Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Report
Y t .7%_-actson lieotiecl__licat Main Office Salem Office Bend Office 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 ote Phone (503) 684 -3460 Phone (503) 589 -1252 Phone (541) 330 -915. , r S o ae r rcuction hni Con sulting Insp ection and Related Tests FAX (503) 670 -9147 FAX (503) 589 -1309 FAX (541) 330 -9163 OFFICE COPY .SrieRooC - z 006 -' • BE„,GE p,PR 21 2006 � lug r CITY C �����.o� Report of APPROVED PLANS Geotechnical Engineering Services INCLUDE UN- ATTACHED: SPECIFICATION BOOK Tigard 1' Baptist Church Addition . CALCS 11075 SW Gaarde Street _ MIS DOCUMENTS Tigard, Oregon 317240 00 00 (� CGT Project Number G0502465 I /07S SGU baara k S * ?6St 1- Prepared for Mr. Larry Abell Architects LA 805 SE Sherman Street Portland, Oregon 97214 February 16, 2005 4 WNW 1111WIli La1'1 tTCV 1.Cl;l_ _lll:dl P.O Box 1 23614 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 -915: Construction Inspection and Related Tests FAX (503) 670-9147 FAX (503) 589 -1309 FAX (541) 330 -9163 February 16, 2005 Mr. Larry Abell Architects LA 805 SE Sherman Street Portland, Oregon 97214 Report of Geotechnical Engineering Services Tigard 1S` Baptist Church Addition 11075 SW Gaarde Street Tigard, Oregon CGT Project Number G0502465 Dear Mr. Abell: Carlson Geotechnical is pleased to submit the results of our Report of Geotechnical Engineering Services for the Tigard 1s` Baptist Church Addition site located at 11075 SW Gaarde Street in Tigard, Oregon. We performed our work in general accordance with CGT Proposal P03346, dated January 18, 2005. You provided written authorization for our services on January 21, 2005. We appreciate the opportunity to work with you on this project. Please call if you have any questions regarding this report. Sincerely, Carlson Geotechnical David P. Holt, PE Senior Geotechnical Engineer Attachments TABLE OF CONTENTS INTRODUCTION 4 PROJECT INFORMATION AND SITE DESCRIPTION 5 Project Information 5 Site Geology 6 Site Surface Conditions 6 Site Subsurface Conditions 7 Field Exploration 7 Subsurface Materials 8 Ground Water 9 CONCLUSIONS 9 • RECOMMENDATIONS 10 Site Preparation 10 Wet Weather Considerations 10 Structural Fill 11 On -site Materials 11 Imported Granular Material 12 Shallow Foundations 12 Bearing Pressure and Settlement 13 Lateral Capacity 13 Drainage 13 Retaining Walls 14 Drainage 14 Floor Slabs 14 Asphalt Pavements 15 Drainage Considerations 16 Utility Trenches 16 Utility Trench Excavation 16 Trench Backfill Material 17 Permanent Slopes 18 Seismic Design 18 Liquefaction 18 OBSERVATION OF CONSTRUCTION 19 LIMITATIONS 20 • ■ Tigard 1s Baptist Church Addition Tigard, Oregon G0502465 February 16, 2005 INTRODUCTION This report presents the results of our geotechnical investigation for the Tigard 1s` Baptist Church Addition site located at 11075 SW Gaarde Street in Tigard, Oregon. The location of the site is shown on the attached Site Location, Figure 1. The purpose of our geotechnical investigation was to evaluate subsurface conditions at the site in order to provide geotechnical- engineering recommendations for design and construction of the development. 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 20 -foot radius of our soil boring locations. • Explore subsurface soil_ conditions at the site by advancing four (4) soil borings to depths of 11 to 16% feet below ground surface (bgs) within parking lot areas, and two (2) soil borings to depths of 311/2 to 41 feet bgs within the addition area. The borings were performed using a Geoprobe 6620DT soil probe machine provided and operated by personnel from Geo- Tech Explorations, Incorporated of Tualatin, Oregon • Classify the materials encountered in the explorations in general accordance with American Society for Testing and Materials (ASTM) D2487, and ASTM D2488. A qualified member of CGT's staff maintained a detailed log of each soil boring. • Collect representative soil samples from within the soil borings in order to verify our field classifications, and perform laboratory testing. • Complete twenty-five (25) moisture content tests on representative samples obtained from the soil borings. The moisture content tests were performed in general accordance with ASTM D 2216. • Complete three (3) sieve analyses on representative samples obtained from the soil borings in order to determine percent passing the U.S. Standard No. 200 Sieve. The sieve analyses were performed in general accordance with ASTM C 117, respectively. • Provide recommendations for site preparation, grading and drainage, stripping depths, fill type for imported materials, compaction criteria, cut and fill slope criteria, trench excavation and backfill, use of on -site soils, and wet/dry weather earthwork. • Provide geotechnical- engineering recommendations for design and construction of shallow spread foundations, including an allowable design bearing pressure, and minimum footing depth and width requirements. • Estimate settlement of footings for the assumed design loads. Page 4 of 21 Carlson Geotechnical Tigard 1$ Baptist Church Addition Tigard, Oregon G0502465 February 16, 2005 • Provide recommendations for design and construction of retaining walls, including equivalent fluid pressures for retained soil, and backfill, compaction, and drainage criteria. • Provide geotechnical- engineering recommendations for design and construction of concrete floor slabs, including an anticipated value for subgrade modulus, and recommendations for a capillary break and vapor retarder. • Estimate settlement of floor slabs for the assumed design loads. • Provide design pavement sections, including aggregate base and asphalt concrete thicknesses for parking and drive lane areas, based on an assumed California Bearing Ratio (CBR) value for the on -site soils, and assumed traffic loading. • Provide recommendations for subsurface drainage of foundations, floor slabs, and pavements, if necessary. • Provide recommendations for the International Building Code (IBC) Site Class, mapped maximum considered earthquake spectral response accelerations, site seismic coefficients, and Seismic Design Category. • Qualitatively evaluate liquefaction potential of the soils encountered within the depths explored. • Provide a written report summarizing the results of our geotechnical investigation. PROJECT INFORMATION AND SiTE DESCRIPTION Project Information Development will consist of construction of an approximate 8,500 - square -foot, sa ' d a'y freestanding, building addition with possible full basement, and associated paved parking, drive lanes, and underground utilities. The addition will be located on the west side of the existing church within an existing, asphalt - paved, parking lot. Detailed structural information has not been provided; however, we have assumed that maximum continuous wall and column loads will not exceed 3 kips per lineal foot and 45 kips, respectively, and that uniform floor loads will be less than 100 pounds per square foot (psf). The new parking lots will be located north and west of the addition, with the west parking lot located at the base of an existing 2 to 21/2H:1V (horizontal:vertical) slope. In order to accommodate the west parking lot, a portion of the hillside will be excavated, and a retaining wall will be constructed. Height of the retaining wall is unknown at this time. Carlson Geotechnical Page 5 of 21 Tigard l Baptist Church Addition Tigard, Oregon G0502465 February 16, 2005 Maximum cuts on the order of 11 to 12 feet are anticipated, provided a full basement is provided within the building addition, with the finished floor elevation of the first floor located approximately 3 feet below current site grades. An existing, single -story building located in the north parking lot area will be demolished. Site Geology Available geological mapping of the area (Madin, 1990') 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 extending to depths of approximately 40 feet bgs. These flood deposits are underlain by Troutdale Formation gravels, extending to depths of about 150 feet bgs, that are interbedded with sandstone, siltstone, and claystone. The Troutdale Formation gravels are underlain by Columbia River Basalt. Site Surface Conditions The site was bordered by SW Gaarde Street on the south, a drainage creek and residential development on the west, SW 110"' Avenue on the east, and residential development on the north. At the time of our field investigation, the following site conditions were observed. Within the building addition area, the majority of the site was relatively level and asphalt paved (reference Photo 1 below). Along the western boundary of the addition, the grade descended to the west at an approximate 2 to 2'/2H:1V gradient over a horizontal distance of about 15 feet, and was grass covered (reference Photo 2 below). Photo 1. Looking north from the south- Photo 2. - Looking north from the central side of the site at existing parking southwest side of the site at slope on lot on west side of church. west side of parking lot in Photo 1. • Madin, 1990. Earthquake Hazard Geology Maps of the Portland Metropolitan Area, Oregon — Beaverton Quadrangle. Oregon Department of Geology and Mineral Industries. Open File Report 0 -90 -2. 1990. Page 6 of 21 Carlson Geotectinical Tigard 1 Baptist Church Addition Tigard, Oregon G0502465 February 16, 2005 Within the west parking lot area, the site sloped to the west at an approximate gradient of 5H:1 V, and was grass covered (reference Photo 2 above). The area within the north parking lot sloped gently to the west. The north half of the site was grass covered, while the south half was asphalt paved (reference w thin the cent aI portion of the site existing, single -story, slab -on- grade, building was loca Photo 3. Looking north from the north Photo 4. Looking south from the north - end of the existing church. central side of the site. No signs of slope instability, such as tension cracks, slumps, etc., were noted at the site. Site Subsurface Conditions Field Exploration Six Standard Penetration Test (SPT) soil borings (B -1 through B-6), four (4) borings to depths of 111/2 to 161/2 feet below ground surface (bgs) within parking lot areas, and two (2) borings to depths of 31'/: to 41' feet bgs within the building addition area, were advanced at the site on February 1, 2005. The borings were performed using a Geoprobe 6620DT soil probe machine provided and operated by personnel from Geo -Tech Explorations, Incorporated of Tualatin, Oregon. The approximate boring locations are shown on the attached Site Plan, Figure 2. The borings were located in the field using a measuring wheel, and marking off distances from existing site features shown on the Site Plan. A member of CGT's staff logged the soils observed within the borings in general accordance with the Unified Soil Classification System (USCS), and collected