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Plans RECEIVED NORTHWEST OFFICE COPYSEP 17 2018 CITY OF TIGARD ENGINEERING GROUP BUILDINGDIVISION Ms. Susie Nicoli August 19, 2018 10470 SW Clydesdale PI CITY OF TIGARD Tigard, OR, 97233 REVIEWED P7DE DE COMPLIANCE Re: Foundation Inspection Approvedr 10470 SW Clydesdale PI OTC'' ( I Tigard, OR Permit#: ((D.Q1,66 — 'EJDZ 9 Address: I o-rtO CAy46-1-e- Dear Ms. Nicoli, Suite#:= � » Date• ��$,f7� Per your request, a site inspection wasp sir a on Aub ct , 2018. 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. The interior of the residence was not accessible at the time of this inspection. No material or geotechnical testing was performed and was beyond the scope of this investigation. Documents detailing the construction of the residence were not available for review. The residenceis�sfimated to be approximate_) forty-four (44) years old and for orientation purposes i as e' ' U i C "y State of Ore,Foni Structural Specpffelfa'r Code The residence is a one-story wood framed structure witha partial, flnishedbasement. The residence has masonry brick and fiber cement siding t o ' 'tt6rii etaiike the foundation of the residence is a wood floor systemIIPPSC ,A�tawPiaNiron�crete beams. The roof consists of composite asphalt shingles and has rain gutters on Asides of the residence. Removal of any floor or wall cover1igs�f< '4irIspettlfot-Z Ql , ato Fmrne beyond the scope of this investigation. Rc s`f^reiri2 Steel& Nrest'rising °„�ndos-s As indicated, a geotechnical investigation was min- °i:i-' '`scope of this investigation. However, preliminary soil data was obta0pri fpprF h ,l/ll i iJ urvey from Natural Resources Conservation Service produced bar the Unitecr°S{t�es riep3rtment of Agriculture. This soils survey indicates that the primari:Soiratthe'Pandencejis classified as Aloha silt loam. This soil has a very slow infiltration .rte and.a veer slow rate of water transmission. Aloha silt loam has a low shrink-swell potential with Piasylci i Ifireatbfigffig from 0-5. = r„= ,•!:t"i3 Concrete Fill 0 Q.-, A , ;iied Fire-Resistive iViaterihis OBSERVATIONS CAlfed Piers and Caissons Vegetation around the residence consists primarily c)f grassy' r i s with some small to medium shrubs. The residence does not appear to h vi arsp ll# 1 s xia l# Filling grades on the north and east sides of the residence appeared adequate to drain water away from the foundation. The surface grade on the gest si'dc bt`thiiiidtirfutirftpear to be relatively flat. The surface grade on the south side,ofthefqvincigliteRmileared to slope negatively toward the residence. Areas of ponding water.aatera observpc�on tfie we'�sfad south sides of the residence. The areas of ponding are shown on the attached Foundation and Elevation Assessment Plan (SK-1). 862 Bethel Drive/Eugene,OR,97402/ 541.393.7363/ WWW.NWENGGROUP.COM Ms. Susie Nicoli August 19, 2018 Foundation Inspection Page 1 2 10470 SW Clydesdale PI Tigard, OR 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 August 7, 2018 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 center of the west exterior wall. 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 northwest corner of the residence.The elevation differential between the low and high points of the residence was found to be about 1 1/2 inches. These elevations are shown on the attached Foundation and Elevation Assessment Plan (SK-1). RECOMMENDATIONS I recommend a total of nine (9) driven 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 13.8 kips and be capable of uniformly raising the foundation as applicable. 