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The Reserve Sub - Geotechnical Engineering Report
I MATERIALS TESTING Fr INSPECTION ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections I I GEOTECHNICAL ENGINEERING REPORT The Reserve Subdivision 5955 North Locust Grove Road Meridian. Idaho Prepared for: C5 DwdopmEnt, LLC c/o Conger Management Group 405 South 8th StrEEt, Suite 290 Boise, Idaho 83702 MTI File Number B50043g 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 January 26, 2005 I Page# 1 of 22 TESTING is INSPECTION ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections \\mtiserver2\reports\boise\2005 reports\000-199\b50043g\b50043geotech.doc C5 Development, LLC c/o Conger Management Group 1 405 South 8th Street, Suite 290 Boise, Idaho 83702 ATTN: Mr. Jim Conger r (208) 336-5355 .-_Geotechnical Engireering Report The Reserve Subdivision 5955 North Locust Grove Road Meridian, Idaho Gentlemen: In compliance with your instructions, we have conducted a soils exploration and foundation evaluation for the above mentioned development. Field work for this investigation was conducted on 17 January 2005. 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. 1 We appreciate this opportunity to be of service to you and we look forward to working with you in the future. If you have questions please call us at (208) 376-4748. . ram e"I�.L gn �� �) Respectfully Subrmtte � ` e i� � Q FESSI 'Yq ppL JI Materials Testing & �_ Ion, l; v �°�s; �� �oF KARL l� LANGUIRAND w 1_ ryas: c-�, Michae oo wo Reviewed by Karl Languirand, P.G. * 1014 Geotechnical Engineer Geologist sTgTEOF\OOo t Cc: Roylance & Associates Copyright © 2005 Materials Testing & Inspection, Inc. 7446 W. Lemhi St., Boise, ID 83709 208 376-4748 Fax 208 322-6515 E -Mail mtl@mti-id.com www.mtl-id.com MATERIALS TESTING & INSPECTION E January 26, 2005 Page # 2 of 22 ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections \\mtiserver2Veports\boise\2005 reports\000-199\b50043g\b50043geotech.doc Copyright © 2005 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 TABLE OF CONTENTS INTRODUCTION.....................................................................................................................3 _ ProjectDescription...............................................................................................3 -! Authorization........................................................................................................3 Purpose..................................................................................................................3 ' 1 Scope_....................................................................................................................3 Warranty And Limiting Conditions...................................................................4 General........................................................p..........................................................4 DESCRIPTION--, LbJttiri,�d OF J1TE....o.....................•....r.............or...........eo................................,..,...5 f iSite Access................_...........................................................................................5 General Geology Of Area.................................................................... ................5 Site Topography, Drainage And Vegetation......................................................5 Site Climatology And Geochemistry...................................................................6 GeoseisrnicSetting................................................................................................6 + SOILS EXPLORATION..............................................................................................................6 I Exploration and Sampling Procedures...............................................................6 f Laboratory Testing Program ..................... ................................................. ........ 7 r Soil And Sediment Profile ................................ ...................................................7 SoilsSurvey Review..............................................................................................7 VolatileOrganic Scan....................................._..................................._.....,.........8 ISITEHYDROLOGY ................................................................................................................5 GeneralNotes........................................................................................................8 'q Groundwater.................................................................................................:_.....8 Soil Infiltration Rates..............................._..........................................................8 - FOUNDATION AND PAVEMENT DISCUSSION AND RECOMMENDATIONS .............................9 General Notes........................................................................................................9 _ Foundation Design -Recommendations ... ............................................................ 