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Home My WebLink AboutBLD2024-00542 Piles, Piers - BLD Engineering / Geo-tech Reports - 1/15/2024 Portland,Oregon VISTA Kansas City, Missouri —STRUCTURAL— ■NSiNSswiNo. LLC January 15,2024 RECEIVERLANN'NG APR - 3 2024 Terra Firma Foundations 3110 SW Wall St. 615 W. Alder Street Portland,OR 97223 Re: Limited Geotechnical Site Evaluation for a Proposed Foundation Underpinning 70 N Cedardale Lane(Property ID#:422125110503) Vista Structural Engineering,LLC,was asked to perform a limited geotechnical site evaluation for the proposed underpinning project located at 70 N Cedardale Lane This report summarizes the findings of the geotechnical/geologic site data and provides necessary recommendations for the proposed project. Project Scope and Site description: The project site is located at 70 N Cedardale Lane(Figure 1).The existing residence is a single-story wood framed structure with a crawlspace that resides in Mason County and was built in 1951. The lot size is approximately 1.34 acres. Based upon elevation readings provided by Terra Firma Foundation Systems,we understand that the structure has experienced some settlement and minor foundation cracking. The purpose of this proposed underpinning is to support the existing structure from settling any further. Four 2-7/8"-diameter push piers—Foundation Supportworks model PP288 and eight 2-3/8"-diameter driven piers —Foundation Supportworks model PP237 have been proposed to be installed to help provide foundation stabilization support along the perimeter of the structure, in locations shown on the structural plans. Geological Evaluation The geologic structure in this area is comprised of gravelly medial sandy loam(SM),extremely gravely sandy loam (GP-GM,SP-SM)and gravely sandy loam(SM,GM)(Figure 2)and is located on a sloped site. It is our opinion,that settlements are likely due to a combination of improperly compacted construction fills, poor construction practices and/or poor site drainage. According to the Washington Department of Natural Resources,the subject site is underlain by Pleistocene apline glacial drift which consist of Quaternary till,outwash,and glaciolacustrine sediments(Figure 3). VISTA STRUCTURAL ENGINEERING, LLC 11575 SW PACIFIC HWY#2262 PHONE: 971.233.6099 TIGARD, OREGON 97223 - 1 - VISTASTRUCTURAL.COM Portland,Oregon VISTA Kansas City, Missouri —STRUCTURAL— ENOINt<RINO. LLC Earthquake Induced Hazards The subject site is in a very low-risk area for earthquake induced liquefaction (Figure 7), differential seismic settlement,or surface displacement due to lateral spreading. Although there is no landslide inventory in this area,it should be noted that the subject address has been constructed near a large slope that goes down to The Great Bend of The Puget Sound(Figure 4). We consider the most significant earthquake hazard to be the potential for very strong seismic shaking that is likely to occur in a seismic event(Figure 7). The site also is within the area of faults that are considered to be active and/or potentially active. These active and potentially active faults are capable of producing