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CC - Geotechnical Report I I f 1 F k GEOTECHNICAL REPORT r i I Fort he: f i Pinebridge Development Pine Street, Eagle to Locust Grove Road Meridian, Idaho I { I t I Prepared for: i Mr. Dan Torfin Dennis Baker & Associates , 260 Beechwood Street, # 100 i Boise, Idaho 83709 x k k i Prepared by: ; Bob J. Arnold, PE 8717 Craydon Drive Boise, Idaho 83704 (208) 440-6276 Fax (208) 323-7866 i i File # 80103001 February 4, 2008 f i t j i I i I L I i } r Bob J. Arnold, PE Civil Engineering Geotechnical Engineering Materials Testing&Inspection Services 208-440-6276 Fax 208-323-7866 biarnoldpeAmsn.com February 4,2008 Page 1 of 38 80103001.doc Mr. Dan Torfin Dennis Baker&Associates 250 South Beechwood Street, Suite#100 Boise, Idaho 83709 i Re: Updated Geotechnical Report Pine Bridge Development T3N, R1 E, Section 8 Meridian, Ada County, Idaho Dear Dan: Attached is an updated geotechnical recommendation report for your Pine Bridge Development project located along the proposed Pine Street expansion and extension j from Eagle Road to Locust Grove Road_in Meridian, Idaho. This updated report was requested due to the acquisition of additional property adjacent to the previously evaluated parcels and to meet a new ACHD requirement for test pits located near proposed drainage structures. Site specific R-Value testing and pavement section ] designs were requested for the proposed Pine Street extension. At the client's request, - I no investigation has been completed north of the Flume Lateral and will be scheduled j prior to that phase of development. j Based upon this investigation the site is acceptable for the construction of the 1 planned commercial and multi-family housing facilities. Since no structural, design details are available for the planned structures; this report has concentrated on the civil or site work portion of the project. General recommendations for buildings have been provided for planning purposes but should be confirmed with site-specific investigations. i This opportunity to be of service is appreciated. Please contact me should you require additional information or services. Respe ed: 1 Bo nod, r f i Pro c; ttecw I ` gineer Bob J.Arnold,PE 8717 Craydon Drive Boise,Idaho 83704 I I i E Bob J. Arnold, PE Civil Engineering Geotechnical Engineering Materials Testing&Inspection Services 208-440-6276 Fax 208-323-7866 bjarnoldpe(c_msn.com February 4,2008 Page 2 of 38 80103001.doc Geotechnical Investigation Proposed Pinebridge Development Eagle Road to Locust Grove Road Meridian, Idaho RESEARCH & BACKGROUND As requested, on November 10, 2004, this engineer observed the excavation of six test pits on the subject property. Due to expansion of the property and refinement of j I the project plans, eleven additional test pits were excavated on December 4, 2007. While the initial test pits were randomly located, the later set was located as directed by Stanley Consultants, the project civil engineering design firm. The pits were located in the vicinity of proposed roadways and subsurface drainage facilities. Piezometers were installed in each of the recent test pits to allow for future groundwater measurements. ; Test pit depths ranged from 7.0 to 16.0 feet below the existing ground surface with I sloughing soils being the typical cause that halted advancement. Additional research by this engineer included reviewing previously authored reports for the client's under construction office building (due east of the property), Paragon Pacific (south of property), Yellow Freight (east of property), and Oak Harbor Freight (west of the property). The Ada County Soils Profile, Ada County Assessor's website, and the Idaho Department of Water Resources website were also reviewed for pertinent information. I The test pits confirm the soils described within the Soils Profile. Well log information indicates groundwater is between 7.0 and 20.0 feet deep within section 1 eight. This also agrees with conditions observed in the field where groundwater was E encountered between 7.0 and 14.0 feet below the existing surface. It was reported that multi-family residences and commercial properties are I planned for this development. Street sections will consist of paved roads to meet ACHD requirements for pavement sections and storm water disposal. Therefore, pavement j f sections and storm water recommendations are included herein. Preliminary foundation E design recommendations as well as general earthwork recommendations are also provided. 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Arnold, PE Geotechnical Engineering Materials Testing&Inspection Services 208-440-6276 Fax 208-323-7866 biarnoldpe@msn.com February 4,2008 Page 4 of 38 80103001.doc EXCAVATION AND SAMPLING PROCEDURES All seventeen test pits were advanced with a rubber tire mounted backhoe operated by Knife River, formerly Masco, Inc. of Boise, Idaho. This engineer logged the test pits in the field and gathered representative samples. Representative sample were obtained from the spoils pile and test pit walls. Samples were classified in the field in accordance with ASTM D-2488, identified as to location and depth, bagged in sealable plastic bags to protect against moisture loss, and delivered to the laboratory for additional testing in accordance with ASTM D-4220. LABORATORY TESTING A supplemental laboratory-testing program was conducted to determine additional engineering characteristics of the foundation soils. The laboratory-testing program included supplementary visual classifications, moisture content determinations, Liquid Limit, Plastic Limit and Plasticity Index testing (ASTM Test Method D 4318), Sieve Analysis testing (ASTM Test Methods C 117 and C 136) on selected samples. i i After the above classification tests were completed, samples were selected for R-Value . analysis, (ITD T-8). This test results is used in the calculation of pavement section thicknesses. All phases of the laboratory-testing program were conducted in general accordance with applicable standards and the results are provided on the Test Pit logs. Since the soil samples gathered during the second sampling event were determined to be the same as those