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Report (163) tiwvs T2-o - o ° s 9-7 Fre-c),J RECEIVED JUL 182017 CITY OF TIGARD BUILDING DIVISION GEOTECHNICAL REPORT Three lot partition of 9776 SW Frewing Street Portland,Oregon For Sam Gotter III 12 February 2015 #5,'14N\A . cc, 10244 ` \ OREGON $A<K\ "<\j \\C: ivOke WIRES 4 i 014tionsu.c 3915 SW Plum Street Portland, OR 97219 503-816-3689 mia@rapidsoilsolutions.com J Introduction Rapid Soil Solutions(RSS)has prepared this geotechnical report for the proposed lot partition and new construction on the property located at along the northeast side of SW Frewing Street approximately 0.13 miles southeast of its intersection with SW Pacific Highway(99W)within the city of Tigard, in Washington County, Oregon.The subject site is situated within the eastern portion of the Bull Mountain Neighborhood, 0.41 miles north of SW McDonalds Street and 0.59 miles west of SW Hall Blvd.At the time of the writing of this report,the subject site consists of two 0.23 acre parcels, identified by tax lot number 2S 102CA01000 and 2S 102CA01100(R- numbers R2078578 and R2078579).As of February 5th,2015,these parcels do not contain an assigned street address. The subject site is located within the northeast quarter of the southwest quarter of Section 2, Township 2S,Range 1W W.M.. The site is currently undeveloped and vacant. The Longitude is -122.777436 and the Latitude is 45.424664. The site location is indicated in Appendix A, Figure 1.The soil sample boring locations can also be found in Appendix A SITE CONDITIONS Surface Conditions The subject site is located on a generally north to northeast facing slope that terminates in a small,northeast flowing, tributary to Fanno Creek. The northern corner of the subject site is comprised of slopes over 10%. The site is located within the Fanno Creek Sub-watershed of the Fanno Creek-Tualatin River watershed. The elevation of the site ranges from 187 feet in the northern corner to 205 feet in the southern corner. The site is nearly rectangular in shape,with very obtuse corners in the middle of the southeastern and southwestern property boundaries. Starting at the western corner the subject site is bounded by a 96.76 feet property boundary oriented S49°12'30"E followed by a S30°22'29"E oriented portion of the southwestern boundary measuring 23.26 feet. The two sections of the southeastern boundary, measuring 82.20 and 77.37 feet in length, are oriented N54°17'56"E and N68°37'19"E respectively.The northeastern property boundary measures 135.5 feet oriented N35°00'14"W. The remaining, northwestern boundary closes the parameter,measuring 179.26 feet and oriented S54°33'35"W.At the time of the writing of this report, the 0.46 acres parcel was undeveloped and vacant. Geology Current geologic literature''2'3 classifies the slopes underlying the subject site as fine grained Missoula Flood Sediments. These periglacial deposits were emplaced from about 21,000 to 12,000 years ago when dozens of gigantic floods burst through the ice damn that retained Glacial Lake Missoula. The floodwaters,which reached an elevation of 400 feet above sea level, scoured many areas down to bedrock and buried others beneath thick layers of sediment that can be divided into a fine grained and course grained units. The fine-grained flood deposits, which are the ones mapped at the subject site, predominantly consist of white or tan sand and silts with occasional clay. 'Ma,L.,Madin,I.P.,Duplantis,S.,and Williams,K.J.,(2012),Lidar-based surficial geologic map and database of the greater Portland,Oregon,area,Clackamas,Columbia,Marion,Multnomah,Washington,and Yamhill Counties,Oregon,and Clark County,Washington:DOGAMI,Open-File Report 0-2012-02,scale 1:8,000. 2 Schlicker,H.G.and Deacon,R.J.,(1967),Engineering geology of the Tualatin Valley region:DOGAMI,Bulletin 60,scale 1:48,000. 3 Trimble,D.E.,(1963),Geology of Portland,Oregon and adjacent areas:USGS,Bulletin 1119,scale 1:62,500. r x lber Q k ��vv AAS' VroZp� r "` ?