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Report Site Address: 7585 SW Hunziker Rd 5FP a ' 6 ) 6 ° 3 1 , . II '. Building Division ° I C OPY s • T i e.AR-D Deferred Submittal Transmittal Letter TO: Dan Nelson DATE RECEIVED: DEPT: BUILDING DIVISION ' ?� ` ' ' N FROM: I (?fN W\05Tu -. An-1S LF k `l 8 4! COMPANY: it e lirD kC 0 ` t , PHONE: Ff B 5 (c(, ` 1$41 @AO RE: 7585 SW Hunziker rd. SIT2007 -00031 • (Site Address) (Permit/Case Number) Artistic Autobody (Project name or subdivision name and lot number) Valuation of Deferred Submittal: $ `�� 1 ODD N CA ATTACHED I THE { FOLLOWING DEFERRED SUBMITTAL ITEM: Copies .F,:LC.getii y 1tA11'� 1 t T t ;` !' r., ;.,t_�. .`:n �d.. .� , . :.si . ; . ,. .: . ." .,' ,.` . _..•m.. . -. ...... 7 2 Engineered Drawings and Calcs for Block Retaining Wall A . r 4 ,, 6 Remarks: Must be submitted prior to construction NOTE: Documents for deferred submittal items shall be submitted to the registered design professional in responsible charge who shall review them and forward them to the building official with a notation indicating that the deferred submittal documents have been reviewed and been found to be in general conformance to the design of the building. The deferred submittal items shall not be installed until the design and submittal documents have been ti approved by the building official. Oregon Structural f Specialty Code Section 106.3.4.2 V °Y , y " _' Y P ae 2 ` ;FOR 1. n, . \LY . n Y _ , Routed to Permit echnician: Date: Z G3� Initials: } Fees Due: [Yes n No Fee Description: Amoun " r �,��5 + a " + ��; v u 3 Deferred Submittal Fee: $ j 7 -� w 1 ft x x - .'=W° �, 1. key $ � ! � ;_, 7�r ;iF k s: , p,� , � Additional fee based on valuation: , t ' C J. '^ u - -,:, r ` n-- r 'f 'k , J " i '"', : Other: $ 4,:t1 g.J• k . '_N X . k:2 Total Fees Due: $ '3E 6//�5 r ..a ns A� _.��s 3 i.nY -n.(r �SL k ilC� Special Instructions: Reprint Permit (per PE): ❑ Yes [✓ No n Done Applicant Notified: Date: B g Initials: D1- The fee for processing and reviewing deferred plan s u mitta shall be an amount equal to 65% of the building based on the valuation of the particular portion or portions of the project with a minimum $200.00 fee. This fee is in addition to the project plan review fee based on the total project value. 1:Building \Forms \Transmittal Letter- DefrdSubmtl.doc 04/04/07 C arlson Geotechnical Main Office Salem Office Bend Office i P.O. Box 23814 4060 Hudson Ave., NE P.O. Box 7918 ' A Division of Carlson Testing, Inc. Tigard, Oregon 97281 Salem, OR 97301 Bend, OR 97708 Geotechnical Consulting Phone (503) 684 -3460 Phone (503) 589 -1252 Phone (541) 330 -9155 ' Construction Inspection and Related Tests FAX (503) 670 -9147 FAX (503) 589 -1309 FAX (541) 330 -9163 1 I RECEIVED f EB 1 3 2008 CITVGF HGARD BUILDINGOlVISION SPECBAL INS: REQU RE I, I State of Oregon Structural Specialty Code i ❑ Concrete "nd Reinforcing Steel ❑ Both.; Installed in Concrete Report of , ❑ Special Moment-Resisting Concrete Frame Limited Geotechnical Investigation & Ultra- Block® Retaining Wall Design ❑ Reinforcing Steel & Prestressing Steel Tendons Artistic Auto Body Retaining Wall ❑ Structural Welding 7585 SW Hunziker Street ❑ High Strength Bolting i i Tigard, Oregon ❑ Structural Masonry CGT Project Number G0703202 ❑ Reinforced Gypsum Concrete , ❑ Insulating Concrete Fill ❑ Spray Applied Fire - Resistive Materials ❑ Pilings, Drilled Piers and Caissons Prepared for ❑ Shotcrete COY Special Grading, Excavation and Filling Mr, Terry Mostul ❑ Smok9- Control Systems Artistic Auto Body 7585 SW Hunziker Street 0 Other Inspections Tigard, Oregon 97223 February 7, 2008 ii ,7- C0C)3 r City of Tigard . roved Plans B, it . Bate 2 2 - OFFICE COPS •, 7re (k uo (<5g 11 C arlson Geotechnical Main Office Salem Office Bend Office P.O. Box 23814 4060 Hudson Ave., NE P.O. Box 7918 A Division of Carlson Testing, in Tigard, Oregon 97281 Salem, OR 97301 Bend, OR 97708 Geotechnical Consulting Phone (503) 684 -3460 Phone (503) 589 -1252 Phone (541) 330 -9155 Construction Inspection and Related Tests FAX (503) 670 -9147 FAX (503) 589 -1309 FAX (541) 330-9163 February 7, 2008 Mr. Terry Mostul Artistic Auto Body 7585 SW Hunziker Street Tigard, Oregon 97223 Report of Limited Geotechnical Investigation & Ultra - Block® Retaining Wall Design Artistic Auto Body Retaining Wall 7585 SW Hunziker Street Tigard, Oregon CGT Project Number 00803202 Dear Mr. Mostul: Carlson Geotechnical (CGT) is pleased to submit our report of limited geotechnical investigation and design for the proposed Ultra - Block® retaining wall located at the Artistic Auto Body facility at 7585 SW Hunziker Street in Tigard, Oregon. We performed our work in general accordance with CGT Proposal PO4690, dated January 11, 2008. You provided written authorization for our services on January 15, 2008. We appreciate the opportunity to work with you on this project. Please call if you have any questions regarding this report. Sincerely, Carlson Geotechnical ( " i ' A c - ) 1/14 Brad M. Wilcox, P.E William M. Weyrau , .E. Geotechnical Project Manager Principal Geotechnical Engineer Attachments: Figures 1 through 16 Appendix A, WDCP Logs (3) Artistic Auto Body Retaining Wall Tigard, Oregon CGT Project Number G0803202 February 7, 2008 TABLE OF CONTENTS 1.0 INTRODUCTION 4 2.0 PROJECT INFORMATION & SITE DESCRIPTION 5 2.1 Project Information 5 2.2 Site Geology 5 2.3 Site Surface Conditions 6 2.4 Site Subsurface Conditions 6 2.4.1 Field Exploration 6 2.4.2 Subsurface Materials 7 2.5. Groundwater 8 3.0 CONCLUSIONS 8 4.0 RECOMMENDATIONS 9 4.1 Site Preparation 9 4.1.1 Demolition, Stripping & Grubbing 9 4.1.2 Subgrade Preparation 10 4.1.3 Erosion Control 10 4.2 Wet Weather Considerations 10 4.2.1 General Considerations 10 4.2.2 Equipment Haul Roads & Staging Areas 11 4.3 Structural Fill 11 4.3.1 On -Site Soils 1 4.3.2 Imported Granular Structural Fill 12 4.4 Ultra - Block® Retaining Wall 12 4.4.1 Acceptable Subgrade Soil(s) 1 7 4.4.2 Aggregate Base / Leveling Course 1 4.4.3 Seismic Design Considerations 13 4.4.4 Assumed Soil Parameters 1 3 4.4.5 Retaining Wall Design 13 4.5 Permanent Slopes 15 4.6 Additional Drainage Considerations 15 4.7 Seismic Design 15 4.7.1 IBC Design Criteria 15 5.0 OBSERVATION OF CONSTRUCTION 16 6.0 LIMITATIONS 1 0 Artistic Auto Body Retaining Wall Tigard, Oregon CGT Project Number G0803202 February 7, 2008 1.0 INTRODUCTION Carlson Geotechnical (CGT) is pleased to submit our report of limited geotechnical investigation and design for the proposed Ultra - Block® retaining wall located at the Artistic Auto Body facility at 7585 SW Hunziker Street in Tigard, Oregon. The location of the site is shown on the attached Site Location, Figure 1. The purpose of our work was to explore subsurface conditions at the site in order to provide geotechnical engineering recommendations for design and construction of the proposed Ultra- Block® retaining wall. Since an evaluation of seismic hazards and other geotechnical elements of the project are not included in the following scope, our services are considered limited. Our scope of work included the following: • Contact the Oregon Utilities Notification Center to mark the locations of public utilities at the site within a 15 -foot radius of our planned exploration locations. • Explore subsurface soil conditions at the site by: o Advancing five (5), 4- inch - diameter, hand auger borings to depths of up to about 7 feet bgs using equipment provided and operated by CGT. The hand auger borings were loosely backfilled with cuttings upon completion. o Completing three (3), dynamic cone penetrometer tests in conjunction with our hand auger borings to depths of up to about 10 feet bgs using a Wildcat Dynamic Cone Penetrometer (WDCP) provided and operated by CGT. The purpose of the WDCP tests was to evaluate the relative density or consistency of the soils encountered. • Classify the materials encountered in the explorations in general accordance with American Society for Testing and Materials (ASTM) D2488 (Visual - Manual Procedure). Qualified members of CGT's staff observed and maintained a detailed log of the explorations. • Collect representative disturbed samples of the soils encountered within the explorations in order to perform laboratory testing and to confirm our field classifications. • Laboratory testing of soil samples included the following: • Nine (9) moisture content determinations (ASTM D2216), • Two (2) Atterberg limits tests (ASTM D4318). • Two (2) grain size distribution analyses (ASTM C117). • Specific to retaining wall construction, provide recommendations for site preparation, stripping depths, fill type for imported materials, compaction criteria, use of on -site soils, and wet /dry weather earthwork. • Provide geotechnical engineering recommendations for design and construction of the proposed Ultra - Block® retaining wall, including: Carlson Geotechnical Page 4 of 18 Artistic Auto Body Retaining Wall Tigard, Oregon CGT Project Number G0803202 February 7, 2008 • Preparation of retaining wall subgrade soils. • Compaction of the aggregate base / leveling course. • Composition, compaction, and drainage requirements for wall backfill. • Design details for the Ultra - Block® retaining wall with level backfill, 1 -foot embedment, and exposed heights of 4 feet, 6 feet, 9 feet, 11% feet, 14 feet, and 16% feet. A uniform surcharge load of 200 psf was used to model surcharging from transient, light -duty, passenger car and pickup traffic. • Estimate settlement of the retaining wall for the anticipated loading. • Provide a written report summarizing the results of our limited geotechnical investigation and retaining wall design. 