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Materials Testing and Inspections~~ ~- ~ l~~ ~~~ Special InspECtions Construction Materials Testing MATERIALS TESTING ~ INSPECTION Geotechnical Engineering Environmental Services Asbestos/lead Management Planning ':Assuring the Strength, Sa#Ety and Security of Your Future„ IVIATERIAl.5 TESTING ~ INSPECTION Env'irortmeraal Sei yi~8~ ~J Geoiechr~ical Enyineering O Construction l~/lat~rials Te~tiry J Special Inspection GEOTECHNICA~ ENGINEERING REPORT of Milford CrEel< Subdivision Eagle Road >«r McMillan Road Boise, Idaho Prepared for: DavE Evans Construction 5551 West Glenwood Street, Suite A BOlse, Idaho 83714 MTI FiIE Number B41355g 7446 W. Lemhi St., Boise, ID 83709 208 376-4748 Fax 208 322-6515 E-Mail mtiC~?mti-id,com www.mti-id,com n/IATERIAI.S TE571NC ~r ~ NSPECTIaN December 2U, 2UU4 Page # I of 21 Environmental Services ~ Geotechnical Enyineerin ~ Construction 1Jlaierials Testing ~ Special Inspections t~mtiser\~er2'•~reporlsOboise12004 reportsi1200-1399\b41355g`~millord crzek geotech.doc Mr. 1Vlike Gallegos Dave Evens Construction 556X West Glenwood Street, Suite A Boise, Maho 83714 Re: Geotechnical Engineering Report Milford Creek Subdivision Eagle Road & McMillan Road Boise, Idaho Gentlemen: In compliance with your instructions, we have conducted a soils exploration and foundation evaluation for he above mentioned development. Field work for this investigation was conducted on 6 December 2UU4. Data have been analyzed to evaluate pertinent geotechnical conditions. Provided geotechnical, groundwater and construction recommendations are listed in the Table of Contents. Results of this investigation, together with our recommendations, are to be found in the following report. Often, because of design and construction details that occur on a project, questions arise concerning soil conditions. We would be pleased to continue our role as geotechnical engineers during project implementation. MTI also has great interest 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 services, we will be pleased to meet with you at your convenience. We appreciate this opportunity to be of service to you and we loo .~'artvar ~~.:.;, w~,.. future. If ou have uestiorzs lease call us at 208 376-4748. ,~;.,-~, --.:~. y q P ( ) e-f y.. Respectfully Submitted, ~' r_-~';tY L• Materials Testitj.g & Inspection, .Inc. ~ ~; ',Z~`'"b`'` / ~ .. ~< //mar`' : ;f / ~.! .Brandon Wright, E.LT. Revi e~ :•- c roe Staff Etgineer Geotechnical Services Man ,~ ~ ~ ~ ,: Reviewed by; l~chael G Geotechnical Engineer to working with you in the r;, ti ~4~ __ ~~ n tiA ~• C. Copyright ©2004 Materials 7~esting & Inspection, Inc. 7446 W. Lernhi St., Boise, ID 83709 208 376-4748 Fax 208 322-6515 E-Mail mtiC~mti-id.com www.mti-id.com MATERIALS TESTING Fs' INSPECTION Decentbcr 20.204 Page # 2 of 2 i Em~iranrncntal Sz~rvices ~ ~eotechnical Engineerinra D Construction Materials Testing ^ Special Inspections '.\mtiser~~er2lreports~6oise~2004 reports`~.1300-1399`.6=t13S5g'~milford creek geotech.doc TABLE OF CONTENTS .... ....... 1\TRODUCTION.. ........ ................................................................................................3 Project Description ...................:...........................................................................3 Authorization ........................................................................................................3 Purpose .................................................................................................................. 3 Scope ............: ...............................................................................:.........................3 Warranty And Limiting Conditions ...................................................................4 General ..................................................................................................................4 DESCRIPTION OF SITE .........................................................................................................5 Site Access .............................................................................................................5 General Geology OE' Area ....................................................................................5 Site Topography, Drainage And Vegetation ......................................................5 Site Climatology And Geochemistry...:...., ..........................................................6 Geoseismfc Setting ................................................................................................b SOILS EXPLORATION ..............:.............................................................................................6 Exploration and Sampling Procedures ...............................................................6 Laboratory Testing Program ..............................................................................7 Soil And Sediment Profile ...................................................................................7 Soils Survey Review ..............................................................................................7 Volatile Organic Scan ...........................................................................................8 S{TE HYDROLOGY ................................................................................................................t3 General Notes ........................................................................................................8 Groundwater ............................:............................................................................8 Soil Infiltration Rates ............:..............................................................................9 FOUNDATION AND CRAWLSPACE DISCUSSION AND RECOtwiMENDATIONS ........................9 General Notes ........................................................................................................9 Foundation Design Recommendations ...............................................................9 Crawl Space Recommendations ..........................................................................10 Recommended Pavement Sections ..............:.......................................................10 CONSTRUCTION CONSIDERATIONS ........... ........ .........................................................10 ......... .... Earthwork ................................. ...................... ........................................10 Dry ~'Veather .....:...:............................................................................................... ] 1 Wet Weather .........................................................................................................1 l Frozen Subgrade Soils ..........................................................................................11 Structure[ Fill .........................................:..............................................................12 Backtill ..............:..........................,..............:.,.............................................,..........12 Excavations ..:........................................................................................................12 Groundwater Control ..........................................................................................13 GENERAL C0~1,4'tENTS ..........................................................................................................1~ REt'EitENCCS .........................................:........................................::....................................14 APPENDIX IaST .......................................:..:..........................................................................15 Geotechnical General Notes .................................................................................16 Unified Soil Classification ....................................................................................17 Test Pit Logs ..........................................................................................................18 Copyright O 2004 Materials Testing &. Inspection, Inc. 7446 W. Lemhi St., Boise, ID 83709 208 376-4748 Fax 208 322-6515 E-Mail mti@mti-id,com www.mti-id.com M14TERIAl.S ' ~ESTINf7 ~r ~ 1~15PECTION December 20, 2004 Page # 3 of 21 Environn,Ental Services ~ Geotecnnical Enraineerin ~ Consirurtion Materials 7estiny ~ Special Inspections ''i~mtisen~er2`,rep~rtslboise'~,2004 reports]200-1399'~,b413»g'naiN'ord creek g~u~ech.du~ Ii~TRODUCTIOI~' This report presents results of a geo#echnical investigation and analysis in support of data utilized in design of structures as defined in the 2003 International Building Code (IBC}. lnforniation in support of grotu7dtivater and stormwater issues pertinent to the practice of Civil Engineering is included. Observations and recommendations relevant to the earthwork phase of the. project are also presented. Project llescription: The proposed development is located in the northwestern portion of the City of Boise, Ada County, Idaho, and occupies a portion of the SE'/aNE'/4 of Section 32, Township 4 North, Range 1 East, Boise Meridian. The project will consist of development of single family residential structures to be developed on an approximate $.66-acre site. Roadways are anticipated to be included as part of the development. Proposed :grading is presently undetermined. Authorization: Authorization to perform this exploration and analysis was given in the form of verbal authorization to proceed from Mr. Mike Gallegos of Dave Evans Construction to Jennifer Miller of Materials Testing and Inspection, Inc. (MTI), on 29 November 2004. Said authorization is subject to terns, conditions, and limitations described in the Professional Services Contract entered into between Dave Evans Construction and MTI. Our scope of services for the proposed development has been provided below. Purpose: The purpose of this Geotechnical Engineering Report is to determine various soil profile components and their engineering characteristics for use by design engineers and/or architects in: • Preparing or verifying suitability of foundation design and placement, • Preparing light and heavy duty pavement thickness designs, • Preparing site drainage designs, and, • Indicating issues pertaining to earthwork construction. Scope; The scope of this investigation included review of geologic literature and existing available geotechnical studies of the area, review of available environmental reports, visual site reconnaissance of the immediate site, subsurface. exploration, field and laboratory testing, and an engineering analysis and evaluation of foundation materials. The scope of work did not include design recommendations specific to individual residences. Copyright O 2004 Materials Testing & Inspection, lnc. 7446 W, Lemhi St., Boise, ID 83709 208 376-4748 Fax 208 322-6575 E-Mail mti~mti-id.com www.mti•id.com ~VIATERIAl.S TESTING Fa 11V5PECTIQN December 20, 2004 Page ~ 4 of 21 >=nvironmental Services J Geotecnnical Enyinecrin.~ U Consiruciian Materials Testing J Special Inspections ~.imtiserver2lreports\boise'~200~1 reports`.1200-1399'•,b41355glmilford creek geotech.doc 1'~'~trrant~r And Limiting Conditions: Meld observations and research reported herein are considered sufficient in detail and scope to form a reasonable basis for the purposes cited above. MTI warrants that findings and conclusions contained herein Have been. promulgated 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 subject property within the scope cited above and are necessarily limited to conditions observed at the time of the site visit and research. The report is also limited to information available at the time it was prepared. In the event additional information is provided to MTI follovving the report, it will be forwarded to the client in the form received for evaluation by the client. There is a distinct possibility that conditions may exist which could not be identified within the scope of the investigation or 4vhich were not apparent during the site investigation. This report was prepared for the exclusive use of Dave Evans Construction and their retained design consultants ("Client"). Conclusions and recommendations presented in this report are based upon agreed-upon scope of work outlined in the report and Contract for Professional Services between 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 whatever, known or unknown to Client or Consultant. Neither Client nor Consultant shall have liability