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Plans ,NORTHWEST ENGINEERING GROUP Ms. Carley WeiseECE March 12, 2020 Ram Jack West I �• LIABILITY 862 Bethel Drive V The City of Tigard and its Eugene, OR 97402 MAR 1 9 2020 employees shall not be CI rY�F t�r� 3D responsible for discrepancies Re: Mr. Cory Borne 3UJJLDING DWISlON which may appear herein. Site Inspection 10635 SW Cook Ln "� ` .��p "'C,�tY� Tigard, OR / 1 S iZ- P; I..ts3 /Cla—ScS D�S Dear Ms. Weise, Per your request, a site inspection was performed at the above residence on March 4, 2020.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 sixty-four (64) years old and for orientation purposes is assumed to face south. Approved plan' • II be on jobs. O. VALIDITY OF P THE ISSUANCE OF 44-; BASED ON CONST • " a " DOCUMENTS AND 4•.r. TM �; DATA SHALL NOT P el THE CODE OFFICIA REQUIRING THE CO' * "3 OF ERRORS.ORS# , ►F It ^fir iNi R g l •DE COMTIGADPLIANCE re Permit# i �1.1i ��� —OC) Address: \1 3,17 1r CD L)V— * Suite r' : 13} A f; Date: , zb7.e9 Image 1: Front Elevation The residence is a one-story wood framed structure.The residence has wood siding covering the exterior walls. 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 of the residence. The interior walls of the residence are constructed of sheetrock. The interior floor covering consists of vinyl and wood. 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. Cory Borne March 12, 2020 Foundation Inspection Page [2 10635 SW Cook Ln Tigard, WA GEOLOGICAL SETTING AND SOILS The geologic setting in this area is comprised of deposits of sand, gravel, and silt defined as alluvium and glacial-outburst flood sediment deposits of the Pleistocene(USGS National Geologic Map Database). It is our opinion that the settlement is a result of improper foundation drainage and/or undersized foundations. We believe that a suitable support can be achieved by installing helical piles. Based on the site conditions, a full geotechnical report is necessary. OBSERVATIONS Vegetation around the residence consists primarily of grassy areas with no shrubs.The residence does not appear to have a sprinkler system. The surface grades on the south, east, and west sides of the residence appears to be relatively flat. The surface grade on the north side of the residence appears to be negatively sloped. No areas of ponding water were observed around 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 grade beam cracks, doors out of plumb, and sloping floors. Relative floor elevations were provided by Ram Jack West. The floor elevations were reportedly taken on February 21, 2020 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 entry 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 northwest corner of the residence. The high point was recorded near the northeast corner of the residence. The elevation differential between the low and high points of the residence was found to be about 1 '/inches. These elevations are shown on the attached Foundation and Elevation Assessment Plan (SK-1). RECOMMENDATIONS I recommend a total of nine (9) 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 and be capable of uniformly raising the foundation as applicable. The minimum installation torque is 2,300 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 P.O. BOX 10393/ Eugene,OR,97440/541.393.7363/WWW.NWENGGROUP.COM Mr. Cory Borne March 12, 2020 Foundation Inspection Page 13 10635 SW Cook Ln Tigard, WA (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. 