representative samples of the materials encountered. We have provided an explanation of the USCS on the attached Soi sreturned to our ur laboratory in der Figure 3. Our laboratory staff visually examined all samples returned to refine the field classifications. Logs of the borings are presented on the attached Figures 4 I Page 7of21 Carlson Geotechnicai Tigard 1S' Baptist Church Addition Tigard, Oregon G0502465 February 16, 2005 through 9. Results of the moisture content tests and sieve analyses are shown on the attached logs. The SPT is performed by driving a 2 -inch, outside - diameter, split -spoon sampler into the undisturbed formation located at the bottom of the advanced probe with repeated blows of a 140- pound, pin - guided, automatic hammer falling a vertical distance of 30 inches. The number of blows, N- Value, required to drive the sampler one foot, the last 12 inches of an 18 -inch sample interval, is used to measure the soil consistency (cohesive soil), or relative density (non - cohesive soils). It should be noted that automatic hammers generally produce lower SPT values than those obtained using a traditional safety hammer. Studies have generally indicated that penetration resistances may vary by a factor of 1 to 2 between the two methods. We have considered this in our description of soil consistency, and in our evaluation of soil strength and compressibility. Subsurface Materials Building Addition Area (B-4 and B -5) We encountered medium stiff, transitioning to soft with depth, moist, brown, silt fill (ML) with trace to some gravel at the surface of B-4 that extended to a depth of approximately 61/2 feet bgs. The top 4 inches of the silt fill was rooted. Within B -5, we encountered 1% inches of asphalt pavement underlain by 4 inches of dense, moist,, gray, gravel fill (GP) at the surface. The fill within both borings was underlain by native, stiff, transitioning to medium stiff to stiff with depth, moist to very moist to wet with depth, brown -gray (mottled) silt (ML) with sand that extended to the approximate 31 to 41 -foot depths of exploration within the borings. Parking Lot Areas (B-1 through B -3, and B-6) We encountered medium stiff, moist, brown - orange, silt fill (ML) at the surface of B -1 and B -2 that extended to depths of about 2 to 3 feet bgs. The top 4 inches of the silt fill was rooted. Within B -6, we encountered 11/2 inches of asphalt pavement underlain by 6 inches of dense, moist, gray, gravel fill (GP) at the surface. Beneath the fill within all three (3) borings, and at the surface of B -3, we encountered native, medium stiff to stiff, moist to very moist to wet with depth, brown -gray (mottled) silt (ML) with sand that extended to the approximate 11 to 161/2- I foot depths of exploration within the borings. The subsurface materials are described in more detail on the attached soil boring logs, Figures 4 through 9. Page 8 of 21 Carlson Geotechnical Tigard 1'' Baptist Church Addition Tigard, Oregon G0502465 February 16, 2005 Ground Water Ground water was encountered at depths ranging from approximately 7 to 10 feet bgs within the parking lot borings, with the exception of B -3 where no ground water was observed, and 21 to 22%2 feet bgs within the building addition borings. The ground water levels were measured in the borings completed on February 1, 2005. The presence of mottled coloration within the on- site, native silts (ML) is considered an indicator of fluctuating ground water levels. We anticipate that ground water levels will fluctuate due to seasonal variations in precipitation, changes in site utilization, or other factors. Additionally, the on -site silts are conducive to the formation of perched water tables. CONCLUSIONS We encountered fill soils extending to a depth of approximately 61/2 feet bgs within the building addition area. The fill soils consisted of medium stiff, transitioning to soft with depth, moist, brown, silt fill (ML) with trace to some gravel. Direct support of building foundations on these soils is not recommended due to the variability of these soils, and the potential for excessive total and differential settlements. Floor slabs may be supported on these soils provided the recommendations contained within the Site Preparation section of this report are followed. Building foundations should bear on the native, medium stiff to stiff, brown -gray silt (ML) with sand, or on structural fill that is properly placed and compacted on this material during construction. The native silt was generally encountered at depths ranging from approximately 1 /2 to 6 feet bgs within the building addition borings. Fill soils were also encountered within some of the parking lot borings_ The fill soils consisted of medium stiff, brown - orange, silt fill (ML) that extended to depths of about 2Y2 to 3/2 feet bgs. The fill soils were underlain by native, medium stiff to stiff, brown -gray silt (ML) with sand. Pavements may be supported on both the native silt and silt fill soils, or on structural fill that is properly placed and compacted on these materials during construction provided the recommendations contained within the Site Preparation section of this report are followed The following paragraphs present specific geotechnical recommendations for design and construction of the development. Page 9 of 21 Carlson Geotechnical Tigard 1" Baptist Church Addition Tigard, Oregon 00502465 February 16, 2005 RECOMMENDATIONS Site Preparation Surface vegetation, organic topsoil, and asphalt pavement should be stripped and removed from proposed building and pavement locations, and for a 5- foot - margin around such locations. Based on the results of our field explorations, the depth of surface vegetation and organic topsoil stripping within proposed building and pavement locations will be on the order of about 6 inches. The depth of asphalt pavement stripping within proposed building and pavement locations will be on the order of about 2 inches. A geotechnical representative from CGT should provide recommendations for actual stripping depths based on observations during site stripping. Stripped surface vegetation and organic topsoil should be transported off -site for disposal, or stockpiled for later use in landscaped areas. Stripped asphalt pavement should be transported off -site for disposal, or stockpiled and processed for re -use as structural fill as recommended in the Structural Fill (On -Site Materials) section of this report. Grubbing of trees should include the removal of the root mass, and roots greater than '/z -inch in diameter. Grubbed material should be transported off -site for disposal. Existing footings, foundation walls, and slabs -on -grade associated with buildings identified for demolition should be completely removed and disposed off -site. After site preparation as recommended above, and prior to excavation for footings, a representative from CGT should observe a proofroll of 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 overexcavated to firm, stable subgrade, and replaced with compacted materials as recommended for structural fill. Areas that appear too soft and wet to support proofrolling equipment should be prepared in - general accordance with the recommendations for wet weather construction given below. Silt fences, hay bales, 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 of Oregon Administrative Rules 340-41 -006 and 340-41 -455, and Washington County regulations regarding erosion control. Wet Weather Considerations The on -site silts (ML) are highly susceptible to disturbance during wet weather. Trafficability of these soils 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. Page 10 of 21 Carlson Geotechnical Tigard 1s' Baptist Church Addition Tigard, Oregon G0502465 February 16, 2005 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 qualified geotechnical engineer 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 overexcavated to firm, stable subgrade, and replaced with structural fill. Haul roads subjected to repeated heavy construction traffic will require a minimum of 18 inches of imported granular material. Twelve inches of imported granular material should be sufficient for light staging areas. The imported granular material should consist of crushed rock that is well- graded between coarse and fine, contains no organic matter, debris, or particles larger than 4 inches, and has less than 5 percent material by weight passing the U.S_ Standard No. 200 Sieve. The imported granular material should be placed in one lift over the prepared, undisturbed subgrade, and compacted using a smooth -drum, non- vibratory roller. We recommend that a geotextile fabric 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. Structural Fill On -site Materials Use of the on -site silts (MLA free of orgartia*Ser and debris, as structural fill rnityitia*Olelt because silt is sensitive to small s it re content and is difficult, if not impossible, � anticipate to. adequateIpact dig w er We anticipate that the moisture content of the on- ;t site silts will be higher than the optimum moisture content for satisfactory compaction. Therefore, moisture conditioning (drying) should be expected in order to achieve adequate compaction. When used as structural fill, the on -site silts should be placed in lifts with a maximum thickness of about 8 inches, and compacted to not less than 92 percent of the materials maximum dry density, as determined in general accordance with ASTM D 1557. If the on -site silts cannot be properly moisture- conditioned, we recommend using imported granular material for structural fill. Use of the on -site gravel fill (GP), free of organic matter, debris, and particles larger than 11/2 inches, as structural fill is not anticipated to be unusually difficult. When used as structural fill, the on - site gravel should be moisture conditioned, placed in lifts with a maximum thickness of 1 Carlson Geotechnical Page 11 of 21 Tigard 1S Baptist Church Addition Tigard, Oregon G0502465 February 16, 2005 about 12 inches, and compacted to not less than 95 percent of the materials maximum dry density, as determined in general accordance with ASTM D 1557. If used as structural fill, on -site, stockpiled asphalt should be processed into to a t orial that is fairy well graded between coarse and fine, and contain no organic than 1% inches. When used as structural fill, the processed 2 asphalt sho pbeted moisture to not conditioned, placed in lifts with a maximum thickness of about general less than 95 percent of the materials maximum dry density, as determined in g accordance with ASTM D 1557. Impctec Granierial run rock, crushed rock, or Imported granular structural fill llc fairly consist ll— graded between coarse and fine particle sizes. The crushed gravel and sand that fill should contain no organic matter, debris, or particles l Sieveh The i a and have less than 5 percent material passing