to, or indemnifies or holds harn~less third parties for losses incurred by actual or purported use or misuse of this report. No other waiTanties are implied or expressed. General: Revisions in plans and or drawings for the proposed development from those enumerated in this report should be brought to the attention of the soils engineer to detern~ine if changes in founda#ion recommendations are required. Deviations from noted subsurface conditions if encountered during construction, should also be brought to the attention of the soils engineer. Copyright ©2004 Materials Testing & 6upectiun, lnc. 7446 W. l.emhi St., Boise, ID 83709 208 376-4748 Fax 208 322-8515 E-Mail mti®mti-id.corn www.mti-id.corn NIATERIAl.S TESTIf~IG ~ ~ N5PECTION December 20, 2004 Page # 5 of 21 ~ Environmental Services J Geotechnical En ineeriny ~ Construction Materials Testing p Special Inspections \''untiserver2lreportslboise1200~i reports`:1200-1399':b41355g`:milford creek gtotech.duc DCSCRIPT(ON ~t• S1TC Site Access: Access may be gained via Interstate 84 to the. Eagle Road off ramp. (exit #46). Proceed north on Eagle Road and travel approximately 3.0 miles to the proposed Milford Creek Subdivision. The site is located on the west side of the road and presently exists as undeveloped agricultural land with a residence and associated outbuildings located fronting Eagle Raad. The location is depicted in site map plates included in the Appendix. General Geology Of Area: The subject site is located within the Boise Valley which is directly underlain by a thick sequence of alluvial sands and gravels typically deposited on basalt fotTnations. These sediments are loosely named the Boise River Gravels and were deposited as river floodplain and stream overwash from the Boise River. These gravel deposits tend to have imbricated well-rounded clasts, poor sorting and crude stratification ofbeds of gravel and lenses of cross-bedded sand suggesting deposition in braided channels. The Soise River Gravels consist of unconsolidated clay, silt, sand, gravel, and cobbles. These gravels have been subdivided into smaller units based on their age and are exposed as distinct alluvial terraces. T'ive of these terraces are well exposed in the Boise area and range in age from Middle Pleistocene to Holocene (Recent) (0 - 0.9 million years ago). The site lies on the Whitney Terrace, the second terrace above the currently defined floodplain. Geologic data published for the area indicated that bedrock is typically encountered at a depth of approximately 100 feet beneath the soil surface (Othberg and Stanford, 1992). Site Topography, Drainage And Vegetation: The proposed development consists of approximately 8.66 acres of relatively flat terrain, and is bisected by the North Slough. Residences with associated outbuildings are located on each of the three properties. The 'parcel is bounded on the north Madison Park Subdivision, on the east by Eagle Road, on the south by conunercial properties, and on the west vy undeveloped rural properties. Regional drainage is north toward the Boise River. Stormwater drainage for the site is achieved by percolation through surficial soils. No stonnwater drainage facilities are located in the vicinity of the site and the area does not receive significant off-site drainage. Vegetation throughout the area consists primarily of mature trees and irrigated pasture grasses. Copyright ~ 2004 Materials Testing & Inspection, Lu. 7446 W. Lemhi St., Boise, ID 83709 208 876-4748 Fax 208 322-6515 E-.Mail mti ~ mti-id.com www.mti-id.com MATEF~IAI.S TESTING ~ INSPECTION December 2O, ?UU4 Page # 6 of 21 Environmental Services ~ Ger~lechnical En ineerinr~ O Construction Materials Testin ^ Special Inspections 1~rtitiserver2'~reports`.boisei2004 reports'.1200-t399'~.b4135~e'anilford creek geotech.doc Site Climatology And Geochemistry: Average precipitation for the region is on the order of 10 to 12 inches per year. Annual average temperature range from 20° F to 91° F with extremes ranging from -4° F to 102° F. Average wind speed range to ] 1 miles per hour in spring with a prevailing direction from the southeast. Soil in the area is primarily derived from siliceous. materials and exhibits low electro-chemical potential for con-osion of metals or concretes. Local aggregates are generally appropriate for Portland Cement and Lime Cement mixtures. The State Transportation Department has adopted anionic asphalt cements. The pH of surface water, groundwater, and soil in the region typically range from 7 to 9. No indication of abnormal geochemical conditions was noted on-site. Nominal frost penetration is typically on the order of 6 inches, with extremes ranging to 3 feet. Geoseismic Setting: Soils on-site are classed as Site .Glass D in accordance with Chapter 16 of the 2000 edition of the IBC. Building structures on this project should be designed as per the IBC requirement for such a seismic classification. Our investigation did not reveal potential hazards resulting from earthquake motions: slope instability, liquefaction, and surface rupture because of faulting or Lateral spreading. Incidence and anticipated acceleration of seismic activity in the area is low. SOILS EXPLORATION Exploration And Sampling Procedures: The field exploration 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 b_y means of normal taping procedures 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 in with loose excavated materials. These loose areas need to be re-excavated and compacted prior to constructing structures over them. Samples were obtained from representative soil strata. encountered in test pits. Samples obtained have been visually classified in the field by an engineer or geologist, identified according to test pit number and depth, placed in sealed containers and. transported to our laboratory for additional testing. These materials have been further described in detail on logs provided in the Appendi~-. Results of field and laboratory tests are also presented on these logs. It is recommended that these logs not be used for estimating quantities because of highly interpretive results. Copyright ©2004 Materials Testing & Inspection, lnc. 744t3 W. Lemhi St., Boise, ID 83709 208 376-4748 .Fax 208 322-6515 E-Mail