2.0 PROJECT INFORMATION & SITE DESCRIPTION 2.1 Project Information The project will include construction of an access roadway beginning off the main entrance of the Artistic Auto Body facility and terminating near its west shop building. The majority of the roadway will be constructed on structural fill that will be retained by an Ultra - Block® retaining wall. The retaining wall will be about 160 feet in length and up to about sixteen (16) feet in exposed height. Preliminary grading plans, prepared by the project civil engineer, CIDA, show that the base of the retaining wall will be established within two (2) feet of existing site grades. • • The structural fill placed behind the retaining wall will consist of imported granular material (crushed rock). • The roadway is planned to be subjected to relatively Tight passenger car and pickup traffic. Pavement section design for the proposed roadway was provided by CIDA. 2.2 Site Geology Available geological mapping' of the area indicates that the site is underlain by Pleistocene - Age, fine- grained, catastrophic flood deposits (originating from glacial outburst floods of Lake Missoula), consisting of silt and sand. The flood deposits are shown to be Tess than 30 feet thick at the site. The flood deposits are underlain by basalt of the Pliocene to Pleistocene -Age Boring Lavas. A northwest - southeast trending, inferred fault is located about 400 feet northwest of the site. Madin, Ian P., Earthquake - Hazard Geology Maps of the Washington County Metropolitan area, Oregon, Lake Oswego 3, • Beaverton Quadrangles. Oregon Department of Geology and Mineral Industries Open File Report 0 -90 -2. 1990. Carlson Geotechnical Page 5 of 18 Artistic Auto Body Retaining Wall Tigard, Oregon CGT Project Number G0803202 February 7, 2008 2.3 Site Surface Conditions The east end of the proposed wall alignment was located about 65 feet north of the west entrance to the Artistic Auto Body facility. Beginning from this point and heading west, the wall alignment descended to the west for a distance of about 40 feet. The sloped area was generally covered with brush and a few scattered trees, with gradients of up to about 2H:1 V (horizontal:vertical). An L- shaped, concrete block, retaining wall up to about 61/2 feet in exposed height was present near the toe of the slope. Progressing west from the toe of the sloped area, the site was level to gently sloped to the west and covered with an asphalt driveway and a gravel parking area. The south edge of the asphalt driveway was bounded by a lightly vegetated and forested, ascending embankment associated with SW Hunziker Street. Reference Photos 1 and 2 on the attached Site Photographs, Figure 2, for photographs of the site taken at the time of our investigation. 2.4 Site Subsurface Conditions 2.4.1 Field Exploration Five (5) hand auger borings (HA -1 through HA -5) were advanced at the site between January 18, 2008, and January 23, 2008, to depths of up to about 7 feet bgs using augering equipment provided and operated by CGT. The approximate hand auger boring locations are shown on the attached Site Plan, Figure 3. The hand auger borings were located in the field by marking off distances from existing site features shown on the Site Plan. Members of CGT's staff logged the soils observed within the hand auger borings in general accordance with the Unified Soil Classification System (USCS), and collected representative samples of the materials encountered. Rock observed within the hand auger borings was logged in general accordance with the Oregon Department of Transportation (ODOT) Soil and Rock Classification Manual An explanation of the USCS is provided on the attached Soil Classification Criteria and Terminology, Figure 4. An explanation of rock classification is provided on the attached ODOT Rock Classification Criteria and Terminology, Figure 5. Our laboratory staff visually examined all samples returned to our laboratory in order to refine the field classifications. 2 Oregon Department of Transportation, 1987. Soil and Rock Classification Manual. Carlson Geotechnical Page 6 of 18 Artistic Auto Body Retaining Wall Tigard, Oregon CGT Project Number G0803202 February 7, 2008 Three (3) Wildcat Dynamic Cone Penetrometer (WDCP -1 through WDCP -3) tests were performed at the site between January 18, 2008, and January 23, 2008, using equipment provided and operated by personnel from CGT. The WDCP tests were advanced to depths of about 10 feet bgs. The approximate locations of the WDCP tests are shown on the attached Site Plan, Figure 3. The WDCP test consists of driving 1.1 -inch- diameter, steel rods with a 1.4- inch- diameter, cone tip into the ground using a 35 -pound drop hammer with a 15 -inch, free -fall height. The number of blows required to drive the cone tip is recorded for each 10 cm (3.94 inches) of penetration. The recordings are then converted to corresponding Standard Penetration Test "N" values, which are used to estimate the soil consistency for cohesive soils, or relative density for non- cohesive soils. Logs of the hand auger borings are presented on the attached Figures 6 through 10. Ground surface elevations shown on the logs were estimated from the topographic site plan prepared by CIDA (shown on the Site Plan), and should be considered accurate to within about a 1 /2 -foot. Results of the laboratory tests are shown on the attached boring logs. Logs of the WDCP tests are shown on the attached boring logs, and are attached as Appendix A. 2.4.2 Subsurface Materials The following subsurface materials were encountered at the site: Gravel Fill (GP FILL): Undocumented gravel fill was encountered at the surface of hand auger boring HA -1, and extended to a depth of about 1 -foot bgs. The gravel fill was generally gray, angular, and coarse - grained. Refusal of the augering equipment was met on the gravel fill at this depth due to the presence of coarse - grained particles. Silt Topsoil (OL): Silt topsoil was encountered at the surface of hand auger borings HA -2 through HA -5, and extended to depths of about 1 to 1 feet bgs. The silt topsoil was generally very soft to soft, brown, moist, showed low plasticity, and contained scattered tree roots. Silt (ML): Silt was encountered below the silt topsoil described above, and extended to depths of about 4 to 6 feet bgs. The silt was generally brown to gray, moist to wet, showed low plasticity, and contained fine sand. In hand auger borings HA -2, HA -3, and HA -5, the silt was generally very soft to soft to depths of about 2' to 3 feet bgs. Below these depths, the silt was generally medium stiff to stiff. In hand auger boring HA -4, the silt was generally stiff to very stiff. The silt was classified as flood deposits. Carlson Geotechnical Page 7 of 18 • • Artistic Auto Body Retaining Wall Tigard, Oregon CGT Project Number G0803202 February 7, 2008 Decomposed Basalt (RX): Decomposed basalt was encountered below the silt described above, and extended to the full depths explored, up to about 7 feet bgs. Refusal of the augering equipment was met on the decomposed basalt at depths ranging from about 4 to 7 feet bgs. The decomposed basalt was generally very soft (R1), gray to orange to brown to red, and moist. Where samples were recovered, the decomposed basalt consisted of clay, silt, and sand with coarse rock fragments. • We have provided a more comprehensive description of the subsurface conditions encountered at the site on the attached Hand Auger Boring logs, Figures 5 through 9. 