the U.S. Standard No of Sieve if fines can be increased to 12 percent of the material passing the .S. Standard as necessary, placed during dry weather, and provided the fill material is moisture-conditioned, laced in lifts with for proper compaction. Granular fill material should be moisture conditioned, pl the aced maximum thickness of about 12 inches, and compacted to accordance materials maximum dry density, as determined in genera Iccordance with ASTM 0 During the wet season, or when wet subgrade conditions exist, h a initial mooift thickness s be increased to 24 inches, and should be compacted by rolling roller. Shallow Foundations We recommend that building addition foundations bear on the compacted (ML) with sand, or on structural fill that is properly placed and p cted on this material during construction. The native silt was generally encountered at depths ranging from approximately 1/2 to 61/2 feet bgs within the building addition borings. If soft dedt er the CGT unsuitable soils are encountered, they should be overexcavated as recommto grade with granular ended The resulting overexcavation should be brought ructed a back min mum of 6 inches ches wider structural fill. All granular pads for footings should be constructed on each side of the footing for every vertical foot of overexcavation. Footings constructed within slopes should have a minimum of 5 feet between the face of the slope, and the bottom, outside edge of the footing. Page 12 of 21 Carlson Geotechnical Tigard 1s' Baptist Church Addition Tigard, Oregon G0502465 February 16, 2005 We recommend that all individual spread footings have a minimum width i of inch adjacent , a n d the base of the footings be founded at least 18 inches below Continuous wall footings should have a minimum width �vaons near footings should not 8inches, minimum of 18 inches below the lowest adjacent grade. E x extend within a 1 H:1 V (horizontal:vertical) plane projected out and down from the outside, bottom edge of the footings. Bearing Pressure and Settlement Footings founded as recommended should be proportioned for a maximum allowable soil bearing pressure of 2,500 psf. This bearing pressure is a net bearing pressure, and app the total of dead and long -term live loads, and may be increased by 1/3 when considering seismic or wind loads. For the recommended design bearing pressure, total settlement of footings is anticipated to be less than 1 inch. Differential settlements should not exceed '/cinch. Lateral Capacity We recommend using a passive earth pressure of 250 pounds per cubic foot (pcf) for design for is footings confined by the native, medium stiff to stiff sitThMLEC mmendedrearthtpressulre wtas properly placed and compacted during construction. computed using a factor of safety of 1'/2, which is appropriate due to the amount of movement required to develop full passive resistance. In order to develop the above capacity, concrete must be - poured neat in excavations, the adjacent grade must be level, and the static ground water level must remain below the base of the footings throughout the year. Adjacent floor slabs, pavements, or the upper 12 -inch -depth of adjacent, unpaved areas should not be considered when calculating passive resistance. An ultimate coefficient of friction equal to 0.35 may be used when calculating resistance to sliding for footings founded on the native, medium stiff to stiff, silt (ML) with sand, or on structural fill that is properly placed and compacted on this material during construction. Drainage We recommend placing foundation drains at the base elevations of the footings erouttside drai of the footings. Foundation drains should consist of a 4 inch diam t , perforated, f wrapped with a geotextile filter fabric. The drains be backfilled encased in t a h geotexti a fab l 1 cubic foot per foot of open graded drain rock, which s Page 13 of 21 Carlson Geotechnical Tigard 1 Baptist Church Addition Tigard, Oregon G0502465 February 16, 2005 in order to provide separation from the surrounding silt. CGT should be contacted to observe the drain prior to backfilling. Retaining Walls Retaining wall footings should be designed and constructed in general accordance with the recommendations contained in the Shallow Foundations section of this report. For retaining walls not restrained from rotation, we recommend using an equivalent fluid pressure of 35 pcf for design for level backfill, and 60 pcf for sloping backfill with a maximum gradient of 2H:1V. For retaining walls restrained from rotation, we recommend using an equivalent fluid pressure of 55 pcf for level backfill, and 90 pcf for sloping backfill with a maximum gradient of 2H:1V. Retaining walls should be backfilled with imported granular material compacted to a minimum of 90 percent of materials maximum dry density, as determined in general accordance with ASTM D 1557 (Modified Proctor). The above design recommendations are based on the assumptions that: (1) the walls consist of conventional cantilevered retaining walls or embedded building walls, (2)41*iiiiiffareart F 8 (3) the backfill is level, drained, and consists of imported granular material, and (4) no surcharges are imposed behind the wall. Re- evaluation of our recommendations will be required if the retaining wall design criteria for the project vary from these assumptions. Drainage We recommend placing wall drains behind the retaining walls at the base of the walls. Wall drains should consist of a 4- inch - diameter, perforated, drainpipe wrapped with a geo- textile filter fabric. The drains should be backfilled with a minimum of 1 cubic foot per foot of open graded drain rock. CGT should be contacted to observe the drain prior to backfilling. Floor Slabs Satisfactory subgrade support for floor slabs constructed on grade, supporting up to 100 psf area loading, can be obtained from the medium stiff, silt fill (ML), the native, medium stiff to stiff silt (ML) with sand, or on structural fill that is property placed and compacted on these materials during construction- If soft or otherwise unsuitable soils are encountered, they should be overexcavated as recommended by the CGT geotechnical engineer. The resulting overexcavation should be brought back to grade with granular structural fill. Page 14 of 21 Carlson Geotechnical Tigard 1" Baptist Church Addition Tigard, Oregon G0502465 February 16, 2005 A minimum 6 -inch -thick layer of 3 /4- inch - minus, crushed rock base containing less than 5 percent material passing the U.S. Standard No. 200 Sieve should be placed over the prepared subgrade in order to provide a more uniform surface for placing concrete, and supporting the slab. The crushed rock should be moisture conditioned, placed in lifts with a maximum thickness of about 6 inches, and compacted to not less than 95 percent of the materials maximum dry density, as determined in general accordance with ASTM D 1557. With the crushed rock base, a subgrade modulus of 150 pounds per cubic inch can be used for the design of the floor slab. Floor slabs constructed as recommended will likely settle less than 1 /z- inch. We recommend that slabs be jointed around columns and walls to permit slabs and foundations to settle differentially. The surface of the base rock should be choked with sand just prior to concrete placement. Choking the base rock surface reduces the lateral restraint on the bottom of the concrete during curing. Due to the presence of on -site, fine - grained silt near the surface of the site, liquid moisture and moisture vapor should be expected at the subgrade surface. The mottled coloration of the on- site, native silts is an indication of fluctuating ground water levels, and suggests that ground water may be present within a few feet beneath floor slabs during wet times of the year. A capillary break, consisting of at least 6 inches of crushed rock base having less than 5 percent of the material passing the U.S. Standard No. 200 Sieve, typically provides protection against liquid moisture. Where moisture vapor emission through the slab must be minimized, e.g. impervious floor coverings, storage of moisture sensitive materials directly on the slab surface, etc., a vapor retarding membrane or vapor barrier below the slab should be considered. Factors such as cost, special considerations for construction, floor coverings, and end use suggest that the decision regarding a vapor retarding membrane or vapor barrier be made by the architect and owner. Asphalt Pavements Satisfactory subgrade support for asphalt pavements constructed on grade can be obtained from the medium stiff, silt fill (ML), the native, medium stiff to stiff silt (ML) with sand, or on structural fill that is properly placed and compacted on these materials during construction. If soft or otherwise unsuitable soils are encountered, they should be overexcavated as recommended by the CGT geotechnical engineer. The resulting overexcavation should be brought back to grade with granular structural fill. Carlson Geolechnical Page 15 of 21 Tigard 1$ Baptist Church Addition Tigard, Oregon G0502465 February 16, 2005 We recommend a minimum asphalt pavement section of: Table 1. Recommended Minimum Asphalt Pavement Section Entrance & Service Roads* Car Parking** Material Thickness (inches) Thickness (inched:• Asphalt Pavement 3 2 Crushed Rock Base 8 6 Course `Based on 5 trucks and 500 cars per day * *Based on 1 truck and 300 cars per day. The design of the recommended asphalt pavement section is based on an assumed California Bearing Ratio (CBR) of 3 for the on -site silts, and on the assumption that construction will be completed during an extended period of dry weather. Increased base rock sections, and /or a separation geotextile fabric may be required in wet conditions in order to support construction traffic and protect the subgrade. Asphalt pavement, and base course material should conform to the 2002 State of Oregon, Standard Specifications for Highway Construction. Place aggregate base in one lift, and compact to not less than 95 percent of the materials maximum dry density, as determined in general accordance with ASTM D 1557. Asphalt pavement should be compacted to at least 91 percent of the materials theoretical maximum density, as determined in general accordance with ASTM D 2041 (Rice Specific Gravity). 