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Report VALIDITY OF PERMIT ECEIVED b NORTHWEST THE ISSUANCE OF A PERMIT BASED ON CONSTRUCTION JUN 8 2022 DOCUMENTS AND OTHER DATA SHALL NOT PREVENT CITY OF TIGARD ENGINEERING GROUP THE CODE OFFICIAL FROM -WILDING DIVISION .Mr-ri ii lrl41•lr-nrnnCcTl®r! OFFICE CC1PY OF ERRORS. ORSC 105.4 Ms. CarleyDavis May13, 2022 Ram Jack West 862 Bethel Drive CITY OF TIGARD Eugene, OR 97402 REVIEWED FO CODE COMPLIANCE Re: Mr. Rick Loranger Approved: t" I Foundation Inspection OTC: [ 15640 SW Alderbrook Dr Permit#: e s j' o i. '-' C(. 1`12 Tigard, OR i 5Le LID SlA) /�IGt b o k. Dr Address: .(f Dear Ms. Davis, Suite #: ° I3 .: Date: l0/ZI/21 - Per your request, a site inspection was p4rfo at-the referenced reside , 2022. The purpose of the site inspection was to provide a general assessment of the structural condition of the foundation at the residence. The inspection was strictly visual and limited to the exposed areas of the structure. Documents detailing the construction of the residence were not available for review. The residence is estimated to be approximately forty-five (45) years old and for orien d to facenrest. SPECIAL INSPECTi 4 REcathit:L State of Oregon Structura'l.Special Code y .. of Tigard -- I: r The City of Tigard and its ❑ Concrete and Reinforcing Steel *". employees shall not be ❑ Botts installed in Con �,, � . sponslble for discrepancies , t#- �' which may appear herein. O Special Moment-Resi if `"'oncrete Frame -- , ❑ Reinforcing Steel &P ❑ Structural Welding . s 1. 14i!# (,,,, �sy(wrrlNst+k{Ytir, ,.„, i t; Y', `y tl t,� ' °L't{�1f3�F `iM*kbr {.'q • .'S _ � !f s ❑ woh=Strength Boltin i i, t r r ti � � 43 �a. tea "• Structural masonry .,, 61416, 0 �, 1i ew ° ® Reinforced Gypsum - P. ��,g .�, . . �. :•,:14.2.- - `,t t r ,t, .,t roved pianst7 �;.bsut�,ting Car3cret® - � �.�.. �,�., �� '� t' _ ,,r �; ��. pR.y4,,,r, 5 ,., ,I,1it Ott r s §.y { it ba i r � ,„ ha eon gob site. ❑ 5.�.ray Applied Fire-R 3, -:. � ti(Pihrt S Drilled Piers Image 1: Front Elevation O Special Oraling,.Excavation and Filling The residence is a one-story wood framed structure. The residence has wood siding covering the 0 Smoke-Cexferibf W J The foundation of the residence is a wood floor system supported by piers and concrete beams. The roof consists of composite asphalt shingles and has rain gutters on all sides Cl Ottect insb tiiLP id,,. TIio 1i1twlor walls br the residence are constructed of sheetrock. The interior ----- ~-- ftuur uuver1ng consists of carpet,wood, and vinyl. Removal of any floor or wall coverings to inspect for cracking was beyond the scope of this investigation. P.O.Box 10393/Eugene,OR,97440/541.393.7363/WWW.NWENGGROUP.COM Mr. Rick Loranger May 13, 2022 Foundation Inspection Page 12 15640 SW Alderbrook Dr Tigard, OR OBSERVATIONS Vegetation around the residence consists primarily of grassy areas with some small to large shrubs. The residence appears to have a sprinkler system on the north and west sides of the residence. The surface grade on the north side of the residence appears to be adequate to drain water away from the foundation. The surface grades on the south, east, and west sides of the residence appear to be relatively flat. No areas of ponding water were observed on any side of the residence. Some evidence of foundation movement was observed during the inspection which is noted on the attached Foundation and Elevation Assessment Plan (SK-1). The evidence consisted primarily of sheetrock cracks, trim separation, doors out of plumb, and sloping floors. Relative floor elevations were provided by Ram Jack West and spot-checked by Northwest during this investigation. The floor elevations were reportedly taken on April 19, 2022 with a Ziplevel. The Ziplevel is a pressurized hydrostatic altimeter and works by measuring the difference in elevations between the base unit and the handheld unit. The basepoint was reportedly set to 0.0 inch and located near the center of the east exterior wall of the residence. Negative elevations referenced are below the basepoint, and positive elevations are higher than the basepoint. The lowest point was recorded near the northeast corner of the residence. The high point was recorded near the basepoint. The elevation differential between the low and high points of the residence was found to be about 2 3/ inches. These elevations are shown on the attached Foundation and Elevation Assessment Plan (SK-1). RECOMMENDATIONS We recommend a total of eight (8) helical steel piles be installed at the residence. Pile locations are shown on the Foundation and Elevation Assessment Plan (SK-1). The steel piling system used should have an evaluation service report(ESR) recognized by ICC-ES showing compliance with the currently adopted International Building Code (IBC). The steel piling system should also have a minimum allowable working load of 10 kips sand be capable of uniformly raising the foundation as applicable. The minimum installation torque is 2,800 ft-lbs. The purpose of underpinning the foundation is to support portions of the structure that has experienced some differential settlement. The underpinning piles are designed to support the structural loads in the immediate areas where they are placed and not to prevent uplift from soil heave. Maintaining uniform moisture around the foundation is very important. The landscape grades around the residence should be maintained to slope away from the residence where required. The landscape grades should slope away from the foundation at a minimum of per foot for six (6'-0)feet. The top soil should extend a minimum of one (1'-0)foot above the bottom of the grade beam and should not extend above four(4") inches below the bottom of the siding. All new fill soil should be clayey sand with a minimum Plasticity Index (PI) of twenty-five (25). Watering the soil around the foundation is also important during dry periods to help maintain uniform moisture in the soil. P.O.Box 10393/Eugene,OR,97440/541.393.7363/ WWW.NWENGGROUP.COM Mr. Rick Loranger May 13, 2022 Foundation Inspection Page 13 15640 SW Alderbrook Dr Tigard, OR This concludes this report. Observations made in this report pertain to the condition of the residence on the date of the inspection which is subject to change. No foundation warranty is expressed or implied by this report. If we can be of further assistance or should you have any questions about this report, please do not hesitate to contact us. Sincerely, NI j0 93487PE , 4}' 8G00\�, gipsAl L. W\\>. EXPIRES: 06-30-AI- James Hogan, E.I.T. Darin Willis P.E. Engineering Technician Managing Principal Attachment: Site Plan (SK-0) Foundation and Elevation Assessment Plan (SK-1) Ram Jack Helical Pile Detail with 4038 Bracket(SK-2) Footing & Pile Calculations Ram Jack 4038 Bracket Shop Drawing Ram Jack 2 7/8" Helical Pile Specification r ,...., T,,*m .