2.5. Groundwater Perched groundwater was encountered at depths of about 11/2 to 31/2 feet bgs in hand auger borings HA -2 and HA -5. Groundwater was not encountered within the depths explored wilhin the remaining explorations. To determine approximate regional groundwater levels in the area, we researched well logs within Section 1, Township 2 South, Range 1 West available at the Oregon Water Resources Department (OWRD) website Our review indicated that groundwater levels varied with surface elevations in the area, and generally ranged from about 4 to 30 feet bgs. Deeper groundwater levels were reported in excess of 100 feet bgs. It should be noted that groundwater levels are relative to the ground surface and, due to local topography, the levels reported on the OWRD well Togs referenced above are considered generally indicative of local water levels and may not reflect actual groundwater levels at the site. We anticipate that groundwater levels will fluctuate due to seasonal and annual variations in precipitation, changes in site utilization, or other factors. As shown in hand auger borings HA -2 and HA -5, the native silt (ML) is conducive to formation of perched groundwater tables. 3.0 CONCLUSIONS Based on the results of our field explorations and analyses, the site may be developed as described in Section 2.1 of this report, provided that the recommendations contained in this report are incorporated into the design and construction. 3 ORWD, 2007. http:l /www.wrd.state.or.usl Carlson Geotechnical Page 8 of 18 Artistic Auto Body Retaining Wall Tigard, Oregon CGT Project Number G0803202 February 7, 2008 It is our opinion that satisfactory subgrade support for the proposed Ultra - Block® retaining wall can be obtained from the native, medium stiff to very stiff, silt (ML), the native, decomposed basalt (RX), or structural fill that is properly placed and compacted on these materials during construction. The native, medium stiff to very stiff, silt was encountered at depths ranging from about 1 to 3 feet bgs within hand auger borings HA -2 through HA -5. The following paragraphs present specific geotechnical recommendations for design and construction of the proposed Ultra - Block® retaining wall. 4.0 RECOMMENDATIONS 4.1 Site Preparation 4.1.1 Demolition, Stripping & Grubbing Stripping of materials not recommended for support of the retaining wall and structural backfill should be performed within their proposed locations, and for a 3- foot - margin around such locations. The following table presents the anticipated stripping depths required during site preparation based on information from the explorations described previously. Actual depths may vary based on conditions encountered when construction takes place. Table 1. Anticipated Demolition, Stripping, and Grubbing Depths. Locations Encountered or Approximate Thickness Material Observed pp • Central Portion of Wall 7 inches* Asphalt Pavement Alignment Existing Concrete Block Central Portion of Wall Not Applicable (As • Retaining Wall Alignment Encountered) Existing Gravel Fill (GP West Portion of Wall Minimum of 1'/ -foot FILL) Alignment Silt Topsoil (OL) HA -2 through HA -5 1 to 1% feet • Trees and Shrubs (With East Portion of Wall Alignment Unknown, Likely Several Root Mass) and Majority of Backfill Area Feet in Depth *The asphalt pavement section thickness was measured along the pavement edges at two (2) locations. Variations in total thickness should be anticipated. Carlson Geotechnical Page 9 of 18 Artistic Auto Body Retaining Wall Tigard, Oregon CGT Project Number G0803202 February 7, 2008 A geotechnical representative from CGT should provide recommendations for actual stripping depths based on observations during site preparation. Stripped asphalt pavement, silt topsoil, and surface vegetation should be transferred off -site. Stripped gravel fill (GP FILL) should be transferred off -site or stockpiled for later use as structural fill. Stripped materials should not be broadcast loosely over existing site slopes. Grubbed materials should be transported off -site for disposal. 4.1.2 Subqrade Preparation After site preparation as recommended above, and prior to placement of structural fill, a • geotechnical representative from CGT should probe the exposed subgrade soils in order to identify areas of excessive yielding. If areas of soft soil or excessive yielding are identified, the affected material should be over - excavated to firm, stable subgrade, and replaced with compacted materials as recommended for structural fill. The ascending slope to the south of the wall alignment should be benched prior to placement of structural backfill. Backfill should be placed and compacted against horizontal surfaces. Refer to the attached Figures 11 through 16 for general benching criteria. The geotechnical engineer or his representative should observe the benched slope prior to placement of backfill. Benching should be performed as necessary for proper fill placement and compaction; however, bench cuts exceeding 3 or 4 feet in depth (if performed) may require temporary shoring. It is the contractor's responsibility to select the excavation methods, to monitor the benched excavations for safety, and to provide any shoring required to protect personnel and adjacent improvements. All benched excavations should be in accordance with applicable OSHA and state regulations. 4.1.3 Erosion Control Silt fences, buffer zones of natural growth, sedimentation ponds, and granular haul roads should be used as required to reduce sediment transport during construction to acceptable levels. Measures to reduce erosion should be implemented in general accordance with State, City, and County regulations regarding erosion control, where applicable. 4.2 Wet Weather Considerations 4.2.1 General Considerations The on -site, native silt (ML) is highly susceptible to disturbance during wet weather. Trafficability of this soil may be difficult, and significant damage to subgrade soils could occur if earthwork is undertaken without proper precautions at times when the exposed soils are more than a few percentage points above optimum moisture content. Carlson Geotechnical Page 10 of 19 Artistic Auto Body Retaining Wall Tigard, Oregon CGT Project Number G0803202 February 7, 2008 For construction that occurs during the wet season, the site preparation activities may need to be accomplished using track - mounted equipment, loading removed material into trucks supported on granular haul roads, or other methods to limit soil disturbance. A geotechnical representative from CGT should evaluate the subgrade during excavation by probing rather than proofrolling. Soils that have been disturbed during site preparation activities, or soft or loose areas identified during probing, should be over - excavated to firm, stable subgrade, and replaced with structural fill. 4.2.2 Equipment Haul Roads & Staging Areas A geotextile separation /filter fabric should be placed as a barrier between the subgrade and imported fill in areas of repeated construction traffic. The geotextile fabric should have a minimum Mullen burst strength of 250 pounds per square inch for puncture resistance, and an apparent opening size (AOS) between the U.S. Standard No. 70 and No. 100 Sieves. Haul roads subjected to repeated heavy construction traffic will require a minimum of eighteen (18) inches of imported granular material. Twelve (12) inches of imported granular material should be sufficient for light staging areas. Additional granular material, geo -grid reinforcement, or cement amendment may be recommended based on site conditions and /or loading at the time of construction. The imported granular material should consist of fractured rock, with characteristics consistent with those recommended for imported granular structural fill in Section 4.3.2 of this report. The maximum particle size should be limited to four (4) inches. The geotextile separation /filter fabric and imported granular material should be placed in one lift over the prepared, undisturbed subgrade, and compacted using a smooth -drum, non - vibratory roller. 