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 building be sloped to drain away from the building. Surface water from pavement surfaces and open spaces should be collected and routed to a suitable discharge point. Runoff from roof and pavement areas should not be directed into the foundation drain system. Utility Trenches Utility Trench Excavation Trench cuts should stand near vertical to depths of approximately 4 feet in the medium stiff to stiff silts (ML) provided no ground water seepage is observed in the sidewalls. If seepage is Page 16 of 21 Carlson Geotechnical • Tigard 1 Baptist Church Addition Tigard, Oregon G0502465 February 16, 2005 encountered that undermines the stability of the trench, or caving of the sidewalls is observed during excavation, the sidewalls should be flattened or shored. Trench dewatering may be required to maintain dry working conditions if the invert elevations of the proposed utilities are below the ground water level. Pumping from sumps located within the trench will likely be effective in removing water resulting from seepage. If ground water is present at the base of utility excavations, we recommend placing trench stabilization material at the base of the excavations. Trench stabilization material should consist of 1 -foot of well - graded gravel, crushed gravel, or crushed rock with a maximum particle size of 4 inches, and less than 5 percent material passing the U.S. Standard No. 4 Sieve. The material should be free of organic matter and other deleterious material, and should be placed in one lift and compacted until well- keyed. While we have described certain approaches to the trench excavation, it is the contractor's responsibility to select the excavation and dewatering methods, to monitor the trench excavations for safety, and to provide any shoring required to protect personnel and adjacent improvements. All trench excavations should be in accordance with applicable OSHA and state regulations. Trench Backfill Material Trench backfill for the utility pipe base and pipe zone should consist of well- graded granular material containing no organic matter or debris, have a maximum particle size of 3 h -inch, and have less than 8 percent material passing the U.S. Standard No. 200 Sieve. Backfill for the pipe base and within the pipe zone should be moisture conditioned, placed in maximum 12- inch -thick lifts, and compacted to not less than 90 percent of the materials maximum dry density, as determined in general accordance with ASTM D 1557, or as recommended by the pipe manufacturer. Backfill above the pipe zone should be moisture conditioned, placed in maximum 12 -inch -thick lifts, and compacted to not less than 92 percent of the materials maximum dry density, as determined in general accordance with ASTM D 1557. Trench backfill located within 2 feet of finished subgrade elevation should be moisture conditioned, placed in maximum 12- inch -thick lifts, and compacted to not less than 95 percent of the materials maximum dry density, as determined in general accordance with ASTM D 1557. Carlson Geotechnical Page 17 of 21 Tigard is' Baptist Church Addition Tigard, Oregon G0502465 February 16, 2005 Permanent Slopes Permanent slopes should not exceed 2H:1 V. Adjacent on -site and off -site structures should be located at least 5 feet from the top of slopes. Footings constructed within slopes should have a minimum of 5 feet between the face of the slope, and the bottom, outside edge of the footing. Seismic Design Based on the results of our subsurface explorations and analyses, the following International Building Code (IBC) design criteria were computed using the 2003 IBC: Table 2. IBC Design Criteria IBC Coefficient Value IBC Source Site Class D Table 1615.1.1 S. 1.05 Figure 1615(1) F 1.08 Table 1615.1.2(1) S, 0.37 Figure 1615(2) F„ 1.66 Table 1615.1.2(2) SMS 1.13 Equation 16 -38 S 0.61 Equation 16 -39 Sos 0.75 Equation 16-40 So, 0.41 Equation 16-41 Category* 11 Table 1604.5 Seismic Use Group 1 Paragraphs 1616.2.1, 1616.2.2, or 1616.2.3 Seismic Design D Tables 1616.3(1), and Category 1616.3(2) If this is not correct, please inform us in writing so that changes to our recommendations can be made, if warranted. Liquefaction In general, liquefaction occurs when deposits of loose, saturated soils, generally sands, and sand -silt mixtures, are subjected to strong earthquake shaking. If these deposits cannot drain rapidly, there will be an increase in the pore water pressure. With increasing oscillation, the Carlson Geotechnical Paae 18 of 21 Tigard 1s' Baptist Church Addition Tigard, Oregon G0502465 February 16, 2005 pore water pressure can increase to the value of the overburden pressure. The shear strength of a cohesionless soil is directly proportional to the effective stress, which is equal to the difference between the overburden pressure and the pore water pressure. When the pore water pressure increases to the value of the overburden pressure, the shear strength of the soil reduces to zero, and the soil deposit turns into a liquefied state. The following parameters are generally used to designate non - liquefiable, fine- grained soils: • Fines content (percent passing the U.S. Standard No. 200 Sieve) greater than 80 percent. • Clay content (particle size less than 0.005 mm) exceeding 20 percent. • Liquid limit greater than 35 percent. • Water content less than 90 percent of the liquid limit. Due to the fine- grained nature of the on -site silts (ML) encountered at this site, within the depths explored, this soil is considered non-liquefiable_ OBSERVATION OF CONSTRUCTION Satisfactory pavement and earthwork performance depends 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 site stripping, rough grading, foundation, floor slab, and pavement subgrades, and placement of engineered fill are observed by the project geotechnical engineer or their representative. Because observation is d i do l tractually eesponsible for scheduling recommend that the earthwork contractor be observation. Page 19 of 21 Carlson Geotechnical Tigard 1$ Baptist Church Addition Tigard, Oregon G0502465 February 16, 2005 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. 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. Page 20 of 21 Carlson Geotechnical • Tigard 1' Baptist Church Addition Tigard, Oregon G0502465 February 16, 2005 We appreciate the opportunity to serve as your geotechnical consultant on this project. Please contact us if you have any questions. Sincerely, CARLSON GEOTECHNICAL ,,...„....„ `` ...th€ `ssi 4, 6 0337PE fi \ ‚ J 1co moire .....5414:250'‘%."---- ....54/ -�, °'%."---- ` ..► : r .. ...► P• .-. F c. `— David P. Holt, PE William M. Weyrauch, PE Senior Geotechnical Engineer Senior Geotechnical Engineer Attachments: Site Location, Figure 1 Site Plan, Figure 2 Soil Classification Criteria and Terminology, Figure 3 Soil Boring Logs. Figures 4 through 9 Doc ID: P: \GEOTECH\PROJECTS\2 ProjectslTigard 1st Baptist Churchifigard 1st Baptist Church Geo Reportdoc Carlson Geotechnical Page 21 of 21 Figure 2 Figure 3 Flawn 44 SITE LOCATION TIGARD FIRST BAPTIST CHURCH ADDITION - TIGARD, OREGON ............._ _.3. .......... 'Mk ,.... ,..--..... -.... .................... -,..-.........r... ...-;........„...-__ ..,.. , ,... mnsums■R•lort...0.-% , ow.A.-7-.47,..,'-: Iff oo r. N = 4iy .'- •--. ••••ccsitler,■TriV11.0.,.-glIKIIWAIIIWy ..." .77 ).4 .1, # 8 „.;" * •••• .6. "•••■ .... .. . ,, . '''P' "••••,1;•W.•L' - ' ■••• ' \ II I I . l - 1. . : 2 .. ::* li.... ......' , .c, :4111::"...f. • • 4111. i ..... ' . 1 / ...• ii :: .. : . ..N," .'-t . S.' . .# ' ' • ''''' ' ‘.46' tr • ; . so.;•" i 1 , , s •-•,,. y - . • • .fr „.• * 1 4 • ..„,{ . -,,,.... • ' ,.- - • - .- ; .P. - ,-,.. -?... .,-4•,407 /„. ,,,,, •k , ;;;;...... , .... • •-.... 2 , m i . .10 . 1 • - . -- .104 -- - 'y 1.- . • ••• ..... 6 /, .-..„: • 7... ,# : . /0 46 ' ,• .: ,..,...,4 ,...,.. . . _ . \ , ,..... .,...11,14,17 4 ,' % *....A .401 ACt . 7,47 _ _.•.- •:..)." ' - # 'S! ) I) Xe - --, ..-- . A,Y ,„ . ' 1 . ; ' : . 1 , I --.- 1 ....." ■ • % 1 ;,.. k_ _ *" _•_ , . . 2. r , . Ill r . _ . F:ff , Ar . " ''''' - „,,,, yille .., , , '"," ;:of'• ." ., , , ,) ' 1111. . ... • '' , . \ ,,. `.., 1 • C„ ..."'" 4 • Ii.41$4.4," :•,...„ . .-_••• • ''' •:' / 1/.14111Ve17.- ._____ Ifr 7 .. ./..■ - . ' ' '•441 .—a • %.*''' VEL lir , i SP.' ,01 44 . di' i iNe , _ , -.. • ... # _ . , ... ... i 7 . 40:0•4411c , i* .„..,.... 4.. ,,__ _,...,,......... .,.-_....-_,..., :-.' -- 's . ---7- • ' i I f p i ' SITE LOCATION ..1 4 . , 'Z 7 ,0 , . ,74,..----' A m. , Al ......J -••■• - . - - -,, " ....,P:: i _ 7 ... .. •.", eV • 1 - ---. ,,,,,,, , 4 74 \ \4, , .A..-. • ? , .,[1.• tv,., p ,-,, ..-;-,,:-; . ' ,' /' - ' - - ta• ir ' fillet 1 ! , fli _ __,--••#__•_'#' ....._. Mb,. , A 1 1 ..: / r 4. i 1 'Wit 'Mika • 4 - . , ,-:-, ,:• - 4.-* .7`` . ...."•-"' - . / sli • ' • -s•r/% -' Y. ,ort. /,, V - jpc il '.9 it - 1, ' . , - _,..,.. -: f /. , „ , . 4. __ t;.....,...t0-■'• - - v . \ ! lab..‘-..---. - , "- '..,‘, ',L:4 ....icl.,0 1 ..` X:, i i ■ " ' - I '"..,, . r_:',r 1 . ..,t.likt.x7 li 7 ..".;) - _ ii -• .'' if r-,.. 43ip, 4. FA" f' r;400T,„, .#7-:- - .44..0*- , p...„*-. If.' .., II ‘ iii-N, , , ( L , %, , e' ' A, i , • • 1 . 11'. .....•_ •13-7. .." 1 - 1 4 1 .— . .-4 ... ' -, - - '". - - -1 'Q ' ._ .e . J .1 r■fl 1 ' '- -'`.-- '---, j „ - ,- - '-", ,- - - ,-,.. -= - ` - •or. j r y r , , PI • I., TA --'''' ' or a ri " ,-;,;;;;;..-, -,=1 -- . ‘ , ._--' , ' ■ * ' ''‘I ., ,,..SN1',.:: 7,'. ----.'-, 1 ,1 /if 4 Y V 4' .; , i .. 74 ir N %,.,,,,..; 4.,- . a .. ' L ' # ‘4 4.1,\ IL.,.5. •'.11) ".‘ .161".. ..,,En A ,1 ,...:1!ct . , 7 " 1 041 , i # 11 l Ni L • 1 ,,,,. J 1 i 11\ 7 "t ' / . N. ';-••• ,_ s:C.-. ‘ igr 4 6 ./' f ' „,..., .... „ 1 ,„...._. A , 4 i , ' r'- , +'' 3/4 ".; ; ;;•" - 1 . `: -, " irl-" t 1-0/0' ,Ao. . - - - - ,.." '11- ' V.,„1._•. \ 11 , . 11'2.--- i L I-L. W e' 1314 - #:?W'' Ay' -- , ._. ;. "1.) ; ).4. 4 Alf -P.'- \' ' '‘ 'S ' ilk , \ \ N i `le; .. ",T r i-A' - :"r? : ', , ; 01 018. , ":-..,.. - - '''L, ..' ;18. cil . •II • _,,r,r " !i t ;'-', jedAM!'1 :; 4— V? k -..., 4.. .,-.-,_,—,4 , : ,cepsima br 8811 •-. • j'Y ,-.0 ,,,t . / : — J. ilt '•." '-' 4 rp. r k-I L c`?",.‘ 4 ri.. ' ` .13 - - i''?f... - - - - • j, (if dzi ' f",- ,, - i / 0 -4 t itti"" ' kil r ' t 11111° t 4' . .. , fr : - , 4 1 0 LV: I tr e -r...'•-- - -.';--- -- , ..--- ,,, - - - -- • 1 -... - a.. --. — - ' 4rwr,c,1 • .--,, 7, ...t..,. Mk ,p:, ; * _ ,"-;',.; ••, ir ', -1 / I it ..\--... Lv _.• r...g.-,-....;..r.,;-_•••___'e ,,,at„ _ -.. ,-. A' ' __ . :I • ........-W„,.. ...14 . ' L. .' <+, . ". . .%.,^...= - Itt-k ` ' - -:"_. -,,..:47.-- - z.,, _ . J ' O._ '-",.. ""‹.1. , -`••';7:_,....,-.'"' - 4.1• 7 i " -.;,-.., .,...- ..;-._;: — - --._- ._•••'7' -'7' 1 L ...-- 1 -..„-e. '-,-.: - , r• .;/- : *-,,„,. - --,---- - 7, -- . , . ,,, , 4,- ;,,,, p , _..- - --..: , is ii.. .4 ._... ; ..t._,.... ._. -;r. .,7- 17 - -.••• ,'-- .s ' _.-- i rfa-11 .- si - -- ---. /r it . 4 ,.. : p ltie te ff A • , ., \ 0'10- , " t t• IIIKI .1".- .1",...._-,1" , • s - , , (11.1N Ai, ."• g•w•-..." .....IN.. ,....... ,"-, . or , . ow --1 ;.'- '-i, _ t • ) . z.....-' - 4 ,4"; .1 lip °'- f• 0 ., , isa ,T.oc V , : .--, _,,- ... ,,,,,s , ,i,i', :r• 01111 fi",:tilli ‘4,._ ". I , ...• I • ‘ ...„ , ,, '..;,•,-- , ,r.. ,.. : . . _ ___ _ ii.-- k, \'-'), - • - ot -,.. -,?---- - f: ) 4,0 t'•y, '3 . .,- ,--` ' , ' ._ _ 'A' "- k Sk.7 tc..... -.,.."...''..k. ' ' r • • •• . a l •- • - -61 1repi kr ,; • . Ai' ... Ilifr` . •.-.''"-- # . l 7: in.. " .:Zz_.._`.! . ls.