-._ ,.._.. .,. P.O. Box 10393/Eugene,OR,97440/541.393.7363/WWW.1!WENGGROUP.COM AREA OF WORK + 80.0' PROPERTY — — — — — .# LINE ENTRY ✓ ,f ,�,- cc oco c-4 ,/ ✓ o cc LI . / ` •//✓ ILO 11.1 p 12' +/- ''/ // / ✓/ /' ✓ , ,/,. j, 8' +/— 3 I / /f / i ` f/ ./ — — 80.0' — — 15640 SW + ALDERBROOK DR t, SITE PLAN (��p PROFF--� 6 <<, O� Ji TREE PRESERVATION NOTES: , 487 \ A.� 1.ALL HOLES ARE EXCAVATED NEXT TO THE �, �1 �. �/ OREGON STRUCTURE FOUNDATION NORTH 2. THE TOTAL AREA OF EXCAVATED HOLES<25 SOFT 4''4r 4 8 10b'b EXPIRES: 06-30—)J— NORTHWEST RICK LORANGER SHEET: 15640 SW ALDERBROOK DR S K-0 ENGINEERING GROUP TIGARD,OR P.O. BOX 10393 SCALE: DATE: EUGENE, OR 97440 (541)393-7363 1/20"=1'-0 05/13/2022 COVERED CONCRETE -PATIO T-o" /'-O" 2'-O" /1 X 106 ¶07 108 I �I i (�l o" orr yrr -2 3/4" -1 Y2" o„ • I'd O 05 (D \ C 0 04 h„ ` 03 -1 Yi' -Y„ �\ 02 AC _yrr • g �4r' 01 I F ENTRY _ G 2-CAR GARAGE NORTH FOUNDATION & ELEVATION ASSESSMENT PLAN • c0 PROF- S/le LEGEND N\G I N e iV -Y4" ---- FLOOR ELEVATIONS TAKEN BY RAM JACK ON 04/19/2022 934$7PE 0 ----HELICAL STEEL PILE THROUGH CONCRETE(10 KIP CAPACITY) ---HELICAL STEEL PILE WITH ENCASEMENT(10 KIP CAPACITY) OREGON o �9r 8 7,0 , NORTHWEST RICK LORANGER SHEET. q \,- 15640 SW ALDERBROOK DR R/N �' w�L ENGINEERING GROUP TIGARD, OR SK-1 EXPIRES: 06-30-P" P.O. BOX 10393 SCALE: DATE: EUGENE, OR 97440 (5411393-7363 3/32"= 1'-0 05/13/2022 EXISTING EXTERIOR EXISTING FLOOR JOISTS WOOD FRAMED WALL BEAR ON FOUNDATION WALL APPROXIMATE EXTERIOR GRADE ELEVATION, SOIL OR CONCRETE PAVING. (VERIFY EXACT CONDITIONS 11\__J IN FIELD) 4 1]< EXISTING CONCRETE % ,f/,, {;� FOUNDATION :�i�,'f�,/d/7 u_ (2)5/" SIMPSON TITEN HD EXTENT OF EXISTING ii PER ENCASED PILE FOOTING BEYOND o > 4"EMBEDMENT N o (SPECIAL INSPECTION w REQUIRED WHERE CHIP-OUT POCKET IN EXISTING ENCASEMENTS ARE FOOTING FLUSH WITH FOUNDATION PRESENT) I WALL AS NEEDED TO INSTALL OD BRACKET. %t,�`��`.i.N,/trii,/..At 4`i/�y�,✓r�f``: BRACKET MUST SUPPORT THE BOTTOM OF THE FOOTING AND SHALL - " �` NOT RELY ON POST-INSTALLED ',:<\/�\.. ANCHORS FOR GRAVITY SUPPORT. `�vv,,v•\• ' I 2'x2'x 2'-6"DEEP I " CONCRETE ENCASEMENT F'C>2500 PSI TABLE 1 LOCATION PER SK-1 PILE HELIX PILE MIN. BRACKET DIA. CONFIG. SERVICE INSTALL. I LOAD TORQUE 4038 2/8" 10" 10.0 KIP 2,800 FT-LBS HELICAL PILE (REF.TABLE 1) ����,p PROFFss�a�� I N fF� �0r.93487PE " OR GE ONE. TYPICAL HELICAL PILE DETAIL @ EXTERIOR GRADE BEAM VP- NORTHWEST RICK LORANGER SHEET: EXPIRES: 06-30-? 15640 SW ALDERBROOK DR ENGINEERING GROUP TIGARD,OR S K-2 P.O. BOX 10393 SCALE: DATE: EUGENE, OR 97440 (541) 393-7363 3/4"=1'-0 05/13/2022 NORTHWEST PILE CALCULATION Date: 05/13/2022 ENGINEERING GROUP Designer: Darin Willis, P.E. P.O. Box 10393 Project: Rick Loranger Eugene, OR,97440 15640 SW Alderbrook Dr Tigard, OR Design Loads: North Wall Dead: Roof= 15 psf Third Floor= 0 psf x Second Floor= 25 psf First Floor= 25 psf ' Walls = 12 psf r Live: 4_ bW `i: *Roof snow= 25 psf *Roof live= 20 psf d- Third Floor= 0 psf , ill Second Floor= 40 psf \ \ �, First Floor= 40 psf `�i b 1 ' --ii w Foundation dimensions: h = 24 in bw= 6 in b= 18 in hf= 6 in Vertical Design Loads: Tributary Widths: Roof= 14 ft » 210 plf Third Floor= 0 ft » 0 plf Second Floor= 0 ft » 0 plf First Floor= 6 ft » 150 plf Walls= 9 ft » 108 plf Foundation self-weight= » 225 plf 1 DL 693 plf Live: Roof= 14 ft » 350 plf Third Floor= 0 ft » 0 plf Second Floor= 0 ft » 0 plf First Floor= 6 ft » 240 plf 1 LL 590 plf (without roof LL) 1 LL 240 plf Page 1 • NORTHWEST PILE CALCULATION Date: 05/13/2022 ENGINEERING GROUP Designer: Darin Willis, P.E. ASD Loads: Load,w2=1DL+ILL 933 plf (comb.#2-without roof LL) OR Load,w4=2DL+2LL(0.75) 1136 plf (comb.#4-with roof LL) Max. load w ASD= 1136 plf Concrete Analysis:ACI 318-14 LFRD Loads: Load,w1= 970 plf (comb 1) Load,w2_ 1391 plf (Comb 2) Load,w3= 1632 plf (Comb 3) Load, w4= 1247 plf (Comb 4) Max. load w LFRD= 1632 plf Max. beam span(e) = 5.167 ft= 62.004 in Mmax=wu*l2/8= 65.34 in-kips= 5.45 k-ft Shearmax= (1/2)*wu*e= 4.22 kips Foundation Width, bw= 6 in Code Reference Foundation Depth,d = 22 in (h-2") ACI 14.5.1.7 Cross Sectional Area,A= 132 in2 Section Modulus, SA)= 484 in3 Gross Moment of Inertia, Ig= 5324 in' Assumed Conc,f', = 2500 psi yt= 11 in Foundation Moment&Shear Capacity Per ACI 318-14 Code Reference Conc Modulus of Rupture,fr= 375 psi ACI 19.2.3.1 Cracking Moment, M,= 15.1 k-ft ACI 24.2.3.5 Flexure Reduction Factor, 4:I= 0.6 ACI 21.2.1 Design Moment, 4Mn = 6.1 k-ft OK ACI 14.5.2.1a& 14.5.2.1b Shear Strength,Vn= 8.8 kips ACI Table 14.5.5.1 Shear Reduction Factor,4= 0.6 ACI 21.2.1 Design Shear,On = 5.3 kips OK Notes: 1) Foundation analysis is based on having an unreinforced section 2)When calculating member in strength in flexure,combined flexure and axial load,or shear,the entire cross section shall be considered in design,except for concrete cast against soil where the overall thickness shall be taken as 2 in. less than the specified thickness. (ACI 14.5.1.7) Page 2 NORTHWEST PILE CALCULATION Date: 05/13/2022 ENGINEERING GROUP Designer: Darin Willis, P.E. Pile spacing(El)= 6 ft= 72 in Pile Working Loads: Pile Service Load, PTA= 6813 lbs (wall load x pile spacing) Pile Design Load= 10000 lbs Pile Ultimate Load, PuLT = 25000 lbs *Safety Factor of 2.5 Applied Deflection check Beam El= 2.63E+11 lb-in2 Live Load Deflection= 3.59E-05 in < 0.20 in OK Total Beam deflection = 0.000 in < 0.30 in OK Minimum pile installation torque Quir Tram - Kr Required ultimate soil capacity(Quit)= 25000 lbs Pile 0= 2 7/8" Torque factor(Kt)= 9 Minimum pile installation torque, (Turin)= 2800 ft-lbs Bracket= 4038 Bracket Allowable Capacity= 19,700 lbs Page 3 NORTHWEST PILE CALCULATION Date: 05/13/2022 ENGINEERING GROUP Designer: Darin Willis, P.E. P.O. Box 10393 Project: Rick Loranger • Eugene, OR,97440 15640 SW Alderbrook Dr Tigard,OR Design Loads: East Wall Dead: Roof= 15 psf Third Floor= 0 psf \ 'x Second Floor= 25 psf G, ,i First Floor= 25 psf ;;/��{��,„,.