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 I can be of further assistance or should you have any questions about this report, please do not hesitate to contact me. Sincerely, ��RtiD PR0� , c:P GINEF4 4%, L 88904 a I4 I • W / 30 a yak 40E S7EFF04 C %y EXPIRES: Sean Morrison, E.I.T. Charles Steffensmeier, 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) Ram Jack Helical Pile Detail at Interior Chimney with 4038 Bracket(SK-3) Footing & Pile Calculations Ram Jack 4038 Bracket Shop Drawing Ram Jack 2 7/8" Helical Pile Specification P.O. BOX 10393/ Eugene,OR,97440/541.393.7363/WWW.NWENGGROUP.COM 98.1' +/- . I I DETACHED GARAGE 1 1 I 10635 SW COOK LN + + N I I N MI rM I I t 14.4' +/- \� I I LNTRY PROPERTY N L. — LINE in L _ _ _ r J 98.1' +/- SITE PLAN e/Zd RED PROF. �0•„V .ALINE*. s/0 TREE PRESERVATION NOTES: 9 4 / `:904' r 1.ALL HOLES ARE EXCAVATED NEXT TO THE STRUCTURE FOUNDATION T-• 17Aty N �� NORTH 2. THE TOTAL AREA OF EXCAVATED HOLES<25 SQFT 1b �.302. c$ SRO STlEFF�� EXPIRES: 4/40 ) NORTHWEST CORY SOME SHEET: 10635 SW COOK LN S K-0 ENGINEERING GROUP TIGARD, OR P.O. BOX 10393 SCALE: DATE: EUGENE,OR 97440 (541)393-7363 1/30"=1.-0 03112/2020 WOODEN PLAN NOTES DECK PREVIOUSLY PILES 8 AND 9:STABILIZE _REPAIRED ONLY GRADE BEAM SEPARATION SEPARATION 2'-0" 7'-0" 8'-0" 8'-0' OF SIDING f f / / le GRADE /-BEAM CRACK o\ ( ®04 ®05 I®06 �07 1a -1 Y" -1 Y" -1 Y" -1" -Ye 0" -Ye Y" 0" \ 9 03 MASONRY BRICK o AC -1" O 1 Ye FIREPLACE FOOTING 0° 09 -1 Y4" -1 Ya -1 Ya" -Y4" 02 �� `` M® - " - FP -Y4" \-GAS METER I 0" 0" ENTRY y" Y" E 1 01 i 1 2-CAR GARAGE • CONCRETE `—___, — I PATIO ROOF LIMITS FOUNDATION & ELEVATION ASSESSMENT PLAN e NORTH J 13/2G LEGEND ��Eo PRopF -y4" ----FLOOR ELEVATIONS TAKEN BY RAM JACK ON 02/21/2020 \y� . Inie4.4 `Si�Z ® ----HELICAL STEEL PILE(10 KIP CAPACITY) } 88• PE a ----HELICAL STEEL PILE THROUGH CONCRETE(10 KIP CAPACITY) `�� . � ----C6XB.2 x 40'-0"CHANNEL s► � 1�x ......... - --6x6x3/8"x 6'-0"ANGLE Yp(�,..0 Zap ��� ✓° STEff° EXPIRES: 00 NORTHWEST CORY BOME SHEET: 10635 SW COOK LN S K-1 ENGINEERING GROUP TIGARD,OR P.Q. BOX 10393 SCALE: DATE: EUGENE,OR 97440 (541)393-7363 3/32'= 1'-0 03/12/2020 EXISTING EXTERIOR EXISTING FLOOR JOISTS WOOD FRAMED WALL BEAR ON FOUNDATION WALL APPROXIMATE EXTERIOR GRADE ELEVATION, SOIL OR CONCRETE PAVING.(VERIFY EXACT CONDITIONS IN FIELD) EXISTING CONCRETE FOUNDATION - m EXTENT OF EXISTING FOOTING BEYOND C 6x8.2 x 40'-0" %"HILTI'S KWIK i-- TZ BOLTS© 16" CHIP-OUT POCKET IN EXISTING FOOTING FLUSH WITH FOUNDATION it� WALLAS NEEDED TO INSTALL C. BRACKET. il 3 " i BRACKET MUST SUPPORT THE BOTTOM OF THE FOOTING AND SHALL NOT RELY ON POST-INSTALLED TABLE 1 ANCHORS FOR GRAVITY SUPPORT. PILE MIN. BRACKET PILE HELIX SERVICE INSTALL. DIA. CONFIG. LOAD TORQUE 403B 2/" 10" 10 KIP 2,300 FT LBS HELICAL PILE(REF.TABLE 1) ?