-- ..........41 il ••• 4..t: . .. I .• ., ..--' ' ..' ' i • _ _ o ., tP • i ::- 1" = = _')".. . II i • ". * ..' - ." `,/ --1-t•---".....--;..---..,:: . -..,...,...-.:1--:-.. Map created with TOPOl Wildflower Productions (www.topo.com) Scale 1 Inch = 2,000 feet USGS 7.5 Minute Topographic Map Series, Beaverton, OR Quadrangle. Map version 1961. Photorevised 1984. Township 2 South, Range 1 West, Section 3. Willamette Meridian. 0 2000 4000 imwnens..„ P.O. Carlson Geotechnical Box 23814 CGT Job No. G0502465 FIGURE 1 3484-3460 Tigard, Oregon 97281 • et ...Maid g y L + I� *• - -._- ,.._.,..ter. ` t. SITE PLAN TIGARD FIRST BAPTIST CHURCH ADDITION - TIGARD, OREGON NORTH .,,,,,. 1 AK 1 p S /-..N.W.MNM I 1 1 L / wwwury pw L --- // . srrerem+.wr - Ma.. •pmetwes I . dipjaallilathithil 0 9 .. 4 ': -. :. •••••-. -- ! 'II11111 011111111# B - 5 ■ i i P . .h,..) ' S) L.; lc; 11° ! 1 t g� B-6 I == • i o-- - .n °� — 4 1 1 11111 —.-B -4 - i o o . _ ,, - B -2 _ :Aim I OS • NOTES: LEGEND CGT Job No. G0502465 1. Site plan provided by Larry Abell of Architects LA. Drawing was reproduced and modified by CGT staff. 0.1 & Location of drilled boring Date: 07J0312005 2. All locations are approximate. — Sca •' Carlson Geotechnkal le 1 into = 120 feet P.O. Box 23814 FIGURE 2 Tigard, Oregon 97261 0 120 240 Figure 3 Figures 4 • • SOIL CLASSIFICATION CRITERIA AND TERMINOLOGY TIGARD FIRST BAPTIST CHURCH ADDITION - 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 075 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 Vary Stiff Readily indented by thumbnail >50 Very Dense _ >30 >2.00 >4.00 Hard Difficult by thumbnail Moisture Content StructUrS Dry: Absence of moisture, dusty, dry to the touch Stratified: Alternating layers of material or color >6 mm thick Damp: Some moisture but leaves no moisture on hand Laminated: Alternating layers < 6 mm thick Dist: Leaves moisture on hand Fissured: Breaks along definate fracture planes Net Visible free water, likely from below water table Sadkensided: 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 A. Non to Low Non to Low Slow to Rapid Low, can't roil Lenses: Has small pockets of different soils, note thickness L Low to Med. Medium to High None to Slow Medium Homogeneous: Same color and appearance throughout 4tH Med to High Low to Medium None to Stow Low to Medium H Med to High High to V. High None High Unified Soil Classification Chart (Visual - Manual Procedure) (Similar fao ASTM Designation 0-24813) Major Divisions Gr p� Typical 'fames Coarse Gravels: 50% Clean GW Wee (traded gravels and gravel -sand mixtures. little or no fines Grained or more Gravels GP Poorly- graded gravels and gravel -send 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 gravel-sand -ciay mixtures 50% retained Sands: more Clean SW Well- grassands and gravelly sands. little or no fines on No. 200 than 50% Sands SP Poorly- graded sands and gravelly sands, little or no fines sieve passing the Sands SM Silty sands, sand -sift mixtures No. 4 Sieve with Fines SC Clayey sands. sand-clay mixtures =me- Grained ML lnorgianic silts, rock flour, clayey silts Soils: Silt and Clays CL Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, lean clays i0% or more Low Plasticity Fines OL Organic silt and organic silty days of low plasticity Passes No. MH Inorganic silts, clayey silts • 200 Sieve Sat and Cie CH Inorganic clays of high plasticity, fat clays High Plasticity Fines OH Organic clays of medium to high plasticity Highly Organic Soils PT Peat, muck. and other highly organic soils Carlson Geotechnical P.O. Box 23814 CGT Job No. G0502465 FIGURE 3 L 003.4114-3460 Tigard, Oregon 97281 6t sam6id V. . • EXPLORATORY BORING LOG B -1 TIGARD FIRST BAPTIST CHURCH ADDITION - TIGARD, OREGON Project Number. G0502465 Date Drilled: 02/1/2005 Drilled by: GeoTech Explorations, Inc. Logged By: Brad Wilcox Drill Rig/Method: Geoprobe 6620DT /GH60 Hammer Surface Elevation: Unavailable 1 = c. m E TEST RESULTS m SOIL DESCRIPTION ; o< 1 r i § + Standard Penetration Test, Blows per Foot z e ie ML Medium stiff, brown - orange, SILT FILL with trace gravel; S -1 I 7 0 :-- I -I y- r -H ' L i. - - .. upper 4 inches rooted; moist. I a -. — .-- s- - ..{- 1 - " - 7-7-1--- H. --}-- ; --r • ML Stiff, brown -light gray (mottled), SILT with sand; moist. S -2 I 12 RN --ri. -I- -1 RN Boilimik l , . T Very stiff below 5 feet. S-3 1 21 iqjv -;- , 1In m■ 4. t— - ! ■■■ t Mil Medium stiff, gray, and very moist below 7.5 feet. S-4 6 i ■s R AMouninis i - 1133_r?-C Wet, with ground water level estimated at 10 feet. S -5 5 NHL 311111,11111111111•11111M1 • i ■i■ 010 MIII REM a : - t - lii ■ Ellir 080 S-6 1 5 N m i l 111111111111111111 • 1 111 sa • Boring terminated at 16.5 feet below ground surface (bgs). s11111111111111111!•11ta11u ■u Ground water was encountered at 10 feet bgs. ■■su■■■u ■■■ Boring was backfilled with granular bentonite on 2/1/2005. 111 Ms �:n III U ui= ■ ■■ 2 ' ussisslt■simosssss■ • GnmaR I • 1111111111011111.11111111M1111111 ■■■■■■sl•.■.N ■s■ .■■u■.MIS■■■■■.....■ 2 'EN •11011••••• :1s 1 1:s�s.1 ■ ■ ■■ ■s.. ■■ ■ ■■■_: 1111,11111111 1111 _ 1171: i i _ ll1 ■ i 4 30 1 ■ ■ . ,. 1 l.t .I -f-- - - j , I s I l - ■ N -1 - ---t- . -t- I !-.i .1 i _ II I : i_ -;. .i.- Note: Boring backfilled with granular bentonite on 01/31105 - I - -1--- -- j •• - _ :1- . -- -- :_ T _{ • Legend = Water Level • Moisture Content in Percent rues: 1 CARLSON GEOTECHNICAL S -1 Dames 8 Moore Sample I S-1 Split -spoon Sample S-1 Shelby Tube Sample P.O. Box 23814 Tigard, Oregon i. sea iata laees and dedeepeons me int eipm ke and aches dwges and V ans boos ma be grade& 2 w e wreVisbrdaieshowwnammare arywdheieame Figure• 4 3 USC dassi k lions a e detamiaed by visual-manual method. , a • EXPLORATORY BORING LOG B -2 TIGARD FIRST BAPTIST CHURCH ADDITION - TIGARD, OREGON Project Number: G0502465 Date Drilled: 02/1/2005 Drilled by: GeoTech Explorations, Inc. Logged By: Brad Wilcox Drill Rig/ Method: Geoprobe 6620DT1GH60 Hammer Surface Elevation: Unavailable c., E r . # TEST RESULTS SOIL DESCRIPTION 0 a > 1 ♦ Standard Penetration Test. Blows per Foot 2 o tS _ ML Medium stiff, brown, SILT FILL with some gravel, upper S-1 I 7 -_ r ?. i _i - 1 _ _ _L 4 inches rooted; moist. - ; -" 1-i - - -I 7 - � - - : -- ! l 1 ..._. ._ _ S -2 I 7 C i ._, f.1.. ML Medium stiff to stiff, brown -light gray (mottled), SILT with - '� sand; very moist. -I - 1 - � - - _. -- • S -3 I 8 5 ; - _ I 4-34 -' - , - ill ir, Soft, gray, and wet, with ground water level estimated at S-4 2 ammo 1 ■ 7.5 feet. t; hlimmi - ._ -. .t _ -1 j` 42 • r t 1 • ■■A >\11■ ■1♦ i : • - ■ ■■ Stiff below 10 feet. 4Q„ S-5 1 12 10 N■i�i■t ■■■st•itti■■■ � - i�i llH Boring terminated at 11.5 feet below ground surface (bgs). MIt 1111111111111111111N11111111111111111111111111 Ground water was encountered at 7.5 feet bgs. grimasanims RRIIIIRffill MU Boring was backfiiled with granular bentonite on 2/1/2005. 111111111111111 M SS n�■�i■■■� N 15 ® ■1l�■■1� / ■H ■ ua■s I> •u ■■ ■1•■■11111■ URN D l)11■ ■IIIIIM■■■■ Rte ■III■ u■1M111111111111 t1>I■■■■111 111111111111111111111111111 ttlrS31■111■ ■■■sst■ B11111111111 W MITAILII ■Iil one mu 1111M0C1 MSS U ttlf �i>I< IR MUM uNral-i• •10 - ttt IIItil ■t /■■ ■tttl■■ ■IIS11■■■ • ®■1R■)ilt■MIIII■IIR■■■■ U . 011111111111111111111111111 m... 25 ■■■111111•1111111MI ■■■■■■■■ NM liviumainiummimmirr EMMEIMIM MSS SOS MIIIII ■■tom ___ ' i -+ - -i- _l.. {_ 30 ;- --1- L -t --i -�- . i. _ i. i i i - - i 'r Legend = water Level • Moisture Content in Percent CARLSON GEOTECHNICAL S-1 Dames S Moore Sample I S -1 SplW -spoon Sample S -1 Shelby Tube Sample P.O. Box 23814 Notes: Tigard, Oregon d- sad interlaces and descriptions me imramekins rprelve and actual changes and ramekins maybe gradual z. Wa�level ie and miry vary WM 'e 'me ayear. Figure: 5 3. UsC deistic-aeons are determined by visa m'wal method. EXPLORATORY BORING LOG B -3 TIGARD FIRST BAPTIST CHURCH ADDITION - TIGARD, OREGON Project Number: G0502465 Date Drilled: 02/1/2005 Drilled by: GeoTech Explorations, Inc. Logged By: Brad Wilcox Drill Rig/Method: Geoprobe 6620DT/GH60 Hammer Surface Elevation: Unavailable o E TEST RESULTS Ito SOIL DESCRIPTION i 3 g i g + Standard Penetration Test, Blows per Foot z o 25 ML Medium stiff, brown, SILT with sand, upper 6 inches S -1 I 9 . :-1 '; + --:- I _ i -i_11. rooted; moist. F:7! ± I T I I _I —...±. . - -t r -i _;_ Slightly mottled below 2.5 feet. S -2 4 • ' ' -4 -1- -1 '44- .1 -44- -I r2fi E ix= L . 11111 S -3 I 4 s 28 - L _ Brown -light gray (mottled) below 6 feet. R {-r : < ; Stiff below 7.5 feet. S-4 1 14 mom 'sssis gsi•sstl�s ■s/ IIRRIIIIIRMUI MSS s�i� s•IREIsm s� U•o S-5 I 8 1a NUNsAssRW N••• G 33 l . ■U l 1� B oring terminated at 11.5 feet below ground surface (logs). 111111 11Issl•s , , Mss Ground water was not encountered. ssss9ssss animism sss Boring was backfilled with granular bentonite on 2/1/2005. q �sr•s_____ n IIs it�It#ZWIII SIIII s�®sRIMII■Utt R SRN • 15 .a.ss11ssa UmUI 11111s•111ssl111111111sssssss ••• sJ•s/s1•!1111•111 i , ; HSI•111111 M ISR= = . ; - IIIMII a..... 1 ' =M . 2U U R I I r was HMI • • - IM� 2 'E mnommummminimas imosomil �I In iiTin ma . _ _ - ,• - _' . sun • i - - I!» _ II _ ...„ 1__ t .„. i -� ; i .I Y_ ._t - - ____1•••• i ' f Legend = Water Level • Moisture Content in Percent CARLSON GEOTECHNICAL I S -1 Dames & Moore Sample I S-1 spit -spoon Sample S-1 Shelby Tube Sample P.O. BOX 23814 Tigard, Oregon Now I. sd inler(acas and deoaipliaa$ are haanretire and acwld acges and danddacs may he Vann!. 2. Wader hovel is tor dale shown and may vary web em erne or yea. Figure: 6 1 USC classifications ae dele nixed by visual-manual ml method. EXPLORATORY BORING LOG B-4 TIGARD FIRST BAPTIST CHURCH ADDITION - TIGARD, OREGON Project Number: G0502465 Date Drilled: 02/1/2005 Drilled by GeoTech Explorations, Inc. Logged By: Brad Wilcox Drill Rig/Method: Geoprobe 6620DT/GH60 Hammer Surface Elevation: Unavailable ° o< ,,, a TEST RESULTS SON. DESCRIPTION 1; r > + Standard Penetration Test. Slows per Foot z o 16 ML Medium stiff, brown, SILT FILL with some gravel, upper S -1 9 i . 1 4-4-i- - L- .- 4 inches rooted; moist. t I ; - r - i t i ; -r- - - . ■ %a _ —. - i -t - N Soft, with trace gravel and fine sand below 2.5 feet. S -2 2 c maw u . , m In Ili INIIIIMEIR -1 ,:::,. 1- NM S -3 4 4 IOC 'arR FAN R ML Stiff, brown -light gray (mottled), SILT with sand; moist. El i i a aa ■ ilia 73 percent passing the U.S. No. 200 Sieve. S-4 12 u■ a c u Will. N AI 28 H■MEM 10 C: '�'�uo�:Ya S-5 15 RS ■ Rr�il �liii ■aar■l111111•a aa111■aa 1111011111WAIIIIIIIIIIIIIIIIIIIIIIIIIIMMI ■at►f!l RIME a■aa as a ■ as Ell 11111/4111111111111.1111111111111M111111 is aaw as a ■LI - �. Hrir■ara ■■ ■■■a Medium stiff, and very moist below 15 feet. S-6 5 awmualasaaalHHa■H �a� �pmua H ■aa ®aaala■ ■■ ■■■a ■ ■a at. aaia ■■f■■■ ■■aa■■ ■at! Ell aaala aua un n aM=1=1 u Mt,aaala au i �■• S -7 4• an : , _33' 2 S1 { aaala +1_ a.. • 111111011.10111111•111 ■aa as III Ilniin11111111111111.111111.11111111111111111t11 Turns wet, with ground water level estimated at 11111111111111111H111111111•111111111 Mill aaa allal• spum wOw 22.5 feet. ll al�aa uara rH 1•111111:15111 a 1•111111:15111 1•111111:15111•111111:15111 2 • usic �aaa�a■ 81 percent passing the U.S. No. 200 Sieve. S-8 4 it ALIM■aolii■ ■a■ 06 uaa� ■aril NI LO .Uiaa as MU ii as araaaaa a p ln■i _ L 1 In 4 30 � ; Ill Stiff, and medium gray to gray below 30 feet. S-9 7 11 j,U . - -. 