previously sampled, a minimum laboratory-testing program was required., f i I i � I Bob J.Arnold,PE 8717 Craydon Drive Boise,Idaho 83704 ! j i i f Bob J. Arnold, PE Civil Engineering Geotechnical Engineering Materials Testing&Inspection Services 208-440-6276 Fax 208-323-7866 biarnoldpe(c_msn.com February 4,2008 Page 5 of 38 80103001.doc OBSERVED CONDITIONS Soils encountered ranged from clay loams at the surface to a pitrun type sand i and gravel mixture at depth. Cemented silt layers and a thin, weak hardpan layer were i i typically encountered in the test pits. These layers varied greatly in thickness and in depth below the existing ground surface. In all locations soils conditions were acceptable for commercial and or multi-family construction and installation of related civil improvements. Both sets of test pits were excavated during the winter months, after ground I water elevations had fallen from seasonal highs. The ground water elevations reported on the test pit logs were at the time of test pit excavation, (November or December). Additional measurements will be taken as the irrigation season begins and will be { reported under separate cover. At the time of excavation (November& December) groundwater range from 6.9 to 13.9 feet below the existing ground surface. i i i I , i i i { I i f Bob J.Arnold,PE 8717 Craydon Drive Boise,Idaho 83704 j i Bob J. Arnold, PE civil Enggineeringg 6eofechnical En meerin Materials Testing&Inspection Services 208-440-6276 Fax 208-323-7866 blarnoldpe@msn.com February 4,2008 Page 6 of 38 80103001.doc DESIGN RECOMMENDATIONS GENERAL EARTHWORK The following general earthmoving recommendations are provided but should be reviewed and modified after civil layout design is completed and construction weather conditions can be predicted. Earthwork contractor should review these recommendations. The soils encountered on the property are acceptable for use as structural fill within pavement sections and on commercial and residential building lots. Therefore, materials removed from the street sections can be utilized as structural fill. The only exception is the surface soils that contain excessive organic materials. Removal of the majority of the organic materials will require grubbing of approximately three to eight inches of surface soils. The specific depth of grubbing is to be adjusted in the field to ensure that organic materials are properly removed from beneath future structures, pavements, and structural fills. Deeper removal may be required along the ditches, canals and laterals or where large bushes or trees are present. Sterilization is recommended if larger that quarter inch diameter roots remain in the subgrade surface after intended grubbing is completed. 1 i If used for fill, the surface soils will require moisture contents within two percent of optimum for effective compaction. These soils will easily become too wet or too dry for effective compaction. These soils can be expected to perform poorly if wet and t subjected to rubber tired equipment. Extensive rutting and excessive deflections should be anticipated. When compacted, these soils will greatly reduce the infiltration rate for k surface water, effectively sealing the ground surface and crawlspace floors to percolation. If construction is to occur during wet weather or wet surface soil conditions, low-pressure, (tracked), construction equipment is highly recommended. Rutting I caused by the contactor using rubber-tired equipment on a wet subgrade can be expected and should be repaired at contractor expense. F L Structural fills less than three feet deep are to be compacted to 95 % of the maximum dry density by ASTM D698, "Standard Proctor". For deeper fills, and fill i ' Bob J.Arnold,PE 8717 Craydon Drive Boise,Idaho 83704 i i I i Bob.J. Arnold, PE Civil Engineering Geotechnical Engineering Materials Testing&Inspection Services 208-440-6276 Fax 208-323-7866 biarnoldpe@msn.com February 4,2008 Page 7 of 38 80103001.doc intended to contain irrigation canals or storm water runoff, all material is to be compacted to 95 % of the maximum dry density as determined by ASTM D1557, Modified Proctor. Compaction testing is required for all structural fill. It is noted that soil can pass compaction tests and still be pumping or deflecting and therefore unacceptable. Both compaction testing and visual inspection are required to approve compacted fills. PAVEMENT SECTIONS r 4 The near surface soils vary slightly across the property but R Value results on the various sampled soils were relatively constant. The R-value test result is used in 1 calculating pavement section thickness for ACHD right of ways. The following results a were obtained and their recommended coverage areas are listed as follows: Location Test Pit#1 Test Pit#5 Test Pit#8 Recommended Widening of Existing Pine New Pine Avenue Shellbrook Drive area Webb Avenue Pinebridge(South of Lateral) State Street east of I Pinebridge R-Value Result R=9 R=7 R=13 t t It is recommended that additional samples be taken when work north of the Flume Lateral is being designed. Pavement sections have been calculated based upon the above laboratory generated R-Values and Traffic Indexes of TI=6 (residential streets and general parking lots) and TI=8 commercial driveways and collector/arterial streets. Based on these values the following pavement sections have been calculated and are ( recommended. G ( t j f f I f`E t f ( j Bob J.Arnold,PE 8717 Craydon Drive Boise,Idaho 83704 i I G Civil Engineering Bob J. Arnold, PE Geotechnical Engineering Materials Testing&Inspection Services 208-440-6276 Fax 208-323-7866 biarnoldpeAmsn.com February 4,2008 Page 8 of 38 80103001.doc RECOMMENDED PAVEMENT SECTION S Pavement Layer Test Pit #1 Area Test Pit #5 Area Test Pit #8 Area R Value R =9 R =7 R =9 Traffic Index T1=6 TI=8 T1=6 TI= 8 TI=6 TI=8 ACP 2.5 3.0 2.5 3.0 2.5 3.0 ! Road Base 4.0 4.0 4.0 4.0 4.0 4.0 Subbase 13.0 17.0 13.0 18.0 '12.0 16.0 3 Please note that local highway district may require a thicker pavement section or may require matching of the existing section along the existing Pine, Nola and Locust ,Grove right of ways. It should be anticipated that materials meeting the requirements of ISPWC and /or ACHD will be required for any work within this project. Idaho Transportation Department requirements may apply along Eagle Road but have not been research as a part of this report. Bridge Foundation Systems For bridge design over the Flume Lateral, the foundation recommendations herein are based upon information contained in this report. This includes both the researched and the assumed information including information from previous reports for this development. Any proposed bridge may be supported on either conventional, continuous foundations founded upon the shallow surface soils or upon a deep foundation extending to.deeper soils. Settlements should be within permissible magnitudes with either foundation system. For conventional foundations, bearing pressures of up to 3000 psf are allowed. j Such foundations are to be founded a minimum of two feet below the bottom of the E waterway and must extend to-the native pitrun type sand and gravel soils. A one-third increase in allowable bearing capacity is permitted when transient loads such as winds or earthquakes are included but no increase for traffic related loading or foundation depth/width are allowed. Pumping of groundwater will most likely be required to construct foundations at this recommended elevation. I F i i i i Bob J.Arnold,PE 8717 Craydon Drive Boise,Idaho 83704 j ! I Bob J. Arnold, PE Civil Engineering Geotechnical Engineering j Materials Testing&Inspection Services 208-440-6276 Fax 208-323-7866 biarnoldpea_mIsn.com February 4,2008 Page 9 of 38 80103001.doc Bridge Foundation Excavation After foundation areas have been excavated to design grade it is recommended that a geotechnical engineer inspect the subgrade soils to confirm that conditions are similar to those documented within this report and used for design. This inspection should verify that any loose ,fills and organic materials have been removed and that no excessively soft areas are present. If over-excavation and placement of structural fill is required, then the proper control of the placement and compaction of the existing subgrade and new structural fills must be verified by inplace moisture/density testing i and construction observation. It is recommended that a qualified engineer or his representative monitor all fill placements to ensure conformance with these recommendations. I Bridge Retaining Walls i Retaining walls should be designed to resist lateral pressures from adjacent soils j and surcharge loads applied behind the walls. If the native sandy silt materials are to i be used for backfill, we recommend using the following lateral pressures for design of I retaining walls at the site. These values are for drained conditions. + i ... i .....:;°::;::::Lateral Pra slilre and Condlltfotl E fafv d* flUld Pr,��s�re i .:.::::::.::.::...:................: ...:..:.:.............:.. Q ..10 m::act.._::N.... rv :Soi>s. .:::::::::...... ::::._ Active Case, Drained 67 sf/f At-Rest Case Drained 86 psf1f Passive Case, Drained 222 psf/f If compacted structural fill (sandy gravel) materials are to be used for backfill, we j recommend using the following lateral pressures for design of retaining walls at the site. I These values are for drained conditions. t ; E era l`:Pre ure and ncirt�dn ;:;Eq >vallanf Ffu�d t r .A r ' ........:..:.:................:_..:...:.:..:..::....:..:...::: .:::.:::....:......................... -:.....................:.:..::.::...::...._::.. ... :....:... ....: ori cfed> trutural;_Ffll: »»::_>::>._::::;:::;:.::»»;:::<:::<;:;;:::::<:::::::::=:::::::::_:°:_:>:::::: :::.:>; Pa ........ .........:.....:...... ... Active Case, Drained 38 sf/f At-Rest Case, Drained 60 psftf Passive Case, Drained 517 psf/f i Bob J.Arnold,PE 8717 Craydon Drive . Boise,Idaho 83704 j f � I i i r f I Civil Engineering Bob J. Arnold, PE Geotechnical Engineering Materials Testing&Inspection Services 208-440-6276 Fax 208-323-7866 biarnoldpe@msn.com February 4,2008 Page 10 of 38 80103001.doc In addition to the lateral soil pressure given above, the retaining walls should be designed to support any design live load, such as vehicle and construction surcharges to be supported by the wall backfill. If construction vehicles are required to operate within 10 feet of a wall, supplemental pressures will be induced and should be taken i into account through design. A coefficient of friction of 0.35 on imported structural fill or on the native pitrun I soil materials should be used in determining frictional resistance between the I foundations and the supporting soils. For hydrostatic loading conditions (i.e. no free drainage behind retaining wall), an additional loading of 45 pcf equivalent fluid weight i should be added to the previously tabulated soil pressures. If it is necessary to design retaining structures for submerged conditions, allowable shallow bearing and passive I pressures should be reduced by 50%. In addition, soil friction beneath the base of the foundations should be neglected. j The recommended pressures are based on the assumption that sufficient i subsurface drainage will be provided behind the walls to prevent the build-up of hydrostatic pressure. To achieve this we recommend that a filter material be placed j behind all walls. The blanket of filter material should be a minimum of 12 inches thick and should extend from the bottom of the wall to the pavement design section. A four- inch diameter drainpipe should be installed near the bottom of the filter blanket with perforations facing down. The drainpipe should be underlain by at least four inches of filter type material. Adequate gradients should be provided to discharge water that i collects behind the retaining wall to an adequately controlled discharge system with .suitably projected outlets. Weep holes through the bridge walls are acceptable provided they are located at least one foot above the highest anticipated flow in the drain. If weep holes are used, no drainage blanket is required below their elevation. The filter i material should conform to a typical 1"x#4 concrete coarse aggregate or other approved clean gravel. Precautions should be taken to ensure that heavy compaction I equipment is not used immediately adjacent to walls, to