mtiQrnti-id.com www.mti-id.com MATERIALS. TESTING ~ INSPECTION December 2U, 20(}4 Page # 7 of 21 ~ Environmental Services J Geotechnical Enyineerin, ~ Construction Materials Testing ~ Special inspections \imtis~n~er2lreportslboise12U04 reports\I?OO-1399~b41355gimi1l'ard rreel: geotrrh.dor Laboratory Testing Program: Along with the field investigation, a supplemental laboratory testing program was conducted to determine additional pertinent engineering characteristics of subsurface materials necessary in analyzing the behavior of the proposed structures. Laboratory tests were conducted according to 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. Soil samples for Resistance analysis (R-value) -ASTM designation D 2$44, were collected near projected roadways. When completed, results of these R-value tests will be forwarded in the fornl of an Addendum. Sail And Sediment Profile: A total of four test pits were advanced to depths of 8.6 to 15.3 feet across the site. Because of the extent of the studied parcel, the developed soil profile represents only a generalized case, and variations between test pits should be anticipated: Sandy Lean Clay (CL) and Sandy rat Ciay (CH) -Dark brown, moist, stiff to very stiff, clay soils were observed at ground surface .across the site. Fine grained sand was observed throughout the clay soils, with organic material present generally within the upper 6 inches. These clays were noted to depths of 1.0 to t.5 feet within the test pits. Sandy Silt (ML) -Underlying surficial clays, light brown to brown, slightly moist to dry, moderately to strongly cemented, sandy silt is present. As indicated, the strength of cementation within this soil type varies, and was only present in test pit 2 through 4. This soil extended to depths of 3.0 to 5.4 feet. Poorly Graded Sandy Gravel (GP) - Red-brown, slightly moist, poorly graded gravel sediments were observed at depth iii all test pits. Coarse grained sand and cobbles of up to 6 inches in diameter were present within the horizons accessed, and extended beyond the termination depths of all test pits. , Walls of each test pit were stable with the exception of those through native granular soils. Excavations through granular soils will have a propensity for sloughing or caving. .Soils Survey Ttevie~~~: A review of the United States Department of Agriculture, Soil Conservation Service, Soil Survey of Ada County Area, Idaho, 1980, indicated the site can be characterized as Abo silt loam soil. This soil has moderately slow permeability, with slow runoff and erosion hazard is slight. The seasonal water table limits this soil for uses of septic absorption fields. Basements are affected by the water table unless drainage is provide.. Groundwater may be as shallow as 3 to 5 feet below ground surface, however, no evidence of .groundwater was noted at the time of our investigation. Copyright ©2004 Materials Testing & Inspection, Inc. 7446 W. l_emhi St., Boise, ID 83709 208 376-4748 Fax 208 322-6515 E-Mail rrtti@mti-id.com www.mti-id.com MATERIALS TESTING Fs I NSPECTICIN December 3U, 2pU4 Page ~ $ of 21 Envirpnmental Services ~ Geotoci-~nical Enctinetring ~ Cons+r~iction f~taterials Testing ~ Special Inspections `.timtiserver2lrepartstboise12004 reports11200-1399',641355g~rnilford creek geotech.doc 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 discoloratiotl typically associated with this type contamination. No groundwater was encountered. S1TC HYDROLOGY General Notes: Existing surface drainage conditions are defined in the Description of Site. Information provided in this section is limited to observations made at the time of the investigation.. Regional andlor local ordinances may require information beyond the scope of this report. Groundwater: Graundwater was not encountered within the depths explored during the field investigation. Soil moistures in the test pits were generally moist within the surficial clay and dry to slightly moist below. Estimation of extent to which groundwater levels fluctuate under seasonal influences is problematic without regular monitoring. However, groundwater levels in the site vicinity are controlled in large part by residential and agricultural irrigation activity and canal leakage in the local area, and are likely at their maximum elevations during the irrigation season. Review of the United States Department of Agriculture, Soil Conservation Service, Soil Survey of Ada County Area, IdalZO, .1980, indicates groundwater may be as shallow as 3 to 5 feet near the North Slough, however, no evidence of groundwater was noted at the time of our investigation. Based on the evidence of this .investigation, and background knowledge of the area, it is unlikely that groundwater will be encountered .and is anticipated to remain at depths of 8 to 15 feet below the ground surface throughout the year. A piezometer installed in test pit 2 will be monitoring to detern~ine the exact extent of seasonal influence on the groundwater. Copyright ©2004 Materials Testing & Inspection, Inc. 7446 W. t_emhi St., Boise, ID 83709 208 376-4748 Fax 208 322-6515 E-Mail mti@mti-id.com www.mti-id.com IV~ATERIAl.S ~TESTI NG INSPECTION December 2U, 2UU4 Page # 9 of 21 EnvironmenlaE Services J GEOtechnical En ineerinq ~ Construction Materials Testing O Special Inspections llmtiser~•er2~repoits',boise',2004 report,\12U0-13991b41355g1milford creek geotech.doc Soil Infiltration Rates: Soil permeability is a measure of the ability of a liquid to move through a soil and was not tested in the field. However, a pipe was installed in test pit 2 for possible percolation. testing. In this report this parameter is approximated by soil type and gradation. Of soils comprising the generalized soil profile for this study, clay soils generally offer little permeability, with typical infiltration rates less than 2 inches per hour. Sandy silt soils generally exhibit hydraulic conductivity rates between 2 and 6 inches per hour, however, calcium carbonate cementation encountered within this horizon may reduce this value to near zero. Poorly graded sandy gravel soils typically exhibit infiltration values in excess of 24 inches per hour, and percolation testing is typically not required within these soils as a result of the free-draining