4 ■ I . -,----Ir -- 1 I: . A- .,_ 1f1 _.:1:-t-r_. - ! - i - i - ..1_1 35 to continued on next a e - ► • -- Legend X Water Level • Moisture Content Tin Percent 5-1 Dames & Moore Sample I S -1 Split -spoon Sample Si Shelby Tube Sample CARLSON GEOTECHNICAL 23814 P.O. Box 23814 Tigard, Oregon war I- sal roes and deco bo a are adepaae.s and actual changes and tensions may be ate 2 ib die seem and may dwOne a, . Figure:7 3. USC dasekaeons are delimited or visa I.m wal method. . . , • EXPLORATORY BORING LOG B-4 (cont.) TIGARD FIRST BAPTIST CHURCH ADDITION - TIGARD, OREGON Project Number: G0502465 Date Drilled: 02/1/2005 Drilled by: Geo Tech Explorations, Inc. Logged By: Brad Wilcox Drill Rig/Method: Geoprobe 6620DT/GH60 Hammer Surface Elevation: Unavailable TEST RESULTS SOIL DESCRIPTION 1 ii 2 r i E + Standard Penetration Test. Blows per Foot 4 a 4 ... 3 X R 3 M z o ss so ML Stiff, medium gray to gray, SILT with sand; wet. 0 0 4 • • . , = , -P—I-.i.. -.4- 1.„. _44 _ , .. -TD_ .., : , . _ o ,... „: ,:: , , g i, - --r--1- -: 5 NI: 1 i ...... n 111111111101 U111111 2180 4 1 . insninigas :.• -+ _.i. ;4 runnings o 7 . i atsomillons h_ --I• • 7 MUUMUU 85 percent passing the U.S. No. 200 Sieve. op s_10 I 9 4 ° on mainginin I inossa iiisii 1_31 11111111111IU Boring terminated at 41.5 feet below ground surface (bgs). I 1 11E111 Numnonnmisiansinsuono Ground water was encountered at 22.5 feet bgs. riumilownissimailions Boring was backfilled with granular bentonite on 2/112005. IMMO IIIBINUMUM .11111 ill=11•11111111 MIMI MIMI II III 11111111111111UUMME SNUB NMI EMI 1111111111•11.111111111111111111111MUIN NM ' IBUIIIIIINUWIIIIIMIUMU11111•111 UUNIARIIIIMIMIIIRU NM NM SURINIUMUMIRIOURM110111•111111 IMINUMMIIIIIIMII IIIIIIIIMMOU NM 111•11111111111111•111U MUM MUNN EIMIIMINIIIIIIIMMIU MUNE MIMI= UM 1111.11111UNIIII BMW NM MIN EN NIUMUNIUMMINIUMMINU 111111UI_WIMIU1111111111NRIMIIIIIIUM , 1110MEMUIRINHII IIHIMINIUM NM 0 ...rim.......... 111111111111111111UUNIUM111•11 UM MUM MIIMIIIIIIMUUNIUNIIIIIII MA ..i.... 1111•1111CRIBIU111111111111 RIII . i 4_, II 11111111•11111111.111 NM I - _.i SIIIIIMIUMIll MU [ _ ' JUIUMMUIIIMION UUNIIIM • t IIIMMUNIUUNIIMI MI ■ ! IIMIMIMMIIIIIIIIIIIIIIU q ! Tiamismani. INMNIUM11111111U11111m . 111111111111U11111111 . . M - i a MI III= MUM UNIRMI ME EMI MU Ma IUIIIIIIIIIIBIII• NI Mil MU NEVEM IIIUMINIIIRIMIIIIIMIU1 6 ,111111MMUIIIIIMININURIBIUMU E11111111111111M11.111111111111111111111111111 IS iMEN ILIUM MBE III MS EMIIIIIMUMIU11111111 111111MIIMIIIIMUIRULIIIIIIU - t .. ..it . 1 ._:. 1111111111 1111111M11111 1 1 M 1 11 n IIN - 1 1 ---- 1 -- Al l a -- I 4-- ! I -1- --- I • • • ,* ---- r -- 1 r r - 70 , . „ . - - -4---i- -4--- ---1 -1-4--. -4 4.- 4 -4- --i-- --i ----i-- -±-1 : :4 - : - Leon! x Water level • Moisture Content in Percent CARLSON GEOTECHN1CAL 1 5-1 Dames & Moore Sample I S-1 Split-spoon Sample S-1 Shelby Tube Sample P.O. Box 23814 Nobs: I. Sob interfaces and descriptions be knelprenne and actual dumps and name= alb be Ilraguat 2. Mar level is for dala shown and may vary wilh Me lime of rem 1 USC dassikadons are debmined by 'Alta./tumult bediod. _ Oregon Tigard , Figure: 7 (cont.) a Si ` • EXPLORATORY BORING LOG B -5 TIGARD FIRST BAPTIST CHURCH ADDITION - TIGARD OREGON Project Number. G0502465 Date Drilled: 02/1/2005 Drilled by: GeoTech Explorations, Inc. Logged By: Brad Wilcox DM Rig/Method: Geoprobe 6620DT /GH60 Hammer Surface Elevation: Unavailable o fp 1M 2 r a TEST RESULTS SOIL DESCRIPTION g 1 > 1' + Standard Penetration Test. Blows per Foot z s ASPHALTIC CONCRETE: 1.5 -inch death. / o -. l _ j . ;<'.� . f L _ N GP Dense, gray, GRAVEL FILL; 4 -inch depth, moist i _ __T _!._ ;_ _ _s.!_ �I ML Stiff, brown -light gray (slightly mottled), SILT with sand; S -1 110 gas s� 1 mmio very moist. n r IZEIMML. S -2 1 N:to 1 II M i /;t•ti ■�I• �n •n HImm 11 S -3 1 8 um ammi iimmii•1 ■n MIR NMI MI MUM ES NS In 11111111t111nII1f111• 1 , 11 MUM 1MI11ti11i/1 ■n Medium stiff, and brown below 10 feet. S-4 16 BE 3111•1111111111111111111E 11111W111 ■IIIt•1t•1 MEWS= II MI sii ®iaalln�iiu 111 It•111f 1 n 11111111 S -5 5 - 11rr•11In11tI//n1111 11r 1n1111111111 MI isouNKIIIIIMIIIIIIMIIIIIIIII1111111111 MIS �n11Hn1111111111 Brown -light gray (mottled) below 15 feet. S-6 1 511 ®■ �i1sl•1If11■ p.= :1i11If1L 11111. j I 8 uri_ 1I ■Ii1 NM MEN ■•11n1/n ■11 • 1111/11111•111111111111111111111111•111011111111111 NM MEI= III . ■ 11_uMI5 Iii Inure ti / ■1n Very soft below 20 feet. 84 percent passing the S -7 1 2l ' 711 1./ 1iH111 U.S. No. 200 Sieve. itio • Turns wet, with ground water level measured at 21 0 • 1121111111011111 • � �N�i w� feet with water sounder, conducted upon removal of 000 1immiiiTi• .R,�H drill stem. lire 11B10111111•1011111111 4 n11i ii`�11111n11H n 1.1 11ii1 NOM A1 I Medium stiff below 25 feet. 06 S-8 15 25 I Mti•t ®151111.1111 as 11.11 ..1151111 Mill II MI CtP U!!!!1 usi° 0 1 1 ■I•A1 ■ MIENS _ i -; i 30 51 ■ _ ! li °i' Gray below 30 feet. S-9 4 ----i- -a- -- - Miiiii Boring terminated at 31.5 feet below ground surface (bgs). . r. .--.4.- - I-- -± glia 111 Ground water was encountered at 21 feet bgs. s 11 --r- I Boring was backfilled with granular bentonite on 2/1/2005. ; - i -I -#- , , ; + , 35 i � � ( i i 1 _ weed = Water Levet • Moisture Content in Percent CARLSON GEOTECHNICAL S -1 Dames & Moore Sample 151 Spli -spoon Sample ' S-1 Shelby Tube Sample P.O. Box 23814 Tigard, Oregon Nos: 1. Sai inrafaces and desaiidOOs are inNrpredue and actual changes and aansibons may be gradual. 2 Water terdisror date shown sod may vary ugh the lime etym. Figure: 1 USC re detemined by uiuo4marwat metlnd • EXPLORATORY BORING LOG B -6 TIGARD FIRST BAPTIST CHURCH ADDITION - TIGARD, OREGON Project Number G0502465 Date Drilled: 02/112005 Drilled by: GeoTech Explorations, Inc. Logged By: Brad Wilcox Drill Rig /Method: Geoprobe 66200T /GH60 Hammer Surface Elevation: Unavailable 2 ,% '.` w „t h. 2 = TEST RESULTS SI SOIL DESCRIPTION o . - o + S tandard Penetration Test. Blows per Foot ASPHALTIC CONCRETE; 1.5 -inch depth. V , ' i i i ` t _i i - GP GP Dense, gray, GRAVEL FILL; -6 -inch depth; moist. / \ . _. . T .. _i i. } ' ML Medium stiff, brows light gray (slightly mottled), SILT with . - t t 1 : . ! MI= sand; very moist. S -1 I 8 :0r � _ 1:: _'__- -32 flttrttt111 ■■! 5 ai 1 _ 1 --. t MEM S-2 I 7 MK _1_ , 31 ■� BI • �. � ; a ■8 111111111111111111 1111111111111m=111111 S -3 I 6 U; >• ■wn ■RR■ 1111111111111111111111111 IMO ■® M =A 10 p ■iorni■MIIIINUM ■•/ Wet, with ground water level estimated at 10 feet. I S -4 4 a� ■MI Boring terminated at 11.5 feet below ground surface (bgs). ql� ■ q■■■IIIIM■p Ground water was encountered at 10 feet bgs. 1111111111111MONWIERINIUMIIIIIIIIN Boring was backfilled with granular bentonite on 2/1/2005. p ■lam N ■ ■ ■■ ■ ■ ■■ IIMIIIIMMflltIIIIM■NIMlIIIMI■O IIIIINIMIIIIIIIIIIIIIMIIIIM11■1 Biiminif __ ■HMI•/ 15 q■M■)�■H■h■ ■B •1 ®=111111■lIN11B■ ■• Hftt�� . I 11111111 Bl11111U1■1111111MI■ ® ■fl g zo ■�■■�■M■a ■ qt!■N■■■■ _ Imi " - `�8 ----, 11111111.611M111111111 - IIIII■IIIIIIIII ■■ollltIIIII■N UNEMICIIMISIO MIMEO aill MUM IOU 2 H® ®■ ■� ■0 ■■111111=_■11■ 111111EIMMILIrn n NH■N■11113 ■1•11.1111!I , I NIMMIU ■II■ 31 V. t ; lia --1- i ; -i -1--1 In 1 -- . i �. -'_. •s i_. i t. _ � -1 ■ r in 1 _ , .„1 _.....______ i I k. . i- . I-- - - -. - - _ -1 -- -- I.1 j (. r - -- ..: _ L - - 1 - -t- - 1 - i- - . 4__1 -1--t- -a - -- 4 - Wend y Water Level • Moisture Content in Percent CARLSON GEOTECHNICAL S - 1 Dames & Moore Sample I S - 1 Split Sample S - 1 Shelby Tube S ample P.O. Box 23814 Tigard, Oregon bides 1. Sit interfaces and desc+eptions are interpretive and actual changes and transilons may be gradual 2. water lever a« , date shown and may vary with the tome of year. 3. USC dasaltcrions are determined by visual-manual Figure: 9 l method -- �,ar!son (ieotechnical Main Office Salem Office Bend Office A Division of Carlson Testing, Inc_ P.O Box 23814 4060 Hudson Ave NE P.O. Box 7918 A Division Carl sultin Tigard, Oregon 97281 Salem, OR 97300 1 Bend. OR 97709 9 Phone (503) 6843460 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 April 17, 2006 Mr, Jim Wilson Tigard 1 Baptist Church `► 11075 SW Gaarde Street Tigard, Oregon 97224 Fax: 503 -684 -1955 03 Geotechnical Review Comments Q� 1/4,3t O Construction Plans For On -Site Parking & Utility Improvements Tigard 1 Baptist Church 1 � 11075 SW Gaarde Street ' Tigard, Oregon � COT Project Number G0502465.A Dear Mr. Wilson: Carlson Geotechnical (CGT) previously completed a Report of Geotechnical Engineering Services, dated February 16, 2005, for the referenced site. Ms. Karina Adams of Mark Siemieniec Architecture Sent us a copy of: • Construction Plans For On -Site Parking & Utility Improvements — Sheets C -1 to C -14. The plans were prepared by CES /NW, inc. The cover page of the plans was stamp dated January 23. 2006. • Retaining Wall Detail Notes, Calcs - S1.0, S1.1, and S1.2, dated February 6, 2006. The details and cafes were prepared by Theis Engineering. M. Adams requested that we review the above - referenced items, and comment on applicable geotechnical related issues / items contained within the drawings. Based on our review, we provided a letter entitled Additional Geotechnical Recommendations, Fill Slope Detail & Boulder Retaining Wall Design, dated April 11, 2006. With incorporation of these additional recommendations into the above - referenced items / plans, we will be in general agreement with the items / plans as they relate to geotechnical aspects of the project. We appreciate the opportunity to work with you on this project. Please call if you have any questions regarding the above. Sincerely, Carlson Geotechnical Ap- David P. Holt, PE Senior Geotechnical Engineer cc: Ms. Karina Adams, Mark Siemieniec Architecture. Fax: 503- 231 -5319 l.;aris 11 lieotechnlcal MalnOffice Salem Office Bend Office PQ. Box 23814 4060 Hudson Ave., NE PO. 