potentially damaging seismic shaking at the site. It is possible that the subject site will experience ground acceleration as the result of being in an earthquake zone. Below are the site Seismic Parameters per the 2018 International Building code and the Building Code 2021 of Washington,and ASCE 7-16. Latitude(degree) 47.3990435 Longitude(degree) -123.1433127 Site Class D Site Coefficient, Fa 1.2 Site Coefficient, Fv 2.0 Mapped Spectral Acceleration at 0.2-sec Period,Ss 1.564 Mapped Spectral Acceleration at 1.0-sec Period,S1 0.587 Spectral Acceleration at 0.2-sec Period Adjusted for Site Class,SMS 1.877 Spectral Acceleration at 1.0-sec Period Adjusted for Site Class,SM1 1.174 Design Spectral Acceleration at 0.2-sec Period,SDS 1.251 Design Spectral Acceleration at 1.0-sec Period,SD1 0.783 Seismic Design Category D Table 1:Seismic Parameters(Ref,(Figures)) Conformance to the criteria presented in the above table for seismic design does not constitute any type of guarantee or assurance that significant structural damage or ground failure will not occur during a large earthquake event.The intent of the code is"life safety"and not to completely prevent damage of the structure, since such design may be economically prohibitive. VISTA STRUCTURAL ENGINEERING, LLC 11575 SW PACIFIC HWY#2262 PHONE: 971.233.6099 TIGARD, OREGON 97223 - 2 - VISTASTRUCTURAL.COM Portland,Oregon VISTA Kansas City,Missouri —STRUCTURAL— ■NOINitRINO. LLC Recommendations Based on the geotechnical findings,a push pier and driven pier system is an adequate method to mitigate the settlement the structure has experienced. For the vertical piers we recommend that a minimum of 8'-0" installation depth is achieved. The maximum design service loading,as determined on the structural engineering plans, is 12,500 pounds. This correlates to an installation pressure of 2,900 psi per push pier.All driven piers should be installed to refusal which is defined in the structural plans.Special Inspection shall be provided by the Engineer of Record on 20%of all piers to be installed,unless continuous inspection is specified by the permitting jurisdiction. Limitations This report is based on the limited available information. It should be recognized that there is a large degree of uncertainty and limitations. Vista Structural Engineering, LLC makes no guarantees to in situ conditions. The findings contained in this report are based upon our evaluation and interpretation of the information obtained. It is the responsibility of the contractor to consult with the design professional in the event field conditions vary significantly from those described in this report. Our firm appreciates the opportunity to serve you. If you have any questions or if you need anything further, please feel free to contact us. Sincerely, Vista Structural Engineering,LL Dennis Heier, P.E. IS M 4Q o� 4 O� W °i x i 4e_ 7866 01/15 VISTA STRUCTURAL ENGINEERING, LLC 11575 SW PACIFIC HWY#2262 PHONE: 971.233.6099 TIGARD, OREGON 97223 - 3 - VISTASTRUCTURAL.COM Portland,Oregon VISTA ' STA Kansas City,Missouri —STRUCTURAL— ENOINEERINO. LLC 0 NE e A O I W GENERAL LOCATION OF 7 T _ (N)PUSH PIERS,TYP