4.3 Structural Fill 4.3.1 On -Site Soils Re -use of the existing gravel fill (GP FILL) as structural fill is feasible; however, it is recommended that the material be used for site grading performed outside wall backfill areas. Moisture conditioning (wetting or drying) should be expected in order to achieve adequate compaction. If re -used as structural fill, this material should be kept free of organic matter, debris, and particles larger than 1% inches. When used as structural fill, this material should be placed in lifts with a maximum thickness of about twelve (12) inches, and compacted to not less than 95 percent of its maximum dry density, as determined in general accordance with ASTM D1557 (Modified Proctor). Carlson Geotechnical Page 11 of 18 Artistic Auto Body Retaining Wall Tigard, Oregon CGT Project Number G0803202 February 7, 2008 Given the relatively small footprint of the site, the high fines content of the on -site soils, and special considerations for their re -use as structural fill, use of the on -site, native silt (ML) and decomposed basalt (RX) as structural fill is not recommended. • 4.3.2 Imported Granular Structural Fill Imported granular structural fill should consist of angular pit. or quarry run rock, crushed rock, or crushed gravel that is fairly well- graded between coarse and fine particle sizes. The granular fill should contain no organic matter, debris, or particles larger than 1 inches, and have less than 5 percent material passing the U.S. Standard No. 200 Sieve. The percentage of fines can be increased to 12 percent of the material passing the U.S. Standard No. 200 Sieve if placed during dry weather, and provided the fill material is moisture - conditioned, as necessary, for proper compaction. Granular fill material should be placed in lifts with a maximum thickness of about 12 inches, and compacted to not less than 95 percent of its maximum dry density, as determined in general accordance with ASTM D1557 (Modified Proctor). Proper moisture conditioning and the use of vibratory equipment will facilitate compaction of these materials. • 4.4 Ultra- Block® Retaining Wall 4.4.1 Acceptable Subgrade Soil(s) Satisfactory subgrade support for the Ultra - Block® retaining wall can be obtained from the native, medium stiff to very stiff, silt (ML), the native, decomposed basalt (RX), or structural fill that is properly placed and compacted on these materials during construction. The native, medium stiff to very stiff, silt was encountered at depths ranging from about 1 to 3 feet bgs within hand auger borings HA -1 through HA -4. If soft, loose, or otherwise unsuitable soils are encountered, they should be over - excavated as recommended by the geotechnical engineer or his representative at the time of construction. The resulting over - excavation should be brought back to grade with structural fill prepared in general accordance with Section 4.3 of this report. 4.4.2 Aggregate Base / Leveling Course The aggregate base / leveling course placed below the first row of blocks for the Ultra - Block® retaining wall should be developed as shown on Figures 11 through 16. A geotextile filter fabric should be placed on the stable native subgrade prior to covering with the recommended aggregate base / leveling course Carlson Geotechnica! Page 12 of 18 Artistic Auto Body Retaining Wall Tigard, Oregon CGT Project Number G0803202 February 7, 2008 4.4.3 Seismic Design Considerations The seismic parameters used in the retaining wall designs are shown in Table 2. These parameters are drawn from the seismic design criteria provided in Section 4.7 of this report. Table 2. IBC Design Criteria Used in Retaining Wall Analyses. IBC Classification Value IBC Parameter Value Ss 0.95 Site Class D - F 1.12 SOS 0.71 Peak Ground Acceleration, 0.28 PGA = Sos /2.5 4.4.4 Assumed Soil Parameters Table 3 shows the assumed soil parameters that were used in our analyses of the Ultra - Block@ retaining walls. Table 3. Soil Parameters Used in Ultra - Block® Retaining Wall Analyses. tnternaigte -: - hey n Igo nif h g h -o i ist U �li'ei t Material of E rect oln s — cf) y degree Foundation Soil – Native, Medium Stiff 32 50 120 to Very Stiff, Silt (ML) Retained Soil – Crushed Rock Compacted to a Minimum of 90% 40 0 130 ASTM D1557 (Modified Proctor) 4.4.5 Retaining Wall Design Using the referenced soil parameters, we determined wall configurations for the Ultra - Block® retaining wall with exposed wall heights of 4, 6 9, 11 14, and 16 feet. A minimum concrete unit weight of 140 pounds per cubic foot was assumed for the wall blocks. A uniform surcharge of 200 psf was modeled in order to simulate loadings provided by transient, passenger car and pickup traffic. Carlson Geotechnical Page 13 of 18 Artistic Auto Body Retaining Wall Tigard, Oregon CGT Project Number G0803202 February 7, 2008 Configurations for the referenced exposed wall heights are shown on the attached Ultra - Block® Retaining Wall Details, Figures 11 through 16. In accordance with Figures 11 through 16, the following recommendations should be incorporated into the plans, specifications, and construction of the Ultrablock® retaining wall. • The exposed subgrade soils at an elevation of 12 inches below planned bottom - of -wall elevation should be observed by CGT in order to confirm that stable subgrade conditions exist. If soft or otherwise unsuitable soils are encountered, they should be over - excavated as recommended by CGT. The resulting over - excavation should be brought back to grade with imported granular structural fill as detailed in Section 4.3.2 of this report. • A geotextile separation /filter fabric should be placed on the observed, stable subgrade prior to placement of crushed rock. • The walls should bear on a minimum of 12 inches of 3 / -inch- minus, crushed rock compacted to a minimum of 95 percent of its maximum dry density, as determined in general accordance with ASTM D1557 (Modified Proctor). • The lowest row of wall blocks should be embedded a minimum of one (1) foot below permanent site grades. • A minimum wall batter of 7.2 degrees should be maintained. • Blocks used to construct the wall should consist of standard 2' /z -foot by 2'/2 -foot by 5- foot -long concrete blocks. The blocks should exhibit a minimum concrete unit weight of 140 pounds per cubic foot. • A minimum 2- foot -wide drainage layer with a 4- inch - diameter, perforated, flexible, PVC drainpipe should be maintained at the base of the wall. The drain pipe should be sloped towards, and tight lined to, a suitable discharge point. In between the backfill and the neighboring retained soil (benched slope), a geotextile filter fabric should be provided to limit infiltration of fine - grained materials. • Backfill material should consist of granular material(s) meeting the recommendations presented in Section 4.3.2 of this report. The backfill should be compacted to not less than 90 percent of its maximum dry density as determined by ASTM D1557. • The pavement section to be constructed at the surface of the retained backfill should conform to the specifications provided by the project civil engineer. The stability of Ultra - Block® retaining walls is highly dependent on the quality of workmanship. We recommend that an experienced retaining wall contractor construct the wall. The CGT geotechnical engineer or his representative should provide observations during excavation for, construction of, and backfilling of the wall. Carlson Geotechnical Page 14 of 18 • Artistic Auto Body Retaining Wall Tigard, Oregon CGT Project Number G0803202 February 7, 2008 • 4.5 Permanent Scopes • The retaining wall backfill should be graded to a level condition. Permanent slopes, outside the retaining wall backfill area, should not exceed 2H:1V (horizontal:vertical). Permanent slopes should be vegetated as soon as possible to reduce the potential of slope disturbance due to erosion. 4.6 Additional Drainage Considerations We recommend that subsurface drains be connected to the nearest storm drain or other suitable discharge point. We also recommend that paved surfaces, and ground near or adjacent to the retaining wall be sloped to drain away from the retaining wall. Surface water from paved surfaces and open spaces should be collected and routed to a suitable discharge point. Surface water should not be directed into foundation drains. 4.7 Seismic Design 4.7.1 IBC Design Criteria • • Based on the results of our subsurface explorations and analyses, the following values were • determined using the 2006 International Building Code (IBC) design criteria and the United States Geological Survey Seismic Design Values for Buildings - Ground Motion Parameter Calculator": Table 4. IBC Design Parameters BBC Class itcation Vaiue t13C t?aramefer ` . Vaiue Site Class D Ss 0.95 • Occupancy Category* I F 1.12 Seismic Design _.__. - - - - -- - - -- F„ - -- 1.72 p • Category SMS 1.06 • • S 0.58 *if this is not correct, please inform us so that changes to our recommendations can be SDS 0.71 made, if warranted. SD, 0.39 United States Geological Survey, 2007. 2006 IBC Design Parameters determined using:, "Seismic Design Values for Buildings - Ground Motion Parameter Calculator - Version 5.0.8," from the USGS website http: / /earthquake.usas.gov. Carlson Geotechnical Page 15 of 18 • Artistic Auto Body Retaining Wall Tigard, Oregon CGT Project Number G0803202 February 7, 2008 5.0 OBSERVATION OF CONSTRUCTION Satisfactory earthwork, foundation, retaining wall, and pavement performance depend to a large degree on the quality of construction. Sufficient observation of the contractor's activities is a key part of determining that the work is completed in accordance with the construction drawings and specifications. Subsurface conditions observed during construction should be compared with those encountered during subsurface explorations, and recognition of changed conditions often requires experience. We recommend that qualified personnel visit the site with sufficient frequency to detect whether subsurface conditions change significantly from those observed to date and anticipated in this report. We recommend that the CGT geotechnical engineer or his representative provide observations and/or testing of the following earthwork elements during construction: • Review of Final Project Plans & Specifications. • Site Stripping, Demolition, and Grubbing. • Subgrade Preparation for Structural Fills and the Retaining Wall. • Placement of Retaining Wall Drains. • Compaction of Structural Fill and Retaining Wall Backfill. 