nature of the gravel sediment. All infiltration facilities constructed on-site should be extended. into native sandy gravel sediments. Excavation depths of approximately 8 feet should be anticipated to expose sandy gravel soils. In addition, .because of the high permeability, ASTM C 33 filter sand, or equivalent, should be incorporated into design of infiltration facilities. FOUNDATION AND PAVEMENT DISCUSSION AND RECOMMENDATIONS General Notes: Presently, approximately 28 lots are proposed for the project site. Considering typical residential construction, and subsurface conditions, it is recommended that the structures be founded upon conventional spread footings and continuous wall footings. The following recommendations are not specific to the individual structures, but rather should be viewed as suidelines for the subdivision wide development. Foundation Design Recommendations: On the basis of data obtained from the site and test results from various laboratory tests performed, MTI recommends following guidelines be used for the net allowable soils bearing capacity. ASTM D 1557 Net Allowable Soils Footin De tla Sub rode Com action Bearin Ca acit Footings should bear on competent, native, sandy silt .present at depths of 1.0 to 1.5 feet across the Not required for 1,500 ibs/ft' site. All surficial clay soils must be removed Cemented soil from below foatin s.~ 'Verification of beat•in~ soils for each residence by a qualified Seotechnical enEineer at the time of construction is recommended. Copyright ®2004 Materials Testing & Inspection, lne. 7446 W. ~emhi St., Boise, lD 83709 208 376-4748 Fax 208 322-6515 E-Mail mtiC~mti-id.com www.mti-id.com MATERIALS TESTING ~ INSPECTION December 2U, 2UU4 Page # IU of 21 .1 Environmental Services 7 Ge~rteChnical Engineerin ~ Construction Materials Testing J Special Inspections 1\mtisen•er2lreports`.boise~2004 reports;l200-13991b41355y\milford creek geotech.doc Footings should be proportioned to meet the stated bearing capacity and/or the IBC 2003 minimum t•equirements. Total settlement should be limited to about 1 inch with differential settlement of 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 baekfilling with structural fill. To minimize the effects of slight differential movement that may occur because of variations in character of supporting soils, and in 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 Crawl Space. Recommendations: Considering the presence of shallow cemented soils across the site, all residences constructed with crawl spaces should be designed in a manner that will inhibit water in the crawl spaces. Therefore, proper grading si~ould be considered to be critical. MTI recommends that roof drains cant' storn~ water at least 5 feet away from the residence, and grades should be greater than 5% for a distance of I O feet away from all residences. In addition, rain gutters should be placed around all sides of residences, and backfill around stem walls should be placed and compacted in a controlled manner. Recommended Pavement Sections: MTI collected a sample of near-surface soils for R-value testing representative of soils to depths of 1 foot below existing ground surface. A bulk sample collected from test pit 4, consisting of sandy silt (ML) soil with fine grained sand. When completed, results of these R-value tests will be forwarded in the form of an Addendum. CONSTRUCTION CONSIDERATIONS Earthwork: Recommendations in this report are based upon structural elements of the project being founded on competent native silt-sand mixtures or compacted structural fill. Structural areas should be stripped to an elevation that exposes these soil types. Excessively organic soils, deleterious materials, and/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 and/or disturbed sails, 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 and/or disturbed zone is removed, prior to placement and compaction of structural fill materials. Exact removal depths should be deternlined during grading operations by a qualified geotechnical representative, and shall be based upon subgrade soil Type, composition, and firnviess or soil stability. Copyright ©2004 Materials Testing & Inspection, Inc. 7446 W. Lemhi St., Boise, ID 83709 208 376-4748 Fax 208 322-6515 E-Mail mti@mti-id.com www.mti-id.com MATERIALS TE5T1 NG ~jr ~ NSPECTIC~N December ?U, 2UU4 Page # l I of~21 ^ Environmental Services ^ GeotEChnical En ineeriny .J Construction MateriaisTestiny J Speciai Inspections \lnuiserverZ~reports\boise12004 repons11200-1399~b41355g\mitford creel: geotech.doc After existing subgrade sails are excavated to design grade, proper control of subgrade conditions (i.c., moisture content) and placement and compaction of new fill (if required) should be overseen by a representative of the soils engineer (MTI}. Recommendations for structural fill presented within 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. Drv Weather: If construction is to be Conducted during what is considered "Dry" seasonal conditions, problems associated with soft soils may be avoided. However, shallow groundwater conditions, related to springtime runoff and/or late summer/early fall irrigation, may induce rutting subgrade soils. Problems may also arise because of lack of moisture in native and fill soils at time of placement. This will require addition of water to achieve near optimum moisture levels. Low cohesive 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 what is considered "Wet" seasonal conditions (commonly from mid-November to April), 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. Frozen subgrade Soils: Frozen subgrade soils must be allowed to thaw, or may be stripped prior to placement of structural fill materials or foundation elements. Frozen soils must be removed to depths that expose non-frozen soils and wasted or stockpiled for later use. These soils must be allowed to thaw and return to near optimum conditions prior to use as struct>.tral fill. Copyright ©2004 Materials 'resting & Inspection. hic. 7446 W. Lemhi St., Boise, ID 83709 208 376-4748 Fax 208.322-6515 E-Mail mtiCp?mii-id.com www.mti-id.com lVIATERIA!