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 °/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 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. 862 Bethel Drivel Eugene, OR,97402 j 541.393.7363/ WWW.NWENGGROUP.COM Ms. Susie Nicoli August 19, 2018 Foundation Inspection Page 1 3 10470 SW Clydesdale PI 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 I can be of further assistance or should you have any questions about this report, please do not hesitate to contact me. Sincerely, •\(c-` PROFESS �v\� G I R EFS /oma 93487PE OREGON Oq�gY8, 20� {2 R/NL. W\�-�, EXPIRES: 06-30-•1-0 James Hogan Darin Willis P.E. Engineering Technician Managing Principal Attachment: Foundation and Elevation Assessment Plan (SK-1) Ram Jack Helical Pile Detail with 4021 Bracket (SK-2) Wind and Seismic Site Information Footing & Pile Calculations Ram Jack 4021 Bracket Shop Drawing Ram Jack 2 7/8" Helical Pile Specification Bracket and Shaft Capacities 862 Bethel Drive/Eugene,OR,97402/541.393.7363/WWW.NWENGGROUP.COM WOODEN Y8"GRADE 7-0" 7-0" 7-0" DECK BEAM CRACK f AC t f f 40 =, • • 1 1 , 1 1 �- • _1„ _1�! Y2' _Y4" 0„ 0" _y4„0 -g_ -y2, PONDING 'c--- 01„ WATER �? 2-CAR (TYP) Ya"GRADE---:-.>---4r1„ GARAGE _Y4„ BEAM CRACK .---- • _ t 0" 0" \ / o a i� 0" /L \ N----K. -1" -1 Y., _1" y„r\ 44" — J • •�- � -� 0.. 0., N " ENTRY 10-0 / 10-0 4 Y"GRADE Y"MASONRY ITREE BEAM CRACK BRICK CRACK , ,�, FOUNDATION & ELEVATION ASSESSMENT PLAN ��0ED PROFESS LEGEND �& *G 1 N EFS ,3 /4" ----SLAB ELEVATIONS TAKEN BY RAM JACK ON 08/07/2018 93487PE • ----DRIVEN STEEL PILES ( 13.8 KIP CAPACITY) -- '' „ C ----DRIVEN STEEL PILES THROUGH CONCRETE (13.8 KIP CAPACITY) OREGON �. '�-4 �� NORTH i-. ----C8X11.5 x 10'-0"CHANNEL o r 8 <� q4)/N L L. W`\'\' NORTHWESTSUSIE NICOLI SHEET: 10470 SW CLYDESDALE PL EXPIRES: 06-30-) SK-1 ENGINEERING GROUP TIGARD,OR 862 BETHEL DR SCALE: DATE: EUGENE,OR 97402 (541)393-7363 3/32"=1'-0 08/19/2018 EXISTING EXTERIOR WOOD FRAMED WALL _____// APPROXIMATE EXTERIOR GRADE EXISTING SLAB ELEVATION, SOIL OR CONCRETE ON GRADE PAVING.(VERIFY EXACT CONDITIONS IN FIELD) '� -fir co } C 8x11.5x10'-0" z E 34"HILTI'S KWIK > " TZ BOLTS @ 12 0 " il wI >- CHIP-OUT POCKET IN EXISTING FOOTING FLUSH WITH FOUNDATION WALL AS NEEDED TO INSTALL �-- LI.] BRACKET. lin EXTENT OF EXISTING FOOTING BEYOND i 4021 BRACKET BRACKET MUST SUPPORT THE BOTTOM OF THE FOOTING AND SHALL NOT RELY ON POST-INSTALLED ANCHORS FOR GRAVITY SUPPORT. A3 Y"SLEEVE 11 27/"0 DRIVEN PILE I r/79/04 SERVICE LOAD= 13.8 KIPS R- PROFFS �ti s� c ' *GlNke -* III „.- . e34 7PE —� OREGON w O '*49Y8 'L TYPICAL HELICAL PILE DETAIL $ @ EXTERIOR GRADE BEAM 5 ����' L. \11\\-4) ���' NORTHWEST SUSAN NICOLI SHEET: EXPIRES: 06-30-)V 10470 SW CLYDESDALE PL S K—2 ENGINEERING GROUP TIGARD, OR 862 BETHEL DR SCALE: DATE: EUGENE, OR 97402 (541)393-7363 3/4"=1'-0 8/19/2018 8/22/2018 ATC Hazards by Location A This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. CtTC Hazards by Location Search Information Address: 10470 SW Clydesdale PI,Tigard,OR 97223,USA Coordinates: 45.43128079999999,-122.78445909999999 Timestamp: 2018-08-22T22:14:26.422Z Hazard Type: Wind Map Results tate Forest : j Go'denrlae r . Head fl er Ra�1us Arl ngtor, ancouver q �A. 164 ft ° ',-e naIle- look Hdlsbo-00 land o 6'si Forest Beav no,t Gresham 7� Conc-r: Maup e ED 4 0 52.3 . rdnikr Is S : 1.