</ Walls= 12 psf • '),N. � s Live: .— bW"� 44W *Roof snow= 25 psf / /, ,. \/' Roof live= 20 psf • x Third Floor= 0 psf \ \ ASecond Floor= 40 psf ,/� First Floor= 40 psf ���fi b Foundation dimensions: h= 24 in bw= 6 in b= 18 in hf= 6 in Vertical Design Loads: Tributary Widths: Roof= 6.5 ft » 97.5 plf Third Floor= 0 ft » 0 plf Second Floor= 0 ft » 0 plf First Floor= 2 ft » 50 plf Walls= 11 ft » 132 plf Foundation self-weight= » 225 plf 1 DL 504.5 plf Live: Roof= 6.5 ft » 162.5 plf Third Floor= 0 ft » 0 plf Second Floor= 0 ft » 0 plf First Floor= 2 ft » 80 plf 1 LL 242.5 plf (without roof IL) Z LL 80 pif Page 4 NORTHWEST PILE CALCULATION Date: 05/13/2022 ENGINEERING GROUP Designer: Darin Willis, P.E. ASD Loads: Load,w2=1DL+ILL 585 plf (comb.#2-without roof LL) OR Load,w4=1DL+1LL(0.75) 686 plf (comb.#4-with roof LL) Max. load w ASD= 686 plf Concrete Analysis:ACI 318-14 LFRD Loads: Load,wl_ 706 plf (comb 1) Load,w2= 815 plf (Comb 2) Load, w3= 945 plf (Comb 3) Load,w4= 767 plf (Comb 4) Max. load w LFRD= 945 plf 6.167 Max. beam span(e)= 6.167 ft= 74.004 in Mmax=wu*I2/8= 53.93 in-kips= 4.49 k-ft Shearmax=(1/2)*wu*E= 2.92 kips Foundation Width, bw= 6 in Code Reference Foundation Depth,d = 22 in (h-2") ACI 14.5.1.7 Cross Sectional Area,A= 132 in2 Section Modulus,Sxb= 484 in3 Gross Moment of Inertia, Ig= 5324 in4 Assumed Conc,f',= 2500 psi Yt= 11 in Foundation Moment& Shear Capacity Per ACI 318-14 Code Reference Conc Modulus of Rupture,f,= 375 psi ACI 19.2.3.1 Cracking Moment, Mc,= 1.5 1 k-ft ACI 24.2.3.5 Flexure Reduction Factor, 4)= 0.6 ACI 21.2.1 Design Moment, 4Mn = 6.1 k-ft OK ACI 14.5.2.1a& 14.5.2.1b Shear Strength,Vn= 8.8 kips ACI Table 14.5.5.1 Shear Reduction Factor,4)= 0.6 ACI 21.2.1 Design Shear,4Vn = 5.3 kips OK Notes: 1) Foundation analysis is based on having an unreinforced section 2) When calculating member in strength in flexure,combined flexure and axial load,or shear,the entire cross section shall be considered in design,except for concrete cast against soil where the overall thickness shall be taken as 2 in. less than the specified thickness. (ACI 14.5.1.7) Page 5 NORTHWEST PILE CALCULATION Date: 05/13/2022 ENGINEERING GROUP Designer: Darin Willis, P.E. Pile spacing(el)= 7 ft= 84 in Pile Working Loads: Pile Service Load, PTA= 4805 lbs (wall load x pile spacing) Pile Design Load= 10000 lbs Pile Ultimate Load, Puff = 25000 lbs *Safety Factor of 2.5 Applied Deflection check Beam El = 4.66E+11 lb-in2 Live Load Deflection = 1.69E-05 in < 0.23 in OK Total Beam deflection = 0.000 in < 0.35 in OK Minimum pile installation torque Required ultimate soil capacity(Quit) = 25000 lbs Pile 0= 2 7/8" Torque factor(Kr) = 9 Minimum pile installation torque, (Tm;") = 2800 ft-lbs Bracket= 4038 Bracket Allowable Capacity= 19,700 lbs Page 6 5/13/22,10:21 AM ATC Hazards by Location OTCHazards by Location • F i jr y � �� } qlt�� 41 L Search Information ,4� , s . I � Esc �,: ,1�+ � li'Vancouver ,, Address: 15640 SW Alderbrook Dr,Tigard,OR 97224, ti iw it t. g ^r g 3,l tip1,i �11� , , 224 ft :A. USA ibaldl ,5`.4 , ' ' r- 'a►anm `.;01,� ,a��; Htfisbora 41 of ';W: Coordinates: 45.4068759,-122.7735863 „ � t f„+�s j 1 Beav on Gresham f,; � k ix Elevation: 224 ft %, Timestamp: 2022-05-13T15:21:07.500Z lei � Hazard Type: Wind 4,, Go' gle Map data©2022 Google ASCE 7-16 ASCE 7-10 ASCE 7-05 MRI 10-Year 66 mph MRI 10-Year 72 mph ASCE 7-05 Wind Speed 85 mph MRI25-Year 72 mph MRI 25-Year 79 mph MRI 50-Year 77 mph MRI 50-Year 85 mph MRI 100-Year 82 mph MRI 100-Year 91 mph Risk Category I 90 mph Risk Category I 100 mph Risk Category II 96 mph Risk Category II 110 mph Risk Category III 103 mph Risk Category III-IV 115 mph Risk Category IV 107 mph The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area—in some cases,this website will extrapolate past the last wind speed contour and therefore, provide a wind speed that is slightly higher. NOTE: For queries near wind-borne debris region iboundaries,the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region. Mountainous terrain,gorges,ocean promontories,and special wind regions shall be examined for unusual wind conditions. While the information presented on this website is believed to be correct,ATC and its sponsors and contributors assume no responsibility or liability for its accuracy.The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy,suitability and applicability by engineers or other licensed professionals.ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice,nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imnlv annrnval by the nnverninn huilrlinn cnde hodias resnonsihla for htiildinn code annrnval and internretation for the https://hazards.atcouncil.org/#/wind?Iat=45.4068759&Ing=-122.7735863&address=15640 SW Alderbrook Dr%2C Tigard%2C OR 97224%2C USA 1/2 5/13/22, 10:21 AM ATC Hazards by Location building site described by latitude/longitude location in the report. https://hazards.atcouncil.org/#/wind?Iat=45.4068759&Ing=-122.7735863&address=15640 SW Alderbrook Dr%2C Tigard%2C OR 97224%2C USA 2/2 NORTHWEST LATERAL CALCULATION Date: 5/13/2022 ENGINEERING GROUP Designer: Darin Willis, P.E. P.O. Box 10393 Project: Rick Loranger Eugene, OR,97440 15640 SW Alderbrook Dr Tigard, OR Critical Case Wind Loads Risk Category= II Basic Wind Speed,V= 96 mph Kd = 0.85 Exposure Category= C Kzt= 1 Ke = 1 Gust Effect Factor,G= 0.85 hwindward= 12 ft (mean roof height) Kh= 0.85 (Table 26.10.1) Zwindward= 9 ft (top of wall) Kz= 0.85 (Table 26.10.1) hleeward= 12 ft (mean roof height) Zleeward= 9 ft (top of wall) Roof Angle 0= 25.00 (must be multiple of 5) (Eq. 26.10-1) qh 17.05 qh =0.00256*Kh*Kzt*Kd*Ke*VA2 (Eq. 26.10-1) qz 17.05 qz= 0.00256*Kz*Kzt*Kd*Ke*V^2 Wind direction: q= Wall Roof Roof Horiz Normal to Ridge Windward 17.05 17.05 7,20 Leeward 17.05 17.05 7.20 L(parallel to wind) = 42.00 ft B(normal to wind) = 60.00 ft L/B= 0.70 Cp= Wall Roof h/L= 0,30 Windward 0.80 0.28 Leeward -0.50 -0.60 qGCp= Wall Roof Windward 11.59 1.71 Leeward -7.24 -3.67 Roof height hr= 6 ft li E(wall or roof heights* p)= 202 plf p=qGCp-qi(GCpi) Trib Width= 17 ft W= 3431 lbs 0.6W= 2059 lbs ( • 5/13/22, 10:22 AM ATC Hazards by Location LTC Hazards by Location Search Information ° xtl; 6 ) !1rt , iI Yant:ouver , Address: 15640 SW Alderbrook Dr,Tigard,OR 97224, ^ USA I41I 411 i .44, 7e 224 ft t c ud11d~, Hrlfsboroo t Coordinates: 45.4068759,-122.7735863 htY° 9 Gres; Beav one yy Elevation: 224 ft ��tt 6I$tS{I` � at, E §�.r' r OV Timestamp: 2022-05-13T15:22:09.246Z i� t �+ , ttt;p i,li ' il � Cai � q Hazard Type: Seismic "'° f > t � } g . 4 i ?;Map data©2022 Google Reference ASCE7-16 Document: Risk Category: II Site Class: D-default Basic Parameters Name Value Description SS 0.849 MCER ground motion (period=0.2s) Si 0.391 MCER ground motion(period=l.0s) SMS 1.019 Site-modified spectral acceleration value SM1 *null Site-modified spectral acceleration value SDS 0.679 Numeric seismic design value at 0.2s SA SD1 *null Numeric seismic design value at 1.0s SA * See Section 11.4.8 Additional Information Name Value Description SDC *null Seismic design category Fa 1.2 Site amplification factor at 0.2s F„ *null Site amplification factor at 1.0s CRS 0.885 Coefficient of risk(0.2s) CR1 0.866 Coefficient of risk(1.0s) PGA 0.387 MCEG peak ground acceleration FPGA 1.213 Site amplification factor at PGA PGAM 0.469 Site modified peak ground acceleration https://hazards.atcouncil.org/#/seismic?lat=45.4068759&Ing=-122.7735863&address=15640 SW Alderbrook Dr%2C Tigard%2C OR 97224%2C USA 1/2 5/13/22, 10:22 AM ATC Hazards by Location TL 16 Long-period transition period(s) SsRT 0.849 Probabilistic risk-targeted ground motion(0.2s) SsUH 0.959 Factored uniform-hazard spectral acceleration (2%probability of exceedance in 50 years) SsD 1.5 Factored deterministic acceleration value(0.2s) S1RT 0.391 Probabilistic risk-targeted ground motion(1.0s) S1UH 0.452 Factored uniform-hazard spectral acceleration(2%probability of exceedance in 50 years) S1D 0.6 Factored deterministic acceleration value(1.0s) PGAd 0.5 Factored deterministic acceleration value(PGA) * See Section 11.4.8 The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are provided by the U.S.Geological Survey Seismic Design Web Services. While the information presented on this website is believed to be correct,ATC and its sponsors and contributors assume no responsibility or liability for its accuracy.The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy,suitability and applicability by engineers or other licensed professionals.ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. https://hazards.atcouncil.org/#/seismic?lat=45.4068759&Ing=-122.7735863&address=15640 SW Alderbrook Dr%2C Tigard%2C OR 97224%2C USA 2/2 LATERAL CALCULATION Date: 5/13/2022 Designer: Darin Willis, P.E. Project: Rick Loranger 15640 SW Alderbrook Dr Tigard,OR North wall Design Loads for Seismic Effects: Dead: Roof= 15 psf r Third Floor= 0 psf x _ Second Floor= 25 psf r�7'�';'; Deck= 0 psf �'<'/' First Floor= 25 psf s I ` Walls= 12 psf r Foundation dimensions(average): � V<.�` h= 24 in /(�; bw= 6 in \ b= 18 in hf= 6 in b Design Loads: Areas: Roof= 442 sf D 6630 lb Third Floor= 0 sf » 0 lb Second Floor= 0 sf » 0 lb Deck= 0 sf » 0 lb First Floor= 374 sf » 9350 lb Fireplace= 0 sf » 0 lb Walls= 560 sf » 6720 lb Foundation self-weight= 56 ft » 12600 lb 1 DL 35300 lb Eff.Seismic weight= 2 DL = W= 35300 lb Seismic coefficient: (ASCE 12.8.1.1 eq 12.8-2) SDS= 0.679 (from US Geological Survey Seismic Design Web Services) R= 6.5 (ASCE Table 12.2-1) le= 1 (ASCE Table 1.5-2) Cs=SpS/(R/le)= 0.104 (ASCE eq 12.8-2) Eff.Seismic weight= 2 DL = W= 35300 lb QE=V=Cs x W= 3687 lb (ASCE eq 12.8-1) p= 1.3 (ASCE 12.3.4.2) Eh=pQE= 4794 lb (ASCE eq 12.4-3) LATERAL CALCULATION Date: 5/13/2022 Designer: Darin Willis, P.E. Factored seismic shear= 0.7*Eh= 3356 lb (ASCE 2.4.5 COMBINATION 8) Wind 0.6W= 2059 lbs Max Load(wind,seismic)= 3356 lb RESISTANCE: NO BOTTOM RESISTANCE,WALL COMPLETELY UNDERPINNED Dead: ".,_ Roof= 0 psf Second Floor= 0 psf ,> Deck= 0 psf First Floor= 0 psf i, Walls= 0 psf , . bW-� (i�< \sir Foundation dimensions: I , h� h= 0 in _fri1 y„I bw= 0 in ` b= 0 in '{ hf= 0 in b 1 Vertical Design Loads: Tributary Widths: Roof= 0 ft » 0 plf Second Floor= 0 ft » 0 plf First Floor(P&B)= 0 ft >> 0 plf First Floor(Slab)= 0 ft » 0 plf Walls= 0 ft » 0 plf Foundation self-weight= » 0 plf 2 DL o plf Resistance mechanisms for lateral loads: 1) Passive pressure at transverse walls 2)Contact resistance between footing and bearing soil through friction and/or cohesion 3)Slab Friction/cohesion 4)Encasement passive resistance Lateral bearing pressure = 133 psf/ft ML per USDA Web Soil Survey -(OSSC 1806) Bottom contact: Friction or cohesion? Cohesion ML per USDA Web Soil Survey c'= 130 psf -(OSSC 1806) LATERAL CALCULATION Date: 5/13/2022 Designer: Darin Willis, P.E. Most unfavorable lateral load(wind,seismic): 3356 lbs 1)Passive pressure at transverse walls: STEM WALL Stem Wall thickness(t)= 0.50 ft b0 Transverse wall: zi? t #of transverse walls with passive resistance= 2 Wall's contributing width(b0)= 4.00 ft ° i O Buried height of stem wall,t0= 1 ft PASSIVE ti o Passive pressure