prevent undue pressure I against, and movement of, the walls. Backfilling should not be performed prior to the i I concrete wall obtaining the minimum strength required by the structural engineer. i I Bob J.Arnold,PE 8717 Craydon Drive Boise,Idaho 83704 � I i i ? Bob J. Arnold, PE Civil Engineering Geotechnical Engineering Materials Testing&Inspection Services 208-440-6276 Fax 208-323-7866 biarnoldpe@msn.com February 4,2008 Page 11 of 38 80103001.doc COMMERICIAL & MULTI RESIDENTAL FOUNDATIONS Based upon observed conditions, bearing pressures of up to 2000 psf are acceptable for foundation design. This is provided foundations are founded upon native silts or cemented silts located below the clay loam surface soils. All foundations are to be founded at least 24 inches (deeper if mandated by local building code) below grade for frost protection. Higher bearing pressures are available for foundations bearing on the deeper pitrun type sand and gravel mixture or upon structural fill materials that extend to these native materials. Site specific investigation and design is needed to determine or confirm greater values. SUBSURFACE DRAINAGE i Conventional infiltration ponds or trenches appear to be the best method for j disposal of storm water. Any such system should extend through any encountered hardpan layer to the free draining sand and gravel encountered in every test pit. Depths to free draining materials vary greatly across the site. While the nearest test pit can be used for localized design recommendations, the actual constructed depth should be confirmed at the time of construction. Drainage ponds or swales that are modified to improve percolation through the cemented soils may be feasible. Drainage swales or surface ponds for absorption and/or evaporation can also be utilized but should assume low percolation rates (1 inches per hour) if the hardpan or cemented silt layer is not breeched. If the cemented layer is breached, the percolation rate is assumed to j i exceed the design limit of eight inches per hour for the required filter sand. f _ UNDERGROUND UTILITIES I Pits revealed that utilities trenches may require dewatering and can be excavated i with standard construction/excavation equipment. Dewatering will depend upon the construction schedule compared to the irrigation season. It is not anticipated that t excavators will experience any difficulties excavating the onsite materials. No bedrock 1 formation was encountered on the subject property. Sloughing of trenches can be i expected in deeper trenches. Bob J.Arnold,PE 8717 Craydon Drive Boise,Idaho 83704 ? i I i i I 1 Civil Engineering Bob J. Arnold, PE Geotechnical Engineering Materials Testing&Inspection Services 208-440-6276 Fax 208-323-7866 biarnoldpe@msn.com February 4,2008 Page 12 of 38 80103001.doc LIMITATIONS This report has been prepared with the intent to provide specific design information to the developer and the civil engineering consultant for the civil portions (streets, drainage and earthwork) of the project. Recommendations within this report can be used for preliminary deign of commercial buildings and their site work but site E specific investigations is strongly recommended before final design is completed. GENERAL COMMENTS ' This evaluation includes a review of the completed construction documents to confirm compliance with the intent of these recommendations. Should conditions in the j field be observed during construction that are different that reported herein, this engineer should be contacted for re-inspection and re-evaluation. Modified recommendations may be provided at that time. 1 I I i I i I I ! I i I I l r a i Bob J.Arnold,PE 8717 Craydon Drive_ Boise,Idaho 83704 i Bob J■ Geotech Arnold, PE Civil Engineering j nical Engineering ; Materials Testing&Inspection Services 208-440-6276 Fax 208-323-7866 biarnoldpe@msn.com February 4,2008 Page 13 of 38 80103001.doc APPENDIX Site Plan with Latest Test Pit Locations Test Pit Logs Pavement Section Calculations i Bob J.Arnold,PE 8717 Craydon Drive Boise,Idaho 83704 i 1 Civil Engineering Bob J. Arnold, PE 1 Geotechnical Engineering Materials Testing&Inspection Services 208-440-6276 Fax 208-323-7866 biarnoldpe(g)_msn.com February 4,2008 Page 14 of 38 80103001.doc Site Plan with Latest Test Pit Locations 1 s i Existing Pine - west of Eagle Road E - - -- - - f .f s L i 3 1 i 1 I i I i I f I i i i f 1 I i i I t Bob J.Arnold,PE 8717 Craydon Drive Boise,Idaho 83704 ! i 1 i I Bob J. Arnold, PE Civil Engineering Geotechnicat Engineering Materials Testing&Inspection Services 208-440-6276 Fax 208-323-7866 bjarnoldpe(a_msn.com February 4,2008 Page 15 of 38 80103001.doc Test Pit Log Test Pit#: Test Pit#1 File: 80103001 Client: Baker&Associates Date Excavated: 12/13107 a Project: Pinebridge Excavated By: Knife River Location: East End of Existing Pine Logged By: Bob Arnold # # # # # DEPTH SOILS DESCRIPTION SID 4 10 40 100 200 M PI LL 0.0 Brown,Moist to Wet,Silty CLAY or 1.0 Clayey SILT topsoil with organics. Rootzone approximately 3"thick i 1.0 Tan, Moist, Firm,Sandy,SILT Bag 100 98 86 74 63.1 15.9 NP NP 2.0 3.0 ' i I 3.0 Light Tan,Dry,Firm,Sandy SILT Bag 100 97 83 68 65.9 14.3 NP NP j 5.0 6.6 (R Value=9) 5.5 Cemented SILT/HARDPAN Layer 7.0 I v v 7.0 Gravelly SAND with hardpan pieces Bag 64 40 18 19 7.8 16.s NP NP _ 8.0 10.0 I 10.0 Free Draining,PITRUN(Sand and 16.0 Gravel) ' i 14.0 Groundwater entering test pit at 14,0 { i i 16.0 Bottom of Test Pit End of Backhoe Reach Piezometer Installed PI=Plastic Index LL=Liquid Limit NP=Non-Plastic SID=Sample Type!Depth r I I i i j Bob J.Arnold,PE 8717 Craydon Drive Boise,Idaho 83704 i i Bob J. Arnold, PE Civil Engineering Geotechnical Engineering Materials Testing&Inspection Services 208-440-6276 Fax 208-323-7866 * biarnoldpe(a_msn.com February 4,2008 Page 16 of 38 80103001.doc Test Pit Log Test Pit#.