•liar. alem 0 r'?Map data©2018 Google Text Results ASCE 7-16 MRI 10-Year 67 mph MRI 25-Year 72 mph MRI 50-Year 77 mph MRI 100-Year 82 mph Risk Category I 91 mph Risk Category II 97 mph Risk Category III 103 mph Risk Category iv 107 mph ASCE 7-10 ......................... ..... MRI 10-Year 72 mph MRI 25-Year 79 mph MRI 50-Year 85 mph MRI 100-Year 91 mph Risk Category I 100 mph Risk Category II 110 mph https://hazards.atcouncil.org/#/wind?address=10470%2OSW%20Clydesdale%20P1%2C%20Tigard%2C%20OR%2097223%2C%2OUSA&lat=45.4312... 1/2 8/22/2018 ATC Hazards by Location Risk Category III-IV 115 mph ASCE 7-05 ASCE 7-05 Wind Speed 85 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 boundaries,the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region. 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/#/wind?address=10470%20SW%20Clydesdale%20PI%2C%20Tigard%2C%200R%2097223%2C%2OUSA&lat=45.4312... 2/2 8/22/2018 Design Maps Summary Report EmsDesign Maps Summary Report User-Specified Input Report Title Nicoli Residence Wed August 22, 2018 22:27:00 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 45.43155°N, 122.78467°W Site Soil Classification Site Class D — "Stiff Soil" Risk Category I/II/III 111 sbora a ° "'. ::. Beaverton , -441/4 re, 10 f h g Shervy►c�c�d ,#e," USGS-Provided Output S5 = 0.968 g SMS = 1.077 g SDs = 0.718 g Si = 0.423 g SM1 = 0.667 g SD1 = 0.444 g For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. MME R Response Spectrum Des n Response Spectrum G!�` aat t.v. u.ax Uos lf. 0.Y' Ci a "44 0.31 03? D.2= L..it. 0.II liJ'4S our Ci.3nye ,,rr. u?3u lin I3. 14" Ib. l $ _.• OlX. n,> ..4. ,,e :o Ie1 3 1. ' Ib' 140 214, Period,T law) period,T ism) For PGAM,T[, CRS, and CR, values, please view the detailed report. Although this information is a product of the U.S.Geological Survey,we provide no warranty, expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. https://prod0l-earthquake.cr.usgs.g ov/designmaps/us/summary.php?template=minimal&l atitude=45.431551499567306&longitude=-122.7846735&site... 1/1 NORTHWEST PILE CALCULATION Date: 8/19/2018 ENGINEERING GROUP Designer: Darin Willis, P.E. 862 Bethel Drive Project: Susie Nicoli Eugene, OR 97402 10470 SW Clydesdale PL Tigard, OR 97233 Design Loads: Dead: Roof= 15 psf Third Floor= 0 psf Second Floor= 0 psf First Floor= 50 psf Walls= 10 psf \ ` rx Live: CO U *Roof snow= 25 psf *Roof live= 20 psf ` bw Third Floor= 0 psf -c 011 Second Floor= 40 psf II / / First Floor= 40 psf tQ *(the greater of the two) — ,1 Foundation dimensions: \K\ _J j bw 8 in _c ` h= 48 in = b b= 16 in hf= 8 in Vertical Design Loads: Tributary Widths: Roof= 12 ft » 180 plf Third Floor= 0 ft » 0 plf Second Floor= 12 ft » 0 plf First Floor= 4 ft » 200 plf Walls= 18 ft » 180 plf Foundation self-weight= » 467 plf 2 DL 1027 plf Live: Roof(snow) = 12 ft » 300 plf Third Floor= 0 ft » 0 plf Second Floor= 12 ft » 480 plf First Floor= 4 ft » 160 plf 1 LL 940 plf (without roof LL) 2 LL 640 plf Page 1 NORTHWEST PILE CALCULATION Date: 8/19/2018 ENGINEERING GROUP Designer: Darin Willis, P.E. Concrete Analysis:ACI 318-14 Footing loads: Load,w2=EDL+ELL 1667 plf (comb.#2-without roof LL)OR Load,w4=IDL+ELL(0.75) 1731.667 plf (comb.#4-with roof LL) Max.load w= 1732 plf Max. beam span(e)*= 8 ft= 96 in *Measured from extreme bolts Mmax=wu(I)2/8= 166.24 in-kips= 13,85 k-ft Max Shear Wu(t)/2= 6.93 kips Foundation Width,bw= 8 in Code Reference Foundation Depth,d= 46 in (h-2") ACI 14.5.1.7 Cross Sectional Area,A= 368 in2 Section Modulus,Sxb= 2821.333 in3 Gross Moment of Inertia, Ig= 64890.67 in4 Assumed Conc,f'.