OF !.SEE FOUNDATION PLAN ON SHEET EFT SEL 50.1. a o O _--- GENERAL LOCATION OF (N)MN POLES,TYP.OF t. SEE FOUNDATION PLAN ON SHEET S0.1. MAIN ENTRANCE O�p�F�--LINE O Figure 1:Site Plan VISTA STRUCTURAL ENGINEERING, LLC 11575 SW PACIFIC HWY#2262 PHONE: 971.233.6099 TIGARD, OREGON 97223 - 4 - VISTASTRUCTURAL.COM Portland,Oregon VISTA Kansas City,Missouri —STRUCTURAL — iN61NEE f?IN0 , L L C Engineering Properties-Mason County,Washington Map unit symbol and Pet,of Hydrolo Depth USDA texture classification Pct Fragments Percentage passing slew number— Liquid PlasUelt soil name map glc .. - - IMaM y kKmx unit group UnlBed AASHTD -10 3-10 4 10 40 '.. 200 inches Inches L-R-H L-R-H L-R-� -R.ti L P n i.-R-H L-RTI FItl--Hoodsport gravelly sandy I i loam.5 to 15 percent slopes Hoodsport 100 &D 0-5 Gravelly medial SM A-1.A-2 0.0.0 0.0.0 1 80.70- 50-63- _30-40- �20-25- -_7578 tP-3-5 sandy loam 80 75 50 30 -20 5-24 Extremely gravelly GP-GM, A-1 0.0-0 0-0-0 50E0- 15-25- 10-15- 5-10.15.15-15 NP-3-5 sandy loam.Very SPSM. 70 35 20 .20 gravely medial GM.SM sandy loam 24-60 Gravely sandy barn SM,GM A-1,A-2 0-0-0 D-3-5 55E3- 50-58- 3545 20-25- 15-20 NP-3-5 70 65 55 30 -25 'H1—Howsport gravelly sandy loam.301.45 percenl slopes Hoodsport 100 B/D 0-5 Gravely medial 'SM A-1.A-2 0.0-0 0-0-0 60.70- 50-63- 3040. 20-25• 15-18 NP-3-5 sandy loam 80 75 50 30 -20 5-24 Very smelly medial SM,GM, A-1 0-0-0 0.0.0 50-60. 1 S2S 10-15- -5-10-15 15-18 NP•3-5 sandy loam. SPSM, 70 35 20 -20 extremely gravely GP GM sandy loam __ -4 2460 Gravey sandy loam GM,SM A-1,A•2 0.0.0 0.3.5 I 55.63- 50.58- 3545 20-25- 15-20 ii NP-3-5 70 65 30 -25 Figure 2:Engineering Soil Properties Reference: Figure 2:Usda.gov.(2019).Web Soil Survey.[online]Available at:https://websoilsurvey.sc.egov.usda.gov/App/WebSoilSurvey.aspx[Accessed 9 June 2020]. VISTA STRUCTURAL ENGINEERING, LLC , 11575 SW PACIFIC HWY#2262 PHONE: 971.233.6099 TIGARD, OREGON 97223 - 5 - VISTASTRUCTURAL.COM Portland,Oregon VISTA Kansas City, Missouri —STRUCTURAL— IiWOIN ERRING, LLC SWk Surface Geology ; Map Units Unconsolidated Sediments Qd,Holocene dune sand Semh 0 N Cedardale Ln,Hoodsport esults ashington,98548 Qa,Quaternary alluvium ■ Qts,Quaternary mass-wasting deposits X QI,Quaternary loess nr . Qf.Pleistocene outburst-ftood deposits Qgd,Pleistocene continental glacial drift , Qad.Pleistocene alpine glacial drift Sedimentary Rocks and Deposits QTc,Quaternary-Tertiary continental sedimentary rocks and deposits . Tc.Tertiary continental sedimentary rocks Figure 3:Geological Map Reference: Figure 3:Available at:https://geologyportal,dnr.wo.govl#wigm(Accessed 9 June.20201. . VISTA STRUCTURAL ENGINEERING, LLC 11575 SW PACIFIC HWY#2262 PHONE: 971.233.6099 TIGARD, OREGON 97223 - 6 - VISTASTRUCTURAL.COM Portland,Oregon VISTA Kansas City,Missouri —STRUCTURAL— �NOIN�tRINO. LLC SLIP Landslides ,. .. k Confidence High(30-40) L i Moderate(11-29) Low(1-10) Zoom 1 g 70 N Cedardale Ln,Hoodsport. SLIP Fans o resuttsj rgwK shirgton.98548 Confidence X ■High(21-30) Moderate(11-20) aD ■Low(i-10) � s Shallow Susceptibility Moderate Hgh t `._+..