- Test Pit#2 File: 80103001 Client: Baker&Associates Date Excavated: 12/13/07 i Project: Pinebridge Excavated By: Knife River Location: Center of Existing Pine Logged By: Bob Arnold } # # # # # DEPTH SOILS DESCRIPTION S/D 4 10 40 100 200 M I PI LL } t 1 0.0 Brown,Moist to Wet,Silty CLAY or f 1.0 Clayey SILT topsoil with organics. Rootzone approximately 3"thick i 1.0 Tan, Moist, Finn,Sandy,SILT Bag 100 98 86 74 63.1 15.9 NP NP 2.0 4.0 i i 4.0 Tan, Moist,Firm,Sandy SILT with Bag 79 64 35 23 15.6 23.5 NP NP 7.0 Cemented pieces 5'0 7.0 Silty,Clayey,Gravelly,SAND with 10.0 hardpan pieces I i 10.0 Free Draining,PITRUN(Sand and 16.0 Gravel) I 14.0 Groundwater entering test pit at 14.0 I i 16.0 Bottom of Test Pit End of Backhoe Reach Piezometer Installed i PI=Plastic Index LL=Liquid Limit NP=Non-Plastic S/D=Sample Type i Depth VNP=Visually Non-Plastic i I I j 1 I \ � I I ' I }j 1 I i I Bob J.Arnold,PE 8717 Craydon Drive Boise,Idaho 83704 I � i i Bob J. Arnold, PE Civil Engineering Geotechnical Engineering Materials Testing&Inspection Services 208-440-6276 Fax 208-323-7866 biarnoldpeAmsn.com February 4,2008 Page 17 of 38 80103001_doc Test Pit Log Test Pit#: Test Pit#3 File: 80103001 i Client: Baker&Associates Date Excavated: 12/13/07 Project: Pinebridge Excavated By: Knife River Location: West End of Existing Pine Logged By: Bob Arnold i f # # # # # DEPTH SOILS DESCRIPTION S/D 4 10 40 100 200 M PI LL 0.0 Brown,Moist to Wet,Silty CLAY or 1.0 Clayey SILT topsoil with organics. Rootzone approximately 3"thick i 1.0 Tan,Moist, Firm,Sandy,SILT 3.0 3.0 Cemented SILTS 4.5 With Sand and Hardpan i 4.5 Silty,Clayey, PITRUN Gravel&Sand ` 7.0 with hardpan pieces i i I 7•0 Free Draining, PITRUN(Sand and 11.0 Gravel) I i i 9.0 Groundwater entering test pit at 14.0 i i 11.0 Bottom of Test Pit ' Sloughing Soils below water table Piezometer Installed {1 PI=Plasfic Index LL=Liquid Limit NP=Non-Plastic S/D=Sample Type/Depth VNP=Visually Non-Plastic 1 i 1 t i Bob J.Arnold,PE 8717 Craydon Drive Boise,Idaho 83704 } i i i i 1 Bob J. Arnold, PE Civil Engineering Geotechnical Engineering Materials Testing&Inspection Services 208-440-6276 Fax 208-323-7866 biarnoldpe(a)_msn.com February 4,2008 Page 18 of 38 80103001.doc Site Plan with Latest Test Pit Locations New Development along Pine Street from Existing Pine to Locust Grove Road ,�. . E O E ! ESIt H L i EST,i i F 8 ► -- PINE STREET ° 'EST LE ,t4 i { i { I I i r j i j Bob J.Arnold,PE 8717 Craydon Drive Boise,Idaho 83704 i I i i Civil Engineering Bob J. Arnold, PE j Geotechnical Engineering Materials Testing&Inspection Services 208-440-6276 Fax 208-323-7866 biarnoldpe afmsn.com February 4,2008 Page 19 of 38 80103001.doc Test Pit Log Test Pit#: Test Pit#4 File: 80103001 Client: Baker&Associates Date Excavated: 12/13/07 Project: Pinebridge Excavated By: Knife River j Location: East End proposed Pine Logged By: Bob Arnold a # # # # # a DEPTH SOILS DESCRIPTION SID 4 10 40 100 200 M PI LL a 0.0 Brown,Moist to Wet,Silty CLAY or 2.0 Clayey SILT topsoil with organics. Rootzone approximately 4-6"thick I 2.0 Brown,Moist, Clayey,SILT Bag 100 100 93 78 66.6 20.2 17.4 51.1 5.0 (MH=Elastic SILT) 3.5 V V , 5.0 Cemented, Brown,Moist,Clayey, Bag 70 50 28 18 13.3 17.7 NP NP 8.0 Sandy,SILT 5.0 1 i 8.0 Brown, Moist,Gravelly,SAND Bag 83 51 34 22 13.5 21.1 NP NP 8.5 i 10.0 i i 10.0 Free Draining,PITRUN(Sand and 13.5 Gravel) t 12.5 Groundwater entering test pit at 12.5 i 13.5 Bottom of Test Pit Sloughing Soils below water table Piezometer Installed I i PI=Plastic Index LL=Liquid Limit NP=Non-Plastic SID=Sample Type/Depth VNP=Visually Non-Plastic 1 i i I - � r r I I '- Bob J.Arnold,PE 8717 Craydon Drive Boise,Idaho 83704 i i i 1 Civil Engineering Bob J. Arnold, PE Geotechnical Engineering Materials Testing&Inspection Services 208-440-6276 Fax 208-323-7866 blarnoldpe((_msn.com February 4,2008 f Page 20 of 38 80103001.doc Test Pit Log Test Pit#: Test Pit#5 File: 80103001 3 4 Client: Baker&Associates Date Excavated: 12/13/07 Project: Pinebridge Excavated By: Knife River Location: Web Avenue S. of Pine Logged By: Bob Arnold t i# # # I DEPTH SOILS DESCRIPTION SID 4 10 40 100 200 M PI LL i 0.0 Brown,Moist to Wet,Silty CLAY or 1.0 Clayey SILT topsoil with organics. Rootzone approximately 3-4"thick 1.0 Brown,Moist, Blocky Elastic SILT Bag 100 100 92 77 65.8 18.2 18.2 53.1 3.5 (MH =Elastic Silt) 2'0 I i 3.5 Bag 100 99 87. 70 64.5 20.7 NP NP i Dark Brown, Moist, Clayey,Sandy, 3.5 5.5 SILT 1 1 (R-Value=7) v v 5.5 Light Brown,Moist,Silty SAND with Bag 75 65 54 39 19.5 .20.5 NP NP 8.0 gravel and cemented pieces 7.0 8.0 Brown, Moist,Silty PITRUN 9.5 i j 9.5 Free Draining, PITRUN 13.0 Sand and Gravel 12.0 Groundwater entering test pit at 12.0 I 1 13.0 Bottom of Test Pit Sloughing Soils below water table Piezometer Installed P1=Plastic Index LL Liquid Limit NP=Non-Plastic SID=Sample Type l Depth VNP=Visually Non-Plastic � I I ' i i Bob J.Arnold,PE 8717 Craydon Drive Boise,Idaho 83704 i i I i i i Bob J. Arnold P E Civil Engineering � Geotechnical Engineering Materials Testing&Inspection Services 208-440-6276 Fax 208-323-7866 biarnoldpe@msn.com February 4,2008 Page 21 of 38 80103001.doc Test Pit Log Test Pit#: Test Pit#6 File: 80103001 Client: Baker&Associates Date Excavated: 12/13/07 Project: Pinebridge Excavated By: Knife River Location: Pinebridge N. of Pine Logged By: Bob Arnold r # # # # # DEPTH SOILS DESCRIPTION S/D 4 10 40 100 200 M PI LL j i 0.0 Brown, Moist to Wet,Blocky,CLAY 1 1.0 topsoil with organics. Rootzone approximately 3-4"thick i 1.0 Bag 98 88 67 51 39.4 23.1 NP NP Tan,Wet,Silty SAND 2.0 3.0 i 3.0 Cemented, Brown, Moist,Clayey, Bag 75 60 50 40 20.0 20.9 NP NP 5- SAND or SILT 4.0 { 5.5 Free Draining,PITRUN j 11.6 Sand and Gravel 10.5 Groundwater entering test pit at 10.5 a 11.5 Bottom of Test Pit Sloughing Soils below water table Piezometer Installed i PI=Plastic Index LL=Liquid Limit NP=Non-Plastic S/D=Sample Type/Depth VNP=Visually Non-Plastic i I I i I 1 I i I i I I 1 t I i i I Bob J.Arnold,PE $717 Craydon Drive Boise,Idaho 83704 i i t G I Civil Engineering Bob J. Arnold, PE Geotechnical Engineering Materials Testing S Inspection Services { 208-440-6276 Fax 208-323-7866 biarnoldpe aAmsn.com February 4,2008 Page 22 of 38 80103001.doc Test Pit Log Test Pit#: Test Pit#7 File: 80103001 Client: Baker&Associates Date Excavated: 12/13/07 Project: Pinebridge Excavated By: Knife River. i Location: West End proposed Pine Logged By: Bob Arnold # #. # # # DEPTH SOILS DESCRIPTION SID 4 10 40 100 200 M PI LL 0.0 Brown, Moist to Wet,Blocky,CLAY 1.0 topsoil with organics. { Rootzone approximately 34"thick i 