= 2500 psi Yt= 23 in Moment&Shear Capacity Per ACI 318-14 Code Reference Conc Modulus of Rupture,f,= 411 psi ACI 19.2.3.1 Cracking Moment, Mc,= 96.6 k-ft ACI 24.2.3.5 Flexure Reduction Factor,4:1= 0.6 ACI 21.2.1 Design Moment,4,Mcr= 57.9 k-ft OK Shear Strength,Vc= 36.8 kips ACI 22.5.5.1 Shear Reduction Factor,4,= 0.6 ACI 21.2.1 Design Shear,0.54,Vc= 11.0 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) Max. beam span(e)= ft= 60 in Pile spacing(4)= 8 ft= 96 in Channel total length(e2=11-C)= 3 ft= 36 in Pile Working Loads: Pile Service Load,P11= 13853 lbs (wall load x pile spacing) Pile Ultimate Load, PuLT = 27707 lbs *Safety Factor of2 Applied Page 2 NORTHWEST PILE CALCULATION Date: 8/19/2018 ENGINEERING GROUP Designer: Darin Willis, P.E. Channel loads: Max Load,w'=PTA = 4618 plf Channel, Mmax= 5.20 ft-kips Channel,Vmax= 6.93 kips Channel Size: C8X11.5 Single Channel Beam Design Given Channel Properties: AW= 1.76 in^2 d= 8 in tw= 0.22 in Fy = 36 ksi Zx= 9.63 inA3 Design:AISC 14th Edition(ASD) Yielding: Code Reference Mn/0= 207.59 in-kips AISC(F2-1) Mmax/(Mn/O) = 0.300 OK Shear kv= 5 d/tw= 36.364 Cv= 1 Vn/12= 22.76 kips AISC(G2-1) Vmax/(Vn/0) = 0.30 OK Deflection check: Beam El = 7.23E+10 lb-int Channel El = 9.43E+08 lb-int Channel tip deflection= 0.005 in Total Beam deflection= 0.008 in < 0.53 in OK Anchor bolt design (LFRD,according to ACI 318R-14 chapter 17) Selected anchor bolt(from Hilti's Kwik Bolt TZ Expansion Anchors) Bolt 0= 3/4" Page 3 NORTHWEST PILE CALCULATION Date: 8/19/2018 ENGINEERING GROUP Designer: Darin Willis, P.E. Steel capacity in shear(Hilti's catalog, item 3.3.4,table 2) Vsa= 13675 lbs m= 0.65 OVsa= 8888.8 lbs Ultimate load= 19394.67 lbs (all bolts-LFRD-1.4 times pile working load) Estimated bolt count= 4 (first approach) User-defined bolt count= 4 (equal to or greater than est. bolt count/even qty.) Bolt spacing(bs)= 12 in. Concrete breakout resistance: Code Reference ACI 318-14 17.5.2 le= 1.5 in. cal= 20.0 in. (distance from superior beam edge-recommended) Vb= 34114.6 lbs W ed,v= 1 Wc,v= 1 CHANNEL hef Wh,v= 1.936492 Breakout height(Hb)= 8 in. Breakout length (Lb)= 24 in. 1:311/4 Avc=Hb x Lb= 192 in^2 a) AvcO= 1800 in^2 ANCHOR BOLT Vcb= 7046.7 lbs BEYOND 0= 0.7 ;"� OVcb= 4932.7 lbs V Concrete pyout resistance: Code Reference ACI 318-14 17.4.2&17.5.3 hef= 4 3/4" (select from available effective embedment depths based on Hilti's catalog) kc= 17 Nb= 9639.4 lbs f_ed Wed,n= 1 Wc,n= 1.4 ami Wcp,n= 1.00 O C� ANC= 171.0 in^2 ANCO= 203.1 inA2 f — Ncb= 11364.3 lbs bs TYP. Page 4 NORTHWEST PILE CALCULATION Date: 8/19/2018 ENGINEERING GROUP Designer: Darin Willis, P.E. kcp= 2 (for effective embedment depths greater than 3 1/8") Vcp= 22728.7 lbs 0= 0.45 cDVcp= 10227.9 lbs Overall bolt/concrete resistance:OVn=MIN (Ovsa,OVcb,OVcp) WVn= 4932.7 lbs Vd (per bolt)= 4848.7 lbs Shear check: Vd/OVn= 0.98 OK Connection design(LFRD,according to AISC 360-10 ch.J3&J4) Bolt 0= 3/4" (as defined fort the anchor bolt design) Hole 0= 13/16" Edge distance(ed)= 1.64 in. Code Reference Bearing strength at Bolt Holes: J3.10 lc= 1.23 in. Fu= 58000 psi t=tw= 0.22 in. Rn1= 18891.2 lbs 0= 0.75 ORn1= 14168.4 lbs Block Shear strength: Code Reference J4.3 Anv= 2.5 inA2 Agv= 2.6 inA2 Ant= 6.7 inA2 Rn2= 111462.9 lbs (per bolt) 0= 0.75 CDRn2= 83597.1 lbs Overall connection resistance:ORn=MIN (cRn1,cRn2) cRn= 14168.4 lbs Rd(per bolt)= 4848.7 lbs (equal to Vd per bolt) Resistance check: Rd/ORn= 034 OK Page 5 NORTHWEST PILE CALCULATION Date: 8/19/2018 ENGINEERING GROUP Designer: Darin Willis, P.E. Minimum driven pile load Required ultimate soil capacity(Quit)= 27706.67 lbs Pile 0= 2 7/8" Bracket= 4021 Bracket Allowable Capacity= 