% '�. ej. f;, �^ `izfpai- 1'4;4-412 e.; "WYO. rtA,, ' tea 9 N* s {) 2,500 5,000 '10,000 15,000 mom mom feet Artificial Fill Boring Volcanoes Creek Alluvium Columbia River Basalt Group °. „Fine Grained Missoula Flood Sediments • Geohazard Review The Oregon HazVu: Statewide Geohazard Viewer4 was reviewed on February 5th,2015 to investigate mapped geological hazards. This review indicates that the project site is situated outside the 100-year floodplain.The expected earthquake-shaking hazard is classified as `Sever' with a liquefaction hazard ranking of`high'.The nearest mapped active fault is a NW-SE fault, located approximately 1400 feet southwest of the subject site. IMS-155 rates the site vicinity as having a peak horizontal acceleration of 0.5 to 0.6 g fora magnitude 6.8 Portland Hills Fault earthquake, capable of experiencing Severe shaking and producing slight damage in specially designed structure, considerable damage in ordinary substantial buildings with partial collapse, and poorly build structures will experience great damage.There are no mapped landslides on or in close proximity to the subject site.The nearest mapped landslides are small earthflows, approximately a mile away, and are all associated with stream banks. Soils observations Rapid Soil Solutions(RSS)was on site on and excavated three(3)hand augur holes to determine the onsite soils. The soil was classified using the Unified Soil Classification and Visual Manual Procedure (ASTM-D 2488) and is classified as a silty SAND to SAND. Soil samples were taken in sealed bags to the lab for review. Moisture content varies from 22.8 to 27.4%. Lab results are in the appendix. The soil samples were taken near the proposed future houses. The soil conditions were consent across the site. 4 http://www.oregongeology.org/hazvu/ 5 Wong,I.,Silva,W.,Bott,J.,Wright,D.,Thomas,P.,Gregor,N.,Li,S.,Mabey,M.,Sojouner,A.,and Wang,Y., (2000),Earthquake scenario ground shaking map for the Portland,Oregon,metropolitan area:Portland Hills Fault M 6.8 earthquake,Peak horizontal acceleration(g)at the ground surface:DOGAMI,IMS-15.Scale 1:62,500 Excavations Excavations can be accomplished with conventional excavating equipment. All excavations for footings and subgrades in the fine-grained silt should be performed by an excavator or backhoe equipped with a smooth-faced bucket(no teeth). Because of safety considerations and the nature of temporary excavations, the Contractor should be made responsible for maintaining safe temporary cut slopes and supports for utility trenches, etc. We recommend that the Contractor incorporate all pertinent safety codes during construction, including the latest OSHA revised excavation requirements, and based on soil conditions and groundwater evidenced in cuts made during construction. Structural Fills Depending upon finished building pad elevations,structural fills may be required to raise the site grades. Additionally, fill may be required for the backfilling of the proposed new foundation walls. Native or imported material may be used for fill, provided the soil is free of organics, cobbles larger than 6 inches in maximum diameter, or other deleterious matter; is of low plasticity; and, is at the proper water content. Fills should be placed on level benches in thin lifts and compacted to a dry density of at least 92% of its Maximum Dry Density (MDD) as determined by the Modified Proctor Test (ASTM D-1557). For any over-excavation completed in the area of footings or slabs, the backfill material shall consist of free-draining, well-graded, crushed aggregate base with a maximum particle size of 3/4 inch. The rock shall not contain more than 5%fines(material passing the No.200 sieve, as tested by ASTM D-1140). The rock shall be compacted to a dry density of at least 92%of its MDD. Foundation Design Based on the field exploration and our experience with this soil formation it is our opinion that the foundation should consist of conventional spread footings. Footing excavations should be evaluated by the Engineer to confirm suitable bearing conditions. Observations should also confirm that all loose or soft material, organics, unsuitable fill, prior topsoil zones, and softened subgrades, if present, have been removed. Localized deepening of footing excavations may be required to penetrate through the upper, softer site soils. In order to reduce disturbance to the silty soil found at the site, we recommend all excavations for footings be accomplished with an excavator or backhoe equipped with a smooth-faced bucket (e.g., no teeth). If the bases of the footing excavations are disturbed by man or equipment, the bases should be compacted to a smooth, unyielding surface with a plate compactor. All concrete footings should be founded at least 2.0 feet below the lowest exterior grade, and 16 inches below the finished floor elevation, whichever is deeper. Interior footings may also be founded at a depth of 16 inches below the finished floor elevation. The new footings should be designed for a maximum allowable bearing pressure of 2,000 pounds per square foot (psf) as per scribed in 2006 IBC code book under section 1804.2 Table 2 Allowable Foundation and Lateral Pressures. When sizing footings for seismic considerations, the allowable bearing pressure may be increased by 1/3 to 2,000 