1.0 Brown, Moist, Blocky CLAY 2.0 2.0 Tan,Dry, Clayey,SILT with sand Bag 100 89 83 82 74.4 14.5 19.0 47.6 2.5 5.0 i 5.0 Free Draining,PITRUN i 8.0 Sand and Gravel 8.0 SAND Layer 11.0 i 10.0 Groundwater entering test pit at 10.0 i 11.0 Bottom of Test Pit Sloughing Soils below water table Piezometer Installed PI=Plastic Index LL=Liquid Limit NP=Non-Plastic SID=Sample Type!Depth VNP=Visually Non-Plastic i i T f i i Bob J.Arnold,PE 8717 Craydon Drive Boise,Idaho 83704 I I i i Bob J. Arnold, PE Civil Engineering Geotechnical Engineering Materials Testing&Inspection Services 208-440-6276 Fax 208-323-7866 biarnoldpe@msn.com February 4,2008 Page 23 of 38 80103001.doc Test Pit Log Test Pit#: Test Pit#8 File: 80103001 Client: Baker&Associates Date Excavated: 12/13/07 Project: Pinebridge Excavated By: Knife River Location: Shellbrook W. of Pinebridge Logged By: Bob Arnold } # # # # # ' DEPTH SOILS DESCRIPTION SID 4 10 40 100 200 M PI LL .0.0 Brown,Moist to Wet,Blocky, CLAY 1.0 topsoil with organics. Rootzone approximately 3-4"thick 1.0 Light Tan, Dry,Loose Sandy,SILT Bag 95 91 78 65 54.6 14.3 NP NP - 3.2 5.0 (R-value=13) j 5.0 Gravel Contact i 5.0 Free Draining, PITRUN 12.0 Sand and Gravel "{ i 10.0 Groundwater entering test pit at 10.0 12.0 Bottom of Test Pit € Sloughing Soils below water table 1 Piezometer Installed { PI=Plastic Index LL=Liquid Limit NP=Non-Plastic SID=Sample Type!Depth VNP=Visually Non-Plastic 1 i I I i I i I i f Bob J.Arnold,PE 8717 Craydon Drive Boise,Idaho$3704 j I iJ i i { I Bob J. Arnold, PE Civil Engineering 6eotechnical Engineering Materials Testing&Inspection Services 208-440-6276 Fax 208-323-7866 biarnoldge@_msn.com February 4,2008 Page 24 of 38 80103001.doc Test Pit Log Test Pit#: Test Pit#9 File: 80103001 Client: Baker&Associates Date Excavated: 12/14/07 Project: Pinebridge Excavated By: Knife River Location: Pinebridge at Lateral Logged By: Bob Arnold I # # # # # DEPTH SOILS DESCRIPTION S/D 4 10 40 100 200 M PI LL . 0.0 Brown,Moist to Wet,Blocky,CLAY 1.5 topsoil with organics. Rootzone approximately 4-6"thick j 1.5 Light Brown,Dry, Clayey SILT with Bag 100 99 88 77 57.6 8.5 7.4 31.1 5.0 Sand-Sandier with increased depth. 2.5 5.0 Tan to Red,Wet,Loose Silty,SAND Bag 94 93 87 56 36.7 18.1 NP NP - 6.0 € 8.0 i 8.0 Free Draining, PITRUN 11.5 Sand and Gravel { 7.5 Groundwater entering test pit at 7.5 11.5 Bottom of Test Pit Sloughing Soils below water table j Piezometer Installed PI=Plastic Index LL=Liquid Limit NP=Non-Plastic SID=Sample Type/Depth VNP=Visually Non-Plastic a ! i I I • 1 E { j I I Bob J.Arnold,PE 8717 Craydon Drive Boise,Idaho 83704 i i i i Bob J. Arnold, PE Civil Engineering Geotechnical Engineering Materials Testing&Inspection Services 208-440-6276 Fax 208-323-7866 biarnoldpe@,msn.com February 4,2008 Page 25 of 38 80103001.doc Test Pit Log Test Pit#: Test Pit#10 File: 80103001 Client: Baker&Associates Date Excavated: 12/13/07 Project: Pinebridge Excavated By: Knife River Location: West End Shellbrook Logged By: Bob Arnold # # # # # I DEPTH SOILS DESCRIPTION SID 4 10 40 100 200 M PI LL i 0.0 Fill—Probable Source was Locust 1.5 Grove Reconstruction 1.5 Light Brown, Dry,Sandy SILT Bag 99 92 76 64 52.7 15.6 NP NP j - 2.8 4.0 V V 4.0 Brown,Moist,Cemented SILT with Bag 94 72 33 19 12.0 23.5 NP . NP 7.0 HARDPAN 5.5 's 7.0 Gravel Contact i 7.0 Silty,Clayey PITRUN sand and gravel 9.5 9.5 Free Draining,PITRUN 13.0 Sand and Gravel i 12.0 Groundwater entering test pit at 12.0 i 13.0 Bottom of Test Pit Sloughing Soils below water table Piezometer Installed P1=Plastic Index LL=Liquid Limit NP=Non-Plastic SID=Sample Type!Depth VNP=Visually Non-Plastic i i 1 t I i I I i I i Bob J.Arnold,PE 8717 Craydon Drive Boise,Idaho 83704 i i i i Bob J. Arnold, PE Civil Engineering 6eotechnical Engineering Materials Testing&Inspection Services 208-440-6276 Fax 208-323-7866 biarnofdpe@.msn.com February 4,2008 Page 26 of 38 80103001.doc j Test Pit Log Test Pit#: Test Pit#11 File: 80103001 Client: Baker&Associates Date Excavated: 12/14/07 Project: Pinebridge Excavated By: Knife River Location: Middle of Shelibrook Logged By: Bob Arnold j # # # # # DEPTH SOILS DESCRIPTION S/D 4 10 40 100 200 M PI LL 0.0 Brown,Moist to Wet, Blocky,CLAY 1.5 topsoil with organics. Rootzone approximately 4-6"thick 1.5 Light Brown, Dry,Sandy SILT with Bag 95 77 43 27 18.1 23.0 NP NP 5.0 cemented pieces 3.0 ; 5.0 Free Draining, PITRUN 13.0 Sand and Gravel . 1 10.0 Groundwater entering test pit at 10.0 13.0 Bottom of Test Pit Sloughing Soils below water table Piezometer Installed i P1=Plastic Index LL=Liquid Limit NP=Non-Plastic S/D=Sample Type/Depth VNP=Visually Non-Plastic 3 i j c t (� I Ill[ 3 1 1 I r 1 Bob J.Arnold,PE 8717 Craydon Drive Boise,Idaho 83704 j I i I f t i Bob J. Arnold, PE Civil Engineering Geotechnical Engineering Materials Testing&Inspection Services 208-440-6276 Fax 208-323-7866 biarnoldpe@msn.com February 4,2008 Page 27 of 38 80103001.doc Aerial Photo November 2004 Test Pit Locations ---------- - yr .:..:.:.. .---- s+J:MM$ .}!::...... .... .. 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'J+ :::it:Y.-s[-::'F;:{:..:.:... r.. .. .,,•:;R};,-;.:+• ntd ,,.x;??Ac:•;..,.<.!?3 !��:,.,::;<:.t,�:.;<.�h..:.;?�.:-!4.}:; '3�;'{Ct' .i'•`•.`•%'r • f �:.v. ..^4....n:• ::^. ........................::.........:VY:_}>i.C33::::j::':�:::_-::;'.:;%::':.i :::W:L;:..{ r:hi' • :•.-•'; -.:-::}}s;r-:., .�.:�::cr...r:.:-_.. ;:: ,:.�:•:.:•:i::;:;:::::..:::.. ..:._ :.. :}..r :J'3•i�.a..: ..'tr.:.:$a.������. ntfr:-:_s: - ..$:`Y}:._:::.::.:si• ..:tv..:•::•9•: '?J$:;'>'.:;''}:::Y.:r•,oG:;J,.vf}r:.;•:;!.::..,.:. i.'6Yi::./ rr, Vi:::tiv::?n; •}:;7 ,:.b. ti��:t...vv:::.....:J�. � -I r:::::.:...... .r:t::nv... ;•}J�::}}}f:::'::::::::...:•in+:•.Yr.:v::;;..-. ....Jr::x.>i:;;}iv::;<�}t4kt•:}�}t»:t$•:'�::n.:. I � i Bob J.Arnold,PE 8717 Craydon Drive Boise,Idaho 83704 f � I i i Bob J. Arnold, PE CcalEnggineering Geotechnical En tneerin Materials Testing&Inspection Services 208-440-6276 Fax 208-323-7866 biarnoidpe@.msn.com February 4,2008 Page 28 of 38 80103001.doc PRELIMINARY TEST PIT LOGS Boring#: TEST PIT 1 File#: 41109A001 Client: Dennis Baker Date: 11/10/04 Project: Pine Bridge Excavated By: Masco Address: Section 8 Logged By: Bob Arnold a Debi Field Description Sample Sample M N LL PI Sieve Analysis Typefeet 318 #4 #10 #40 #200 { i 0.0 Dark Brown,wet,soft organic j - sandy lean clay-root zone to 1.0 8". 