_S TESTING ~ ~ NSPECTICIN December 20, 2004 Page # 12 of 21 J Environrnental Ser•~ices J Geotechnicai Engineering ^ Construction Materials Testin^ O Special Inspections 1lmtiser~•er2lreports\boisei2004 reports11200-13991b41355gtmilrord creek geotech.doe Structural Fill: Soils regarded as suitable for use as structural fill are those classified as GW, GP, GM, SW, SP, SM, and ML, in accordance with the Unified. Soil Classification System (USCS) (ASTM D 2487). The use of silty soils (USCS designation of GM, SM, and ML) as fill may be acceptable. However, these materials require very high moisture contents for compaction and require a long time to dry out if natural moisture contents are too high. Therefore these n7aterials can be quite difficult to work with as moisture content, lift thickness, and cornpactive 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, SP, should consist of a 6 inch minas select, clean, granular soil with no more than 30% oversize (greater than'/4 inch) material and no more than 12% fines (less than #200) and placed in layers not to exceed 9 inches in 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 to a minimum density of 95% of maximum dry density as determined by ASTM D 1557 (for rigid structures) or D 698 (for flexible pavements). The ASTM D 1557 and D 698 test methods shall be used for samples containing up to 40% oversize particles (greater than 3/4 inch). If material contains more than 40% but less than 50% oversize particles, compaction of fill shall be confirnzed by proof-rolling each lift with a 10-ton vibratory roller (or equivalent) until the nTaximum density has been achieved. Density testing shall 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 de~tsit}r or "break over" point. The number of required. passes shall be used as the requirement on the remainder of fill placement. Material shall contain sufficient fines to fill all void spaces, and shall not contain more than 50% oversize particles. Backfill: Backfill materials shall ascribe to the requirements of stnictural fill except that the maximum material size shall be 4 inches. h~ no case shall material greater than 2 inches in diameter bear directly on structural elements. Placing oversized material against rigid surfaces interferes with proper compaction. Backfill should be compacted in accordance with specifications for structural fill, except in those areas where it is determined that future settlement is not a concenl, such as planter areas. In nonstructural areas, backfill must be compacted to a firm and unyielding condition. Excavations: Copyright ©2004 Materials Testing & Inspection, tnc. 7446 W. Lemhi St., Boise, ID 83709 208 376-4748 Fax 208 322-fi515 E-Mail mti@mti-id.com www.mti-id.com ~/~TERIAlS TESTING £>P N NSPECTiON December 2U, 2004 Page # 13 of 21 Environmental Services ~ Geotechnical Engineering !,1 Construction Materials Testing O Special Inspections '.Imtiserver2~reports'boise\2004 reports',1200-1399lb41355g`.milford creek geotech.doc Shallow excavations that. do not exceed 4 feet in depth may be constnlcted with side slopes approaching vertical. Below this depth, it is recommended that slopes not exceed 1 foot vertical to 1 foot horizontal. Shallow, cemented fine grained sails (caliche), encountered through much of the site, may cause difficulties during foundation development and utility placement. These soils typically extended through depths of 3'/~ to 5%z feet. For deep excavations, native granular soils 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 working at depths near the water table. Proper care must be taken to protect personnel and equipment. During our subsurface exploration, test pit sidewalk generally exhibited little indication of collapse. Care must be taken so that excavations are properly backfilled in accordance with procedures outlined in this report. Water and loose debris should be removed from these excavations, prior to placement of fill soils or concrete. Groundwater Control: Groundwater was not encountered in the investigation, and is anticipated to be below the depth of construction. However, special precautions may be required for control of surface runoff and subsurface seepage in general. It is recommended that runoff caused by wet weather be directed away :from open excavations. On-site silty or clayey sails can be expected to become soft and pump if subjected to excessive traffic following periods of wet weather. Ponded surface water areas should be drained to allow construction to take place through methods such as trenching, sloping, crowning grades, nightly smooth drum rolling, or installation of a French-drain system. Additionally, temporary or pernlanent driveway sections may be constructed should wet weather be forecast. GENCRAL CO1vIM)CNTS When plans and specifications are complete, or if significant changes are made in the character or location of the proposed development, consultation should be arranged as supplementary recommendations may be required. It is recommended that the service of a qualified geotechnical engineering firm be engaged to test and evaluate sails in footing excavations before placement of concrete to determine if soils meet compaction requirements. Monitoring and testing should also be performed to verify that suitable materials are used for structural fill and that proper plaeernenfi and compaction is performed. Copyright ©2004 Materials Testing & Inspection. Inc: 7446 W. Lemhi St„ Boise, ID 83709 208 376-4748 Fax 208 322-6515 E-Mail mtiQmti-id.com www.mti-id.com n/IATERIAlS TESTING ~T INSPECTION December 20, 2004 Page ~ 14 of21 Environmental Services J Geotechnical Engineering O Construction Materials Testing D Special Inspections 1Untisen~er2lreports\boise12004 reports`1200-13991tr41355g\milford creek geotech.dor R>;rcfzclvc~s American Society for Testing Materials, 1999, Standard Test Method for Materials Finer than 75-l.tm (No. 200) Sieve in Mineral Aggregates by Washing: C 117 - 95, 3 p. .:American Society for Testing Materials, l 999, Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates: C 136 - 96a, 5 p. American Society for Testing Materials, 1999, Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils, ASTM Designation: D 4318 - 86, 11 p. Collett, R.A., 1980, Soil Survey of Ada County Area, Idaho: US Department of Agriculture, Soil Conservation Service, 327 p. ~thberg, K.L. and