psf. Lateral pressures may be resisted by friction between the bases of the footings and the underlying ground surface. A frictional coefficient of 0.28 may be utilized for lateral sliding. ENGINEERING VALUES Engineering values summary Bearing capacity 2,000psf Coefficent of friction 0.35 Active pressure 40pcf Passive pressure 300pcf Settlement Based on our knowledge of the project scope, and for footings designed as described in the preceding paragraphs, maximum settlement should not exceed 1 inch. Differential settlement should be on the order of 50 to 75% of the maximum settlement over 50 feet. Our settlement estimate assumes that no disturbance to the foundation soils would be permitted during excavation and construction, and that footings are prepared as described in the preceding paragraphs. Seismic Design Criteria The seismic design criteria for this project found herein is based on the International Building Code(IBC) 2009, Section 1615. A summary of 2012 IBC seismic design criterion is below it is generated from the USGS web site for earthquake hazards, using a Lat of 45.4173 and Long of -122.8345 Short Period 1 Second Maximum Credible Earthquake Spectral Acceleration Ss=0. 97g S1 =0.42 g Adjusted Spectral Acceleration Sms= 1.08 Sml =0.67 Design Spectral Response Acceleration Perimeters Sds=0.72 Sd1=0.44 Retaining walls and embedded basement walls Default lateral soil load for the design of basement and retaining walls supporting level backfill shall be 40 psf/ft for laterally unrestrained retaining walls and 60 psf/ft for laterally restrained retaining walls. For embedded building walls, a superimposed seismic lateral force should be calculated based on a dynamic force of 5H2 pounds per lineal foot of wall, where H is the height of the wall in feet, and applied at 0.6H from the base of the wall. The wall footings should be designed in accordance with the guidelines provided in the"Foundation Design"section of this report. These design parameters have been provided assuming that back-of-wall drains will be installed to prevent buildup of hydrostatic pressures behind all walls. The backfill material placed behind the walls and extending a horizontal distance equal to at least half of the height of the retaining wall should consist of granular retaining wall backfill as specified in the "Structural Fill" section of this report. The wall backfill should be compacted to a minimum of 95 percent of the maximum dry density, as determined by ASTM D698. However, backfill located within a horizontal distance of 3 feet from the retaining walls should only be compacted to approximately 92 percent of the maximum dry density, as determined by ASTM D698. Backfill placed within 3 feet of the wall should be compacted in lifts less than 6 inches thick using hand-operated tamping equipment(e.g.,jumping jack or vibratory plate compactors). If flat work (e.g., sidewalks or pavements) will be placed atop the wall backfill, we recommend that the upper 2 feet of material be compacted to 95 percent of the maximum dry density, as determined by ASTM D698. A minimum 12-inch-wide zone of drain rock,extending from the base of the wall to within 6 inches of finished grade, should be placed against the back of all retaining walls. Perforated collector pipes should be embedded at the base of the drain rock. The drain rock should meet the requirements provided in the "Structural Fill" section of this report. The perforated collector pipes should discharge at an appropriate location away from the base of the wall. The discharge pipe(s) should not be tied directly into storm water drain systems, unless measures are taken to prevent backflow into the wall's drainage system. Settlements of up to 1 percent of the wall height commonly occur immediately adjacent to the wall as the wall rotates and develops active lateral earth pressures. Set backs from slopes and site hazards RSS has reviewed the site and found no slope hazards or landslide hazards on the site. RSS recommends since there are no hazards with the site that the slope setback be reduced from 35ft to 15ft. Drainage The Contractor should be made responsible for temporary drainage of surface water and groundwater as necessary to prevent standing water and/or erosion at the working surface. Water should not be allowed to "pond" or collect anywhere on the site. The ground surface around the structure should be sloped to create a minimum gradient of 2% away from the building foundations for a distance of at least 5 feet. Surface water should be directed away from all buildings into drainage swales or into a storm drainage system. "Trapped" planting areas should not be created