6 Construction of the Ultra - Block® Retaining Wall. Construction observation services are performed on an on -call basis. It is imperative that the owner and/or contractor request earthwork observations and testing at a frequency sufficient to allow the geotechnical engineer to provide a final letter of compliance for the earthwork activities. We recommend that the earthwork contractor be held contractually responsible for scheduling observation. 6.0 LIMITATIONS We have prepared this report for use by the owner /developer and other members of the design and construction team for the proposed development. The opinions and recommendations contained within this report are not intended to be, nor should they be construed as a warranty of subsurface conditions, but are forwarded to assist in the planning and design process. Carlson Geotechnical Page 16 of 18 • Artistic Auto Body Retaining Wall Tigard, Oregon CGT Project Number G0803202 February 7, 2008 We have made observations based on our explorations that indicate the soil conditions at only those specific locations and only to the depths penetrated. These observations do not necessarily reflect soil types, strata thickness, or water level variations that may exist between explorations. If subsurface conditions vary from those encountered in our site exploration, CGT should be alerted to the change in conditions so that we may provide additional geotechnical recommendations, if necessary. Observation by experienced geotechnical personnel should be considered an integral part of the construction process. The owner /developer is responsible for insuring that the project designers and contractors implement our recommendations. When the design has been finalized, we recommend that the design and specifications be reviewed by our firm to see that our recommendations have been interpreted and implemented as intended. If design changes are made, we request that we be retained to review our conclusions and recommendations and to provide a written modification or verification. The scope of our services does not include services related to construction safety precautions, and our recommendations are not intended to direct the contractor's methods, techniques, sequences, or procedures, except as specifically described in our report for consideration in design. Within the limitations of scope, schedule, and budget, our services have been executed in accordance with the generally accepted practices in this area at the time this report was prepared. No warranty or other conditions express or implied, should be understood. Carlson Geotechnical Page 17 of 13 Artistic Auto Body Retaining Wall Tigard, Oregon CGT Project Number G0803202 February 7, 2008 We appreciate the opportunity to serve as your geotechnicai consultant on this project. Please contact us if you have any questions. Sincerely, CARLSON GEOTECHNICAL PRC4. • ce 707 E I 0 GON � - y O ✓ o' 10 to 0 ' EXPIRES: 30lZO • Brad M. Wilcox, P.E. William M. Weyra cr , P.E. Geotechnical Project Manager Principal Geotechnica ngineer Attachments: Site Location, Figure 1 Site Photographs, Figure 2 Site Plan, Figure 3 Soil Classification Criteria and Terminology, Figure 4 ODOT Rock Classification Criteria and Terminology, Figure 5 Boring Logs, Figures 6 through 10 Ultra- Block® Retaining Wall Details, Figures 11 through 16 WDCP Logs, Appendix A Doc ID: \\GEO \public \GEOTECIi\PROJECTS\ Projects\Artistic Auto Body Retaining Wall - LGT- 00803202 \G0803202 - Geo Report.doc Carlson Geotechnical Page 18 of 18 SITE LOCATION ARTISTIC AUTO BODY RETAINING WALL - TIGARD, OREGON rr tt I - NOR • L4 .4x-4 1 _ N 1 • 9. � 1 � ' � � • . . / lim•.a r xa II n�: ' •' I , I - r. ,� . �� - . Q �r .�`- ''•.:.cL,,. 'di y os: � �. f �q�'r. � o � � •fir ` ;� -. "' � M II � 1- �I l l a r / P i '� Ieay i V t off 27=.k NI • . .:,V,. 1 1 °A c . Y � 'rf ' f� .� ° � E.! x 4- ' • , , • I , '. 1 . ter" : t i•' 1 � � f - l . '' i i r �' b '� /1, ' 4 11 zi •),' ' i 41 - ;,.. \.: -- . ' ., . Mi E(WITtit j ' ' nh figgie....- =-- • .• zc.,\. ; , ,,:•,;.----> -. / . • ; rip E . ME Pbr. " \ ' --. 4k . :4, - .V. P a. t I 11 I, r --11 ) 1 r `I �✓,. • ,.....wl _'• ▪ r - I � . _ Tl l: 7 51 tr e4r141 4 -11- 5 1 V i i ' ., 'i - .,,,..:.,.2 \( i I , .' ii lxi `� i 3 if � � :V . � � � t `I7.. 31 j I I ' ,. j a s# ti 4. , t, le 42 8 ° ' • • 2 ,755fi6 ' S ° ti! ; . t: :� e # . +� f ! o .. �,�� .�� a le b � ' .. [ I ° • .. :., };� .` ,.- f S1 TE LOCA110N • , ! le . L- , ri` r � o ,p •`*J l,ti a"z • - �• , ... a .`�',., . - h\ 'rte` I1 , ; , �u�.a ti \ ' ., 1�: +' � 1 j h; . r�� � � � 1 I:•' �• n ,• A �1 i t 12 , . { '� ./. t , . , • f .. • l � C, Y,d , ' - ;11-4 �,I :-M lit', ' ri ,,,,..,.._.., .....,., .5.. - ,,,,..._,-....4 il , 1 .• ,..,„:,....,, _________ ... _ - -- - ', - EAT I jer''<- -_‘' • . ,..,...., ...'. k 4 ii.;; ) 'f: ! A.W111114111111V4 a l ®v111'7C 1 �' an % pa .sw. 6o • !iD , v ig e igto • • 1• = , -* A rr 1. • - ,:. ' �i` • t y : w`'• i` r L • d { �� .` / r i j l , f f� Vii [�'' - .I'1 ® 'f Cr I - -: • ,,,,,,,,,,,.,,,.....„,, Map created with TOPO! 2006 National Geographic Holdings Scale Inch= 2,OQOfieet USGS 7.5 Minute Topographic Map Series, Beaverton, OR Quadrangle. Township 2 South, Range 1 West, Section 1 Willamette Meridian 0 2000 4000 ° _ _ 4 ' 71 SSW�ndxrrg ##110 CGT Job No. G0803202 FIGURE 1 mutaarni 503-601-8250 7.7garri Oregon 97223 PHOTOGRAPHS SITE ARTISTIC AUTO BODY RETAINING WALL - TIGARD, OREGON 43 t t,J atfilfk aix 3 fy k ..l ' I v f r y . a ' r F � J 1 �; � i i , , ri i , + n K S : 4 �{ . a � , p ti r ti i a � } f � ffi! �'S„ r + , Y r 1�' r d � �. 3 � S � •r t ' t / f1 f r .Y , 1 , },: ,•• t d ! • i t P ' Yfr e ft`. ti1.. W:r t ; ;�.T 4 RJ S � 1 11 4 11 ' � + r�,t�U 7 �, � ' 'l r lY � ' '' , C ' ''''' 7 � �P t y � y f' t4 la•r. +r a T ) il� L �� � � r���t� +i"y� ":A ! y Y� A ° � r Ft � L '� � '� � � t a� � � � • �� ` {t ' 1- : s A > • > w r � lea, ''r,. a. r !bus '[ n u 1 i . ^ i ., ,-s rX -� t a tP, ti o f , r ,x @ +3,x ". t< kr m r t � v , r � i } [ t ,:k4n���„rr•' • l } r +.y'" r we 1 S `� )s r r zyt _ r o ' , — " • w Y' . � •- o-1 , 1> i a �� 4 y V i \ t%t � i'F� p - + e f ,, . , � L (`# ` ` '.thl 4 `y F . ::•"' stir . ai�� S�p � ! -ot r - t c 'C v �, r j • ?p Yf,Z 4vr a v k , l s ti t l G"r7fi , ",$'S, ; a r fir ,. 5 .r -` e � ,z^ tr.r :k i� 1 ,• } t t , 3 . •.!' + ',... a ✓i t tip y } r, x ,, o • ,41: G wk L, Photograph 1. L.00l east at area of retaining wall. East portion of retaining wall area shown. • 1 1tit r \ ■ ..I a ,\ r . 6 t !� 1 , , r r .1. r.?.. .,--.•••:.44..,.,.. y �� [ e a i r r r i y ' 1 r x y r y F l y A P r x z .c 4 ,r -F p �,+ i7� • ° i.r rF ... . f �.. # .xn ., .,...,,,...:,.........,;',..4-,;,.: ,� f :"? f a•�.^ FCrK rr A u 4 TY Yy r 5 ": L i t; ;F�.""li,7yTy r r l c\ k {r r ,t� $' k , Lr" s' " 1 {t ,.�"r r , - y ' t1Y . r r n� %'t,s. + t2S 5 i J r,. f ; r Yr a" rt t A u x �. ' tPt I tb ft ) ;° ? s %`," �. r fr HYr "4 E t x ' n } 4," *, sy y r \i ,5 ti 7 NOK r� i . y G , a: u c + f y 4�r' r # »� i ,, }t,"a t' "+` k-,' s (s .i' s, f `y , r ° a v c..r T•� r . ,{F, ci f 4'' , + -.:',...-.--.'•i:..4,.:;,' 5 L. j. f £Fr �` �\ -+'' 4,.r1ysi7.- e 3� ! t q r ;. t/'∎+�- r yrdxL�i1 �r ri, §gr nG 1,i Y s "3Y -rs 'a 1 7 , h • Cr,. _ Y lyd y E s3F t �' 8in rr: ..w i4r+F'' x ar 3 �. , +i t .'C w • x r : r` p� � �v 1 :? d. r 4 t ' [tY ,; py nvy # L ., ,- v k ' t 1 y T r.,. �a z �.z 4_, vy . • o a 4 °;::e. a s 4 i k. 4- y S� -4,1 \ -.r a } b y Y�+s t X3`0 't y `an.+ p. '.q : tii"" T+1 h f.}y .. t xi ,Pr t S a r •t"r , ;, � 9 4 ., 44 v x r . ? : ,-o-r lah+ i T` c 3 y ti xy 3 dP{ a ' ''' C IX a .t : (••- - r S r` 45 .t 4 f'r M 6 .i ,,,i' y - r•-f 1� y . y a , •, l r ht x 4 ry , r ,�. . e' c 1 s r - ' , ry r a L ,. 't �� l v is r C . ti.'r 3: k 1 4.,$ 1 r. ar ris. +' • ` ph o t ograp h 2. Looking southsoutheast at area of pr+apose�l retaining wall. West portion of retaining well area s11°Ifigi. See Rgure 3 fa' aPPmginiate Ph°62graPh locations ate cirecioill �' �' 7185 #110 CGT Job No. 60803202 FIGURE 2 Tigarq Oregon 97281 • SITE PLAN ARTISTIC AUTO BODY RETAINING WALL - TIGARD, OREGON E WALL ELEVATION r ,-f ST1NC 1 i r /ii '1 I / f 1 96 -----/ GRADE ✓R } f CRETE EXISTING 1 / ' ' � Co R TIS AT 2:1 BUILDING / / j i /,� r2 i T>n � � - f1 r 1 j l f . CCi R7tS bF � °LC v� 1 1 ..l i' IFIt R CATCh 13AStN. . ;' 1 ETAfL CAO WSTL1SR BAG 1 1(I � 1 1 j u 1 ,, .,.,,., �_1 �' L. Sti / Top !