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 April 11, 2006 Mr. Jim Wilson Tigard Baptist Church 11075 SW Gaarde Street Tigard, Oregon 97224 Fax: 503-684-1955 Additional Geotechnical Recommendations Fill Slope Detail & Boulder Retaining Wall Design Tigard 1s Baptist Church r }� 11075 SW Gaarde Street Tigard, Oregon CGT Project Number G0502465.A Dear Mr. Wilson: At the request of Ms- Karina Adams of Mark Siemieniec Architecture, Carlson Geotechnical (CGT) is please to submit additional geotechnical recommendations regarding fill placement on slopes steeper than 5H:1V (Horizontal :Vertical) and boulder retaining wall design for walls with exposed wall heights of up to 4 feet. This letter shall be attached to and considered part of our Report of Geotechnical Engineering Services, dated February 16, 2005 (CGT Project Number G0502465). Fill Slope Detail Recommendations Fill materials should not be placed directly upon existing site slopes that are steeper than 5H :1V. Areas of planned fills on such slopes should be properly prepared by constructing keyways and benches on the slopes so that fill materials can be properly placed and compacted on horizontal surfaces. Permanent slopes should not exceed 2H:1V. Final grades on fill slopes should be obtained by placing and compacting material beyond the design slope, and then excavating back to the desired grade to provide a compacted slope face. A typical fill slope detail is presented on the attached Typical Keyway, Bench, And Fill Slope Detail, Figure 1. Adjacent on -site and off -site structures should be located at least 5 feet from the top of slopes. Footings constructed within slopes should have a minimum of 5 feet between the face of the slope, and the bottom, outside edge of the footing. Tigard 1 Baptist Church Tigard, Oregon CGT Project Number G0502465.A April 11, 2006 Boulder Retaining Wall Design Recommendations We understand that boulder retaining walls with generally level backfill will be placed within parking lot areas and the water quality swale as shown on the Plan View — Phase 1, Grading & CE Plan, Sheet C-4, dated January 17, 2006, prepared by Cart Jensen of CES /NW. Exposed wall heights of up to 4 feet are anticipated. Soil Parameters Used For Design & Analyses Based on our review of the referenced Report of Geotechnical Engineering Services, the predominate subsurface soils within the boulder retaining wail areas consisted of native, medium stiff to stiff, brown - light gray, silt with sand (ML) overlain by 0 to 3 feet of medium stiff, brown, silt fill (ML). The following soil parameters were assigned to these materials for use in our design and analyses: Table 1. Silt With Sand and Silt Fill Soil Parameters • Material Use • • Angle of.: Moist UnitWelght••.. Friction d (pcf) Foundation Soil 32 105 Retained Soil 32 105 Structural Fill/Backfill Soil 34 125 Boulder Walls In order to determine boulder size, placement, embedment, and drainage requirements for boulder retaining walls with generally level backfill, we analyzed an exposed wall height of 4 feet. Results of the analysis are attached. The computed minimum cross section widths for both the base / embedment depth and top of the wall are as follows: Table 2. Minimum Cross Section Widths Exposed. Boulder Bane "B" Width.At ' +_ Wall Height. "H" Embedment Depth :4 .• To p "W» Width (feet) (feet) 4 3 2 The following recommendations are provided for the construction of boulder walls: 1. Boulder walls should be embedded a minimum of 12 inches below ground surface. 2. The grade in front of the walls should be level for a minimum horizontal distance of 2 feet. Carlson Geotechnical Page 2 of 5 Tigard 1 Baptist Church Tigard, Oregon CGT Project Number G0502465.A April 11, 2006 3. A minimum of 6 inches of 1'A -inch- minus, crushed rock containing less than 5 percent material passing the U.S. Standard No. 200 Sieve should be provided at the wall base. The crushed rock zone should extend 1- foot beyond the perimeter of the base. This 6 -inch depth of crushed rock is not considered part of the recommended wall embedment. The crushed rock should be placed and compacted in general accordance with the recommendations contained within the Structural Fill section of the referenced Report of Geotechnical Engineering Services. A geotextile fabric should be placed between the crushed rock and underlying subgrade. 4. The exposed bearing soils at the wall base should be observed by a geotechnical representative from CGT in order to confirm that stable subgrade conditions exist prior to placement of the recommended crushed rock. The exposed bearing soils should consist of the native, medium stiff to stiff, brown - light gray, silt with sand (ML). The native silt with sand was generally encountered at depths ranging from approximately 0 to 31/2 feet bgs within our borings performed in the boulder retaining wall areas. If soft or otherwise unsuitable soils are encountered, they should be overexcavated as recommended by the CGT geotechnical engineer. The resulting overexcavation should be brought back to grade with granular structural fill placed and compacted in general accordance with the recommendations contained within the Structural Fill section of the referenced Report of Geotechnical Engineering Services. 5. Boulders should consist of hard, sound, durable rock that are free of segregation seams, cracks, or other defects that tend to reduce the resistance to weathering and cracking, and should have a minimum density of 150 pcf. 6. Boulder placement should begin at the base of the wall /embedment depth with the largest boulders placed first. Boulders should be oriented so that the long dimension of the boulders are oriented perpendicular to the face of the wall, and should have the following minimum size requirements: Carlson Geotechnical Page 3 of 5 Tigard e Baptist Church Tigard, Oregon CGT Project Number G0502465.A April 11, 2006 Table 3. Schedule of Boulder Placement • • Height From Base of Zone _ Wail/Embedment Depth Diameter Boulder. (feet). Diameter ( inches) 1 O to 3 36 to 48 � 2 3 to 5 1 24 to 36 • 7. Maximum contact between adjoining boulders should be achieved during wall construction. Voids greater than 5 inches in diameter in the wall face should be chinked with smaller cobbles. 8. A minimum wall batter of 7.1 degrees (1 should be maintained as wall assembly progresses vertically. 9. A minimum 12 -inch -wide, drainage layer with a 4- inch - diameter, perforated, flexible, PVC drainpipe should be installed at the base of the wall. Backfill within the drainage layer should consist of 3 -inch- minus, crushed rock containing less than 5 percent material passing the U.S. Standard No. 200 Sieve. 10. Backfill material placed outside the drainage layer may consist of on -site silts (ML) placed and compacted in general accordance with the recommendations contained within the Structural Fill section of the referenced Report of Geotechnical Engineering Services. The silts should also be used to cap the upper 12 to 18 inches of the drainage layer in order to prevent free flowing of surface water into the drainage system. A geotextile fabric should be placed between the drainage layer and the fine- grained silt backfill / surrounding material. 11. A contractor with boulder wall construction experience should be obtained to assemble the walls. Proper placement of boulders is very crucial to wall stability. We recommend that a qualified geotechnical engineer provide observations during construction of the walls. A typical boulder wall cross section is shown on the attached Boulder Retaining Wall Detapls, Figure 2. • Carlson Geotechnical Page 4 of 5 Tigard 1 Baptist Church Tigard, Oregon CGT Project Number G0502465.A April 11, 2006 We appreciate the opportunity to work with you on this project. Please call if you have any questions regarding these comments. Sincerely, Carlson Geotechnical tr C I 60337PE OREGON ✓"/ Q 734 N. 111 P. NO • EXPIRES:. L I ) David P. Holt, PE Senior Geotechnical Engineer Attachments: Typical Keyway, Bench, And Fill Slope Detail, Figure 1 Rockery Wall Analysis Boulder Retaining Wall Details, Figure 2 cc: Ms. Karina Adams, Mark Siemieniec Architecture, Fax: 503 -231 -5319 Mr. Carl Jensen, CES /NW, Fax! 503 -968 -2595 Carlson Geotochnical Page 5 of 5 TYPICAL KEYWAY, BENCH, AND FILL SLOPE DETAIL TIGARD 1ST BAPTIST CHURCH - TIGARD, OREGON 3 -foot Horizontal Overbuild, or 2 max. Extensive Slope Face Compaction 11 Benching, graded at Final Fill Slope Face 1/2 to 2 percent (2H:1V max) down, into slope H Original Ground Surface Native Soil ti- L ti- 4' minimum be nch — _ width, H /10 or 2' minimum bench H /10 or 2' height Minimum Embedment Fill Key Subdrain, subject to Soil H/2 or Engineer's review, installed 10' Minimum at back of keyway and every 10 vertical feet of benching. NOTE: Surfaces to receive fill with slopes steeper than 51-1:1V (horizontal:vertical) should be benched and keyed as shown. •) Carlson Geotechnical P.O. Box 23814 CGT Job No. G0502465.A FIGURE 1 °5 4 503 <4 8d -33 d60 � Oregon Tigard, Ore on 97281 . . 4/11/2006 11:43 AM 4 Foot Exposed Wall Height 2.XLS Input & Geometry , Variables and Parameters 1_ i _.1 L Required parameters are enclosed in borders Calculated values are shaded _. Wall I 4 Foot Exposed Wall Height - Tigard 1st Baptist Church Hw ! 5 Inclined height of wall (m or ft) Hernb 1 Wall embedment (m or ft) He i-Z4g62F.;7Exposed vertical wall height (m or ft) taken as Hw+cos(Alpha) - Hemb ___ H ,rv..41M2: Design wall height (m or ft) Bb 3 Bottom width of wall (m or ft) Bt 2 Top width of wall (m or ft) : . , Alpha 7.1 Wall face batter measured clockwise from vertical (deg) Beta Inclination of ground slope behind wall measured counterclockwise from horizontal (deg) Theta Inclinationof back of wall measured clockwise from horizontal plane (deg): i . _..... ... : s . . . . .--■...—■.■—..-- - . ■...■■ — default is: 90+Alkha-arctan((Bb-Bt)/Hw) or — Wgamma 0.105 Unit weight or mass of the wall (KN/cubic meter or k/cubic foot) Soil Retained Soil ' I . Phi r" 11nternal Angle of Friction (deg) . Delta 7 -, - ._.=_.- - - -- - - ---_21!-- Wall friction (deg): typically 3/4•Phi for granular soils, 1/2•Phi for fine grained soils ..___ C Cohesion (KN/m^2 or ksf) Gamma i 0.105 Unit weight of soil (KN/m^3 or kcf) i • Gravel Foundation __I I . ----I Gravel I 0.5 Thickness of heavily compacted gravel foundation (m or ft) Gravel_Phi I 42 llntemal Angle of Friction (deg.) of gravel foundation (deg) Grav_Delta '-f Angle of Friction between base and gravel (deg) default is 3/4*Gravel_Phi Bearing Soil 1 I i I Phi_b 32 Internal Angle of Friction (deg) of hearing soil: default is Phi (see above) C_b c6iiiiiOn (KN/m^2 or ksf) of bearing soil: default is Cjsee above) Gamma_b 0.105 Unit weight of bearing soil: default is Gamma (see above) Nq -7 ;N Bearing capacity factors for bearing soils, by Vesic, see bearing evaluation sheet -- . • -- Nc • . ;-W."5 These factors are based on the Phi_b value shown above but may be overridden , Ng ' 2=iii on the bearing capacity evaluation worksheet if bearing soils differ from retained soils I i . , Center of Gravity Determination i x . moment Y ' moment _ . Area ; X ' i Y '1 __I W i X•I*Wi Y'i _ Unit sq. ft. i ft. ft. 1 k/ft k-ft per ft k-ft per It . . Block 1 2.5 0.66 1.67 „ Z ., "1I.TIEE - -:0301g Block 2 _ 10 2 2.5 _---=0511-ttiV1.10- ._ ..____ ... Block 3 .7-'777 Block 4 Block 5 zI.7t Block 6 — Block • 7:. .:::,7.7" "-1. • ''.A.W ;'="=. Block 8 :.--s/eivey .7. , .:-,.- ,i • ,L-. Block 9 Block 10 Soil 1 = Soil 2 ........... . - • Soil 3 F..-?