at start of passive resistance: EARTH to E PRESSURE y Pi = 0 psf Passive pressure at bottom of stem wall: FOOTING P2 = 133 psf Fpassive= 532 lbs (for all transverse walls) 2)Contact resistance between footing and bearing soil through friction and/or cohesion: Length of wall supported exclusively by soil= 0 ft (not underpinned) Footing width= 1.50 ft (used for cohesion only) Fbot.contact= 0 lbs 3)Slab Friction/Cohesion Area of Slab= 0 sf Slab Friction/Cohesion= 0 lb 4) Encasement passive resistance: #of encased piles= 2 _ _ - Width of encasement= 2 ft Depth of top of encasement h0= 1 ft -- i' Depth of start of passive pressure resistance= 0 ft i J Total height of encasement= 2.5 ft Bottom of encasement= 3 5 ft s 2' I (Passive pressure starts at): _ Pi = 133 psf wictnof encasement f (Passive pressure at bottom of encasement): P2 = 466 psf Anchor Bolts Capacity= 5429 lbs (calculations attached) Fpassive(single pile)= 1,496 lbs Fpassive(total)= 2,993 lbs Fresistance = 3525 lb> 3355 OK LATERAL CALCULATION Date: 5/13/2022 Designer: Darin Willis, P.E. Project: Rick Loranger 15640 SW Alderbrook Dr Tigard,OR East wall Design Loads for Seismic Effects: Dead: Roof= 15 psf x Third Floor= 0 psf Second Floor= 25 psf : . Deck= 0 psf ,,j- First Floor= 25 psf N Walls= 12 psf %'>. 4— bw I � / 1 Foundation dimensions(average): —;, C17 �, h= 24 in 1 bw= 6 in b= 18 in hf= 6 in b ;' Design Loads: Areas: Roof= 854 sf D 12810 lb Third Floor= 0 sf D 0 lb Second Floor= 0 sf D 0 lb Deck= 0 sf D 0 lb First Floor= 771 sf D 19275 lb Fireplace= 0 sf D 0 lb Walls= 810 sf }) 9720 lb Foundation self-weight= 81 ft D 18225 lb 1 DL 60030 lb Eff.Seismic weight= 1 DL= W= 600.30 lb Seismic coefficient: (ASCE 12.8.1.1 eq 12.8-2) SDS= 0.679 (from US Geological Survey Seismic Design Web Services) R= 6.5 (ASCE Table 12.2-1) le= 1 (ASCE Table 1.5-2) Cs=5Ds/(Rile)= 0.104 (ASCE eq 12.8-2) Eff.Seismic weight= 1 DL= W= 60030 lb QE=V=Cs x W= 6271 lb (ASCE eq 12.8-1) p = 1.3 (ASCE 12.3.4.2) Eh=POE= 8152 lb (ASCE eq 12.4-3) LATERAL CALCULATION Date: 5/13/2022 Designer: Darin Willis, P.E. Factored seismic shear= 0.7*Eh= 5 706 lb (ASCE 2.4.5 COMBINATION 8) Wind 0.6W= 2059 lbs Max Load(wind,seismic)= s/Ob lb RESISTANCE: Dead: `� Roof= 15 psf Third Floor= 0 psf ''''' Second Floor= 0 psf First Floor= 25 psf L Ns IOW-. �'§ro, Walls= 12 psf ,� ��, Foundation dimensions: K\------- Eli a h= 24 in bw= 6 in b= 18 in hf= 6 in b /' Vertical Design Loads: Tributary Widths: Roof= 6.5 ft » 97.5 plf Third Floor= 0 ft » 0 plf Second Floor= 0 ft » 0 plf First Floor= 2 ft » 50 plf Walls= 11 ft » 132 plf Foundation self-weight= » 225 plf 2 DL 504 5 plf Resistance mechanisms for lateral loads: 1)Passive pressure at transverse walls 2)Contact resistance between footing and bearing soil through friction and/or cohesion 3)Slab Friction/cohesion 4)Encasement passive resistance Lateral bearing pressure = 133 psf/ft ML per USDA Web Soil Survey -(OSSC 1806) Bottom contact: Friction or cohesion? Cohesion ML per USDA Web Soil Survey c'= 130 psf -(OSSC 1806) 1 as a«s«.a uxiYaaat au..v.x sa. a«. x ....... .ua.x:,. � <a«... sixbfai,*.i tWi "ii65#WbBF avail.Yt.b,uYtSddaWWiusNW4lie.vWa..b,at.+a e,awaus«uW.i'a4catauaYs3WN.WatNHuailxtiYSWY#i8lncilKiFMWNatUxisW'xYHula.WY3LWyaWglyMMlSyMgjytygWµubW... LATERAL CALCULATION Date: 5/13/2022 Designer: Darin Willis, P.E. Most unfavorable lateral load(wind,seismic): 5 706 lbs 1)Passive pressure at transverse walls: STEM WALL Stem Wall thickness(t)= 0.50 ft b0 Transverse wall: #of transverse walls with passive resistance= 3 Wall's contributing width(b0)= 3.50 ft 0 Buried height of stem wall,t0= 1 ft PASSIVE t 0 Passive pressure at start of passive resistance: EARTH— ,E„ PRESSURE a) P1 = 0 psf Passive pressure at bottom of stem wall: FOOTING P2 = 133 psf Fpassive= 698 lbs (for all transverse walls) 2)Contact resistance between footing and bearing soil through friction and/or cohesion: Length of wall supported exclusively by soil= 22 ft (not underpinned) Footing width= 1.50 ft (used for cohesion only) Fbot.contact= 4290 lbs 3)Slab Friction/Cohesion Area of Slab= 0 sf Slab Friction/Cohesion= 0 lb 4) Encasement passive resistance: #of encased piles= 1 ______ Width of encasement= 2 ft g Depth of top of encasement h0= 1 ft - `11 Depth of start of passive pressure resistance= 0 ft , Total height of encasement= 2.5 ft sit 11 Bottom of encasement= 3 5 ft ,_ (Passive pressure starts at): �'F Pi = 133 psf rau,ot ` encasement (Passive pressure at bottom of encasement): P2 = 466 psf Anchor Bolts Capacity= 5429 lbs (calculations attached) Fpassive(single pile)= 1,496 lbs Fpassive(total)= 1,496 lbs Fresistance = 6485 lb> 5706 OK SIMPSON Anchor Designer TM Company: Date: 2/19/2020 Engineer: Page: 1/5 Strong-Tie Software Project: Version 2.8.7094.3 Address: Phone: E-mail: 1.Project information Customer company: Project description: Customer contact name: Location: Customer e-mail: Fastening description: Comment: 2.Input Data&Anchor Parameters General Base Material Design method:ACI 318-14 Concrete: Normal-weight Units:Imperial units Concrete thickness,h(inch):6.00 State:Cracked Anchor Information: Compressive strength,cc(psi):2500 Anchor type:Concrete screw 4 ,v:1.0 Material:Carbon Steel Reinforcement condition:B tension,B shear Diameter(inch):0.625 Supplemental reinforcement:Not applicable Nominal Embedment depth(inch):4.000 Reinforcement provided at corners:No Effective Embedment depth,het(inch):2.970 Ignore concrete breakout in tension:No Code report: ICC-ES ESR-2713 Ignore concrete breakout in shear:No Anchor category:1 Ignore 6do requirement:Not applicable Anchor ductility: No Build-up grout pad:No hen(Inch):6.00 can(inch):4.50 Base Plate Coin(inch):1.75 Length x Width x Thickness(inch):6.31 x 10.00 x 0.38 Smin(inch):3.00 Recommended Anchor Anchor Name:Titen HD®-5/8"0 Titen HD(THDB model),hnom:4"(102mm) Code Report:ICC-ES ESR-2713 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com SIMPSON Anchor Designer TM Company: Date: 2/19/2020 Engineer: Page: 2/5 Strong-Tie Software Project: Version 2.8.7094.3 Address: Phone: E-mail: Load and Geometry Load factor source:ACI 318 Section 5.3 Load combination:not set Seismic design:Yes Anchors subjected to sustained tension:Not applicable Ductility section for tension: 17.2.3.4.2 not applicable Ductility section for shear:17.2.3.5.3(c)is satisfied 00 factor:not set Apply entire shear load at front row:No Anchors only resisting wind and/or seismic loads:Yes Strength level loads: N.