9 _. Crawl Space Recommendations..........................................................................9 Recommended Pavement Sections......................................................................10 CONSTRUCTION CONSIDERATIONS...................................................................................... 11 J 1 Earthwork.._........................................................._.............................................. I I DryWeather.........................................................................................................12 -� Wet Weather......................................................................................................... 12 FrozenSubgrade- Soils; .........................................................__.._........................12. -' Structural Fill ................................. ............ .......................................................... 13 Backfill......................................_........................................................_.................13 Excavations........................::.................................................................................14 Groundwater Control..........................................................................................14 _ GENERALCOMMENTS..........................................................................................................14 rREFERENCES ........................................................................................................................15 APPENDixLIST..................................................................................................................... 16 _ Geotechnical General Notes.................................................................................17 Unified Soil Classification....................................................................................18 TestPit Logs ....... ............................. ..._...... :.................................... _............... 19 Copyright © 2005 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 TESTING & { INSPECTION January 26, 2005 Page # 3 of 22 ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections \\mtiserver2\reports\boise\2005 reports\000-199\b50043g\b50043geotech.doe INTRODUCTION This report presents results of a geotechnical investigation and analysis in support of data utilized in design Inof structures as defined in the 2003 International Building Code (IBC). Informatioin support of groundwater and stor nwater issues pertinent to the practice of Civil Engineering is incivaed. Observations and recommendations relevant to the earthwork phase of the project are also presented. Proi ect Description: The proposed development is located in the northeastern portion of the City of Meridian, Ada County, Idaho, and occupies a portion of the SE'/4NE'/4 of Section 30, Township 4 North, Range I East, Boise Meridian. The project will consist of development of 22 single family residential lots on an approximate 9.01 -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 written authorization to proceed from Mr. Jim Conger to Michael G. Woodworth of Materials Testing and Inspection, Inc. (MTI), on 18 January 2005. Said authorization is subject to terms, conditions, and limitations described in the Professional Services Contract entered into between Conger Management Group and MTI. Our scope of -' services for the proposed development has been provided in our proposal dated 12 January 2005, and again 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 suitabiln of foundation design and placement, 1 • 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 @ 2005 Materials Testing & Inspection, Inc. 7446 W. Lemhi St., Boise, ID 83709 208 376-4748 Fax 208 322-6515 E -Mail mti@mtHd.com www.mtl-ld.com MATERIALS TESTING & INSPECTION January 26, 2005 Page ii 4 of 22 0 Environmental Services 0 Geotechnical Engineering 0 Construction Materials Testing 0 Special Inspections \\mtiserver2\reports\boise\2005 reports\000-199\b50043g\b50043geotech.doc Warranty And Limiting Conditions: Field 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 following the report, it will beforwarded to the client in the form received for evaliiation-by the client. There is a distinct possibility that conditions may exist which could not be identified within the scope of the investigation or which were not apparent during the site investigation. This report was prepared for the exclusive use of C5 Development, LLC 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 harmless third parties for Mosses incurred by actual or purported use or misuse of this report. No other warranties 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 determine if 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. Copyright © 2005 Materials Testing 8c 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 erMATERIALS TESTING & INSPECTION January 26, 2005 Page # 5 of 22 ❑ Environmental. Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections \\mtiserver2\reports\boise\2005 reports\000-199\b50043g\b50043geotech.doc DESCRIPTION OF SITE Site Access: Access to the site may be gained via Interstate 84 to the Eagle Road exit. Proceed north on Eagle Road approximately 4'/2 miles to its intersection with Chinden Boulevard. From this intersection, proceed west on --Chinden-Boulevard-1'/4 miles to -Jericho -Road. --The-site.-is-located-at-the soutivEnd-of- Jericho -Road,.-on- the ---_ _- eastern side, approximately 'A mile south of Chinden Boulevard. Presently the site exists as irrigated pasture. The location is depicted in site map plates included in the Appendix. General Geology Of Area: -The-subjectsite_is-locatedwithin-theBoise Valleymbich.is directly inderlain.by a thick -sequence of alluvial. sands and gravels typically deposited on basalt formations. 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 of beds of gravel and lenses of cross -bedded sand suggesting deposition in braided channels. The Boise 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. Five 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 9 acres of relatively flat terrain. The surface exhibits Line grainthroughout ed soils the majority of the site; with some surfrcial fill present in the western portion of the site. The parcel is bounded on the south and west by existing rural residential development, on the north by an existing school, and on the east by Locust Grove Road. Regional drainage is north and west toward the Boise River. Stormwater drainage for the site is achieved by percolation through surficial soils. No stormwater 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 native and introduced grass varieties with some trees near the site periphery. Copyright CO 2005 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 f 1 --r MATERIALS TESTING & INSPECTION January 26, 2005 Page # 6 of 22 ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections \\mtiserver2\reports\boise\2005 reports\000-199\b50043g\b50043geotech.doe 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 11 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 corrosion of metals or concretes. Local ----aggregates—are--generally— appmpriate__for—Rortland 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 Class D in accordance with Chapter 16 of the 2003 edition of the IBC. IBuilding 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 i anticipated acceleration of seismic activity in the area is low. SOILS EXPLORATION 1 _1 Exploration And Sampling Procedures: 1 iThe 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 by 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 I 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 Appendix. Results of field and laboratory tests are J also presented on these logs. It is recommended that these logs not be used for estimating quantities because of highly interpretive results. _j Copyright O 2005 Materials Testing & Inspection, Inc. J 7446 W. Lemhi St., Boise, ID 83709 206 376-4748 Fax 208 322-6515 E -Mail mti@mti-id.com www.mti-id.com l MATERIALS TESTING & INSPECTION January 26, 2005 Page # 7 of 22 ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections \\mtiserver2\repons\boise\2005 reports\000-199\b50043g\b50043geotech.doc 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. --The--laboratory—testing-program-for-this-report included.. Atterberg Limits Tests - ASTM designation D 4318, Grain Size Analysis - ASTM designation C 117, C 136, and Resistance R -Value and Expansion Pressure of Compacted Soils — ASTM designation D 2844. Soil And Sediment Profile: Two test pits were advanced at opposite ends of the site. A minimum number of test pits was requested by the client because of relatively uniform soil conditions and extensive experience in the area. Test pits were advanced to depths of 10.5 to 16.5 feet, into native gravel sediments. 