33,650 lbs Wind loads Exposure= C Wind Speed,V= 115 mph Gust Effect Factor,G = 0.85 Internal Pressure Coefficient,GCP;= -0.18 Windward Leeward External Pressure Coefficient,CP= 0.8 -0.5 Risk Category = III Kzt = 1 Kd = 0.85 Kz = 0.92 Kh= 0.92 Height,h= = 22 ft Design Wind Pressure : P = Eq(GCP-Gcpi) qZ = 0.00256 K,KZt Kd V2 Therefore : q=qZ = 24.4 psf q=qh = 26.5 psf pW = 20.9 psf pi = -6.5 psf p= 27.4 psf Most unfavorable wind effect:0.6W (ASCE 7-10 2.4.1) Factored Wind Pressure, p' = 12.6 psf Trib Width,w = 8 ft Wall Height, hW = 18 ft (subject to wind in the Roof Trib Height,hr = 9 ft calculated direction) F = p'(hw+0.5hr)w= 2262 lbs Seismic loads Seismic coefficient: Cs=SUS/(R/le) (ASCE 12.8.1.1) Page 6 NORTHWEST PILE CALCULATION Date: 8/19/2018 ENGINEERING GROUP Designer: Darin Willis, P.E. SDS= 0.718 g (extracted from https://earthquake.usgs.gov/designmaps/us/application.php?) R= 6.5 (ASCE Table 12.2-1) le= 1 (ASCE Table 1.5-2) Cs= 0.110 g V=Cs x W W= 13853 lbs (pile service load) V= 1530 lbs Most unfavorable seismic effect:0.7E (ASCE 7-10 2.4.1) Factored seismic shear V'= 1071 lbs Most unfavorable lateral load(wind,seismic): FTOTAL= 2262 Ibs Passive Resistance of Perpendicular Concrete Footings : Tributary width,w = 8 ft Buried height of stem wall= 3 ft Passive soil: Aloha silt loam (extracted from https://websoilsurvey.sc.egov.usda.gov/App/WebSoilSurvey.aspx) Lateral bearing pressure = 150 psf/ft (OSSC 2014-1806.3.3) (Passive pressure at grade level): P1 = 0 psf (Passive pressure at bottom of stem wall): P2 = 450 psf Fpassive= 5400 lbs FS=Fpassive/FTOTAL= 2.4 OK Page 7 FRev Revision note Date Slgnat Check I No ure ed - 4 1/2" O.D. SLEEVEIII III (FY=MIN. 65 KSI) •...'`Milli•. _ LJ ME•=1111 =Illillti71F4= \ \ -4P- 11111141 ' 11 111111 40- " I 1 - 3 1/2' 0 co GUIDE SLEEVE \ _ k FASTENING STRAP WITH 10 AND NUTS THREADS FRONT VIEW TOP VIEW 4 1/2' DIA. BRACKET SLEEVE 2 7/8" 0 ION MI PILE ,e 110 3/8" BRACKET SEAT 0 41 NOTES: '' 2 7/8" 0 1. POLYETHYLENE COPOLYMER THERMOPLASTIC COATING PER ICC—ES AC STARTER 228 — 3. MANUFACTURER TO HAVE IN EFFECT INDUSTRY RECOGNIZED WRITTEN QUA�C SESCONTROL FOR ALL MATERIALS AND MANUFACTURING .1- 1 . rn II 4. ALL WELDING IS TO BE DONE BY WELDERS CERTIFIED UNDER SECTION 5Co ( llillflSCALE: 1"-1'i INSTALLATION OF THE AWS CODE D1.1. i 5. THE CAPACITY OF THE UNDERPINNING SYSTEM IS A FUNCTION OF MANY Emm INDMDUAL ELEMENTS, INCLUDING THE CAPACITY OF THE FOUNDATION, \ BRACKET, PIER SHAFT, HELICAL PLATE, AND BEARING STRATA, AS WELL AS THE STRENGTH OF THE FOUNDATION BRACKET CONNECTION AND THE QUALITY OF THE INSTALLATION OF THE PILE. YOUR ACHIEVABLE " CAPACITY COULD BE HIGHER OR LOWER THAN THOSE LISTED DEPENDINGTHIS DRAWING AND TIS CONTENTS ARE ON THE ABOVE FACTORS. co CONFIDDMAL AND THE EXCLUSIVE PROPERTY OF RAM JACK SYSTEMS DISRB&RION, U.C. 6. RAM JACK ENGINEERING HANDBOOK FOR ALLOWABLE VALUES AND/OR \ NO PUBLICATION, DISTRIBUTION OR COPIES CONDMONS OF USE CONCERNING MATERIAL PRESENTED IN THIS DOCUMENT. MAY BE MADE WITHOUT THE EXPRESSED WRITTEN CONSENT JACK SYSTEMS 7. ICC—ES RECOGNIZED PER ESR-1854 SIDE VIEW LLC.K,.RAM RESERVED UNDER COPYRIGHT LAWS. UNLESS OTHERWISE SPECIFED • DIMENSIONS ARE IN INCHES MINAPE M01110 UM SCALE ••TOLERANCES: ANGLE f1" 4021 DRIVEN PILE 1 OF 1 1 y"=1'-0 3 PLACE DECIMALS2 PLACE A * .0102 SIZE A-SIZE TITLE BLOCK /"II�) 1 HA1'AJAC1( • � ISHARP EWESDAR NL WILLIS MRVIN CHARLES MARVIN HOLE TOLERANCES oecx/J013 128 251 APPR. DARIN WILLIS THRU+aa THRU+aa 00, THRU .125 +ooe 4021 DRIVEN PILE PILE BRACKET �� .250 .500 SUED 501 +op, 751 +m1.001+au Re/ bvewo THRU .501 .751 1.001 THRu4021-02-07 750 1.000 2.000 . A Nordin Revision note Date Signature Checked 2 7/8"0 DRIVEN PILE SPECIFICATIONS MECHANICAL PROPERTIES OF PIUNGS PIUNG DIAMETER 2 3/8' 2 7/8' PIUNG CHART PART t (in) 0.190 0.217 NUMBER PANT ICC—ES (ft) LENGTH R (in) 0.775 0.943 4221 4221.1 2'-0 Fy Ow) 65.0 85.0 4223 4223.1 3'-0 Fu (kw) 85.0 85.0 4225 4225.1 5'-0 M (10 0.784 1.811 4227 4227.1 7'-0 Sx (in') 0.880 1.121 4229 4229.1 10'-0 Zx (in') 0.909 1.536 2 7/9'0 PILE J (in°) 1.568 3.222 NOTES: 1. POLYETHYLENE COPOLYMER THERMOPLASTIC COATING PER ICC—ES AC 228 2. MANUFACTURER TO HAVE IN EFFECT INDUSTRY RECONIZED WRITTEN QUALITY CONTROL FOR ALL MATERIALS AND MANUFACTURING 3—POINT CRIMP 2 3/813 PROCESSES. SLIP JOINT CONNX. TO 3. THE CAPACITY OF THE UNDERPINNING SYSTEM IS A FUNCTION OF MANY PILE INDMDUAL ELEMENTS, INCLUDING THE CAPACITY OF THE FOUNDATION, BRACKET, PILING MATERIAL, AND BEARING STRATA, AS WELL 2 3/810 SUP AS THE STRENGTH OF THE FOUNDATION BRACKET CONNECTION AND JOINT CONNX. THE QUALITY OF THE INSTALLATION OF THE PILE. 4. RAM JACK ENGINEERING HANDBOOK AND ESR-1854 FOR ALLOWABLE 'Imam THIS DRAMIING AND ITS CONTENTS ARE VALUES AND/OR CONDITIONS OF USE CONCERNING MATERIAL PRESENTED I■■I CONFIDENTIAL AND THE EXCLUSNE PROPERTY IN THIS DOCUMENT. I" OF RAM JACK SYSTEMS DISIRIBUTION. LLC. NO PUBUCAT1ON, DISTRIBUTION OR COPIES MAY BE MADE WITHOUT THE EXPRESSED WRITTEN CONSENT OF RAM JACK SYSTEMS DISTRIBUTION. LLC. ALL RIGHTS RESERVED UNDER COPYRIGHT LAWS. UNLESS OTHERWISE SPECIFED • DIMENSIONS ARE IN INCHES FILE NATE gpp ICI SHEET SCAB •TOLERANCES: ANGLE t1' 2 7/8'0 PILINGS 1 OF 1 r=1'-0 3 PLACE DECIMALS t .010 DRE A-SIZE TITLE BLOCK 2 PLACE DECIMAL t .02 • REMOVE ALL BURRS AND SHARP EDGES DRAWN 10-16-08 CHARLES MARVIN • PARENTHETICAL INFO FOR REF ONLY aEat DARIN WILLIS 1tA1VI1JAC1( HOLE TOLERANCES 013 128 251 MFn. DARIN WILLIS THR + 7HRu+ TFItu 2 7/8'0 PILINGS .125 .250 .500 ISSUED 501 751 +A10 1'001+.012 ray DWG ICI �50 Am 1 O0000 —Ao1 2.00D—A01 =WeA71 ESR-1854 I Most Widely Accepted and Trusted Page 8 of 14 with recognized engineering principles and design of this evaluation report. Compliance must be parameters as described in IBC Section 1604.4, and in addressed by the registered design professional for compliance with Section 4.1 of this report, are each site, and the work of the design professional is prepared by a registered design professional and subject to approval by the code official. approved by the building official. 5.13 Settlement of the helical pile is outside the scope of 5.10 A soils investigation for each project site must be this evaluation report and must be determined by a provided to the building official for approval in registered design professional as required in 2015, accordance with Section 4.1.1 of this report. 2012 and 2009 IBC Section 1810.2.3 and 2006 IBC 5.11 In order to avoid group efficiency effects, an analysis 1808.2.12. prepared by a registered design professional must be 5.14 The interaction between the hydraulically driven pile submitted where the center-to-center spacing of axially system and the soil is outside the scope of this report. loaded helical piles is less than three times the 5.15 The Ram Jack®Foundation Systems are manufactured diameter of the largest helix plate at the depth of at the Ram Jack Manufacturing, LLC, facility located in bearing. An analysis prepared by a registered design Ada, Oklahoma, under a quality-control program with professional must also be submitted where the center- inspections by ICC-ES. to-center