} wnwi Deep Susceptibility ^" Moderate Hpn Figure 4:Landslide Hazard Map Reference: Figure 4:Available at:https://geologyportal.dnr.wo.govl#wigm(Accessed 9 June.20201. VISTA STRUCTURAL ENGINEERING, LLC 11575 SW PACIFIC HWY#2262 PHONE: 971.233.6099 TIGARD, OREGON 97223 - 7 - VISTASTRUCTURAL.COM Portland,Oregon VISTA ' STA Kansas City, Missouri —STRUCTURAL— i N G I N i i R I N G, L L c L\I` Hazards by Location Search Information Address: 70 N Cedardale Ln,Hoodspod.WA 98548.USA CoortYnaess: 47,3990436.-123.1433127 Ebinsfim: 86 R 86 it TktrsOrni 2023.12-29T1901`.36.926Z Histard Type: Seismic RderMee Docu nnd: ASCE7-16 Map data 02023 Imagery 02023 Ambus.Masar Technologies,U.S Geological -- Su Risk Category: II Site Class: Ddefault Basic Pannleters Naar Vakr Description SS 1,564 MCER ground motion(penod=0.2s) St 0.587 MCE,i grouts motion(period=l.Os) Sys 1.877 Site-modified spectral acceleration value Sw 'null S4a-modified spectral acceleration value SDS 1.251 Numeric seismic design value at 0.2s SA SDI 'nus Numeric seismic design value at 1.Os SA See Section 11.4.8 Figure 5:Seismic Parameters Reference: Figure 5:Atcouncil.org.(2019).ATC Hazards by Location.[online)Available at:https://hazards.atcouncil.org[Accessed 9 June 2020] VISTA STRUCTURAL ENGINEERING, LLC 11575 SW PACIFIC HWY#2262 PHONE: 971.233.6099 TIGARD, OREGON 97223 - 8 - VISTASTRUCTURAL.COM Portland,Oregon VISTA Kansas City, Missouri —STRUCTURAL— •N 6 1 N i U R 1 N O, L L C Cascadia Seismic Scenario w•- Shaking Intensity(MMI value) Zoom 1 Search 70 N Cedardale Ln,Hoodsport, o results; result Washington,98548 Shaking Intensity ED - . 4-Light 'r X ■ 5-Moderate 6-Strong ■ 7-Very Strong . 8-Severe Figure 6:Cascadia Earthquake Hazard Map Reference: Figure 6:Available at:https://geologyportal.dnr.wa.gov/#wigm[Accessed 9 June 20201. VISTA STRUCTURAL ENGINEERING, LLC 11575 SW PACIFIC HWY#2262 PHONE: 971.233.6099 TIGARD, OREGON 97223 - 9 - VISTASTRUCTURALCOM Portland,Oregon VISTA Kansas City, Missouri f —STRUCTURAL— SNO1NEEMINO. LLC Legend Active Faults.Known or Suspected — Visible fault hate -- Inferred fault trace Ill Wood •• Concealed fault trace Search 70 N Cedardale Ln,Hoodsport, result ;Washington,98548 Ground Response X Liquefaction Susceptibility ♦ � ■ High ♦ • . Moderate to high ♦ ♦ i ■ Moderate ♦ Low to moderate ♦ Low Very low to low Very low . Bedrock Peat r Ice Water Figure 7:Earthquake Hazard Map-Liquefaction Reference: Figure 7:Available at:https://geologyportal.dnr.wa.gov/#wigm[Accessed 9 June 20201. VISTA STRUCTURAL ENGINEERING, LLC 11575 SW PACIFIC HWY#2262 PHONE: 971.233.6099 TIGARD, OREGON 97223 - 10- VISTASTRUCTURAL.COM Portland, Oregon VISTA Kansas City, Missouri-STRUCTURAL- RECEIVED ENGIPMEERING, LLC APR - 3 2024 Client: 615 W. Alder Street TerraFirma Foundation Systems Structural Calculations P44,VAfjAtG Baker Residence — Foundation Repair 70 N Cedardale Lane Hoodsport, Washington 98548 Structural analysis and design for foundation repair and stabilization. REVIEWED BY: Dennis Heier, PE IS M ®� W x 1 47866 01/03 VISTA STRUCTURAL ENGINEERING, LLC 11575 SW PACIFIC HWY#2262 PHONE: 971.233.6099 TIGARD, OREGON 97223 VISTASTRUCTURAL,COM Portland, OR VISTA Kansas City, Missouri -STRUCTURAL- ENQrINtQRING LLC