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: Lean Clay (CL) — Dark brown, dry to slightly moist, very stiff, lean clay soils were observed at ground surface across the site. Fine grained sand and some organic material is present throughout the clay soils. Lean clay soils were noted to depths of 1.4 to 1.5 feet within the test pits. Sandy Silt (ML) — Underlying surficial clay, light brown to light yellowish -brown, dry, variably cemented, sandy silt is present. As indicated, the strength of cementation within this soil type varies from weak to Jstrong, however cementation was present in all test pits. This soil extended to depths of 6.3 to 8.0 feet. Poorly Graded Sandy Gravel (GP) - Yellowish -brown, slightly moist, poorly graded gravel sediments were observed at depth in both test pits. Coarse grained sand and cobbles of up to 6 inches in diameter were j present within this soil type. Poorly graded gravel sediments extended through the termination depths of both 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. a Soils Survey Review: A review of the United States Department of Agriculture, Soil Conservation Service, Soil Survey of Ada J County Area, Idaho, 1980, indicated the site can be characterized Purdam silt loam. This soil is well drained, exhibiting moderately slow permeability above hardpan and digging and trenching in this soil may J be hampered by hardpan. The low strength, frost action potential, and high shrink -swell potential limit the construction of roads and streets, however, suitable sub -grade material can offset these limitations. Copyright © 2005 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 January 26, 2005 j Page # 8 of 22 TESTING & INSPECTION 4 ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections I Ar \\mtiserver2\reports\boise\2005 reports\000-199\b50043g\b50043geotech.doc Volatile Organic Scan: No environmental concerns were identified prior to commencement of the investigation. Therefore, soils jobtained 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. 1 SITE HYDROLOGY f General Notes: y 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 and/or local ordinances may require information beyond the scope of this report. Groundwater: Groundwater was not encountered within the depths explored during the field investigation. Soil moistures in the test pits were generally dry to slightly moist throughout the soil profile. Groundwater levels in the site i vicinity are controlled in large part by residential and agricultural irrigation activity and canal leakage in the i local area, and are likely at their maximum elevations during the irrigation season. Estimation of seasonal groundwater fluctuation is problematic without regular monitoring. However, based on the evidence of this } investigation, and background knowledge of the area, it is unlikely that groundwater_ will be encountered during construction and is anticipated to remain at depths of greater than 16 feet below ground surface throughout the year. This depth is an estimate, and should be confirmed following periodic monitoring. MTI is available to perform this monitoring, if desired. Soil Infiltration states: - Soil permeability is a measure of the ability of a liquid to move through a soil and was not tested in the field. In this report this parameter is approximated by soil type and gradation. Of soils comprising the generalized soil profile for this study, lean clay and silt soils generally offer little permeability, with typical infil-�ation -� rates less than 2 inches per hour, though calcium carbonate cementation encountered within cemented silt soils may reduce this value to near zero. Poorly graded sandy gravels 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 6 to 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. An infiltration rate of 8 inches per hour should be used for design. Copyright © 2005 Materials Testing & Inspection, Inc. l- 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 TESTING & INSPECTION January 26, 2005 Page # 9 of 22 ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections \\mtiserver2\reports\boise\2005 reports\000-199\b50043g\b50043geotech.doc FOUNDATION AND PAVEMFN'T IlISCUSSION AND RECOMMENDATIONS General Notes: Presently, approximately 22 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 --riot -specific _to -the ---- - individual structures but rather should be viewed as guidelines 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. Footing Depth ASTM D 1557 Subgrade Compaction Net Allowable Soils Bearing Capacity Footings should bear on competent, native, cemented sandy silt present at depths of approximately 11/2 to 2 Not required for native 1,500 lbs/ft' feet across the site. All surficial clay soils, and any soil fill material must be removed from below footings. Additional excavation may be required in unidentified fill areas.' 'Verification of bearing soils for each residence by a clualitted Eeotecunical enp-Meer at the tune vi j construction is recommended. Footings should be proportioned to meet the stated bearing capacity and/or the IBC 2003 minimum requirements. 