spacing of laterally loaded helical piles is less than eight times the least horizontal dimension of the 6.0 EVIDENCE SUBMITTED pile shaft at the ground surface. Spacing between Data in accordance with the ICC-ES Acceptance Criteria for helical plates must not be less than 3D, where D is the Helical Foundation Systems and Devices (AC358), dated diameter of the largest helical plate measured from the June 2013(editorially revised September 2014). edge of the helical plate to the edge of the helical plate of the adjacent helical pile; or 4D, where the spacing is 7.0 IDENTIFICATION measured from the center-to-center of the adjacent The Ram Jack® Helical Foundation & Driven Foundation helical pile plates. System components are identified by a tag or label bearing 5.12 Connection of the side load bracket or the repair the Ram Jack logo, the name and address of Gregory bracket as it relates to seismic forces and the Enterprises, Inc., the catalog number, the product provisions found in 2015, 2012 and 2009 IBC Sections description,and the evaluation report number(ESR-1854). 1810.3.11.1 and 1810.3.6.1 and 2006 IBC Section 1808.2.23.1, and for all buildings under 2015, 2012 and 2009 IBC Section 1810.3.6 (second paragraph) and 2006 IBC Section 1808.2.7, are outside the scope TABLE 1-FOUNDATION STRENGTH RATINGS OF BRACKETS' PRODUCT DESCRIPTION PILING DIAMETER ALLOWABLE CAPACITY NUMBER (inches) (kips) Compression Tension Lateral 4021.1 Side load bracket 27/8 33.651'5 N/A N/A 4021.55 Side load bracket 31/2 55.12'5 N/A N/A 4038.1 Side load bracket 27/8 19.701'5 N/A N/A 4039.1 Side load bracket 2'/8 32.071'5 N/A N/A 4075.1 New construction 27/8 See Table 3A See Table 3B 1.492'5 4079.1 New construction 27/8 See Table 3A See Table 3B 1.492'5 4076 New construction 3% See Table 3A See Table 3B 2.792'5 4093.1 Slab bracket 2'/8 See Table 5 N/A N/A 27.9 @ 20°angle(tension only)4'5 4550.2875.1 Tieback assembly 2'/8 a 5 27.6 @ 30°angle(tension only) For SI: 1 inch=25.4 mm, 1 kip(1000 lbf)=4.48 kN. 'Load capacity is based on full scale load tests per AC358 with an installed 5-0"unbraced pile length having a maximum of one coupling per 2015,2012 and 2009 IBC Section 1810.2.1 and 2006 IBC 1808.2.9.2.A 4-foot-long guide sleeve must be installed at the top of the shaft as required in Figures 3,5 and 7.Side load bracket must be concentrically loaded. Side load bracket plate must be fully engaged with bottom of concrete foundation. Only localized limit states such as mechanical strength of steel components and concrete bearing have been evaluated. 2Lateral load capacity is based on lateral load tests performed in firm clay soil per Section 4.1.1 of this report. For any other soil condition,the lateral capacity of the pile must be determined by a registered design professional. The bracket must be installed with minimum embedment of 3 inches when measured from the bottom of the concrete foundation to the bottom of the bracket plate. Minimum width of footing must be 12 inches. 3The capacities listed in Table 1 assume the structure is sidesway braced per 2015,2012 and 2009 IBC Section 1810.2.2 and 2006 IBC Section 1808.2.5. °Tieback assemblies must be installed in accordance with Section 4.2.5 of this report. Only localized limit states such as mechanical strength of steel components and concrete bearing have been evaluated. The tieback assembly must be installed to support a minimum 6-inch-thick concrete wall. Two through bolts are required for connection between bracket sleeve and helical shaft.Bolts must be 3/4-inch diameter complying with ASTM A325 and installed snug-tight with threads excluded. 