[Ib]:0 Voax[Ib]:0 V.y[Ib]:7600 M.[ft-lb]:0 Muy[ft-lb]:0 M.[ft-lb]:0 <Figure 1> ow 37,600 lb • 0f-lb one 4 iO Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com SIMPSON Anchor DesignerTM Company: Date: 2/19/2020 Engineer: Page: 3/5 Strong-Tie Software Project: Version 2.8.7094.3 Address: Phone: E-mail: <Figure 2> 10.00 cn tD kO 7.50 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com SIMPSON Anchor DesignerTM Company: Date: 2/19/2020 Engineer: Page: 4/5 Strong-Tie Software Project: Version 2.8.7094.3 Address: Phone: E-mail: 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, N.(Ib) Vuax(lb) Vuay(Ib) .1(Vuax)2+(Vuay)2(lb) 1 0.0 0.0 3800.0 3800.0 2 0.0 0.0 3800.0 3800.0 Sum 0.0 0.0 7600.0 7600.0 Maximum concrete compression strain(%a):0.00 <Figure 3> Maximum concrete compression stress(psi):0 Resultant tension force(Ib):0 Y Resultant compression force(Ib):0 Eccentricity of resultant tension forces in x-axis,e'Nx(inch):0.00 0 1O _ 02 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 X 8.Steel Strength of Anchor in Shear(Sec.17.5.1) Vsa(Ib) ggrout 16 ggroutgbVsa(lb) 8000 1.0 0.60 4800 9.Concrete Breakout Strength of Anchor in Shear(Sec.17.5.2) Shear parallel to edge in y-direction: Vbx=minl7(1e/da)021ida2alircca115;9,t fcCa11.51(Eq.17.5.2.2a&Eq.17.5.2.2b) I.(in) da(in) .ta rc(psi) co(in) Vbx(Ib) 2.97 0.625 1.00 2500 4.69 3838 0Vcbgy=0(2)(Avc/Avco)Vac,vY'ed,V Pc,v9'n,vVbx(Sec. 17.3.1,17.5.2.1(c)&Eq.17.5.2.1b) Avc(in2) Avco(in2) Y'ec,v Ved,v `Y,v 'Yn,v Vbx(lb) 0 giVcbgy(Ib) 129.42 98.98 1.000 1.000 1.000 1.083 3838 0.70 7608 10.Concrete Pryout Strength of Anchor in Shear(Sec.17.5.3) 0Vcpg=OkcpNcbg=Okcp(ANc/ANco)Pec,N'Yed,NY'c,NYop,NNb(Sec. 17.3.1 &Eq.17.5.3.1 b) ' kcp ANc(in2) ANco(in2) yec,N yed,N Yo,N ysp,N Nb(Ib) 0 (Mpg(Ib) 2.0 146.21 79.39 1.000 1.000 1.000 1.000 4351 0.70 11218 11.Results 11.Interaction of Tensile and Shear Forces(Sec.D.7)? Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com I s • SIMPSON Anchor Designer TM Company: Date: 2/19/2020 Engineer: Page: 5/5 Strong-TieSoftware Strong Project: Version 2.8.7094.3 Address: Phone: E-mail: Shear Factored Load,Via(Ib) Design Strength,oV,,(Ib) Ratio Status Steel 3800 4800 0.79 Pass II Concrete breakout x+ 7600 7608 1.00 Pass(Governs) Pryout 7600 11218 0.68 Pass 5/8"0 Titen HD(THDB model),hnom:4"(102mm)meets the selected design criteria. 12.Warnings -Per designer input,the tensile component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor tensile force associated with the same load combination.Therefore the ductility requirements of ACI 318 17.2.3.4.2 for tension need not be satisfied—designer to verify. -Per designer input,ductility requirements for shear have been determined to be satisfied—designer to verify. -Designer must exercise own judgement to determine if this design is suitable. -Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com • Rev Revision note Date Signat Check l , NOTES: UNLESS OTHERWISE SPECIFIED No ure ed tll tl lull lull 1'-3 1/2" '-�I =1 11111 3 1/2" O.D. SLEEVE ___ (FY=MIN. 65 KSI) " ~ t 1momminiiiO4 �v iiI IIi TTT I A� 7�1 ■ m 11 11 I I II 11 l , ii}1J ni i Li_Si _ `� n M I FASTENING STRAP WITH o 0 1" DIA. ALL THREADS AND NUTS " " - I I I 2 7/8" DIA. HELICAL PILE ' I \ (REF. PILE SPECIFICATION 3 1/2" 3" 3 1/2" FOR HELIX CONFIG.) FRONT VIEW __ lum / 10" / ' I 3 1/2" DIA. BRACKET SLEEVE TOP VIEW = - Ill 3/8" BRACKET SEAT _ _ - 44 NOTES: \ 1. POLYETHYLENE COPOLYMER THERMOPLASTIC COATING PER ICC-ES AC 228 ,-, 1 .:01 1 3. MANUFACTURER TO HAVE IN EFFECT INDUSTRY RECOGNIZED WRITTEN cn "'III I QUALITY CONTROL FOR ALL MATERIALS AND MANUFACTURING I, "'1 1 i I PROCESSES. \ p; TYP. INSTALLATION I" _ 4. ALL WELDING IS TO BE DONE BY WELDERS CERTIFIED UNDER SECTION 5 SCALE: 1"=1' OF THE AWS CODE D1.1. 5. THE CAPACITY OF THE UNDERPINNING SYSTEM IS A FUNCTION OF MANY INDIVIDUAL ELEMENTS, INCLUDING THE CAPACITY OF THE FOUNDATION, BRACKET, PIER SHAFT, HELICAL PLATE, AND BEARING STRATA, AS WELL up 1 AS THE STRENGTH OF THE FOUNDATION BRACKET CONNECTION AND THIS DRAWING AND ITS CONTENTS ARE THE QUALITY OF THE INSTALLATION OF THE PILE. YOUR ACHIEVABLE t CONFIDENTIAL AND THE EXCLUSIVE PROPERTY CAPACITY COULD BE HIGHER OR LOWER THAN THOSE LISTED DEPENDING n1 I OF RAM JACK SYSTEMS DISTRIBUTION, LLC. ON THE ABOVE FACTORS. \ NO PUBLICATION, DISTRIBUTION OR COPIES MAY BE MADE WITHOUT THE EXPRESSED 6. RAM JACK ESR-1854 FOR ALLOWABLE VALUES AND/OR CONDITIONS OF WRITTEN CONSENT OF RAM JACK SYSTEMS USE CONCERNING MATERIAL PRESENTED IN THIS DOCUMENT. SIDE VIEW DISTRIBUTION, LLC. ALL RIGHTS RESERVED UNDER COPYRIGHT LAWS. UNLESS OTHERWISE SPECIFED • DIMENSIONS ARE IN INCHES FILE NAME FSCM NO SHEET SCALE • TOLERANCES: ANGLE ±1- 4038 PILE BKT. 2 OF 7 1 1/2"=1' 2 PLACE DECIMALS ± .02 3 PLACE DECIMALS ± .010SIZE A-SIZE TITLE BLOCK 4-')) HAI1IIIACK � • REMOVE ALL BURRS AND SHARP EDGES DRAWN 10-2-08 CHARLES T. MARVIN • PARENTHE11CAL INFO FOR REF ONLY HOLE TOLERANCES CHECK DARIN WILLIS .013 126 251 APPR. DARIN WILLIS :��THRU' THRU+:661 THRU`: 1 4038 HELICAL PILE BRACKET .125 .250 .500 ISSUED .501 +� .751 +010 1.001+012 REV DWG NO THRU_:�1 THRU_:�1 2.00 _ao1L 4 0 3 8-0 2-0 7 .750 1.000 2.000 � CurtaA(Tlo A 2 . 875"O HELICAL PILES AND ANCHORS - UPSET CONNECTION „C„ ,D„ 6„ � —\\I\A (TYP.)I\ i i .t. •1/ -- - -at =mu= maw _olai oo 0-0 i' n N - LEAD SECTION HELIX EXTENSION EXTENSION MECHANICAL TORQUE RATING - 6,000 FT-LB LEAD SECTION TABLE HELIX EXTENSIONS ULTIMATE CAPACITY(TENS/COMP) - 54.0 KIP* ALLOWABLE CAPACITY (TENS/COMP)-27.0 KIP* CAT.