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 backfilling 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 24 inches below finished grade. Crawl Space Recommendations: t _J Considering the presence of shallow cemented soils across the site, all residences constructed with crawl i spaces should be designed in a manner that will inhibit water in the crawl spaces. Therefore, proper grading should be considered to be critical. MTI recommends that roof drains carry storm water at least 5 feet away from the residence, and grades should be greater than 5% for a distance of 10 feet away from all residences. i In addition, rain gutters should be placed around all sides of residences, and backfill around stem walls j should be placed and compacted in a controlled manner. Copyright © 2005 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 erMATERIALS TESTING & INSPECTION January 26, 2005 Page # 10 of 22 O Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections \\mtiserver2\reports\baise\2005 reports\000-199\b50043g\b50043geotech.doc 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 the western portion of the site, consisted of lean clay (CL) soil with fine grained sand. This sample yielded an R value of 14. As required by Ada — County-Highway—District, NLTIhas used a traffic -index _of6-to_deiermine-necessary_ pavement cross-sections___ for the site. Additionally, MTI has made other assumptions for traffic loading variables based on the character of the proposed construction. The Client should review these assumptions to make sure they reflect intended use and loading.of pavements both now and in the future. Flexible Pavement Sections The.Idaho Method as defined inIdahoDepartmen_t_of Transportation's Materials Manual (section 500) was used to develop the pavement section. Ada County Highway District (ACRD) parameters for traffic index and substitution ratios were also used in the design, and were obtained from ACHD's Development Policy Manual. Calculation sheets provided in the Appendix indicate the soils values, traffic loading, and material ratios used to calculate the pavement sections. MTI recommends that all materials used in the construction of Asphaltic Concrete Pavements meet the requirements of the Idaho State Public Works Construction (ISPWC) specifications. Construction of the pavement section should be in accordance with these specifications. The following thicknesses are MINIMUM THICKNESSES for assured pavement function. Aggregate Base Structural Subbase Pavement Section Component Drivewa s and Parking, Residential Streets As haltic Concrete__ 2.5 Inches Untreated Aggregate Base 4.0 Inches Granular Borrow 12.0 Inches Compacted Subgrade Not Required Material complying with ISPWC Standards for Crushed Aggregate Materials. Any material complying with the requirement for granular structural 611 (uncrushed) as defined in ISPWC. 7446 W. Lemhi St., Boise, ID 83709 E -Mail mti@mti-id.com Copyright © 2005 Materials Testing& Inspection, Inc. 208 376-4748 Fax 208 322-6515 www.mti-id.com ! MATMRIALS TeSTING & INSPECTION January 26, 2005 Page # 11 of 22 ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections \\mtiserver2\reports\boise\2005 reports\000-199\b50043g\b50043geotech.doe 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 with a heavy rubber -tired fully loaded tandem axle dump truck or equivalent. MTI anticipates that pavement areas will be subject to moderate traffic. It should be noted that surficial clay soils near to and above optimum moisture contents may tend to dump Pumping or soft areas must be removed and replaced with - structural fill. Fill material and compacted native subgrade soils (if required) in support of the pavement section as well as aggregates comprising the pavement section must be compacted to not less than 95% of maximum dry density indicated 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, _compaction of that material shall be approved by observed proof rolling. Minor deflections frgm_preof rolling for flexible pavements are allowable. Deflections from proof roiling of rigid pavement support courses should not be visually detectable. MTI recommends that rigid concrete pavement be provided for heavy garbage receptacle parking. This will eliminate damage caused by the considerable load of containers transferred onto the small steel wheels and subsequently onto the asphaltic concrete. Rigid concrete pavement should consist of Portland Cement Concrete Pavement (PCCP) generally adhering to ITD specifications for Urban Concrete. PCCP shall be 6 inches thick on,a 4 inch drainage fill course, should be reinforced with welded wire fabric, and control joints shall be on 12 foot centers or less. 