5The tabulated values are based on installation with normal-weight concrete having a minimum compressive strength of 2500 psi(17.23 MPa). N/A=not applicable. Sacrificial Steel Loss and Shaft Capacity Calculation Calculation Criterion:Section 3.9 of AC358 (9-2017 ver.) NORTHWEST AISC 360(14th Ed.) ENGINEERING GROUP Calculation of Sectional Properties Considering Corrosion Loss Design Lite,t = 50 Corrosion Prote Powder Coated Shaft Properties d = 2.875 Shaft Outer Diameter(in) tnom = 0.217 Wall Thickness(in) Fy = 65 Steel Yield Strength (ksi) F„ = 80 Steel Ultimate Strength (ksi) tg = 0 Galvanized coating thickness (in) (Add galvanized coating thickness to diameter if used) t, = 0.0264 Corrosion Loss (in) [Section 3.9 of AC358] Zinc Coated: tc =25t° Bare Steel: tc= 40t°8 Powder Coated: tc=40(t-16)°8 E = 29000000 Modulus of elasticity(psi) L = 5 Unbraced Length (ft) Calculated Properties toes = 0.2018 uesign wail tnickness din i tincivaes i ro reauction per/MY-van It is = 0.1754 Design wall thickness with corrosion loss d1 = 2.8750 Outside diameter(in) {d or d+ tg tor galv. } d1, = 2.8486 Outside diameter with corrosion loss(in) { d 1 -1`c } d2 = 2.4714 Inside diameter(in){d- (2t(led or d- (2tdeS) -tg for galv. } d2' = 2.4978 Inside diameter with corrosion loss (in)Id 1 '- (2t s) 1 A = 1.695 Area (in`)10.785398 (d 1` -d 2-) I A' = 1.473 Area with corrosion (in'){0.785398 (d 1 ' ` -d 2' `) } I = 1.522 Moment of inertia (in 4) {0.049087(d14 -d2 4) } I' = 1.321 Moment of Intertia with corrosion loss (in 4) {0.049087(d 1 ' 4 -d2' 4) } r = 0.948 Radius of gyration (in){SQRT(d12 + d22)/4 } r' = 0.947 Radius of gyration with corrosion loss (in){SQRT(d 1 ' 2 ±d2 ' 2)/4 } S = 1.06 Section modulus (in 3) {0.098175 (d1' -d24)/d1 } S' = 0.93 Section modulus with corrosion loss(in3) { 0.098175 (d1 ' 4-d2 ' 4)/d1 '} Z = 1.44 Plastic section modulus (in3){(d 13 /6) - (d 23 /6) } Z' = 1.25 Plastic section modulus with corrosion loss (in3) Page 1 of 3 Sacrificial Steel Loss and Shaft Capacity Calculation Pile Shaft Capacity KL/r' = 50.68 Slenderness ratio{K=0.8} Fe = 111.44 Elastic critical buckling stress ( ksi) [AISC Eq. E3-4] Fcr = 50.92 Flexural buckling stress (ksi) [AISC Eq. E3-2 or E3-3] P„ = 74.99 Nominal compressive strength (kips) [AISC Eq. E3-1] C2 = 1.67 Safety Factor for compression (ASD) [AISC E1] ii =P„/f2 = 44.90 Allowable compression capacity(kips) Page 2 of 3 ESR 1854 I Most Widely Accepted and Trusted Page 12 of 14 TABLE 6—ALLOWABLE TENSION AND COMPRESSION LOADS FOR HELICAL PLATES(KIPS) Helical Plate Diameter' Helical Pile Shaft Diameter(inches) (inches) 2'/8 3'/: 8 63.29 79.84 10 55.51 66.29 12 39.40 65.74 14 42.07 60.42 For SI: 1 inch=25.4 mm; 1 kip=1000 Ibf=4.45 kN. 'Allowable load values are for helical plates made from 3/8-inch thick steel, except for the 14-inch diameter plate,which is made from Y2-inch thick steel. Fit REMAINING DISTANCE e PLATE 3 .. 3•PITCH _. MIN Ey=65 KSI STEEL PIPE 3r8 PLATE Z - .....-]R — _.,. 3•PITO, O.D.=e 3 x A INTERNA).TF LEADED PLATE 1 COM4ECTK;N O.D.•A "ITCH TYPICAL I.FAD TYPICAL SECTION EXTENSION FIGURE 1—TYPICAL HELICAL PILE AND PLATE SPACING CHARACTERISTICS 2 7"0 THREADED THREADED PIUNG BOX PIN IIEJ llaia .--- i3 DRIVE PIN HOLE 2 %"O PILING INTERNAL THREADED CONNECTION 3)s•la THREADED THREADED PILING BOX PIN 1.1111111,1 ,viii full\\\\\\\19 _a_. ,__ DRIVE PIN HOLE 3 WO PILING INTERNAL THREADED CONNECTION FIGURE 2—TYPICAL HELICAL PILE SYSTEM INTERNAL THREADED CONNECTION DETAIL