Design Criteria Design Loads Dead Loads: Roof Dead Load= 15 psf Attic Dead Load= 5 psf Floor Dead Load(Slab)= 50 psf Exterior Wall Dead Load= 13 psf Concrete Weight= 150 pcf Masonry Weight= 78 psf Chimney Weight= 45 psf Deck Weight= 10 psf Live Loads: Roof(Snow)= 40 psf Attic(Habitable w Sleeping Areas)= 30 psf Attic(Uninhabitable w/Storage)= 20 psf Attic(Uninhabitable w/o Storage)= 10 psf Floor= 40 psf Deck= 40 psf Engineering Properties---Mason County,Washington 70 N Cedardale Ln, Hoodsport,WA 98548 Report—Engineering Properties Absence of an entry indicates that the data were not estimated. The asterisk"denotes the representative texture; other possible textures follow the dash. The criteria for determining the hydrologic soil group for individual soil components is found in the National Engineering Handbook, Chapter 7 issued May 2007(http://directives.sc.egov.usda.gov/ Open NonWebContent.aspx?content=17757.wba). Three values are provided to identify the expected Low(L), Representative Value (R), and High (H). Engineering Properties—Mason County,Washington Map unit symbol and Pct.of Hydrolo Depth USDA texture Classification Pct Fragments Percentage passing sieve number— Liquid Plasticit soil name map gic limit y index unit group Unified AASHTO >10 3-10 4 1 10 40 1 200 Inches Inches In L-R-H L-R-H L-R-H L-R-H L-R-H L-R-H L-R-H L-R-H Hd—Hoodsport gravelly sandy loam,5 to 15 percent slopes Hoodsport 100 BID 0-5 Gravelly medial SM A-1,A-2 0-0-0 0-0-0 60-70- 50-63- 30-40- 20-25- 15-18 NP-3-5 sandy loam 80 75 50 30 -20 5-24 Extremely gravelly GP-GM, A-1 0-0-0 0-0-0 50-60- 15-25- 10-15- 5-10-15 15-18 NP-3-5 sandy loam,very SP-SM, 70 35 20 -20 gravelly medial GM,SM sandy loam 24-60 Gravelly sandy loam SM,GM A-1,A-2 0-0-0 0-3-5 55-63- 50-58- 35-45- 20-25- 15-20 NP-3-5 70 65 55 30 -25 Hf—Hoodsport gravelly sandy loam,30 to 45 percent slopes Hoodsport 100 BID 0-5 Gravelly medial SM A-1,A-2 0-0-0 0-0-0 60-70- 50-63- 30-40- 20-25- 15-18 NP-3-5 sandy loam 80 75 50 30 -20 5-24 Very gravelly medial SM,GM, A-1 0-0-0 0-0-0 50-60- 15-25- 10-15- 5-10-15 15-18 NP-3-5 sandy loam, SP-SM, 70 35 20 -20 extremely gravelly GP-GM sandy loam 24-60 Gravelly sandy loam GM,SM A-1,A-2 0-0-0 0-3-5 55-63- 50-58- 35-45- 20-25- 15-20 NP-3-5 70 65 55 30 -25 USDA Natural Resources Web Soil Survey 12/29/2023 Conservation Service National Cooperative Soil Survey Page 4 of 5 Portland,OR VISTA_ Kansas City,Missouri •sn RUCw„Vi,RAI,c Soil Properties: Geotechnical Information:•Please note there is no geotechnical report for this project.The below values have been conservatively assumed based on soil type and typical values used around the area.These values are to be used for the Individual Bearing Method(Adams and klym,1972;Hoyt and Clemence,1089)in determining the ultimate pile capacity. Site Soil Properties:(GM,SM,ML Clossijcation"Loam,gravelly loam.unweathered Bedrock) Vertical Foundation Pressure 1500 psf (per IBC Table 1806.2) Lateral Bearing Pressure 100 psf/ft (per IBC Table 1806.2) Active Pressure 60 psf/ft Daft==Ah(cNc+q.Na+O.SVBNv) Where, Ah=Area of Plate c=Cohesion at Pier Depth Nc=Demensionless Bearing Capacity Factor q=Effective