'CONSTRUCTION CONSII?ERATIONS 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. Thick grasses with associated root systems were noted at the time of our investigation. It is recommended that organic and/or disturbed soils, if encountered, be removed to depths of 1 foot (minimum), and wasted or stockpiled for later use. Stripping depths should be adjusted in the field to assure that the entire root zone and/or topsoil is 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 shall be based upon subgrade soil type, composition, and firmness or soil stability. Any existing underground storage tanks (UST), below surface utilities, wells, or septic systems must be decommissioned, removed or abandoned as deemed necessary by governing Federal, State, and local agencies. Excavations developed as the result of such removal must be backfilled with structural fill materials as defined below. Copyright© 2005 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 January 26, 2005 J MATERIALS Page# 12 of 22 TESTING & l INSPECTION 1 ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections \\mtiseroer2\reports\boise\2005 reports\000-199\b50043g\b50043geotech.doc After -existing subgrade soils are excavated to designgrade, proper control of subgrade conditions (i.e., moisture content) and placement and compaction of new fill (if required) should be overseen by a _1 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 otings, pavements, and floor slabs. Sufficient density tests should be perfonned to properly monitor j 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_p_er lift for every 10,000 square feet. Dry Weather: If construction is to be conducted during what is considered "Dry" seasonal conditions, problems associated with _soft _soils may _be_avoided. However, shallowgroundwater 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 structural fill. Copyright OO 2005 Materials Testing & Inspection, Inc. 7446W. Lemhi St., Boise, ID 83709 208 376-4748 Fax 208 322-6515 E -Mail mti@mti-id.com www.mti-id.com MATERIALS January 26, 2005 Page# 13of22 TESTING & INSPECTION 1 ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections \\mtiserver2\reports\boise\2005 reports\000-199\b50043g\b50043geotcch.doc Structural Fill: Soils regarded as suitable for use as structural fill are those classified as GW, GP, GM, SW, SP, SM, and I 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 _ a, e. too high,- Therefore_these materials can _ bequite _difficult to -work with as moisture content, lift thickness, -k and compactive effort becomes difficult to control. If silty soil is used for structural fill, lift thicknesses i 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. 4 Recommended granular structural fill materials those classified as GW, GP, SW, SP, should consist of a 6 inch minus select, clean, granular soil with no more than 30% oversize (greater than %4 inch) material and no j more than 12% fees (less than #200) and placed in layers not to exceed 9 inches in thickness. Prior to J 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/a inch). If material contains more than 40% but less than 50% oversize particles, compaction of fill shall be confirmed by proof -rolling each lift with a 10 -ton vibratory roller (or equivalent) until the maximum 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 density 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. 1 y Backfill: j B"ackfill materials shall ascribe to the requirements of structural fill except that the maximum material size -s shall be 4 inches. in 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 J determined that future settlement is not a concern, such as planter areas. In nonstructural areas, backfill must i be compacted to a firm and unyielding condition. f Copyright Q 2005 Materials Testing & Inspection, Inc. 7446 W. Lemhi St., Boise, ID 83709 208 376-4748 Fax 208 322-6515 E-Mailmti@mti-id.com www.mti-ld.com MATERIALS TESTING & INSPECTION January 26, 2005 Page # 14 of 22 ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections \\mtiserver2\reports\boise\2005 reports\000-199\b50043g\b50043geotech.doc 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 not exceed 1 foot vertical to 111/2 foot horizontal. Shallow, cemented fine grained soils (caliche), encountered through ,such of the site, may cause difficulties during foundation development and utility placement. These soils typically extended from depths of 1% to as. deep -as approximateLy_8_feet.- For deep excwvations, 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 sidewalls generally exhibited little indication of collapse. Ho_weve _ some -caving of granular soils occurred at depth_ Care must be taken so that excavations are properly backfilled in accordance with procedures outlined in this report. Water and loose debris should7ble 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 soils 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 permanent driveway sections may be constructed should wet weather be forecast. GENERAL COMMENTS 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 soils 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 placement and compaction is performed. Copyright © 2005 Materials Testing & Inspection, Inc. 7446 W. Lemhi St., Boise, ID 83709 208 376-4748 Fax 208 322-6515 E-Mailmti@mti-id.com www,mti-id.com MATERIALS TESTING & INSPECTION January 26, 2005 Page # 15 of 22 ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections \\mtiserver2\reports\boise\2005 reporis\000-.199\b50043g\b50043geotech.doc REFERENCES American Society