1.0 Tan to white,Moist,Cemented Bag 2.0 18.8 NP NP 100 85 59 45 30 - Silts 5.0 5.0 Weak Hardpan Layer 6.0 I 6.0 Tan to white,Moist,Cemented j Silts 7.0 7.0 Tan,Wet Loose,Sand Bag 8.0 12.5 VNP VNP 100 85 35 14 9.0 9.0 Pitrun type Sand and Gravel GROUNDWATER @ 11.0' Mixture—Light Brown to Tan to 12.5 White,Wet to Saturated,Very Sandy to 8"maximum. i I i i I. } , i i i Bob J.Arnold,PE 8717 Craydon Drive Boise,Idaho 83704 I i i i Bob J. Arnold, PE Civil Engineering Geotechnical Engineering Materials Testing&Inspection Services 208-440-6276 Fax 208-323-7866 biarnoldpe@.msn.com February 4,2008 Page 29 of 38 80103001.doc Boring#: TEST PIT 2 File#: 41109A001 Client: Dennis Baker Date: 11/10/04 Project: Pine Bridge Excavated By: Masco Address: Section 8 Logged By: Bob Arnold Depth Field Description tion Sample Sample M N ILL PI Sieve Analysis (Feet) p . Type Depth y feet 318" #4 #10 #40 #200 i 0.0 Dark Brown,wet,soft organic sandy lean clay-root zone to 15 8". 1.5 Tan to white,Moist,Cemented Bag 2.5 16.8 NP NP 100 88 62 49 37 - Silts i 4:0 4.0 Weak Hardpan Layer 5.3 5.3 Tan to white,Moist,Cemented - Sits 6.0 6.0 Light Brown,Wet,Blocky Bag 7.0 20.1 NP NP 100 93 89 74 69 1 - Clayey Sit with Sand j .8.5 8.5 Tan,Wet Loose,Sand 10.5 10.5 Pitrun type Sand and Gravel GROUNDWATER @ 10.5' - Mixture—Light Brown to Tan to 12.5 White,Wet to Saturated,Very Sandy to 8"maximum. 1 i I 1 ( 1 t I i 1 i I i I i I Bob J.Arnold,PE 8717 Craydon Drive Boise,Idaho 83704 I i i Bob J. Arnold, PE Civil Engineering Geotechrrical Engineering Materials Testing&Inspection Services 208-440-6276 Fax 208-323-7866 bjarnoldpe(W_msn.com February 4,2008 Page 30 of 38 80103001.doc Boring#: TEST PIT 3 File#: 41109A001 Client: Dennis Baker Date: 11/10/04 Project: Pine Bridge Excavated By: Masco i Address: Section 8 Logged By: Bob Arnold Depth Field Description Sample Sample M N LL PI Sieve Analysis (Feet) p Type (feet) 318" #4 #10 #40y#200 0.0 Dark Brown,wet,soft organic - sandy lean clay-root zone to 1.0 8'. 1.0 Tan to white,Moist,Cemented Bag 1.5 VNP VNP - Silts 2,0 2.0 Weak Hardpan Layer i 4.0 4.0 Pitrun type Sand and Gravel GROUNDWATER @ 9.0' - Mixture—Light Brown to Tan to 10.0 White,Wet to Saturated,Very Sandy to 8"maximum. i i Boring#: TEST PIT 4 File#: 41109AO01 Client: Dennis Baker Date: 11/10/04 Project: Pine Bridge Excavated By: Masco Address: Section 8 Logged By: Bob Arnold Depth SyeSpt(F t) Field Description Sample Sample M N ILL PI Sieve Analysis feet 3/8" #4 #10 #40 #200 0.0 Light Brown to tan,Moist,soft - sandy lean clay-root zone to 4.0 6°. _ Sandier with increased depth. 4.0 Tan to Red,Wet Loose SAND Bag 5.0 13.5 VNP VNP 99 92 81 35 14 6.0 6.0 Pitrun type Sand and Gravel GROUNDWATER @ 7.0' - Mixture—Light Brown to Tan to 8.5 White,Wet to Saturated,Very Sandy to 6"maximum. i � f i f i Bob J.Arnold,PE 8717 Craydon Drive Boise,Idaho 83704 j 1 i I � 4 1 , Bob J. Arnold, PE Civil Engineering Geotechnical Engineering Materials Testing&Inspection Services 208-440-6276 Fax 208-323-7866 biarnoldpe@.msn.com February 4,2008 Page 31 of 38 80103001.doc i Boring#: TEST PIT 5 File#: 41109A001 Client: Dennis Baker Date: 11/10/04 Project: Pine Bridge Excavated By: Masco Address: Section 8 Logged By: Bob Arnold Feet; Field Description Sample D pth M N ILL PI Sieve Analysis feet 318" #4 #10 #40 #200 0.0 Dark Brown,wet,soft organic sandy lean clay-root zone to 0.8 8". 0.8 Tan to white,Moist,Cemented - Silts with weak hardpan layers 3,0 3.0 Pitrun type Sand and Gravel GROUNDWATER @ 9.0' - Mixture—Light Brown to Tan to 10.0 White,Wet to Saturated, Cemented at top of layer,to 9' maximum. i i Boring#: TEST PIT 6 File#: 41109AO01 Client: Dennis Baker Date: 11/10/04 Project: Pine Bridge Excavated By: Masco Address: Section 8 Logged By: Bob Arnold (Fey Field Description sTve Depth M N LL PI Sieve Analysis pe feet 318" #4 #10 #40 #200 0.0 Light Brown,wet,soft organic - sandy lean clay-root zone to 1.0 8". 1.0 Tan to white,Moist,Cemented - Sifts i 5.0 5.0 Weak hardpan layers 6.5 L-0 Pitrun type Sand and Gravel GROUNDWATER @ 11.0' Mixture—Light Brown to Tan to White,Wet to Saturated, Cemented at top of layer,to 12"'maximum. 1 i i i Bob J.Arnold,PE 8717 Craydon Drive Boise,Idaho 83704 I I i Civil Engineering Bob J. Arnold, PE Geatechnical Engineering Materials Testing&Inspection Services 208-440-6276 Fax 208-323-7866 biarnoldpe@.msn.com February 4,2008 Page 32 of 38 80103001.doc I DESIGN SECTION CALCULATIONS Collector & Arterial Design (ACHD R Value Method) I 3 Project: Pinebridge Development File No.: 80103001 Caic By: B.Arnold Client: Baker&Associates Date: 02/04/08 i Design Thickness Equation: i T=0.0032(TI)(100-11)(12)=GE(inches) i T= Design Thickness TI = Traffic Index= 8 (By ACHD) I GE= Gravel Equivalent R = R-Value= 7 (By Soils Test) GE= 29.1 Inches ACHD ACP. 3/4" Road Base and Aggregate Subbase i Actual Thickness Equivalent Thickness ACHD Asphalt Concrete Thickness = 3.0 Inches ACE= 7.5 Inches 3/4" Road Base Thickness Desired= 4.0 Inches RBE= 4.4 Inches Calculated Aggregate Subbase Thickness Equation: Subbase Thickness=SB=GE-ACE-RBE SB= 17.2 Inches l CALCULATED DESIGN SECTION i ACHD Asphaltic Concrete= 3.0 inches 3/4" Road Base= 4.0 inches Aggregate Subbase= 18.0 inches RECOMMENDED DESIGN SECTION Asphaltic Concrete = 3.0 inches 3/4" Road Base = 4.0 inches Aggregate Subbase = 18.0 inches i i I i i f t � + I I � I I Bob J.Arnold,PE 8717 Craydon Drive Boise,Idaho 83704 I I i Bob J. Arnold, PE civil Engineering Geotechnical Engineering i Materials Testing&Inspection Services 208-440-6276 Fax 208-323-7866 blarnoldpe@msn.com February 4,2008 Page 33 of 38 80103001.doc I DESIGN SECTION CALCULATIONS Residential Street Design (ACHD R Value Method) Project: Pinebridge Development File No.: 80103001 i 1 Calc By: B.Arnold Client Baker&Associates Date: 02/04/08 y Design Thickness Equation: T=0.0032(Tl)(100-11)(12)=GE(inches) i T= Design Thickness TI = Traffic Index= 6 (By ACHD) GE= Gravel Equivalent R = R Value= 7 (By Solis Test) GE= 21.9 Inches i i ACHD ACP, 3/4" Road Base and Aggregate Subbase i Actual Thickness Equivalent Thickness ACHD