Vertical Overburden Stress at Helix Depth(lb/ft=) Nq=Demensionless Bearing Capacity Factor y=Soil Unit Weight(lb/fta) B=Diameter of Helix Plate(ft) Ny=Demensionless Bearing Capacity Factor For Purely Cohesive Soils:(o=0 and c=su and Qult=vrt) For Purely Granular(frictional)Soils:(c�) Q,ft==Ah(Ncc+q'N,) Qm==An(q,Nq) s ==c c= 1SOO psf Where, 4)=Friction Angle Nq==1+0.56(12,b)m/s. Nc=_(Nq-1)cot((0) >9 Assumed Soil Profile: Depth of Pier Soil Typec SPT"N" c y eff. V Nc q' Nq (ft) (blows/foot) (psf) (pcf) (degrees) (Pcf) 0 SM,GP-GM,SP-SM,GM Unknown 0 120 29 23.41 0 13.98 4 SM,GM Unknown 0 12C 29 23.41 490 13.98 8 SM,GM Unknown 0 120 29 23.41 960 13.98 10 SM,GM Unknown 0 120 29 23.41 1200 13.98 a.The friction angle was conservatively assumed based off the soil type and typical values used around the area.In Appendix A.Typical relationship between the SPT Penetration,N-Value and friction angle.(Bowles,Foundation Analysis and Design) b.There is not enough information to assume a sufficient cohesion for the varying soil types that can be encounted.A default of 0 has been used,this is an overall conservative approach. c.Soil type has been determined per USDA,Natural Resource Conservative Service's Web Soil Survey. (https:Hwebsoilsurvey.sc.egov.usda.gov/App/WebSoilSurvey.aspx) POrtlantl,OR � Kinsai City,Mi35Wn 5{ILI aooeMii A' Soil type—iptians: 111UDR DlYltlN6 wiliviOIS TYPWAL DERC1r110N neRAP" LETnMM GW "r°"Y°urvwr•••c.rrr.. o-«r.dn...y as ns dd w�vir.. GP 4 so..c� rii.swFr.. X• o-..►.i w.. GM sarc...a.r,..Fe.dsrw $ v� �'a a tSYb•M1nv4dsiw. 9 GC iflee OweY6tiBwsEYyW�e jC 0•m � o�5rra SW ors.Llides.e oy.—w 9vr 9wwNSVW S! 0.11�aNeA�1 peyy�ye 6e�s.Uwai Y�Y U � Wenun eLl CSr SP U4sabM r+et�vn p�eea ties 9w�Yele►� SM sRe 5wY.5e�fci Wes 9Yw I�eA>ee wev4alrti' SG 4lreyiw�iwMeYrereYw ML ewl�s v.ynw srwsrm a Poi..spae,Fee,—ce—SB. J2 M�uw rsivi 4nw �R,tYNftclee MH 1..• sa.,ecry, `rii4l,w„p"p„— CH e�e.1 its. OH PT Fes—seeeee e Toped iatw� FN ......., Fba*—CoeRwe` SpTPenetration,N- 4, value(blowVft) la real 0 25-30 4 27-32 30 w 30 35.40 50 38-<3 (Bowks.Fou1 klys s and Design) C..k y d FYr6WtM Rani RNMM DPNRY d Cwrarf ilnetl SoRe ReMeel Dieelly N-111—per Fad R.W-DeneRy N-abwi per Fool Very Sall 0-2 Very Lapse Shc 2-4 Loose - Meillvn Be 4.8 Med lm Donee _t� SBB B-15 panes iC-SJ Very SBB 15-30 Very Dane 5U• Hera 30-50 - Very mere 50• GW well-graded grayrel.fine to coarse gravel 0 40 GP poorly graded gravel 0 38 --- GM silty gravel 0 36 GC clayey gravel 0 34 GM-GL silty,gravel 0 35 GC-CL clayey gravel.vrth many fines 3 29 SW well-graded Sand fine to coarse sand 0 38 SP poory graded sand 0 36 SM silty sand 0 34 Sc clayey sand 0 32 SM-SL silty sand..red many fines 0 34 SC-CL clayey Sand mth many fines 5 28 ML silt 0 33 CL clay of loa plasticity lean clay 20 27 CH clay of high plasticity fat clay 25 22 OL organic sdt organic day 10 25 OH organic clay organic slit 10 22 MH SIR of high plasticity elastic silt 5 24 Unified Soil Classification System WSCS, ntw ;en .Ikloedl ". k,_rl fied Soil Classification Syslen, Portland, OR VISTA Kansas City, Missouri —STRUCTURAL— tN Ell N/iF/a1N0.