for Testing Materials, 1999, Standard Test Method for Materials Finer than 75-1ml (No. 200) Sieve in Mineral Aggregates -by_Washing:_ C_ 117 - 95, 3 p. American Society for Testing Materials, 1999, 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. Othberg, 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 1:100,000. -I Copyright O 2005 Materials Testing & Inspection, Inc. 1 J 7446 W. Lemhi St., Boise, ID 83709 208 376-4748 Fax 208 322-6515 E-Mailmti@mti-id.com www.mti-id.com MATERIALS January 26, 2005 TESTING Fs Page# 16 of 22 { INSPECTION f 0 Environmental Services 0 Geotechnical Engineering 0 Construction Materials Testing 0 Special Inspections j 1 - \\mnserver2\reports\boisc\2005 reports\000-199\b50043g\b50043geotech.doe r r 1 1 } 7 I _1 { i i' C 1 J APPENDIX --- ----GEOTECHNIOAL-'GENERAL l-OTES_ - -- UNIFIED SOIL CLASSIFICATION SYSTEM -GEOTECHNICAL TEST PIT LOGS PAVEMENT THICKNESS DESIGN SHEETS SITE MAP PLATES Copyright © 2005 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.mtl-id.com MATERIALS TESTING & INSPECTION January 26, 2005 Page # 17 of 22 ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections \\mdserver2\reports\boise\2005 reports\000-199\b50043g\b50043geotech.doc GEOTEcwIaCAL GENERAL NOTES SOIL PROPERTY SYMBOLS N: Standard "N' penetration: Blows per foot of a 140 pound hammer falling 30" on a 2" O.D Qu: Unconfined 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/R2 M: Water content, % LL: Liquid Limit PI: Plasticity Index N.P-:. -Non-Plastic D: Natural dry density, lbs/ft3 WT: Apparent groundwater level (at time noted after completion). DRILLING AND SAMPLING SYMBOLS SS: Split -Spoon - 13/8" I.D., 2" O.D., except where noted. ST: Shelby Tube - 3" O.D., except where noted. AU: Auger Sample. DB: Diamond Bit. CB: Carbide Bit. GS: Grab Sample. RELATIVE DENSITY AND CONSISTENCY CLASSIFICATION SS. Non -Cohesive Soils Standard Penetration Resistance Cohesive Soils Standard Penetration Resistance Very Loose <4- - Very Soft <2 Loose 4-10 Soft 2-4 Medium Dense 10-30 Firm (Medium Stiff) 4-8 Dense 30-50 Stiff 8-15 Very Dense >50 Very Stiff 15-30 Hard >30 PARTICLE SIZE Boulders 12 in. + Coarse Sand 5 mm to 0.6 mm Silts 0.074 mm to 0.005 mm Cobbles 12 in. to 3 in. Medium 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 © 2005 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 January 26, 2005 Page # 18 of 22 TESTING & i INSPECTION ❑ Environmental Services ❑ Geotechnical Engineering 0 Construction Materials Testing ❑ Special Inspections 1 i \\mtiserver2\reports\boise\2005 reports\000-199\b50043g\b50043geotech.doc I -'--- i �I _1 i i ,1 il+ i 1 Unified Soil Classification System Major Symbol Soil Descriptions Divisions Well -graded gravels, gravel -sand mixtures, little or no fines -, --- --Gravel -GW--- Poorly -graded gravels, gravel -sand mixtures, little or no fines and Gravelly GP Silty gravels, Poorly -graded gravel -sand -silt mixtures Soils <50% GM Clayey gravels, Poorly -graded gravel -sand -clay mixtures coarse fraction passes -#4 sieve- . GC Coarse Well -graded sands, gravelly sands, little or no fines Grained Sand SW Poorly -graded sands, gravelly sands, little or no fines Soils and <50% Sandy SP Silty sands, Poorly -graded sand -gravel -silt mixtures passes Soils #200 sieve >50% SM sands, Poorly -graded sand -gravel -clay mixtures coarse fractionClayey passes #4 sieve SC Inorganic silts & very fine sands, silty or clayey fine sands, St1_ts NIL clayey silts and Inorganic clays of low to medium plasticity, gravelly clays, sandy Clays CL clays, silty clays, lean clays Organic silts and organic silt -clays of low plasticity Fine LL < 50 Grained OL Soils Inorganic silts, micaceous or diatomaceous fine sand or silt >50% Silts MH Inorganic clays of high plasticity, fat clays passes and #200 sieve Clays CH Organic silts and clays of medium -to -high plasticity LL > 50 OH Highly Organic Soils Peat,. humus, hydric soils with high organic content PT Copyright © 2005 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 January 26, 2005 TESTING Fs Page # 19 of 22 INSPECTION O. Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections \\mtiserver2\reports\boise\2005 reports\000-199\b50043g\b50043geotech.doc GEOTECIINICAL -� INVESTIGATION TEST PIT LOG Test Pit Log #: TP -1 Date Advanced: 1/17/2005 Logged By. Michael G. Woodworth, P.E. i. Excavated By: Struckman's Backhoe Service Location: See Later Site Map Plates 4 Depth to Water Table: Not Encountered Depth to Bottom Of Hole: 16.5 Feet i J -Depth -- Field -Description, -w/USC-S-Soil- - -,Sample--Sample-Depth- #40 -- Qp- - Lab -Test - (Feet) and Sediment Classification Type (From -To) 79.3 ID Lean Clay (CL): Dark brown, 0.0-1.5 slightly moist, very stiff, with fine 3.1 grained sand and some organic , material. Sandy Silt (ML): Light brown, dry, 1.5-6.3 hard, moderately to strongly 4.5+ cemented, with fine grained sand. --Intermittent weak to moderate