Stanford, L.A., 1992, Geologic Map of the Boise Valley and adjoining area, Ada and Canyon Counties, Idaho: Idaho Geologic Map Series, scale 1:1OQ000. Copyright ©2004 Materials Testing & Inspection, Inc. 7446 W. l_emhi St., Boise, IQ 83709 208 376-4748 Fax 208 322-6515 E-Mail mtiQmti-id.com www.mti-id.com IVIATERIAlS TESTING Fs' NSPECTIt7N December 2Q 2004 Page # 15 of 21 J Environmtrntal Ser~iicES 7 Geotechnical Engineering ^ Construction Materials Testing ~ Special Inspections -~'•.nuisen~er2`:rcports\boise'~2004 reponsi1200-1399~b4135Sg~ntilfanl creek geotrch.doc APPI{1NDIX GEOTECHNICAL GENERAL NOTES UNIFIED SOIL CLASSIFICATION SYSTEM GEOTECHNICAL TEST PIT LOGS SITE MAP PLATES Copyright O 2004 Materials Testing & Inspection, Inc. 7446 W. Lemhi St., Boise, ID 83709 208 376-4748 Fax 208 322-6515 E-Mail rnti@mti-id.com www.mti-id.com I~IATERIAlS TESTING Fs INSPECTION December 20, 2004 Page # 16 o f 21 Environmental Si_ rv+ces ~ Ueotechnical Eng~neerinc; ~ Construction FJlateriais Testing ^ Special Inspections \lmtiscrver2lreports'~boise12004 reports11300-1399'',h413S5g`+milford creek geotech.doc GEOTECINICAL GENERAL NOTES SOIL PROPERTY SYMBOLS N: Standard "N" penetration: Blows per foot of a 140 pound hammer falling 30" on a 2" O.D. SS. Qu: Unconfrned compressive strength, tons/ft2 Qp: Penetrometer value, unconfined compressive strength, tons/ft2 Qc: Cone Penetrometer value, unconfined compressive strength, pounds/in2 V: Vane value, ultimate shearing strength, tons/ft2 M: Water content, LL: Liquid Limit PI: Plasticity Index NP: Non-Plastic D: Natural dry density, lbs/ft3 WT: Apparent groundwater level (at time noted after completion). DRILLING AND SAMPLING SYMBOLS SS: Split-Spoon - 1 3/8" LD., 2" O.D., except where noted. ST: Shelby Tube - 3" O.D., except where noted. AU: Auger Sample. DB: Diamond Bit. CB: Carbide Sit. GS: Grab Sarrlple. RCLATIVE DENSITY AND CONSISTENCY CLASSIFICATION Non-Cohesive Soils Standard Penetration Resistance Cohesive Soils Standard Penetration Resistance Ver Loose <4 Ve Soft <2 Loose 4-10 Soft 2-4 Medium Dense 10-30 Firm (Mediwn Stif 4-8 Dense 30-50 Stiff 8-15 Ve Dense >50 Vet Stiff 15-30 Hard >30 PARTICLE SIZE Boulders 12 in. + Coarse Sand 5 nun to 0.6 mm Silts 0.074 mm to 0.005 mm Cobt~tes 12 in. to 3 in. A4edium Sand 0.6 mm to 0.2 mm Clays 0.005 mm & Smaller Gravel 3 in. to 5 mm Fine Sand 0.2 mm to 0.074 mm Copyright ©2004 Materials Testing & Inspection. Inc. 7446 W. Lemhi St., Boise, ID 83709 208 376-4748 Fax 208 322-65f5 E-Mail rnti @ mti-id.com www.mti-id.com MATERIALS TE5TiNG ~ INSPECTION December 20, 2004 Page # 17 of 21 Environmental Services ~ Geotechniral En, ineeriny ~ Construction Materials Testing O Special Inspections 1\nttiserver?keportslboise',20p4 reponsU200-1399\b413S5g'~milfard atek geotrch.duc Unified Soil Classification System Major Symbol Soil Descriptions Divisions Well-graded. gravels, gravel-sand mixtures, little or no fines Gravel GW and Poorly-graded gravels, gravel-sand mixtures, little or no fines Gravelly Gp Soils Silty gravels, Poorly-graded gravel-sand-silt mixtures <50% GM coarse fraction Clayey gravels, Poorly-graded gravel-sand-clay mixtures passes #4 sieve GC Caarse Well-graded sands, gravelly sands, little or no fines Grained Sand SW Soils and Poorly-graded sands, gravelly sands, little or no fines <50% Sandy SP passes Soils Silty sands, Poorly-graded sand-gravel-silt mixtures #200 sieve >50% SM coarse fraction Clayey sands, Poorly-graded sand-gravel-clay mixtures passes #4 sieve SC Inorganic silts & very fine sands, silty or clayey fine sands, Silts ML cla e silts and Inorganic clays of low to medium plasticity, gravelly clays, sandy Clays CL cla s, silt cla s lean cla s Fine LL < 50 ~ Organic silts and organic silt-clays of low plasticity Grained OL Soils Inorganic silts, micaceous or diatomaceous fine sand or silt >50% Silts MH passes and Inorganic clays of high plasticity, fat clays #200 sieve Clays CH LL > 50 Organic silts and clays of medium-to-high plasticity OH Highly Organic Soils Peat, humus, hydric soils with high organic content PT 7446 W. Lemhi St., Boise, ID 83709 E-Mail mti@mti-id.com Copyriglu ©2004 Materials Testing & ]nspection, Inc. 208 376-4748 Fax 208 322-6515 www.mti-id.com IVIATERIAl.S TESTING ~r INSPECTION December 2U, 20U4 Page # 18 of 21 ~ Environmental Services ~ Geotechnical Enyineerinr; ~ Construction Materials Testing ~ Special Inspections 1lmtiserver2\reportslboise12004 reports\1200-13991b413S5g~milford creek geotech.doc GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP-1 Date Advanced Excavated By: Circle H Construction Depth to Water Table: Not Encountered Depth to Bottom Of Hole: 10.5 Feet Depth Field Description, w/USCS Soil Sample Sample Depth Qp Lab Test (Feet) and Sediment Classification Tye (From-To) ID Sandy Lean Clay (CL): Brown to 0.0-1.4 dark brown, r~zoist, very stiff to hard. GS 1.0-2.0 3.0-4.5 A Sandy Silt (ML): Brown, slightly 1.4-3.0 moist to diy, stiff to very stiff. 2.0-3.0 Poorly Graded Sandy Gravel 3.0-10.5 (GP): Red-brawn, slightly nzoist, dense to very dense, with fine to coarse rained sand and cobbles. Lab Test ID M LL PI Sieve AnaC sis - % - - #4 #10 #40 #100 #200 A 16.8 44 21 88 $6 74 59 52.3 Copyright ©2004 Materials Testing & Inspection, Inc. 12/6/2004 Logged By: Brandon Wright, E.LT. Location: See Later Site Map Plates 7446 W. Lemhi St., Boise, ID 83709 208 376-4748 Fax 208 322-6515 E-Mail mti~mti-id.com www.mii-id.com MATERIALS TESTING ~s INSPECTION December 20, 2004 Page # 19 o f' 2 I Environmental Services ~ G2atechnical Engineering ^ Construction Materials Testing ~ Special Inspections 1•sntiserver2'~reportsUoise`•2Qt74 reportsi1200-t 399`~b41355g,milf'ord creek geutcch.duc GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP-2 Date Advanced: 1/xcavated By: Circle H Construction Depth to Water Table: Not Encountered 12/6/2004 Logged By: Brandon Wright, E.I.T. Location: See Later Site Map Plates Depth to Bottom Of Hole: 9.9 Feet Depth Field Description, ~i~/USCS Soil Sample Sample Depth Qp Lab Test (Feet) and Sediment Classification T e From-To) ID Sandy Lean Clay (CL): Brown to 0.0-1.0 dark brown, moist, very stiff to hard. 3.0-4.5 Sandy Silt (ML}: Browzt, slightly 1,0-3.9 moist to dry, very stiff to hard, with 2.0-3.0 i~zternaittent