` \\. AS°H UL TRABLOCK RFTAI.WNO WAL j i , / ( ! 1 - (SE X 78 � - STORMFILIE / .� I W 1 \ \ N •.k SB.,775 SHEET' Cd.01 5 ON 1 ' : f ' / / 1 - -` LIMITS •F 1 /l ' \ , ..4 1 ' , ..4 1 ' .: 7 . . , ! 4L� 1 �. INSTALL i \ o _ .. _ ..� tom: . , wAT73 -ES Co NSTRU. TION 1 / -az Alt • ` A-1 �� y a u e .� ((T11 ! / \ r \I 1 rr • i / l'i i H- .." ,� _�' --~� E �\ ? -� eci -,- rsrraroi sa ....• ti iwr ' i r._..- — _ -` r - - ,. �.-' ° --- ` H A-31 - I_ _ r • , ® 104_ . � LIMITS OF i , o _ consTRUCT1orT `' '� ' - WDCP -1 -- ®HA -5I /; -41 DCP -3, D HA - SURFACE ...: - `� "_ _ "•- r SEED r A p O i7CH. APPLY - ,i' 0 I ' HARING rtRINZER PR1OR TO _ – NC. APPLY ECON,ATTE IDATr PER C)� I - ETTOSIOFTPRE4NROM AND SEDIMENT �, - CONTRpI• ,OAMUAt1S„'PC7 4. 1.7 AV Sill/y(1 Q, ` . DETAQ d - -t AND A V ,� (�" j �1 ) 1 — a _ ,..--• INSTALL WO FIL TER RAGS IN OITCh AT 41Z/ - ,....--• ss' o /c. ` kFR S hRF ' f Approximate Scale: 1 inch = 32 feet 0 32 64 NOTES: LEGEND CGT Job No. G0803202 1. Site plan provided by Teny M3stul of Artistic A Body. TFIe dings reproduced and gppro>arrate location of modified by CGT staff. HA-11 ® auger boring 1 dynamic January 2008 2. M locations are approximate. WDCP-1 cane penetrometer test. p► - • CarlsonGeotechrdc l < 0 f�i� rri er, location, and dlredion of G L � a 2 7185SWSanr�iurt� #110 e p c s sho.rvn on Figure 2 AGIRE 3 EZEMEIMIMM Tgar ()won 97223 • - i SOIL CLASSIFICATION CRITERIA AND TERMINOLOGY ARTISTIC AUTO BODY RETAINING WALL - TIGARD, OREGON Classification of Terms and Content USCS Grain Size NAME : MINOR Constituents (12 -50 %); MAJOR Fines < #200 (.075 mm) Constituents ( >50 %); Slightly (5 -12 %) Sand Fine #200 - #40 (.425 mm) Relative Density or Consistency Medium #40 - #10 (2 mm) Color Coarse #10 - #4 (4.75) Moisture Content Gravel Fine #4 - 0.75 inch Plasticity Coarse 0.75 inch - 3 inches Trace Constituents (0 -5 %) Cobbles 3 to 12 inches; Other: Grain Shape, Approximate gradation, scattered <15% est., Organics, Cement, Structure, Odor.... numerous >15% est. Geologic Name or Formation: (Fill, Willamette Silt, Till, Boulders > 12 inches Alluvium,...) Relative Density or Consistency Granular Material Fine - Grained (cohesive) Materials SPT SPT Torvane tst Pocket Pen tsf Manual Penetration Test N -Value Density N -Value Shear Strength Unconfined Consistency <2 <0.13 >0.25 Very Soft Easy several inches by fist 0 - 4 VeryLoose 2 - 4 0.13 - 0.25 0.25 - 0.50 Soft Easy several inches by thumb 4 -10 Loose 4 - 8 0.25 - 0.50 0.50 -1.00 Medium Stiff Moderate several inches by thumb 10 - 30 Medium Dense 8 -15 0.50 - 1.00 1,00 - 2.00 Stiff Readily indented by thumb 30 - 50 Dense 15 - 30 1.00 - 2.00 2.00 - 4.00 Very Stiff Readily indented by thumbnail >50 Very Dense _ >30 >2.00 >4.00 Hard Difficult by thumbnail Moisture Content Structure Dry: Absence of moisture, dusty, dry to the touch Stratified: Alternating layers of material or color >6 mm thick Moist' Leaves moisture on hand Laminated: Alternating layers < 6 mm thick Fissured: Breaks along definate fracture planes Wet: Visible free water, Iikelr from below water table Slickensided: Striated, polished, or glossy fracture planes Plasticity Dry Strength Dilatancy Toughness Blocky: Cohesive soil that can be broken down into small angular lumps which resist further breakdown ML Non to Low Non to Low Slow to Rapid Low, can't roll Lenses: Has small pockets of different soils, note thickness CL Low to Med. Medium to High None to Slow Medium Homogeneous: Same color and appearance throughout MH Med to High Low to Medium None to Slow Low to Medium CH Med to High High to V. High None High Unified Soil Classification Chart (Visual - Manual Procedure) (Similar to ASTM Designation D -2488) Major Divisions Group Typical Names Symbols Coarse Gravels: 50% Clean GW Well graded gravels and gravel -sand mixtures, little or no fines Grained or more Gravels GP Poorly- graded gravels and gravel -sand mixtures, little or no fines Soils: retained on Gravels GM Silty gravels, gravel -sand -silt mixtures More than the No. 4 sieve with Fines GC Clayey gravels, gravel- sand -clay mixtures 50% retained Sands: more Clean SW Well- graded sands and gravelly sands, little or no fines an No. 200 than 50% Sands SP Poorly- graded sands and gravelly sands, little or no fines sieve passing the Sands SM Silty sands, sand -silt mixtures No. 4 Sieve with Fines _ SC Clayey sands, sand -clay mixtures Fine- Grained ML Inorganic silts, rock flour, clayey silts Soils: Silt and Clays CL Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, lean clays 50% or more Low Plasticity Fines OL Organic silt and organic silty clays of low plasticity Passes No. MH Inorganic silts, clayey silts 200 Sieve Silt and Clays CH Inorganic Gays of high plasticity, fat clays High Plasticity Fines OH Organic clays of medium to high plasticity Hi.hl Or.anic Soils PT Peat, muck, and other hi.hl or.anic soils Pr * 2 CarlsonGeotechnrcal CGT Job No. G0803202 FIGURE 4 7185 SVI/SanofP�ury, Suite 110 ginCIEEMIMS 503401-8250 Tiger 97223 ODOT ROCK CLASSIFICATION CRITERIA AND TERMINOLOGY ARTISTIC AUTO BODY RETAINING WALL - TIGARD, OREGON Table 22: Scale of Relative Rock Weathering Table 23: Scale of Relative Rock Hardness Designation Field Identification Term Hardness Field Identificaiton Approximate Fresh Crystals are bright. Discontinuities may show some Designation Unconfined minor surface staining. No discoloration in rock fabric. Compressive Strength Slightly Weathered Rock mass is generally fresh. Discontinuities are Extremely Soft RO Can be idented with < 100 psi stained and may contain clay. Some discloration in difficulty by thumbnail. May rock fabric. Decomposition extends up to 1 inch into be moldable or friable with rock. finger pressure. Moderately Weathered Rock mass is decomposed 50% or less. Significant • portions of rock show discoloration and weathering Very Soft R1 Crumbles under firm blows 100 -1000 psi effects. Crystals are dull and show visible chemical with point of geology pick. alteration. Discontinuities are stained and may contain Can be peeled by pocket secondary mineral deposits. knife. Scratched with finger nail. Predominantly Weathered Rock mass is more than 50% decomposed. Rock can Soft R2 Can be peeled by a pocket 1000 -4000 psi be excavated with geologist's pick. All discontinuities knife with difficulty. Cannot exhibit secondary mineralization. Complete be scratched with fingernail. discoloration of rock fabric. Surface..of core is friable Shallow idention made by and usually pitted due to washing out of highly altered firm blow of eel pick. minerals by drilling water. 0 o9y p Decomposed Rock mass is completely decomposed. Original rock Medium Hard R3 Can be scratched by knife 4000 -8000 psi "fabric" may be evident. May be reduced to soil with or pick. Specimen can be hand pressure. fractured with a single firm blow of hammedgoology pick. Hard R4 Can be scratched with knife 8000 -16000 psi or pick only with difficulty. Several hard blows required to fracture specimen. • Very Hard R5 Cannot be scratched by > 16000 psi knife or sharp pick. Specimen requires many blows of hammer to fracture or chip. Hammer rebounds after impact. Table 24: Stratification Terms TERM CHARACTERISTICS laminations thin beds ( <1 cm.) fissle tendency to break along laminations parting tendency to break parallel to bedding, any scale foliation non - depositional, e.g.. segregation and layering of minerals in metamorphic rocks Tables adapted from the 1987 Soil and Rock Classification Manual, Oregon Department of Transportation v P 001446,A1- 7185 SWSar cog, #110 CGT Job No. G0803202 FIGURE 5 r of 97281 - HAND AUGER BORING LOG HA -1 ARTISTIC AUTO BODY RETAINING WALL - TIGARD, OREGON Logged by: BLN /MDI Location: See Figure 3 Date Advanced: 01/16/2008 Surface Elevation: 77 Feet 9 Laboratory Testing z 13 2 2a. - °- m �, \ 4 Atterberg limits r. a m ai D a `c Material Description a u~_, m > mw �' N ° o 'a n ] ! cam o (nz E �o o_ .92 Oo gE ii£ g 0 c V > 0 C7 rn 0 U = GP Undocumented, gray, angular, coarse - grained, FILL GRAVEL FILL. 1 -- NOTES: 2 1. Hand auger boring terminated at a depth of about 1.5 feet bgs due to refusal of equipment on gravel. 2. Hand auger boring was loosely backfilled with cuttings 3- upon completion. 3. No groundwater or caving observed during advancement of Band auger boring. 4 4. Surface elevation of hand auger boring determined from topographic survey (performed by others) shown on Figure 3. 