-i . *Ti:•:••c•:t.- ---L--'.:; ,-. • • • 1 sl : .7 7,,'1 ..Z.: 7 1 7 7 7 ;',M.' " '7? Totals T ,--- x : '- •:4.46W 1 _ — y. 1 • I : :::: [ • 4/11/2006 11:43 AM 4 Foot Exposed Wall Heigtit 2.XLS Ka & P • Active Earth Pressure Coefficient and Force Resultant ,Required parameters are enclosed-in borders Calculated values are shade < MOW Q Active earth pressure coefficient tr20 it _ sin"2Theta • sin(rhera- Delta). (1 +((sin( Phi +Delta) *sin(Phi- Beta))/( sin( Theta - Deita)'sin(Theta + Beta)))" .3) 42 0.7826 sin ^2(Theta +Phi) • _ ( 0.9946 sinA2(Theta) 0.8812 sin(Theta- Delta) __-- -- r —__... . • .. _ . . 0.8290 sin(Phi +Delta) �_ :_•__•_ -..•. _..._ • 0.5299 sin(Phi -Beta) _ — _— ....._......._. 0.9973 sin(Theta +Beta) i ...... . 0.7070 (( sin( Phi +Delta)' sin( Phi = Beta )) /(sin('Theta_Delta)'sin(Theta +Beta))) ".5 . _ .. 2.9139 (1 +(( sin( Phi+ Delta ) *sin(Phi_Beta)) /( sin(Theta- Delta) * sin(Theta + Beta)j)". 5 )" 2 • p W. of active earth pressure (KN /m or lc/ft) _.._....... If C =0 then P (Ka *Gamma *H" 2) / 2 0.457 (Ka *Gamma *H�/ 2 i if C >0 then P is [(Ka'Gamma 02) / 21- (2`C•H *(Ka)".5) + (2•C "2)IGamma • 0.000 . . (2*C*H*(Ka)A.5) I • ._.. _ _ • 1 0.000 (2•C "2) /Gamma PH _ Horizontal component of P taken as P'cos(90 -Theta +Delta) .. .. . _ Pv • Vertical component of P taken as P +sin(90- Theta +Delta 1 These factors are based on the Phi b value shown above but may be overridden • • • • • • • • • • • • • h+ & Moments 4/11/2006 11:44 AM 4 Foot Exposed Wall Height 2.XLS Stability • Evaluation of External Stability J _ 1 ;Required parameters are enclosediin borders • Calculated values are shaded • t .... _ _f_ Moment Arms of Resisting and Driving Forces _ _ ,_.- a = ;-46t}'°= fi Horizon arm of W measured from toe in XYplane (m or I I_ L l_____ - - i .. b Vertical arm of PH measured from We in XY plane lm or ft) e _ Horizontal arm of Pv measured from toe in XY plane (m or _ I 1 _ M oments and Overturning Stability • MR a _s :;; ;� ( Resisting Moment from (W * a) + (Pv • e) _ in units of length -force per length of wall (e. • . ft- kips/ft) 1: __ ... 1 Mo im; „Driving Moment from (PH * b) same units as above : _.. I F OSo 5 _ Factor of Safety against overturning MR / Mo ....... 1: ir ...._ . .._ Sliding Stability I . -.._ L _. N F; - Reaction at the base of wall W *cos(alpha) + Pv 'cos(alpha) + PH *sin(alpha) $ I I ....i..._ 1 C.... i .._ • Fr g Forces resisting. slidin N tan(213 Grave! Phl) + W sin(alpha) + Pv sin(alpha) Fd :=00 _ Forces driving sliding: PH*cos(alpha) 1 Factors are based on the Phi b value shown above but may be overridden _ FOSS Factor of Safety against sliding: Fr / Fd: i I I • • • • • • • • • 4/11/200611.44 AM 4 Foot °Exposed Wall Height 2.XLS Bearing • Evaluation of Bearing Capacity and Eccentricity t —_ _ -, TRequired parameters are enclosed in borders :: Calculated values are shaded Bearing Capacity; 1 I • 1 •• _ Bf ;*". t. -Width of wall footing: Bb + thickness of gravel bedding ! Gamma _( � b - • : ii Unit weight of embedment soil: default is Gamma from INPUT area Phi_b ---- .. 1:=Mg Friction angle of foundation soils: default is from from INPUT area I _ , E ... : H C b — of foundation soils: default is C from INPUT area q urch arge: G *(Hemb+Gravel • Nq _ Bearing Capacity Factors from lookup table on Factors Sheet based on Phi_b Nc - _ _ _ _.. J__ J i q ui, Ultimate bearing capacity (KN /MA2 or ksf) l ...... ;C'Nc+0.8 =Gamma_b'Bf`Ng+q'Nq .. .1 i "this equation and values of Nc, Ng, and Nq after Terza ! hi and Vesic gall "n Allowable bearing pressure: quit / 3 (KN/M" 2 or ks Eccentricity and Maximum Minimum Bearing Pressures , --J. J 1 ..1 : 1 _.. _.l i . _ ._.. N =These factors are based on the Phi_b value shown above but may be overridden • . I Nv ,.y ` Vertical component of Normal Force on the footing base: N*cos(alpha) 1_._._. 1 :.. _..__ Nh . a Horizontal component of Normal Force on the footing base: N'sin ( alpha) L____ _ - .i.. __.. 1 I I X .4.. Horizontal distance of Normal Force from the toe (M or t) (W'a +Pv`e +Pr+'b) I Nv + Nh'tan(aipha), where i=". . • t o __�- i • Nv +Nh tan(alpha) � _ ._.... - Ex i c: „.:Eccentricity of the base reaction (m or ft) frori the center of the base of the wall measured along the plane parallel to the base of the wall I _ . Bf/2) - X/cos(aipha) , : I _ —•. OK 1 ,(Bb %6) > Ex ? ?? I ' _ .. To satisfy stability and check that the entire base is in compression, the eccentricity should not exceed Bb /6.: I �— � _ I 1 . _ .. - . . - -- : l -_.. ._. _..... qmax •� �— 'Maximum soil bearing pressure KNIM "2 or ksf) ._._ J OK� gmax < gall ? ? ? I ` I _. _ qmin bearing Or k§f) _ . l,. Minimum soil b ng pressure (KN/MA2 f FOSb '?;:::` Factor of Safety against bearing failure: quit f gmax I • a BOULDER RETAINING-V 1•AI_L DETAILS TIGARD 1ST BAPTIST CHURCH- TIGARD, OREGON r.' • • • -vw See Table 2 for schedule of See Table 1 ::•i boulder placement I : . Compacted silt cap (12 to 18 inches thick) 14-1—id • 1/ T 1.sv • l ''. : • "H" .h e A ' Geotexttle fabric placed between See Table 1 12H u x I i I7 - f ' ' -- -a ru - crushed rock backlit' and surrounding ..7.0.,Z"; a4 ` : - grade and compacted cap a ° n o :•; 3- Inch -minus crushed rock containing 4d; . - w �- less than 5% material passing V.S. — '..n/7 ' I No. 200 Sieve. Minimum 12 inches wide Embedment depth , See Table 1 :.e/,fg : Stable temporary cut 1 12 inches minimum p 6 inches minimum21_ . ' ; i "? - — im Minum, 4 -Inch- diameter, perforated. flexible. PVC draipipe • Geotextle fabric placed between / crushed rock beard' and — • — 1.5-inch-minus crushed rock con � t a t , surrounding grade Mg less than 5% material passing I • S. No. 200 Slue t Table 1. Minimum Cross Ser� Widths Exposed Boulder _: : :,:. ! ': • :Base r' Wid • : : f . . ' • ; :Wall Height " " .: - . :: . s • Top "Il '.'=Width (feet) ... Embeidnie , a et) • (f$et) • . • - 4 3 Z Table 2. Schedule of Boulder Placement • Zone • Keight From•Bas '=•lob. 'Minimum Boulder • Wall/Embedrtient De °. €eet) • Diameter (inches) 1 O to 3 36 to 48 2 t � 24 to 36 i I • • > Carlson Testing, Inc. _ - P, 0. Box 23814 LCGT Job No. • • 0502465.A Figure 2 - � ; - Tigard, Oregon 97281 //075 5 4(-/ P ( Y) -- A OFFICE COPY Oo 6 - 000 Memorandum TO: City of Tigard 43 67.e FROM: John D. Jensen, P.E. thy5,4.:1•_ SUBJECT: TIGARD BAPTIST CHURCH WATER QUALITY /QUANTITY CALCULATIONS ". 74 DATE: January 11, 2006 OYEli fENEWAL !SATE: D� INTRODUCTION & BACKGROUND This report summarizes the stormwater management for the Tigard Baptist Church. The Tigard Baptist Church project is located on the Northwest corner of the intersection of SW Gaarde Street and SW 110 Avenue in the City of Tigard, Washington County and is subject to the drainage requirements of Clean Water Services and the City of Tigard. The project consists of an expansion of the existing building and parking lot. SITE CONDITIONS The site contains approximately 4.65 acres with site elevations ranging from 257 feet down to 208 feet in a northwesterly direction. A no -named tributary of Fanno Creek crosses the western portion of the site flowing from the South to the North. West of the creek is a day school and single family residences. The east side of the property is bounded by SW 110"' Avenue, and the south side is bounded by SW Gaarde Street. North of the property are single family residences. The drainage basin upstream of the project site consists of approximately 150 acres of residential development and commercial development. According to the Soil Conservation Service's soil survey of Washington County there are Woodburn silt loam located at the site. Woodburn silt loam soils are classified as hydrologic group 'C' with moderate erosion potential. WATER QUALITY The water quality calculations are based on the CWS design standards R &O 04 -09. It is anticipated the proposed project will meet CWS' water quality standard of 65% removal of phosphorous with a combination of sumped catch basins, a water quality manhole, and a water quality swale. A total estimated area of 98,468 square feet of new and existing impervious surfaces will be treated in the swale. Of this, 78,991 SF will be parking, and 19,477 SF will be building. The water quality swale is located adjacent to the proposed parking lot. The bottom width will be 4 feet, side slopes will be 4:1 in the treatment area. The minimum length of the water quality swale will be 86 linear feet. Total residence time will meet the 9- minute minimum as required by CWS. Depth of water in the swale during a water quality event will be 0.27 feet. The 25- year storm event will be conveyed in the swale at a depth of 0.81 feet. CESNW, Inc. CES Memorandum Page 2 WATER QUANTITY Subject to the City of Tigard's request, the proposed project will provide stormwater detention for the 2 -year through the 25 -year storm events. One 5.5 -foot diameter private stormwater detention pipe is proposed. Attached are spread sheet calculations for the water quality detention. The following table summarizes the proposed detention: Event Pre - development Peak Post - development Peak Detention Volume 2 yr 0.6 cfs 1.6 cfs 2933 CF 5yr 1.Ocfs 2.2cfs 4157 CF 10 yr 1.3 cfs 2.5 cfs 4780 CF 25 yr 1.7 cfs 3.1 cfs 5764 CF SITE MAP B C D E � _ � r:� . 11 __. ..-,..:44.,, 6,, fir ,r 14 I "1 I IN a RM N s .J© IMX v j r • m S W ALBE RTA 5I `I`" _ c r _ � G k4TKINS pL9 ._ ST I S} H 12500 DNNER .. Q I_ v e Z • u y , , GT. G� o :'• DE �a .b� - "Y Jr Y -. SW MARION ST _ i sr `�' < ' � ` �+ 1R L+ a Q ~ a + ' p 10400 � • $' ,,S F �. • a g WOK IN 1R , /R D, ' ^" CABM EN M Sig I' s� .Q, 91 . 5 SI 1P 9500 5 E - ry sr V 5W •//mLLVWST VIEW �`�,� 41.11 MCDONALD $ s 5 SW WI 1 1 T 1 4 10400 ��11111114m . 9700 !q II GAA tat. -4VL I ; 1 1 � f ' err a I . 1 a '" dry $ a ex sr sY es I - - — — tr d _ 9, MCC • T ~ Q I. a - a 14011t04 3 " t 91 !! • 6 91 CCRODS Q 0. 7 I, as a t ` 2 fc 4 Q sif M,IL} PA At ~ •,.• 0)j. SW INQ ST _ 91 ME ME B i •a • I. 8 21 � I 7 (� IN 930U NO I 6 106 a L a s � M JNTAIN )1 r £b E pr .. a p $R • 1 : ' MID iii; 8 M 8 A a . : ••� ' O M1IR000( ' ST I+ VIE1 RES 9 9W 191 p�N S - 3 T � 10000 9 � !rim ` ', Cr � ! � - i ii,s/ Cr LT N ca . � s~ LE5L1e B C D E CESNW, Inc. ■ 2/2 Q/ Sitework Review Sitework Permit Review • Check for Fire Department Access. Section 503 & 508 Fire Code. • Check for Underground Fire Lines. NFPA 24. • Check for any Retaining Walls. Section 1806 & Chapter 16 Building Code. • Check for Site Accessibility. Section 1103 & 1104 Building Code. • Check for any special Soil conditions. Chapter 18 Building Code. • Verify that the erosion control measures have been indicated. • Check the building for location on property. Table 602 Building Code. (Point out required rated exterior walls, opening protection, parapets etc...) Plumbing Site Utilities Review • Check Potable Water supply for method, size and material. • Check Storm Drainage piping for method, slope, size & material. • Check Sanitary Sewer piping method, slope, size & material.