moderate to strong calcium carbonate cementation throughout. Poorly Graded Sandy Gravel 3.9-9.9 (GP}: Red-brown, slightly moist, dense to very dense, with fine to coarse rained sand and cobbles. Copyright ©2004 Materials Testing & Inspection, Inc. 7446 W. l.emhi Si., Boise, ID 83709 208 376-4748 Fax 208 322-6515 E-Mai! mti(7rnti-id.com www.mti-id.corn MATERIALS TESTING ~ ~ NSPECTiAN December 20, 20()4 Page # 2Q of 21 J Env~~onmenta! SFrvices 7 Geaiochnical Enyineerina ~ l: pr;StrUCGUn hAaterials Testinr~ J Special Inspections I~nuisen•er2':reportslUoiscl2004 reports\1200-1399tb41355g1milford creek geoiech.dvc GEOTECIiNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP-3 Date Advanced: 12/6/2004 Logged By: Brandon Wright E.LT. Excavated By: Circle H Construction Depth to Water Table: Not Encountered Location: See Later Site Map Plates Depth to Bottom Of Hole: 15.3 Feet Depth Field Description, wIUSCS Soil Sample Sample Depth Qp Lab Test Teet) and Sediment Classification T e (From-To) ID Sandy Lean Clay (CL): Brown to d.0-1.5 dark brown, moist, ver)~ stiff to hard. 4.5+ Sandy Silt (ML): Brown, slightly 1.5-3.7 moist to dry, very stiff to hard, with 4.0-4.5+ iratermitterrt moderate to strong calcium carbonate cementation throe Lout. Poorly Graded Sandy Gravel 3.7-15.3 (GP): Red-.brown, slightly ~r:oist, dense to very dense, with fine to coarse grained sand and cobbles. Refusal because of excessive caving of granular soils. Copyright ©2004 Materials Testing & Inspection. Inc. 7446 W. Lemhi St., Boise, lD 83709 208 376-4748 Fax 208 322-6515 E-Mail mti@mti-id.com www.mti-id.com ~ATERIAIS TESTING ~r INSPECTION Decernbcr 2U, 2UU4 Page # 2 I of ? I Environmental Services ~ Geotechnical Engineering ^ Construction Materials Testing Cl Special Inspections i\mtiserver2lreports\boise~004 reports\1200-1399`:b41355g1milford creek geotech.doc GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP-4 Date Advanced: 12/6/2004 Logged By: Brandon Wright, F.I.T. Excavated By: Circle H Construction Location: See Later Site Map Plates Depth to Water Table: Not Encountered Depth to Bottom Of Hole: 8.6 Feet Depth Field Description, wIUSCS Soil Sample Sample Depth Qp Lab Test (Feet and Sediment Classification T e (From-To ID Sandy Fat Clay (CH): Brown to 0.0-1.0 dark brawn, moist, very stiff to ha~•d. 4.5+ Sandy Silt (ML): Brown, slightly 1.0-5.4 moist to dry, very stiff to hard, with R-Value 4.0-4.5+ intermittent moderate to strong calcium carbo~~ate cementution t1zY0ifahOttt. Poorly Graded Sandy Gravel 5.4-8.6 {GP): Red-brown, slightly moist, dense to very dense, with fine to com•se gained sazzd and cobbles. Lab Test ID M LL PI Sieve Anal sis - % - - #4 #10 #40 #100 #200 8 14.8 51 27 100 98 84 67 58A Copyright O 2004 Materials Testing & Inspection, lnc. 7446 W. Lemhi St., Boise,~ID 83709 208 376-4748 Fax 208 322-6515 E-Mail rnti C~ mti-id.com www.mti-id.com ...___.._ ...__ Topographic Map Platy ;_ - .~~ u • 1 a..a., ~ ,~~.\. i 'rti4 .. ~'. G 'Y.11 ~Yrl•A1rOK'S n~ 5~ . r~a~. \ ~ .. / S ~ p-- . Irr .~ tst - -- --- ... ~~ ~~ ~~r ~ fir;' ~ N p .. `~., mil .. •\`~. _. J J k e~ a-B;N~`'~~'a~ss I~~t ~,~'~ - . t9 ~ ~; ' - .. Ty~RaIA.(( _. -'\ r sPprs__ .. ~ 22 `- - ~\~:.:}- ~..~.~ _ .... ~3 i ~, \ jiM 1 . ~ 4.. ~ ~ C ~, - ., ~ Y i i ~ ~ I 1 \ ~~ r J J''Y hoi . i .9L'•111 I:irt ~ 1 • ~~ i ~.. .~~ ' - ~ T' ~ .ws 1. --_ ~4. ?r o . .. -.. _` ~ ~ ~t 1~hnoGrvaa ~~OEk ry r ~ i f'$ ,~% School ~'• '~ 1' ~ _ ;a_. i . ~.~. /. 1 e` ''' _ ~ . ry net O ~ \. t•_z~. . I ~ ~ ' ., •: 1cM ~..:._ •N(]JHet v. LA7gRAL ~. -. . ~ ~ ~ ~~, ~ - ~ ~ ••r ~~Y,r \ ... Vb TICK 76XJ pf)aA 1 ~ ~ ~ 2 ~4 ~~~._.u..+.t '~.~ I \\\•\. C N .\ ' ' ~ ..~ . astn 5 • ~{ sj .... 'Vi'a ~ ...-_ -, , .~zia; ~ _ 3 n>q: s-- 2 _. 11 kph '~. tr`, ~ ..;: - OawNEr. ,~, euoca tt~zat iV'IatEriais T'ESting InspECtian 7446 W. l.ernhi St. 208 310-4748 Boise, ID 83709-2835 Fex: 208 322-6555 i Rn mfi~mtidd.com Milford Creek Subdivision McMillan & Eagle Roads Boise, Idaho Modified from USGS by: BKW DRAWING#: 841955g .EGEND Interstate 84!184 N Primary Highway -~- Secondary Highway Light-Duty Road NOT TO SCALE Test Pit Site Locations Plate 2 n W N1atErials TESting Fr InspE~tion 744fi W. Lamtu St. 20S 376-4745 Boise, ID 83709-2835 Fax: 208 322-6515 mt;@mti-id.com Milford Creek Subdivision McMillan & Eagle Roads Boise, Idaho Modified 8y: slcvv December 20, 2004 QRAWING#: 84935~g NOT TO SCALE LEGEND Test pit locations ® N' ~S ~' G ~q ~.... ~= r~ri::J` c:!dG3fid~EFtit~la .Af~~~~:A~01=Y1~U FEADQUARTERS 1060 Koll Center Parkway, Suite 3( Pleasanton, CA 94566-3108 l'elephone (925) 465.5000 Facsimile (925) 485-5019 e-mail: INFO ~ celhq.com Web site: www.cel-ga.com OAKLAND 534 23rd Avenue Oaklantl, CA 94606-5307 Telephone (510) 436-762fi Facsimile (5i0} 436-7699 SUNNYYALE 1010 Morse Drive, Suite 18 Sunnyvale, CA 94086-1609 Telephone (408) 752-8960 Facsimile (408) 752-8963 SACRAMENTO 201 Harris Avenue, Suite 14 Sacramento, CA 95838-3283 Telephone (916) 568-6700 Facsimile (916} 568-1212 SANTA ROSA 7757 Bell Road Windsor, CA 95492-8519 Telephone (707) 838-1113 Facsimile {707} 838-1114 SALT LAKE CrrY, UTAH 2130 S. 3140 W„ Suite C Salt Lake City, UT 84119-1284 Telephone (801) 972-8200 Facsimile (801) 972-8272 HONOLULU, HAWAII 2290 Alahao Place, Bay 201 Honolulu, HI 98619-2283 Telephone (608) 845-5116 Facsimile (808) 845-8463 MEMBERS OF THE CONSOLIDATED GROUP HGnotulu 0 O 0 '`Partners in Quality" MATERIALS TESTING & INSPECTION HEADQUARTERS 7446 West Lemhi Boise, ID 83709 Telephone (208) 376-4748 Facsimile (208) 322-6515 e-mail: mti®mti-id.COm web site: www.mti-id.com HELENA, MONTANA 4528 Hwy. 12 West Helena, MT 59601 Telephone (406) 449-3918 Facsimile (406) 449-3920 IDAHO FALLS, IDAHO 1230 North Skyline Drive, #C Idaho Falls, ID 83402 Telephone (208} 529-8242 Facsimile (208) 529-6911 TWIN FALLS, IDAHO 304 Blue Lakes Boulevard Twin Falls, ID 83301 Telephone (208) 733-5323 Facsimile (208) 733-5323 ONTARIO, OREGON 110 SE 2nd Avenue Ontario, OR 97914 Telephone (541) 889-3602 Facsimile (541) 889.3605 CONSOLIDATED INSPECTION & ENGlNEERiNG HEADQUARTERS 157 E. 163rd Street Carson, CA 90248-2803 Telephone {310) 353-2244 Facsimile (310) 353-2248 o Corps US Arm •• ?~ ~ F4~ ~~ ~~ ~ ~ ~' ~ ~FasIERR.F y e`Enginearsa AmericanCuncrctelnstitute' : ~~TEa~.{Ttpca cuoeuxncur ' ~~~~ `~ l~ AASH70R18