5 -- 6 - - 7 -- 8 - -- 9 10 - 11 12 - -- 13 14 15 16 - • • 17 Job No. G0803202 Log of Hand Auger Boring 1 Figure: 6 • P � - G�,-;!L - -- - -- Carlson Geotechnical - 7185 SW Sandburg, #110 - Tigard, Oregon 97223 GEOTECHNICA HAND AUGER BORING LOG HA -2 ARTISTIC AUTO BODY RETAINING WALL - TIGARD, OREGON Logged by: BLN /MDI Location: See Figure 3 Date Advanced: 01/16/2008 Surface Elevation: 80 Feet _ Laboratory Testing a -0 c •d ° t Atterberg limps SL"- cn 8 a T `S .9 o Material Description c a H iv N; a a X !t E 'ac a N Qz v >?c v ya U U ij gV w OO J J a � OL Soft, brown, very moist, low plasticity, SILT TOPSOIL with trace fine tree roots. 1 ML Very soft to soft, gray /brown, moist, low plasticity, SILT with fine sand. Alluvium. p — 2 - Wet below 1.5 feet bgs. Perched groundwater z S -1 V. 36 30 NP NP observed between about 1.5 and 3 feet bgs. w 3 -- Medium stiff, gray, and moist below 3 feet bgs. MI"! S -2 r ; :- 32 93 4 Stiff to very stiff below about 4 feet bgs. 5 X Very soft (R1), orange /brown /red, moist, DECOMPOSED BASALT. Consisted of silt/clay /sand particles with 6 abundant rock fragments. Limited cuttings recovered. t Very difficult (uneven) augering, unable to penetrate laver with equipment. 7 -- NOTES: 1. Hand auger boring terminated at a depth of about 5 feet bgs due to refusal of equipment on basalt. 8 - 2. Hand auger boring was loosely backfilled with cuttings upon completion. • 3. No groundwater or caving observed during 9 -- advancement of hand auger boring. 4. Surface elevation of hand auger boring determined from topographic survey (performed by others) shown 10 ---- on Figure 3. 11 - 12 14 15 16 17 Job No. G0803202 Log of Hand Auger Boring 2 Figure: 7 ® Carlson Geotechnical - 7185 SW Sandburg, #110 - Tigard, Oregon 97223 • I HAND AUGER BORING LOG HA -3 ARTISTIC AUTO BODY RETAINING WALL - TIGARD, OREGON Logged by: BLN/MD1 Location: See Figure 3 Date Advanced: 01/16/2008 Surface Elevation: 81 Feet m Laboratory Testing a� a Atterbarg limits �`c4 EE m ; o c� Cl. • f6 w �= Material Descriptio �a E fl w y N > ;? °- � _ • d t� 3 c to E * ° o_ � U• E H d U � U 6 co 0 U J -J a J ° @ c 1 OL Very soft to soft, brown, very moist, low plasticity, SILT 2 TOPSOIL with trace fine tree roots). .— 2 S 1 !! 30 1 ML Soft, brown /orange, moist, medium plasticity, SILT with • -- 2 fine sand. Alluvium. 2 -. 2 Light gray /orange /brown below about 1.5 feet bgs. 3 6 Medium stiff below about 2.5 feet bgs. 3 _ 6 7 Gray below about 3 feet bgs. _.. 7 4 - -- 8 9 RX Very soft (R1), gray /orange /brown, moist, -- 23 DECOMPOSED BASALT. Consisted of silt/clay /sand S -2 34 78 5. ,. _25+ particles with rock fragments. Very difficult (uneven) 16 augering. 16 NOTES: 6 ._ 16 18 1. Hand auger boring terminated at a depth of about 5 - -- 23 feet bgs due to refusal of equipment on basalt. 7 22 2. Hand auger boring was loosely backfilled with cuttings 24 upon completion. - 25+ 3. No groundwater or caving observed during 8 - -- advancement of hand auger boring. 4. Surface elevation of hand auger boring determined from topographic survey (performed by others) shown 9 on Figure 3. 10 - - -- 11 12— 13 14 15 • 16 17 - Job No. G0803202 Log of Hand Auger Boring 3 Figure: 8 P • ( "400 4 ' - Carlson Geotechnical - 7185 SW Sandburg, #110 - Tigard, Oregon 97223 , GEGTECHNICAL, HAND AUGER BORING LOG HA -4 ARTISTIC AUTO BODY RETAINING WALL - TIGARD, OREGON Logged by: BLN /MDI Location: See Figure 3 Date Advanced: 01/16/2008 Surface Elevation: 97 Feet • • Laboratory Testing E • o • ° m m `w a A tterberg limits mc cn n V 8 v EE m c o m IS . m o Mater Description c ca a m a ; m Ez w o y (nZ E 5a' ad c m a `o E m o c0 2 0 cn U 5.g a � `° c 1 OL Soft, brown, moist, low plasticity, SILT TOPSOIL with 2 fine tree roots. 1 5 10 ML Stiff, brown, moist, low plasticity, SILT with fine sand. 13 Alluvium. 2 _ 22 S -1 24 22 Very stiff below about 2 feet bgs. - 25+ 3 25+ — 25+ 25+ 4 _ 25+ Brown /gray and very moist below about 4 feet bgs. 5 ... S - 2 4 6 ... RX Very soft (R1), gray /orange /brown, moist, DECOMPOSED BASALT. Consisted of silt /clay /sand 7 __. __ particles with rock fragments. Very difficult (uneven) S - 32 augering. NOTES: 8 1. Hand auger boring terminated at a depth of about 7 feet bgs due to refusal of equipment on basalt. 2. Hand auger boring was loosely backfilled with cuttings 9 upon completion. _. 3. No groundwater or caving observed during advancement of hand auger, boring. 10 4. Surface elevation of hand auger boring determined from topographic survey (performed by others) shown on Figure 3. 11 12 13 - -- 14- 15 -- 16- 17 Job No. G0803202 Log of Hand Auger Boring 4 Figure: 9 GP Carlson Geotechnical - 7185 SW Sandburg, #11O - Tigard, Oregon 97223 sa+sar HAND AUGER BORING LOG HA- 5 ARTISTIC AUTO BODY RETAINING WALL - TIGARD, OREGON { Logged by: BMW Location: See Figure 3 Date Advanced: 01/23/2008 Surface Elevation: 83 Feet F $' Lab Testing Sp o U o ° Q o a o Atterberg limits a w` Material Description c . i d a a o o X O U > � ( ? w V OV a J 0.° > to a - 1 OL Very soft, brown, moist, low plasticity, SILT TOPSOIL - -- 0 with fine tree roots. 1 - -- 0 1 1 ML Very soft to soft, gray /brown, wet, low plasticity, SILT 2 2 2 with fine sand. Alluvium. o 3 Wet below about 2 feet bgs. Perched groundwater = _ observed between about 2 and 3.5 feet bgs. a 6 Medium stiff below about 3 feet bgs. o_ 6 4 12 12 g RX Very soft (R1), orange /brown /red, moist, DECOMPOSED S -2 11 BASALT. Consists of silt/clay /sand particles with 5 11 abundant rock fragments. Very difficult (uneven) - 12 augering. 6 14 NOTES: 15 1. Hand auger boring terminated at a depth of about -" 15 4.75 feet bgs due to refusal of equipment on basalt. 7 . -. 15 2. Hand auger boring was loosely backfilled with cuttings j 17 upon completion. 21 3. No caving observed during advancement of hand , 8 20 auger boring. 25+ 4. Surface elevation of hand auger boring determined from topographic survey (performed by others) shown 9 25+ on Figure 3. 25+ • 10 25+ 11 -- 12- 13 14 15 16 • 17 Job No. G0803202 Log of Hand Auger Boring 5 Figure: 10 CrP Carlson Geotechnical - 7185 SW Sandburg, #110 - Tigard, Oregon 97223 503601 :V 1 ULTRABLOCK® RETAINING WALL DETAIL FOR WALL WITH 4 -FOOT EXPOSED HEIGHT LEVEL BACKFILL (SEE CIVIL ENGINEER DRAWINGS FOR PAVEMENT SECTION) VERTICAL CURB (SEE CIVIL ENGINEER DETAILS) V-DITCH (SEE CIVIL ENGINEER DETAILS) t MINIMUM 7.2 1 • DEGREE 2.5' by 2.5' CRUSHED ROCK 4 FEET BATTER _3► BLOCK (COMPACTED TO AT $ LEAST 90% ASTM D1557) / I / 1 ORIGINAL GROUND FINISHED GRADE 2.5' by 2.5' -- SURFACE . gip BLOCK NATIVE, - _ -1V MEDIUM STIFF MINIMUM 1- FOOT -DEEP TO VERY STIFF, EMBEDMENT FROM FIN- SILT (ML) !SHED GRADE _ _ ------ MINIMUM 1.5 FEET WIDE SECTION OF 3!4 "-0 CRUSHED ROCK MINIMUM 2 -FOO WIDE SEC - COMPACTED TO AT TION OF COMPACTED LEAST 95% ASTM D1557. GRAVEL FILL TYPICAL BENCH, MINIMUM 1 -FOOT -THICK 3 -FOOT MINIMUM SECTION OF 3!4 " -0 CRUSHED WIDTH AND 2 -FOOT ROCK COMPACTED TO AT MINIMUM HEIGHT LEAST 95% ASTM D1557. DRAIN PIPE (SLOPED AT LEAST 2% TO DRAIN) GEOTEXTILE FILTER WRAPPED WITH FABRIC BETWEEN SOIL GEOTEXTILE FILTER FABRIC AND CRUSHED ROCK DRAWING NOT TO SCALE p 0 Carlson Geotechnfca! 4 -FOOT EXPOSED WALL SECTION CGT Job No. G0803202 _a _ P.O Box23814 ARTISTIC AUTO BODY RETAINING WALL CEEIMMICIE scaajtaso Tigard, Otegm 97281 TIGARD, OREGON FIGURE 11 • 1 i ■ ULTRABLOCK® RETAINING WALL DETAIL FOR WALL WITH 6.5 -FOOT EXPOSED HEIGHT LEVEL BACKFILL (SEE CIVIL ENGINEER DRAWINGS FOR PAVEMENT SECTION) VERTICAL CURB (SEE CIVIL ENGINEER DETAILS) V-DITCH (SEE CIVIL ENGINEER DETAILS) 2.5' by 2.5' /I BLOCK / 1 I CRUSHED ROCK MINIMUM 7.2 {COMPACTED TO AT / \_. 6.5 FEET DEGREE BATTER 2.5' by 2.5' LEAST 90% ASTM D1557) / BLOCK / ORIGINAL GROUND 8 / I SURFACE / FINISHED GRADE — – NATIVE, 2.5' by 5 ' MEDIUM STIFF A 1 BLOCK TO VERY STIFF, ZTY- `"- _1: SILT (ML) MINIMUM 1- FOOT -DEEP t EMBEDMENT FROM FINISHED GRADE l . , " • TYPICAL BENCH, MINIMUM 1.5 FEET WIDE a - 3 -FOOT MINIMUM SECTION OF 314 " -0 CRUSHED WIDTH AND 2 -FOOT ROCK COMPACTED TO AT MINIMUM HEIGHT LEAST 95% ASTM D1557 MINIMUM 2 -FOOT WIDE SEC- TION OF COMPACTED MINIMUM 1 -FOOT -THICK GRAVEL FILL SECTION OF 314 " -0 CRUSHED ROCK COMPACTED TO AT LEAST 95% ASTM D1557 GEOTEXTILE FILTER DRAIN PIPE (SLOPED AT FABRIC BETWEEN SOIL LEAST 2% TO DRAIN) AND CRUSHED ROCK WRAPPED WITH GEOTEXTILE FILTER FABRIC DRAWING NOT TO SCALE G p'. Carlson Geotechnical 6.5 -FOOT EXPOSED WALL SECTION CGTJob No, G0803202 G '4, P.Q 'IY�: il Box 238/4 ARTISTIC AUTO BODY RETAINING WALL • !:GE07E1 I r7nd, Oregon 97281 TIGARD, OREGON FIGURE 12 Q .Y: :4:.�I . •■01., ULTRABLOCK® RETAINING WALL DETAIL FOR WALL WITH 9 -FOOT EXPOSED HEIGHT VERTICAL CURB V -DITCH (SEE CIVIL ENGINEER (SEE CIVIL ENGINEER DETAILS) LEVEL BACKFILL (SEE DETAILS) CIVIL ENGINEER DRAWINGS FOR PAVEMENT SECTION) \ 2.5' by 2.5' I BLOCK / I / I I CRUSHED ROCK I MINIMUM 7.2 (COMPACTED TO AT — 9 FEET DEGREE BATTER 1 2.5 BLOCK LEAST 90% ASTM DI 557) / ---_________It._ / ORIGINAL • 8 / GROUND SURFACE 2.5'by5' / BLOCK / / NATIVE, MEDIUM STIFF ".