next to any buildings without providing means for drainage. The roof downspouts should discharge onto splash blocks or paving that direct water away from the building, or into smooth-walled underground drain lines that carry the water to appropriate discharge locations at least 10 feet away from the building. J Footing drains should be installed around the building perimeter to help intercept any water migrating towards the building subgrade. The footing drain and any slab drains shall remain independent of surface water drain systems(e.g.downspouts, etc.). Any new utility trenches in paved areas should be backfilled with granular material containing less than 5% fines (passing #200 wet sieve). The backfill should be compacted to a dry density of at least 92% of its MDD (per ASTM D-1557). Compaction by jetting or flooding is not allowed. Limitations This report has been prepared for the exclusive use of the addressee, and their architects and engineers for aiding in the design and construction of the proposed development. It is the addressee's responsibility to provide this report to the appropriate design professionals, building officials and contractors to ensure correct implementation of the recommendations. The opinions, comments and conclusions presented in this report were based upon information derived from our literature review, field investigation and laboratory testing. Conditions between, or beyond,my exploratory test pits may vary from those encountered. Unanticipated soil conditions and seasonal soil moisture variations are commonly encountered and cannot be fully determined by merely taking soil samples. 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'OftS Asx a;a r Figure 3: Boring Locations 7409 SW Tech Center Or,#145 Tigard,OR 97223 .„,. .4 ' phn:503-443-3799 fax 503-620-2748 503,.443.3795, RAPID SOIL SOLUTIONS 3915 SW PLUM STREET PORTLAND, OR 97219-6018 PROJECT: RSS 2015 LAB SERVICES JOB NO: 15-5468 LOCATION: SW FREEWING WORK ORDER NO: NIA SAMPLE SOURCE: SEE BELOW DATE SAMPLED: 2/5/15 MECHANICAL SIEVE ANALYSIS GROUP SYMBOL,USCS(ASTM 0-2487) Silt or SAND GRAVEL COBBLES Clay Fine Medium Coarse Fine Coarse Location&Depth USCS I LL PI #200 #100 I #50 #40 #30 I #16 #10 #8 #4 f 1/4" 3/8 vr[3/4" 1" 1114 i 1 lir 2" I r 6" Lab# PERCENT PASSING BY WEIGHT - - HA2(g4' NV NP 7951 , . . . _ . BORING DEPTH MC% HAI 2 23.4 HA2 4' 27A HA3 2' 22.8 REVIEWED BY 60.- DEfis HA#1 Surface Elevation:204 //--e cad"' 43, 44,se Boring Date:2f5115 .414, 4), 012 Boring Location:Portland,OR q P 40(3$ 04) 4 41,P Drilling Method:Han augur 0 TP Top Soil ML Damp,medium brown,stiff,fine grained SILT,trace gravels 2 23.4 ML Damp,medium brown,stiff,fine grained SILT,trace gravels t 3 0 §". IF iia L 7 LOG OF BORING 9776 SW Frewing Street Rapid Soil Solutions Plaie Sam Getter Ill r-- • • HA#2 i , ,.._ • / . Surfaca Elevation:208 / / / .0 i$111/1/ Boring Date:2/5/15 / ‹ //"„4),- 0b ' , / e , , eN , ‘ia ' / e / # / 0 / 4 /oiz Jo 0 , ,,04, Boring Location:Portland,OR CP le -.' if s• '06;' 0 ,," c," „-'*/ : Drilling Method:Han augur / , .' ..: : / ,'= 0 ( , ; i ( 111- 1/ - ---,77,-,- -fp -r. -- • — : t Op Soil . 4 - , 1 i I •`:•`:1 .* • ',C;- • € i 1 E :':':i i ' . . . MLS Damp,medium brown,Istiff,fine grained silty SAND . „ 1 5 i 1 • ' 1 : I 1 5 1 Ti;• , C 51 • ' , 5 •F. 2 I 1 15 C 4 • ,. . . 11-1. , , •' , . cc 5 1 . .• x , ,, , ! ! • 5 1 . i I I • I , 5 51 I : •,r•,-- 1 ' ' ' ' 5 1 N' i • 5 ci • • . 9 15 51 1 . , 5 , . ; . . . PNP,LL=NL ! 27.4 SW 4i Damp,light brown,dense,fine grained SAND 1 . ••:--- : 8, ! I . . I . , 1 I g; • ! . • 1 I , : i••• • , : 1 : „ . • : . 1 - 7 LOG OF BORING . 9776SW Fre*ing Street Rapid Soil Solutions 1 a Sam Gotter HPi * 1 I 1 • . • , . • : , . . . 14/k14-, •.-3 . i . s / / //// . : / , ,, / , Surface Elevation:206 / ...%/ /4, /sr, ,;,,/ , / / "kt‘'D„ :0:X/..,, /AA .,/.4"/ ; Boring pate;2/5115 . , ; / • t4- /./.' //' Ng, ,/ 0. / se,/ 40/4.,/ Boring Location:Portland,Oft I ! :I/ 0: / .9 • 40/a,./ GP /41',/ .: Drilliniffiettrod:Ham augur i I '-':- 0 : , .4. '---- ' -Jenr--- , W i Top Soil ; 1 • „. . • ••,..., i - , . '2, ! • , ! t a , . , •!.ti : I • • . ,L.,................--.... SI MIS Damp,medium brown,stiff,fine grained silty SAND t; ; i , , - ' i ; • . 8 ' ' a•- , . , . cc a! ! ; 1 5 5 • I . • : 1 1 • ! 1 ! I555 I • • • , . 1 , .,Iii • ! .. , 218 1 1 ,.; SW Damp,nog brown,deOse,"fine grained SAND ; ,- • • §,- ; 1 1 ,•: . . • I - 1 1 i ; • ..4. . 1 . •• I I • • I I . : , . e r . .1 • . • i • z i ; t 1 ' ' ! ! . il . . 6 .- : . , . !--- , : . 8! 1 • . . , . ' 1 7 ' ! , LOG OF BORING , . : „ ----,- , 9776 SW Frevving Street , Rapid Soil Solutions 1 Plat411 Sam Gottpr III , .L. • . I/