/3"./ o@tED PROF �,- ' INFF s% v 7., - E , P ',try .. . - TYPICAL HELICAL PILE DETAIL 'P 'Alfr/zo a���44 @ EXTERIOR GRADE BEAM ':F8TE ,7 NORTHWEST EXPIRES: ��I ,�� CORY BOME SHEET: 10635 SW COOK LN S K-2 ENGINEERING GROUP TIGARD, OR P.O. BOX 10393 SCALE: DATE: EUGENE, OR 97440 (541)393-7363 3/4"=1'-0 03/12/2020 , EXISTING FLOOR JOISTS --\ ___JII____ .L. )1 1 1 EXISTING CHIMNEY / CMU WALL 4- / EXISTING SLAB ` IL BRACKET MUST SUPPORT THE BOTTOM OF THE FOOTING AND SHALL .4444 , ENNOT RELY ON POST-INSTALLED ANCHORS FOR GRAVITY SUPPORT. L 6x6x%"x 6'-0 (WHERE SHOWN ON SK-1) TABLE 1 PILE HELIX PILE MIN. BRACKET DIA. CONFIG. SERVICE INSTALL. LOAD TORQUE 4038 2 7" 10" 10 KIP 2,300 FT-LBS / HELICAL PILE(REF.TABLE 1) ..,0aEO PROP , -11_ s, INgfi4 pZ '. / 88904PE pr TYPICAL HELICAL PILE DETAIL VA/. ' � I @ INTERIOR FIREPLACE EXPIRES: (67 /ZD NORTHWEST 1 635 SW COOK LN SHEET: ENGINEERING GROUP TIGARD, OR S K-3 P.O. BOX 10393 SCALE: DATE: EUGENE,OR 97440 (541)393-7363 3//4"= 1'-0 03/12/2020 NORTHWEST PILE CALCULATION Date: 3/12/2020 ENGINEERING GROUP Designer:Charles Steffensmeier, P.E. Co Borne /�/� Eugene,P.O. `10393 0R 97440 Project: 10635 SW Cook Lane ,,• 0.%GINe4,Fs12,o Tigard,OR 'P y Design Loads: 4iq • Dead: _ 15psf .s ya ��`��� Roof 30 20 Third Floor= 0 psf J°E MO.- Second Second Floor= 0 psf EXPIRES: 40 /it First Floor= 15 psf Walls= 12 psf Live: *Roof snow= 25 psf *Roof live= 20 psf _____,,__ Third Floor= 0 psf L • Second Floor= 0 psf 4.- bw� I First Floor= 40 psf *(the greater of the two) '"--- K\ CU Foundation dimensions: ` h= 22 in bw= 8 in �/ b , I� b= 4 in hf= 14 in Vertical Design Loads: Tributary Widths: Roof= 12 ft » 180 plf Third Floor= 0 ft » 0 plf Second Floor= 0 ft » 0 plf First Floor= 4 ft » 60 plf Walls= 9 ft » 108 plf Foundation self-weight= » 125 plf 1 DL 473 plf Live: Roof= 12 ft » 300 plf Third Floor= 0 ft » 0 plf Second Floor= 0 ft D 0 plf First Floor= 4 ft » 160 plf 1 LL 460 plf (without roof LL) 1 LL 160 plf Page 1 NORTHWEST PILE CALCULATION Date: 3/12/2020 ENGINEERING GROUP Designer:Charles Steffensmeier,P.E. ASD Loads: Load,w2=EDL+ILL 633 plf (comb.#2-without roof LL)OR Load,w°= +ILL(0.75) 818 plf (comb.#4-with roof IL) Max.load w ASD= 818 plf Concrete Analysis:ACI 318-14 LFRD Loads: Load,w,= 662 plf (comb 1) Load,w2m 974 plf (Comb 2) Load,w3_ 1128 plf (Comb 3) Load,w4n 798 plf (Comb 4) Max.load w LFRD= 1128 plf Max.beam span(I)= 8 ft= ", in Mmax=W".l2/8= 108.25 inatips= 9.02 k-ft Shearm,,„=(5/8)*wu.l= 5.64 kips Foundation Width,bw= 8 in Code Reference Foundation Depth,d= 20 in (h-2") ACI 14.5.1.7 Cross Sectional Area,A= 160 in2 Section Modulus,S,�= 533.3333 in3 Gross Moment of Inertia,Is= 5333.333 in° Assumed Conc,f,= 2500 psi Yt= 10 in Foundation Moment&Shear Capacity Per ACI 318-14 Code Reference Conc Modulus of Rupture,f,= 5 psi ACI 19.2.3.1 Cracking Moment,M,.= 16.7 k-ft AC124.2.3.5 Flexure Reduction Factor,$= 0.9 ACI 21.2.1 Design Moment,4Mn= 10.0 k-ft OK ACI 14.5.2.1a&14.5.2.1b Shear Strength,Vn= 10.7 kips ACI Table 14.5.5.1 Shear Reduction Factor,4= 0.6 ACI 21.2.1 Design Shear,$Vn= 6.4 kips OK Notes: 1)Foundation analysis is based on reinforcing with C6X8.2 Channel on stem wall 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: 3/12/2020 . ENGINEERING GROUP Designer:Charles Steffensmeier,P.E. Pile spacing(IA= 8 ft= 96 in Pile Working Loads: Pile Service Load,Pn= 6544 lbs (wall load x pile spacing) Pile Ultimate Load, Purr = 13088 lbs *Safety Factor of 2 Applied Deflection check Beam El= 3.08E+09 lb-in2 Live Load Deflection= 1.37E-02 in < 0.27 in OK Total Beam deflection= 0.028 in < 0.40 in OK Minimum wile installation torque Qulr T,,,rr. _ r Required ultimate soil capacity(Q„It)= 13088 lbs Pile 0= 2 7/8" Torque factor(KJ= 9 Minimum pile installation torque,(•min)= 1500 ft-lbs Bracket= 4038 Bracket Allowable Capacity= 19,700 lbs Page 3 MOD . 