# "A" "B" "C" "D" CAT# "A" "B" *BASED ON A TORQUE FACTOR(Kt) = 9 6125 5'-0 8" 8605-8 5'-0 8" 8605-10 5'-0 10" 6129 5'-0 10" 6142 5'-0 10" 12" 8605-12 5'-0 12" 3/„ ,fe 6143 7'-0 10" 12" 8607-10 7-0 10" "le 6147 7'-0 8" 10" 12" 6148 7'-0 10" 12" 14" EXTENSIONS o 6188 10'-0 10" 12" 14" 'es:, N i CAT# "A" —e- 1 '/"0 HOLES TO MULTI-HELIX ARE SPACED 3 DIAMETERS 8602 2'-0 i, ACCEPT 3/a"0 OF THE LOWEST HELIX. 8605 5' 0 } ( THRU BOLTS 8607 7'-0 I '' . I 8610 10'-0 I NOTES : 2'/ " O.D PILING 1. POLYETHYLENE POLYMER THERMOPLASTIC COATING PER ICC-ES AC 228.( GALVANIZED AND UNCOATED PILES AVAILABLE UPON REQUEST) CONNECTION 2. LEAD AND EXTENSION SECTION LENGTHS ARE NOMINAL. DETAIL 3. SHAFT MATERIAL IS 2/" O.D., 0.217"WALL, MINIMUM Fy=65 KSI AND Fu=80 KSI,ASTM-A500. 4. HELIX BLADE MATERIAL IS HOT ROLLED, MINIMUM Fy=50 KSI AND Fu=80 KSI CARBON STEEL. PLATE THICKNESS IS AVAILABLE IN 3/g"AND 1/2'THICKNESSES. 5. NOMINAL SPACING BETWEEN HELICAL PLATES IS THREE TIMES THE DIAMETER OF THE LOWEST HELIX. 6. MANUFACTURER TO HAVE IN EFFECT INDUSTRY RECOGNIZED WRITTEN QUALITY CONTROL AND RpMJACK ASSURANCE FOR ALL MATERIALS AND MANUFACTURING PROCESSES. J 7. MANUFACTURER SHALL BE ISO CERTIFIED. 8. ALL WELDING IS TO BE DONE BY WELDERS CERTIFIED UNDER SECTION 5 OF THE AWS CODE D1.1. DWG.NO.:2875.03 CATALOG NO.:SEE TABLES REV.1 9. ALL COUPLING BOLTS TO BE 3/4Y0, SAE J429 GRADE 8 BOLTS.( SAE J429 GRADE 5 IF GALVANIZED). SCALE DRAWN BY 3/4"=1'-0 SA DATE: 07/11/14 SHEET 1 OF 1 RECEIVED NORTHWEST JUN 8 2022 ul I OF TIGARD ENGINEERING GROUP lUI!DING DIVISION Ms. Carley Davis May 13, 2022 Ram Jack West 862 Bethel Drive Eugene, OR 97402 Re: Mr. Rick Loranger Foundation Inspection 15640 SW Alderbrook Dr Tigard, OR Dear Ms. Davis, Per your request, a site inspection and soil boring were performed at the above referenced site on May 5, 2022. The purpose of the site inspection was to provide consultation regarding the soil parameters for the proposed deep foundation system. The soil investigation is relatively conservative and is based on limited surface and subsurface soil observations at the site. Documents detailing the construction of the residence were not available for review. The residence is estimated to be approximately forty-five (45) years old and for orientation purposes is assumed to face west. GEOLOGICAL SETTING AND SOILS The geologic setting in this area is comprised of deposits of bedded silt and fine sand with occasional layers of clay, lenses of pebbly, fine-to-medium sand, with locally scattered cobbles (Willamette Silt, Pleistocene) (USGS National Geologic Map Database). Preliminary soil data was obtained from the Web Soil Survey from Natural Resources Conservation Service produced by the United States Department of Agriculture. This soils survey indicates that the primary soil at the residence is classified as Quatama loam. This soil consists of mostly clay loam material which under the unified soil classification system (USCS) is defined as ML. This soil has a slow infiltration rate and a slow rate of water transmission. Quatama loam has a low to moderate shrink-swell potential with a Plasticity Index ranging from 5 to 15. According to data provided by the Oregon Department of Geology and Mineral Industries, the site is considered a low landslide hazard. Grade is relatively flat near the residence but generally has a downward slope from the north side to the south side of the site. Two (2) Dynamic Cone Penetrometer (DCP) test were performed on May 4, 2022. DCP tests are used to measure the strength of the in-situ soil and the thickness of the soil layers. DCP is a hand-held device which consists of two 5/8" dia. shafts coupled near midpoint. The lead shaft contains an anvil and a pointed tip which is driven into the soil by dropping a sliding 35-lb hammer contained on the upper shaft onto the anvil. The underlying soil strength is determined by measuring the penetration of the lower shaft into the soil after each hammer drop. The P.O.Box 10393/Eugene,OR 97440/541.393.7363/WWW.NWENGGROUP.COM Mr. Rick Loranger May 13, 2022 Foundation Inspection Page 12 15640 SW Alderbrook Dr Tigard, OR ��-�� . a ., ,.# ,..,... . .,_. ... . . .... ....... . .: ..,,., . , „. .,. number of drops required for a penetration of 4" is then recorded and converted to an equivalent SPT N-values which is reported on the attached boring logs (DC-1 & DC-2). The first DCP boring (DC-1) extended to a depth of nine and a half feet (9'-6") below grade. The upper three and a half feet (3'-6") of soil consists of mostly medium stiff material. Between three and a half feet (3'-6") and eight and a half feet (8'-6"), a medium stiff to stiff layer of material was found. At eight and a half feet (8'-6"), a very stiff layer of material was encountered, and the boring was terminated at nine and a half feet (9'-6"). The DCP boring log (DC-1) is attached to this report. The second DCP boring (DC-2) extended to a depth of seven feet (7'-0") below grade. The upper foot (1'-0") of soil consists of medium stiff material. Between one foot (1'-0") and four feet (4'-0"), a soft to very soft layer of material was found. Between four feet (4'-0") and 5 and a half feet (5'-6"), a medium stiff layer was encountered. At five and a half feet (5'-6"), a stiff layer was encountered and present for the duration of the boring. The boring was terminated at seven feet (7'-0"). The DCP boring log (DC-2) is attached to this report. Parameters for lateral design: According to the 2019 Oregon Structural Specialty Code (OSSC), item 1806, ML type of soil will have the following properties: passive pressure of 133 psf/ft and a cohesion of 130 psf. OBSERVATIONS Vegetation around the residence consists primarily of grassy or mulchy areas with some small to large shrubs. The residence does appear to have a sprinkler system on the north and west sides of the residence. • The surface grades on the north side of the residence appear adequate to drain water away from the foundation. The surface grades on