Asphalt Concrete Thickness= 2.5 Inches ACE= 5.0 Inches 31V Road Base Thickness Desired= 4.0 Inches RBE= 4.4 Inches Calculated Aggregate Subbase Thickness Equation: Subbase Thickness=SB=GE-ACE-RBE s SB= 12.6Inches i CALCULATED DESIGN SECTION ACHD Asphaltic Concrete= 2.5 inches i 3/4" Road Base= 4.0 inches Aggregate Subbase= 13.0 inches I RECOMMENDED DESIGN SECTION Asphaltic Concrete = 2.6 inches 3/4"' Road Base = 4.0 inches Aggregate Subbase = 13.0 inches i r ! a i I I Bob J.Arnold,PE 8717 Craydon Drive Boise,Idaho 83704 i i i i Bob J. Arnold P E civil Engineering � Geotechnical Engineering Materials Testing&Inspection Services 208-440-6276 Fax 208-323-7866 biarnoldpe@.msn.com February 4,2008 Page 34 of 38 80103001.doc DESIGN-SECTION CALCULATIONS Collector& Arterial Design (ACHD R-Value Method) I Project: Pinebridge Development File No.: 80103001 Cale By: B.Arnold client: Baker&Associates Date: 02/04/08 Design Thickness Equation: T=0.0032(TI)(100-11)(12) =GE(inches) T= Design Thickness. TI = Traffic Index= 8 (By ACHD) GE= Gravel Equivalent R = R-Value= 9 (By Soils Test) GE= 28.5Inches ACHD ACP. 3/4"Road Base and Aggregate Subbase Actual Thickness Equivalent Thickness ACHD Asphalt Concrete Thickness = 3.0 Inches ACE= 7.5 Inches 3/4" Road Base Thickness Desired = 4.0 Inches RBE= 4.4 Inches i Calculated Aggregate Subbase Thickness Equation: Subbase Thickness=SB=GE ACE-RBE SB= 16.6 Inches i CALCULATED DESIGN SECTION { ACHD Asphaltic Concrete= 3.0 inches 3/4" Road Base= 4.0 inches Aggregate Subbase= 17.0 inches i RECOMMENDED DESIGN SECTION j Asphaltic Concrete = 3.0 inches 3/4"' Road Base = 4.0 inches I ; Aggregate Subbase = 17.0 inches i � i I i i Bob J.Arnold,PE 8717 Craydon Drive Boise,Idaho$3704 i I i i i i 4 Civil Engineering .Bob J. Arnold, PE Geotechnical Engineering Materials Testing&Inspection Services j 208-440-6276 Fax 208-323-7866 biarnoldpeAmsn.com February 4,2008 Page 35 of 38 80103001.doc f DESIGN SECTION CALCULATIONS Residential Street Design (ACHD R Value Method) i Project Pinebridge Development File No.: 80103001 i Calc By: B.Arnold I Client Baker&Associates Date: 02/04/08 I Design Thickness Equation: T=0.0032(TI) (100-11)(12)=GE(inches) T= Design Thickness Tl = Traffic Index= 6 (By ACHD) GE= Gravel Equivalent R = R Value= 9 (By Soils Test) GE= 21.5 Inches ACHD ACP. 3/4"Road Base and Aggregate Subbase 7 4 Actual Thickness Equivalent Thickness ACHD Asphalt Concrete Thickness= 2.5 Inches ACE= 5.0 Inches 3/4" Road Base Thickness Desired= 4.0 Inches RBE= 4.4 Inches Calculated Aggregate Subbase Thickness Equation: Subbase Thickness=SB=GE-ACE-RBE ! SB= 12.1 Inches i CALCULATED DESIGN SECTION ACHD Asphaltic Concrete= 2.5 inches 3/4" Road Base= 4.0 inches Aggregate Subbase= 13.0 inches RECOMMENDED DESIGN SECTION Asphaltic Concrete = 2.5 inches 3/4" Road Base = 4.0 inches { ' 1 Aggregate Subbase = 13.0 inches i Bob J.Arnold,PE. 8717 Craydon Drive Boise,Idaho 83704 i i a i Bob J. Arnold, PE civil Engineering Geotechnical Engineering Materials Testing&Inspection Services 208-440-6276 Fax 208-323-7866 biarnoldpeRmsn.com February 4,2008 Page 36 of 38 80103001.doc DESIGN SECTION CALCULATIONS Collector& Arterial Design t (ACHD R Value Method) { Project Pinebridge Development File No.: 80103001 Calc By: B.Arnold client: Baker&Associates Date: 02/04/08 Design Thickness Equation: T=0.0032(TI)(100-R)(12) =GE(inches) T= Design Thickness TI = Traffic Index= 8 (By ACHD) GE= Gravel Equivalent R = R-Value = 13 (By Soils Test) GE= 27.2 Inches ACHD ACP, 3W' Road Base and Aggregate Subbase Actual Thickness Equivalent Thickness ACHD Asphalt Concrete Thickness = 3.0 Inches ACE= 7.5 Inches 3/4" Road Base Thickness Desired = 4.0 Inches RBE= 4.4 Inches i Calculated Aggregate Subbase Thickness Equation: Subbase Thickness=SB=GE ACE-RBE SB= 15.3 Inches CALCULATED DESIGN SECTION ACHD Asphaltic Concrete= 3.0 inches 3/4" Road Base = 4.0 inches Aggregate Subbase= 16.0 inches RECOMMENDED DESIGN SECTION Asphaltic Concrete = 3.0 inches 3/4" Road Base = 4.0 inches Aggregate Subbase = 16.0 inches i I , Bob J.Arnold,PE 8717 Craydon Drive Boise,Idaho 83704 i I i I i Civil Engineering Bob J. Arnold, PE i Geotechnical Engineering Materials Testing 8:Inspection Services 208-440-6276 Fax 208-323-7866 biarnoldpe(ar_msn.com February 4,2008 Page 37 of 38 80103001.doc DESIGN SECTION CALCULATIONS Residential Street Design (ACHD R-Value Method) I I Project: Pinebridge Development File No.: 80103001 Calc By: B.Arnold Client: Baker&Associates Date: 02/04/08 1 Design Thickness Equation: T=0.0032(TI) (100-11)(12)=GE(inches) i T= Design Thickness TI = Traffic Index= 6 (By ACHD) GE= Gravel Equivalent R = R Value= 13 (By Soils Test) GE= 20.5 Inches ACHD ACP, 3/4" Road Base and Aggregate Subbase Actual Thickness Equivalent Thickness ACHD Asphalt Concrete Thickness= 2.5 Inches ACE= 5.0 Inches 314" Road Base Thickness Desired= 4.0 Inches RBE= 4.4 Inches Calculated Aggregate Subbase Thickness Equation: Subbase Thickness=SB=GE-ACE-RBE SB= 11.1 Inches i i i CALCULATED DESIGN SECTION ACHD Asphaltic Concrete= 2.5 inches 3/4" Road Base= 4.0 inches Aggregate Subbase= 12.0 inches RECOMMENDED DESIGN SECTION Asphaltic Concrete = 2.5 inches 3/4" Road Base = 4.0 inches Aggregate Subbase = 12.0 inches i i ; I i . i Bob J.Arnold,PE 8717 Craydon Drive Boise,Idaho 83704 i I Bob J. Arnold PE Civil Engineering � Geotechnicat Engineering Materials Testing&Inspection Services 208-440-6276 Fax 208-323-7866 biarnoldpe,@msn.com February 4,2008 Page 38 of 38 80103001.doc j Idaho Department of Water Resources Listing of Driller Reports—T3N, R1 E, Section 8 ::: - - -. r- -iru${5rxr - - ..}i:?}+:$:�:Y:: ii�:'~ -_ __ •.x•.v:.•.x:::::.. .:.:::-:::::vva:aavavawavvvvvvv-.vvv-.-+xis:.:iiiiie::'ia:iiiiiifivii{ :i% {{ isi:;Wiiii'-iiJii: :ii: iv:.'•:v:::::::'::i::v:'vii:iiiiS ...... ..._... i.."':)}v:5:}::'.-y}'ii':.:....-:.c.-.-•.::::1`)>::Y?>r';v.31:r::i{::: is::' .. .._..:'if- ....,.:: \F . i �i:C:[t1f.:::i?: ..-f............... { - :l. :e TA 0# 2 207 6/25179 777070 . .............;,.::..:.:.:...... MERIDIAN SCHOOL DOM :DISTRICT#2 58j 7 102.7/30/77 �793775 »._:.....- »,:».................................."FAIRVIEW.,&........ .r............::j.r:»»»»:»:,� y,. 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