- TO VERY STIFF, FINISHED GRADE 2.5' by 5' SILT (NIL) ! BLOCK • - - - - - ! TYPICAL BENCH, MINIMUM 1- FOOT -DEEP 1 3 -FOOT MINIMUM EMBEDMENT FROM WIDTH AND 2 -FOOT FINISHED GRADE — — — .- ' — MINIMUM HEIGHT MINIMUM 2 -FOOT WIDE SECTION OF COMPACTED MINIMUM 1 -FOOT -THICK GRAVEL FILL SECTION OF 314 " -0 CRUSHED MINIMUM 1.5 FEET WIDE ROCK COMPACTED TO AT SECTION OF 3!4 " -0 CRUSHED LEAST 95% ASTM D1557 GEOTEXTILE FILTER FABRIC ROCK COMPACTED TO AT i BETWEEN SOIL AND CRUSHED LEAST 95% ASTM D1557 ROCK DRAIN PIPE (SLOPED AT LEAST 2% TO DRAIN) WRAPPED WITH GEOTEXTILE FILTER FABRIC DRAWING NOT TO SCALE O Carlson Geotechnica! 9 -FOOT EXPOSED WALL SECTION CGT Job No. M803202 �'PL P.Q Box 23814 ARTISTIC AUTO BODY RETAINING WALL I1Gl�E 13 o3 601.8250. Tgerd,, Oregon 97281 TIGARD, OREGON I ULTRABLOCK® RETAINING WALL DETAIL FOR WALL WITH 11.5 -FOOT EXPOSED HEIGHT V -DITCH VERTICAL CURB LEVEL BACKFILL (SEE (SEE CIVIL ENGINEER (SEE CIVIL ENGINEER CIVIL ENGINEER DRAWINGS DETAILS) DETAILS) FOR PAVEMENT SECTION) 2.5' by 2.5' 1 BLOCK I I CRUSHED ROCK 2.5' by 2.5' (COMPACTED TO AT I BLOCK LEAST 90% ASTM D1557) 1��J1 ORIGINAL 1 GROUND 1 SURFACE I 11.5 FEET MINIMUM 7.2 2.5' by 5' / DEGREE BATTER 1 BLOCK / —. / NATIVE, MEDIUM STIFF 8 2.6' by 5' / TO VERY STIFF, BLOCK / SILT (ML) f r / I - - - -J � 2.5'by2.5' FINISHED GRADE BLOCK I 2.5'bY5' BLOCK ` TYPICAL BENCH, } 3 -FOOT MINIMUM • MINIMUM 1- FOOT -DEEP 1 WIDTH AND 2 -FOOT EMBEDMENT FROM FIN- MINIMUM HEIGHT ISHED GRADE IF - 0 J I ..MINIMUM 2 -FOOT WIDE SEC - TION OF COMPACTED GRAVEL FILL MINIMUM 1.5 FEET WIDE MINIMUM 1- FOOT -THICK SECTION OF 314 " -0 MINUS SECTION OF 314 " -0 MINUS DRAIN PIPE (SLOPED AT CRUSHED ROCK CRUSHED ROCK LEAST 2% TO DRAIN) COMPACTED TO AT LEAST COMPACTED TO AT LEAST WRAPPED WITH 95% ASTM D1557 95% ASTM D1557 GEOTEXTILE FILTER FABRIC GEOTEXTILE FILTER FABRIC BETWEEN SOIL AND CRUSHED ROCK DRAWING NOT TO SCALE Gp.R �O,y Carlson Geotechnical 11.5 -FOOT EXPOSED WALL SECTION CGT Job No. G0803202 L�6� P.O. Box23814 ARTISTIC AUTO BODY RETAINING WALL Trgarld, Oregon 97281 TIGARD, OREGON FIGURE 14 z ULTRABLOCK® RETAINING WALL DETAIL FOR WALL WITH 14 -FOOT EXPOSED HEIGHT VERTICAL CURB LEVEL BACKFILL (SEE H (SEE CIVIL ENGINEER CIVIL ENGINEER DRAWINGS (SEE CIVIVU L E ENGINEER DETAILS) DETAILS) FOR PAVEMENT SECTION) 1 ? \ 2.5' by 2.5' / BLOCK I / I I / I I 2.5' by 2.5' I BLOCK / ..ORIGINAL I GROUND CRUSHED ROCK / 1 SURFACE 2.5' by 5' (COMPACTED TO AT / r — — BLOCK LEAST 90% ASTM D1557) / NATIVE, MINIMUM 7.2 ( / MEDIUM STIFF DEGREE BATTER 2.5' by 5' TO VERY STIFF, 14 FEET / BLOCK / SILT (ML) 8 1 / 1 - - -- / I . 2.5' by 2.5' BLOCK 2.5' by 5' / BLOCK 1 \ .� / I — — TYPICAL BENCH, r- 1 3 -FOOT MINIMUM FINISHED GRADE 2.5' by 5' 1 WIDTH AND 2 -FOOT t BLOCK 2.5' by 2.5' I MINIMUM HEIGHT . BLOCK MINIMUM 1 -FOOT -DEEP ( MINIMUM 2 -FOOT WIDE EMBEDMENT FROM FIN- 1 SECTION OF COMPACTED ISHED GRADE GRAVEL FILL MINIMUM 1- FOOT -THICK MINIMUM 1.5 FEET WIRE SECTION OF 314 " -O CRUSHED ROCK COMPACTED TO AT DRAIN PIPE (SLOPED AT SECTION OF 3f4 "-0 CRUSHED LEAST 95% ASTM D1557 GEOTEXTILE FILTER LEAST 2% TO DRAIN) ROCK COMPACTED TO AT FABRIC BETWEEN SOIL WRAPPED WITH LEAST 95% ASTM D1557 AND CRUSHED ROCK GEOTEXTILE FILTER FABRIC ■ DRAWING NOT TO SCALE 60 ad Carlson Gaoled 14 -FOOT EXPOSED WALL SECTION CGT Job No. 60803202 Cgiatir P.O Box 23814 ARTISTIC AUTO BODY RETAINING WALL Tigard, Oregon 97281 TIGARD, OREGON FIGURE 15 - I e 1 • i ULTRABLOCK® RETAINING WALL DETAIL FOR WALL. WITH 16.5 -FOOT EXPOSED HEIGHT VERTICAL CURB (SEE CIVIL ENGINEER LEVEL BACKFILL (SEE V -DITCH DETAILS) CIVIL ENGINEER DRAWINGS (SEE CIVIL FOR PAVEMENT SECTION) ENGINEER DETAILS) ` 1 2.5'by2.5' I /N. ' v BLOCK / I 2.5' by 2.5' BLOCK 2.5'by5' / / 41 BLOCK CRUSHED ROCK ORIGINAL 16.5 FEET (COMPACTED TO AT I GROUND LEAST 90% ASTM D1557) / I SURFACE MINIMUM 7.2 2,5' by 5' / DEGREE BATTER 1 BLOCK / _ - I 8 8 MEDIUM STIFF 2.5' by 5 ' / TO VERY STIFF, StLT (ML) • BLOCK 2.5' by 2.5' / • BLOCK I r A. / 2.5' by 2.5' • BLOCK 2.5' by 5' / TYPICAL BENCH, BLOCK / _ 3 -FOOT MINIMUM A. 1 [ - WIDTH AND 2•FOOT 1,- MINIMUM HEIGHT y FINISHED GRADE 2.5' by 5' BLOCK 2.5' by 5' BLOCK �- MINIMUM 1 -FOOT -DEEP _ { EMBEDMENT FROM FIN- (SHED GRADE \ - - _ -. _ { MINIMUM 2 -FOOT WIDE - - - _ _ _ { SECTION OF COMPACTED -_ ----- GRAVEL FILL - MINIMUM 1.5 FEET WIDE MINIMUM 1 -FOOT -THICK SECTION OF 314 " -0 CRUSHED SECTION OF 314 " -0 CRUSHED R ROCK COMPACTED TO ROCK COMPACTED TO GEOTEXTILE FILTER BETWEEN SOIL AND AT LEAST 95% ASTM D1557 AT LEAST 95% ASTM D1557 DRAIN PIPE (SLOPED AT CRUSHED ROCK LEAST 2% TO DRAIN) WRAPPED WITH GEOTEXTILE FILTER FABRIC DRAWING NOT TO SCALE �' : Q Carlson 8ox ARTISTIC AUTO BODY RETAINING SECTION �� No. 00803202 Tigard, Oregon 97281 TIGARD, OREGON FIGURE 16 e • WILDCAT DYNAMIC CONE LOG Page I of 1 Carlson Geotechnical 8430 SW Hunziker Blvd. PROJECT NUMBER: G0803202 Tigard, Oregon 97281 DATE STARTED: 01 -17 -2008 DATE COMPLETED: 01 -17 -2008 HOLE #: WDCP -1 (HA -2) CREW: M. Irish/ B. Nimo SURFACE ELEVATION: SEE FIGURE 3 PROJECT: Artistic Auto Body Retaining Wall WATER ON COMPLETION: UNKNOWN ADDRESS: 7585 SW Hunziker Street HAMMER WEIGHT: 35 lbs. LOCATION: Tigard, Oregon CONE AREA: 10 sq. cm BLOWS RESISTANCE GRAPH OF CONE RESISTANCE TESTED CONSISTENCY DEPTH PER 10 cm Kg/cm 0 50 100 150 N' NON - COHESIVE COHESIVE - 1 4.4 • I VERY LOOSE VERY SOFT - 2 S.9 •• 2 VERY LOOSE SOFT - 1 ft 2 8.9 •• 2 VERY LOOSE SOFT • - 1 4.4 • 1 VERY LOOSE VERY SOFT - 2 8 •• 2 VERY LOOSE SOFT - 2 ft 2 8.9 •• 2 VERY LOOSE SOFT - 3 13.3 ••• 3 VERY LOOSE SOFT . - 5 22.2 6 LOOSE MEDIUM STIFF i - 3 ft 5 22.2 6 LOOSE MEDIUM STIFF i - 1 m 6 26.6 7 LOOSE MEDIUM STIFF - 7 27,0 7 LOOSE MEDIUM STIFF - 4 ft 8 30.9 8 LOOSE MEDIUM STIFF I - 9 34.7 9 LOOSE STIFF - 21 81.1 23 MEDIUM DENSE VERY STIFF - 5 ft 25 96.5 25+ MEDIUM DENSE VERY STIFF - 15 57.9 16 MEDIUM DENSE VERY STIFF - 14 54.0 15 MEDIUM DENSE STIFF - 6 ft 15 57.9 16 MEDIUM DENSE VERY STIFF - 17 65.6 18 MEDIUM DENSE VERY STIFF - 2 m 21 81.1 23 MEDIUM DENSE VERY STIFF - 7 ft 23 78.7 22 MEDIUM DENSE VERY STIFF • - 25 85.5 24 MEDIUM DENSE VERY STIFF - 34 116.3 25' DENSE HARD - 8ft - 9ft - 3m 10 ft - llft - 12ft -4 13fi WILDCAT DYNAMIC CONE LOG Page 1 of 1 Carlson Geotechnical 8430 SW Hunziker Blvd. PROJECT NUMBER: G0803202 Tigard, Oregon 97281 DATE STARTED: 01 -17 -2008 DATE COMPLETED: 01 -17 -2008 HOLE #: WDCP -2 (HA -3) CREW: M. Irish/ B. Nimo SURFACE ELEVATION: SEE FIGURE 3 PROJECT: Artistic Auto Body Retaining Wall WATER ON COMPLETION: UNKNOWN ADDRESS: 7585 SW Hunziker Street HAMMER WEIGHT: 35 lbs. LOCATION: Tigard, Oregon CONE AREA: 10 sq. cm BLOWS RESISTANCE GRAPH OF CONE RESISTANCE TESTED CONSISTENCY DEPTH PER 10 cm Kg/cm 0 50 100 150 N' NON - COHESIVE COHESIVE 1 4.4 1 VERY LOOSE VERY SOFT 2 8 .• 2 VERY LOOSE SOFT 1 ft 4 17.8 5 LOOSE MEDIUM STIFF 8 35.5 10 LOOSE STIFF 11 48.8 13 MEDIUM DENSE STIFF 2 ft 18 79.9 22 MEDIUM DENSE VERY STIFF 18 79.9 22 MEDIUM DENSE VERY STIFF 21 93.2 25+ MEDIUM DENSE VERY STIFF - 3 ft 22 97.7 25+ MEDIUM DENSE VERY STIFF - 1 m 24 106.6 25+ MEDIUM DENSE VERY STIFF 24 92.6 25+ MEDIUM DENSE VERY STIFF 4 ft 26 100.4 25+ MEDIUM DENSE VERY STIFF 28 108.1 25+ MEDIUM DENSE VERY STIFF 5ft - 6ft -2m 7 f 8ft 9ft - 3m loft lift 12 ft - - 4m 13ft • WILDCAT DYNAMIC CONE LOG Page 1 of 1 Carlson Geotechnical 8430 SW Hunziker Blvd. PROJECT NUMBER: G0803202 Tigard, Oregon 97281 DATE STARTED: 01 -23 -2008 DATE COMPLETED: 01 -23 -2008 HOLE #: WDCP -3 (HA -5) CREW: BMW SURFACE ELEVATION: SEE FIGURE 3 PROJECT: Artistic Auto Body Retaining Wall WATER ON COMPLETION: PERCHED (2' TO 3') ADDRESS: 7585 SW Hunziker Street HAMMER WEIGHT: 35 lbs. LOCATION: Tigard, Oregon CONE AREA: 10 sq. cm BLOWS RESISTANCE GRAPH OF CONE RESISTANCE TESTED CONSISTENCY DEPTH PER 10 cm Kg/cm 0 50 100 150 N' NON - COHESIVE COHESIVE 1 4 • 1 VERY LOOSE VERY SOFT - 0 0 0 VERY LOOSE VERY SOFT - 1 ft 0 0.0 0 VERY LOOSE VERY SOFT - 1 4 • 1 VERY LOOSE VERY SOFT I 4.4 • 1 VERY LOOSE VERY SOFT - 2 ft 1 4.4 • 1 VERY LOOSE VERY SOFT _ 2 8 •• 2 VERY LOOSE SOFT - 3 13.3 ••• 3 VERY LOOSE SOFT - 3 ft 4 17.8 5 LOOSE MEDIUM STIFF - 1 m 5 22.2 6 LOOSE MEDIUM STIFF - 6 23.2 6 LOOSE MEDIUM STIFF - 4 ft 11 42.5 12 MEDIUM DENSE STIFF - 11 42.5 12 MEDIUM DENSE STIFF - 9 34.7 9 LOOSE STIFF - 5 ft 10 38.6 11 MEDIUM DENSE STIFF - 10 38.6 11 MEDIUM DENSE STIFF - 11 42.5 12 MEDIUM DENSE STIFF - 6 ft 13 50.2 14 MEDIUM DENSE STIFF - 14 54.0 15 MEDIUM DENSE STIFF - 2 m 14 54.0 15 MEDIUM DENSE STIFF - 7 ft 16 54.7 15 MEDIUM DENSE STIFF - 18 61.6 17 MEDIUM DENSE VERY STIFF - 22 75.2 21 MEDIUM DENSE VERY STIFF - 8 ft 21 71.8 20 MEDIUM DENSE VERY STIFF - 25 85.5 24 MEDIUM DENSE VERY STIFF - 31 106.0 25+ MEDIUM DENSE VERY STIFF - 9 ft 44 150.5 25+ DENSE HARD - 41 140.2 25+ DENSE HARD - 40 136.8 25+ DENSE HARD - 3 m 10 ft 50 171.0 25+ DENSE HARD - 11 ft - 12ft - 4m 13ft . . .