the south, east, and west sides of the residence appear to be relatively flat. • No areas of ponding water were observed on any side of the residence. • No boulders or cobbles were observed on the site. RECOMMENDATIONS We understand that helical piles are proposed to underpin portions of the north and east sides of the residence. A hydraulic torque driver head is used to install the helical pile. Advancement of the pile will continue until the minimum installation torque is achieved as specified by the torque correlation method to support the allowable design loads of the structure using a torque factor. We recommend that the proposed piles achieve a minimum embedment depth of seven (7) feet. However, it is anticipated the actual pile embedment depth may be greater. The repair work will not interfere with the existing lateral support conditions. Therefore, there are no lateral design concerns. P.O.Box 10393,E Eugene,OR 97440 d 541.393.7363 litfliVICNWENGGROUP.COM Mr. Rick Loranger May 13, 2022 Foundation Inspection Page 13 15640 SW Alderbrook Dr Tigard, OR • Maintaining uniform moisture around the foundation is very important. The landscape grades around the residence should be maintained to slope away from the residence where required. The landscape grades should slope away from the foundation at a minimum of 1/2" per foot for six (6'-0) feet. The top soil should extend a minimum of one (1'-0) foot above the bottom of the footing and should not extend above four (4") inches below the bottom of the siding. All new fill soil should be clayey sand with a minimum Plasticity Index (PI) of twenty-five (25). Watering the soil around the foundation is also important during dry periods to help maintain uniform moisture in the soil. This report is for the sole use of Ram Jack West and their design consultants for the foundation repair at the referenced site. Northwest Engineering Group assumes no responsibility or liability for any engineering judgement, inspection or testing performed by others outside the scope of this report. Our services do not include any survey or assessment of contamination or potential contamination of the soil or ground water by hazardous or toxic substances. No warranty is expressed or implied by this report. This concludes this report. If I can be of further assistance or should you have any questions about this report, please do not hesitate to contact me. Sincerely, •\10��,D PRO Fs°rX� 4c487 \PE ��,GvcU OREGON a qr 8 01��5 `PINL. w\\-" EXPIRES: 06-30-) James Hogan, E.I.T. Darin Willis P.E. Engineering Technician Managing Principal Attachment: Site Plan (SK-0) Dynamic Cone Penetrometer Test (DC-1) Dynamic Cone Penetrometer Test (DC-2) P.O.Box 10393/Eugene,OR 97440/541.393.7363/WWW.NWENGGROUP.COM "' 80 0' PROPERTY DC-1 DC-2 LINE rY rY I ,ram I ENTRY9/' Y O O Ce o / / L1J 0 Q 12' +/- f/ 8' +/- I ///,'/ ' I 3 �, V1 80.0' 15640 SW_711 + ALDERBROOK DR In SITE PLAN �cO PROP( �-�i c;��G I N f� u/0,-1Ji TREE PRESERVATION NOTES: �9r �� 1. ALL HOLES ARE EXCAVATED NEXT TO THE 34$7FC STRUCTURE FOUNDATION OREGON I IMFNORTH 2.THE TOTAL AREA OF EXCAVATED HOLES <25 SQFT 4}- 8 'L \5 414)/A/ L. w\\\- NORTHWEST RICK LORANGER SHEET: EXPIRES: 06-30-AY 15640 SW ALDERBROOK DR S K-0 ENGINEERING GROUP TIGARD, OR P.O. BOX 10393 SCALE: DATE: EUGENE, OR 97440 (541) 393-7363 1/20" = 1'-0 05/13/2022 WILDCAT DYNAMIC CONE LOG Page 1 of 1 Northwest Engineering Group P.O.Box 10393 PROJECT NUMBER: 022-073 Eugene,OR 97440 DATE STARTED: 05-04-2022 DATE COMPLETED: 05-04-2022 - HOLE#: DC-1 CREW: James Hogan SURFACE ELEVATION: PROJECT: Rick Loranger WATER ON COMPLETION: ADDRESS: 15640 SW Alderbrook Dr HAMMER WEIGHT: 35 lbs. LOCATION: Tigard,OR CONE AREA: 10 sq.cm BLOWS RESISTANCE GRAPH OF CONE RESISTANCE TESTED CONSISTENCY DEPTH PER 10 cm Kg/cm2 0 50 100 150 N' NON-COHESIVE COHESIVE - 2 8.9 •• 2 VERY LOOSE SOFT - 5 22.2 6 LOOSE MEDIUM STIFF 1 ft 8 35.5 10 LOOSE STIFF - 6 26.6 7 LOOSE MEDIUM STIFF - 4 17.8 5 LOOSE MEDIUM STIFF 2 ft 4 17.8 5 LOOSE MEDIUM STIFF - 4 17.8 5 LOOSE MEDIUM STIFF - 5 22.2 6 LOOSE MEDIUM STIFF 3 ft 5 22.2 6 LOOSE MEDIUM STIFF - 1 m 6 26.6 7 LOOSE MEDIUM STIFF - 7 27.0 7 LOOSE MEDIUM STIFF 4 ft 9 34.7 9 LOOSE STIFF - 8 30.9 8 LOOSE MEDIUM STIFF - 8 30.9 8 LOOSE MEDIUM STIFF 5 ft 9 34.7 9 LOOSE STIFF - 9 34.7 9 LOOSE STIFF - 10 38.6 11 MEDIUM DENSE STIFF 6 ft 13 50.2 14 MEDIUM DENSE STIFF - 11 42.5 12 MEDIUM DENSE STIFF - 2 m 6 23.2 6 LOOSE MEDIUM STIFF 7 ft 8 27.4 7 LOOSE MEDIUM STIFF - 8 27.4 7 LOOSE MEDIUM STIFF - 12 41.0 11 MEDIUM DENSE STIFF 8 ft 16 54.7 15 MEDIUM DENSE STIFF - 16 54.7 15 MEDIUM DENSE STIFF - 22 75.2 21 MEDIUM DENSE VERY STIFF - 9 ft 25 85.5 24 MEDIUM DENSE VERY STIFF - 25 85.5 24 MEDIUM DENSE VERY STIFF - 3m 10 ft - 11 ft - 12ft - 4m 13ft C:\My Documents\Wildcat\WC_XL97.XLS WILDCAT DYNAMIC CONE LOG Page 1 of 1 Northwest Engineering Group P.O.Box 10393 PROJECT NUMBER: 022-073 Eugene,OR 97440 DATE STARTED: 05-04-2022 • DATE COMPLETED: 05-04-2022 • HOLE#: DC-2 CREW: James Hogan SURFACE ELEVATION: PROJECT: Rick Loranger WATER ON COMPLETION: ADDRESS: 15640 SW Alderbrook Dr HAMMER WEIGHT: 35 lbs. LOCATION: Tigard,OR CONE AREA: 10 sq.cm BLOWS RESISTANCE GRAPH OF CONE RESISTANCE TESTED CONSISTENCY DEPTH PER 10 cm Kg/cm2 0 50 100 150 N' NON-COHESIVE COHESIVE - 4 17.8 5 LOOSE MEDIUM STIFF - 5 22.2 6 LOOSE MEDIUM STIFF 1 ft 6 26.6 7 LOOSE MEDIUM STIFF - 2 8.9 •• 2 VERY LOOSE SOFT - 1 4.4 • 1 VERY LOOSE VERY SOFT 2 ft 1 4.4 • 1 VERY LOOSE VERY SOFT - 1 4.4 • 1 VERY LOOSE VERY SOFT - 1 4.4 • 1 VERY LOOSE VERY SOFT 3 ft 1 4.4 • 1 VERY LOOSE VERY SOFT - 1 m l 4.4 • 1 VERY LOOSE VERY SOFT - 2 7.7 •• 2 VERY LOOSE SOFT 4 ft 6 23.2 6 LOOSE MEDIUM STIFF - 7 27.0 7 LOOSE MEDIUM STIFF - 8 30.9 8 LOOSE MEDIUM STIFF 5 ft 8 30.9 8 LOOSE MEDIUM STIFF - 8 30.9 8 LOOSE MEDIUM STIFF - 10 38.6 11 MEDIUM DENSE STIFF 6 ft 11 42.5 12 MEDIUM DENSE STIFF - 11 42.5 12 MEDIUM DENSE STIFF - 2 m 10 38.6 11 MEDIUM DENSE STIFF 7ft 8ft 9ft - 3m 10 ft lift 12ft - 4m 13ft C:\My Documents\Wildcat\WC_XL97.XLS