cementation -below- 77 ee-t. - - - - - - - -- - - - - -- - - - - Poorly Graded Sandy Gravel 6.3-16.5 (GP): Yellowish -brown, dry to slightly moist, dense, with fine to coarse grained sand and 6 -inch minus, subrounded, cobbles. ' Lab Test ID M LL PI Sieve Anal sis % #4 #10 #40 #100 #200 A 40.5 31 11 100 99 96 88 79.3 J �1 Copyright O 2005 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 January 26, 2005 MATERIALS Page# 20 of 22 TESTING €s INSPECTION ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections 4 \\mtiserver2\reports\boise\2005 reports\000-199\650043 g\b50043geotech.doc GEOTECIINi AL INVESTIGATION TEST PIT LOG Test Pit Log #: TP -2 Date Advanced: 1/17/2005 Logged By: Michael G. Woodworth, P.E. --------- - Excavated By: Strackman's Backhoe ervice Location: Seder Site - ap afs Depth to Water Table: Not Encountered Depth to Bottom Of Hole: 10.5 Feet Copyright© 2005 Materials Testing & Inspection, Inc. 7446 W. Lemhi St., Boise, ID 83709 208 376-4748 Fax 208 322-6515 E-Mailmti@mti-id.com www.mb-id.com MATERIALS January 26, 2005 f TESTING &Page # 21 of 22 INSPECTION ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections w � \\mtiserver2\reports\boise\2005 reports\000-199\b50043g\b50043geotech.doc f IDAHO METHOD - PAVEMENT iH11CK TESS (USING ADA COUNTY HIGHWAY DISTRICT SUBSTITUTION RATIOS) Copyright O 2005 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 Pavement Section Design Location: The Reserve Subdivision Average Daily Traffic Count: All Lanes & Both Directions Design Life;_ _ _ 20_ Years Traffic Index: 6.00 Climate Factor: I R -Value of Subgrade: 14.00 Subgrade CBR Value: -- Subgrade Mr: - l R -Value of Aggregate Base: 80 -R-ValueofGranular Barrow:- - 60 -- Subgrade R -Value: 14 Expansion Pressure of Subgrade: 0.33 I I Unit Weight of Base Materials: 130 Total Design Life 18 kip ESAL's: 33,131 ASPHALTIC CONCRETE: Gravel Equivalent, Calculated: 0.384 Feet Thickness: 0.196923077 Use= 0.208 Feet Gravel Equivalent, ACTUAL: 0.41 CRUSHED AGGREGATE BASE: Gravel Equivalent (Ballast): 0.769 (if only aggregate base is to be considered change B14 to B 15) Thickness: 0.329 Use= 0:333 Feet Gravel Equivalent,- ACTUAL: 0..772 - - - - GRANULARBORROW: Gravel Equivalent (Ballast): 1.651 Thickness: 0.879 Use= 1 Feet I I!I ii Gravel Equivalent, ACTUAL: 1.772 �i TOTAL Thickness: 1.541 Thickness Required by Exp. Pressure: 0.366 This number must be less than TOTAL Thickness Design (ACHD Values) Depth Substitution Inches Ratios Asphaltic Concrete (at least 2.5): 2.50 1.95 (ACHD minimums: 2.5 for local & 3 for art./collector) Asphalt Treated Base (at least 4.2): 0.00 Cement Treated Base (at least 4.2): 0.00 Untreated .Aggregate Base (at least 4.2): 4.00 1.10 Granular Borrow (at least 4.2): 12.00 1.00 Copyright O 2005 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 Janua MATERIALS Page # 26, f22 1 Page # 22 of 22 NESTING & INSPECTION 0 Environmental Services 0 Geotechnical Engineering 0 Construction Materials Testing 0 Special Inspections i \\mtiserver2\reports\boise\2005 reports\000-199\b50043g\b50043geotech.doc i -i t i I i l } i i J 1 J J RESISTANCE "R" VALUE LABOR A T OKI TEST DATA Source and Description: TP -I, 1.0'-1.5' Date Obtained: January 17, 2005 Sample ED: i 3032 Sampling and Preparation: ASTMD75:1 AASHTO T2: IX AASHTO T87i I X ASTM D421: ----TestStandard;--ASTM-D2844;-- —AASHT0-T-1-90:: ---- ldahoT8_,_X,..__,_-_----__— --_-, Sample A B C Dry Densi lb/ft 100.3 99.8 96.5 Moisture Content % 18.3 19.6 20.8 E arsuonPressure.,__si -..-_ 0.96_- _ _ 0.33 0.00 Exudation Pressure(psi) 242 155 119 R -Value 17 11 8 18.0 16.0 14.0 12.0 10.0 8.0 6.0 R -Value @ 200 psi Exudation Pressure =14 R -Value @ Exudation Pressure III 1 � _ 3 E I 250 200 150 Exudation Pressure (psi) 100 Copyright @ 2005 Materials Testing & Inspection, Inc. 7446 W. Lemhi St., Boise, ID 83709 208 376-4748 Fax 208 322-6515 E -Mail mti@mb-id.com www.mti-id.com Topographic Map Plate 1 l C H� U -.. b• C 1 a L_ � ry v i �... w y ` - i h \ � C sEVENY .-sU Rs.l D? H I 24 13 t IN� i CqT G D � < nz � ' .. School C1b—'1) 25 zssa -' 30.. s F \ q 1 \ znz MAL � • .. LEMF• C z. C lU 1 36 i 31 l � > W X h s' 1 Sfid USiI/LK �-4' - R G _ N� a 1v V, <qT G. Reserve Subdivision Materials r446wsLem s4eet 5955 N. Locust Grove Roa SOIS� IDAHO 8109 Meridian, Idaho s Testing & (2p).p. 4... tg Drawing NO.B50043geo Inspection Date: 26 January 2005 P mL -6&64d Drawn By: MGW N on k 4616 it =NGFR K wbrcu S-11- 1oo Cros Shs a cl unanal - - I i I` 29 I d � - 0 z KAR, _. ,1 31 '3G Lore 1 1.. O N I USTIOK / N=3 u•, � - bNK d Star Quadrangle Ada County Idaho OR H 20 FOOT CONTOUR INTERVAL Sec. 30, T4N, RIE Photoinspected 1976 peoj anoaE) Isnool m o >0 1 N o�o� 0 N R cu m 8 a> o� RZNZ i Ul n r E i 1i TW N CL � Q CTfO co U _7 O 7 1 _.:tf J 1 '-a^-• v J n U) �m t 1 _Q •(/i l i J �I I l� J peoj anoaE) Isnool m o >0 o�o� 0 N m R o m 8 a> o� RZNZ Ul 0 m 8 lu Ul n r E w TW N CL L CTfO dm �m