4038 EARLESS MP BRACKET/ RD . 2468 SIDE LOAD BRACKET . HSS3x3x%"---- 6 FASTENING 65 „� 4 1/2" 0 BRACKET THREADED RODS TO �STRAP SLEEVE BE A MIN. OF 16" LONG. CA] I f LONGER RODS WILL BE I \ NEEDED FOR LIFTS I o \ --,-i: WILLIAMS FORM #7 GRATER THAN 6". --J Nfl 1 COUPLING NUT 8" BENT PLATE l SEAT(ASTM A36) \ co %" GUSSET PL \ '' 3/a"x3"x%" SPACER (ASTM A36) "ledle3,„ le 10" di,, SIDE VIEW TOP VIEW WILLIAMS FORM#7 INTERNAL THREADED THREADED ROD CONNX. Itil MOO WILLIAMS FORM#7 HEX LOAD CHART -_ _ Q, NUT 2 7/3"0 PILE w/0.217" >— , ,. ,600 LBS ULTIMATE PILE ASSEMBLY 40 WALL THICKNESS n , HISS 3 x 3 x 8,FTF- CAPACITY (Fy= MIN. 65 KSI) FASTENING STRAP ALLOWABLE PILE ASSEMBLY CAPACITY 20,300 LBS (S.F.=2) HELICAL PLATES AS REQUIRED FOR FRONT VIEW BEARING AREA 90IN' COMPRESSION AND TENSION LOADS II- NOTES: 1. POLYETHYLENE COPOLYMER THEMOPLASTIC COATING PER ICC-ES AC228. TYP. INSTALLATION 2. MANUFACTURER TO HAVE IN EFFECT INDUSTRY RECOGNIZED WRITTEN NOT TO SCALE QUALITY CONTROL FOR ALL MATERIALS AND MANUFACTURING PROCESSES. 3. ALL WELDING IS TO BE DONE BY WELDERS CERTIFIED UNDER SECTION 5 OF THE AWS CODE D1.1. THIS DRAWING AND ITS CONTENTS 4. THE CAPACITY OF THE UNDERPINNING SYSTEM IS A FUNCTION OF MANY ARE CONFIDENTIAL AND THE INDIVIDUAL ELEMENTS, INCLUDING THE CAPACITY OF THE FOUNDATION, EXCLUSIVE PROPERTY OF RAM RAMJACK JACK SYSTEMS DISTRIBUTION,LLC. BRACKET, CASING, SOIL STRENGTH, AND BEARING STRATA,AS WELL AS THE NO PUBLICATION,DISTRIBUTION OR STRENGTH OF THE FOUNDATION BRACKET CONNECTION AND THE QUALITY COPIESES:AEI'W BERITTEN MADE WITCONSENTHOUTTHEOF EXPR OF THE INSTALLATION OF THE PILE. YOUR ACHIEVABLE CAPACITIES COULD RAM JACK SYSTEMS DISTRIBUTION, LLC.ALL RIGHTS RESERVED UNDER RD.2468/MOD,4038 EARLESS MP BRACKET REV.1 BE HIGHER OR LOWER THAN THOSE LISTED DEPENDING ON THE ABOVE COPYRIGHT LAWS. SCALE DRAWN BY FACTORS. 3/4"=1,-0 SR DATE: 07/24/2018 SHEET 1 OF 1 2 . 875"0 HELICAL PILES AND ANCHORS - UPSET CONNECTION � ' � (TYP.) I\ -1111111: Wilinalit NORM P.- _ i - -- P1 p1 n ► I I( 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" *BASED ON A TORQUE FACTOR(Kt) = 9 6125 5'-0 8" 8605-8 5'-0 8" 6140 5'-0 8" 10" 8605-10 5'-0 10" 6142 5'-0 10" 12" 8605-12 5'-0 12" le3Y2' t 8607-10 7'-0 10" 6143 7'-0 10" 12" 6147 7'-0 8" 10" 12" 6148 7'-0 10" 12" 14" EXTENSIONS = I 6188 10'-0 10" 12" 14" `� io I CAT# "A" $ I 7/e" 0 HOLES TO * MULTI-HELIX ARE SPACED 3 DIAMETERS 8605 5'-0 I ACCEPT 3/4"0 OF THE LOWEST HELIX. 8607 7'-0 THRU BOLTS 8610 10'-0 I I I I 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 27/e"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%"AND Y2"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 RAMJACK ASSURANCE FOR ALL MATERIALS AND MANUFACTURING PROCESSES. 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,:zers 03 CATALOG No SEE TABLES REV.1 9. ALL COUPLING BOLTS TO BE 3/4"0, SAE J429 GRADE 8 BOLTS.( SAE J429 GRADE 5 IF GALVANIZED). SCALE DRAWN BY DATE ornv 4 SHEET1 OF 1 314"=1'-0 SA