffic Count: 100 All Lanes & Both Directions Design Life: 20 Years Percent of Traffic in Design Lane: 100% Terminal Seviceability, Index (Pt): 2.5 Level of Reliability: 95 Subgrade CBR Value: 4 Subgrade Mr: 6,000 Calculation of Design -18 kip ESA", Daily Growth Load Design Traffic Rate Factors ESALs Passenger Cars: 20 2.0"/v 0.0008 142 Bases: 3 2.0% 0.6806 18,108 Panel & Pickup Trucks: 13 2.0% 0.0122 1,407 2 -Axle, 6 -Tire Trucks: 8 2.0% 0.1890 13,409 Concrete Trucks: 1.0 2.0% 4.4800 39,731 Dump Trucks: 2 2.0% 3.6300 64,386 Tractor Semi Trailer Trucks: 3 2.0% 2.3719 63,106 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: 50 Total Design Life I8 -kip ISAU: 200,288 Actual Log (ESALs): 5.302 Trial SN: 3.09 Trial Log (ESALs): 5.303 This nmnber must be equal to or greater than the Actual Log Pavement Section Design SN: 3.10 This number must be equal to or greater than the Trial SN, Design Depth Structural Drainage Inches Coefficient Coefficient Asphaltic Concrete: 3.00 0.42 We 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: 10.00 0.10 1.0 Special Aggregate Subgrade: 0.00 0.09 0.9 Copyright ® 2012 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 .5 1> i 1 3AV b H013ASHW N NOSHSI N.. 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AVM 3Ei 3Z d_L N C O AVM 3ld1DNIHd N w• RECORDS AVE J w a HARDI_NG CD N WAY ,y Td,AHH3R53HDi5 N A ' 30 AVM VMCIMVH3-N lai aVM317S31 N£ - - OG, u RAV JkoOTTnia N O N WINGATELN - N DEVLIN AVE �. z ' Qtivv 3AV NITA30 N Z it N SUMMERPARK AVE, N CHANCERY WAY DR ! 3 1d 31X70N Nl 31XEO ap 3AOJ ,, AV Al _w N;E1.SAA �0 kft fV CHANTILLY AVE OI I N LOC_HNESS WAY fid' NS UMMERBROOK PL - p N SH EEPHORRN AVE N AMETHYST PL. N SAPPHIRE AVE ' E CAROL ST AV sm7 scitij NHVd N N QVENZER' WA MV NV3d MOT�31, N G y4.� N:ZiPCO ' 15 lOHV-J YMOUN,.Ay 3m4tllxnmq w -SiC� �JERICHO RD, K HOLL _ $c�N SNOW GOOSE War N TPARE AYE NT 31VAWd N Td NO1XEk19 M D - 3AV HL01 3N �Ab N17gbl ;',. NLARK'AVE Y 3AV 3A1l0N w; NROSARIO ST f! P V r� N HICKORY AVE z; jI 3AV 3NIHOVW N yI Ni 3AV 893M W !, VN I. i� N. NOLA. RI i � w a _ 5T GROVE RD J C 'I N SCRIVNER PL $ i ' � I N ADKINS AVE M N SHIRE PL SpHpuo P �?�. J� 1 N BAU eG - atitJ j�4' N !m I Ul rn J v O m 8 m E o Z x9 E s 2 C oV 2 U Z V o r E Z J p ACO Q d Ul J .Az W O m E q�m�® LL Z V o r E W S W N CCa goN o n N m S N c � �V � mo m I N m I I I(I � �le i . I YY n Z 11 I o W 1 N., o a I r 1 - ---- - I (Xil CONSOLIDATED ENGINEERING LABORATORIES HEADQUARTERS 2001 Crow Canyon Road, Suite 100 San Ramon, CA 94583 Telephone (925) 314-7100 Facsimile (925) 855-7140 e-mail: INFO®celhq.com web site: www.cel-ga.com CARLSBAD 2380 Camino Vida Roble, Suite G Carlsbad, CA 92011 Telephone (760) 438-8075 Facsimile (760) 438-8074 EscoNwoo 1150 Hamilton Lane Escondido, CA 92029 Telephone (760) 294-5000 Facsimile (760) 294-5499 HONOLULU, HAWAII PO Box 23140 Honolulu, Hawaii 96823-3140 Telephone (808) 864.5778 Facsimile (608) 521-8508 OAKLAND 534 23rd Avenue Oakland, CA 94606.5307 Telephone (510) 436-7626 Facsimile (510) 436-7699 PALM DESERT 72.960 Fred Waring Drive. 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