-llC Project Loading(PUSH) Vertical Design Loads: Tributary Widths: Piers 1-4.Ref:Plan View on S0.1 Roof 10 ft 150 plf Ceiling 0 ft 0 plf Third Floor 0 ft 0 plf Second Floor 8 ft 400 plf Deck 3 ft 150 plf Walls 9.00 ft 117 plf Foundation(Footing) W= 1.33 ft T= 0.67 ft 134 plf Foundation(Stemwall) Hs= 5.00 ft W,= 0.67 ft 500 plf 1DL= 1451 plf Live: Roof(Snow) 10 ft 400 plf Third Floor 0 ft 0 plf Second Floor 8 ft 320 plf Deck 3 ft 120 plf f LL= 840 plf Max Pier Trib= 6 ft Pier Working Loads: PDL= 8706 Ibs 0.75*P(LL.SL)= 3780 Ibs PTL= 12486 Ibs Fs= 2 PTL= 24972 =PTLFs Portland,OR VISTA Kansas City, Missouri -STRUCTURAL- E N O I N E E R I N 6. L L C Piers 5,6.Ref:Plan View on 50.1 Roof 20 ft 300 plf Ceiling 0 ft 0 plf Third Floor 0 ft 0 plf Second Floor 8 ft 400 plf Deck 0 ft 0 plf Walls 9.00 ft 117 plf Foundation(Footing) W= 1.33 ft T= 0.67 ft 134 plf Foundation(Stemwall) H,= 5.00 ft W,= 0.67 ft 500 plf 1DL= 1451 plf Live: Roof(Snow) 20 ft 800 plf Third Floor 0 ft 0 plf Second Floor 8 ft 320 plf Deck 0 ft 0 plf '«= 1120 plf Max Pier Trib= 6 ft Pier Working Loads: PDT= 8706 Ibs 0.75*P(LL,SL)= 5040 Ibs PTA= 13746 Ibs Fs= 2 PTA= 27492 =PTLFs Portland, OR VISTA Kansas City, Missouri —STRUCTURAL- 6 N 6 1 N t E R 1 N G L L C Push Pile Design Design Working Load: Q�n= 27.49 kips Quo= 0 Pile Properties: Pile Type PP288 Finishes Plain Shaft Diameter 2.875 in Batter Angle 0 ° Installation Depth LP= 10 ft Bracket Capacity Construction Type Retrofit Bracket F5288BL2(PP288) Bracket Allowable Capacity 24 Kips OK... (w/48"Sleeve) Installation Pressure,P: Working Area of Hydraulic Ram A,= 9.62 in' Therefore,Preq— Qult/Acyl 2857 psi •• Portland,OR VISTA Kansas City, Missouri —STRUCTURAL— i pill 11�L L C Project Loading(PIN) Vertical Design Loads: Tributary Widths: Piers 1-4,Ref:Plan View on 50.1 Roof 20 ft 300 plf Ceiling/Attic 0 ft 0 plf Third Floor 0 ft 0 plf Second Floor 0 ft 0 plf First Floor 2 ft 100 plf Walls 9.00 ft 360 plf Foundation(Footing) W= 1.33 ft T= 0.67 ft 133 plf Foundation(Stemwall) H,= 1.33 ft W,= 0.67 ft 133 plf fogy= 1026 plf Live: Roof(Snow) 20 ft 800 plf Attic 0 ft 0 plf Second Floor 0 ft 0 plf First Floor 2 ft 80 plf Fu= 880 plf Max Pier Trib.— 6 ft Pier Working Loads: PpL= 6158 Ibs Ps= 4800 Ibs PTA= 10958 Ibs Fs= 2 PTt= 21916 =P71Fs Portland,OR VISTA Kansas City, Missouri —STRUCTURAL— i N 0 1 N E i R I N 0. L L C Piers 5,6,Ref:Plan View on 50.1 Roof 10 ft 150 plf Ceiling/Attic 0 ft 0 plf Third Floor 0 ft 0 plf Second Floor 0 ft 0 plf First Floor 2 ft 100 plf Walls 9.00 ft 360 plf Foundation(Footing) W= 1.33 ft T= 0.67 ft 133 plf Foundation(Stemwall) H,= 1.33 ft W,= 0.67 ft 133 plf IDL= 876 plf Live: Roof(Snow) 10 ft 400 plf Attic 0 ft 0 plf Second Floor 0 ft 0 plf First Floor 2 ft 80 plf 'LL- 480 plf Max Pier Trib.- 6 ft Pier Working Loads: PDL= 5258 Ibs Ps= 2400 Ibs PR= 7658 Ibs Fs= 2 PTL= 15316 =PTLFS Portland, OR VISTA Kansas City, Missouri —STRUCTURAL— E N GI N E E R I N 0 LLC Pin Pile Design Design Working Load: Q it= 21.92 kips QuP= 0 Pile Properties: Pile Type PP237 Finishes Plain Shaft Diameter 2.375 in Batter Angle 2 ° Installation Depth LP= 10 ft Bracket Capacity Construction Type Retrofit Bracket FS238B Bracket Capacity 17.0 Kips OK... (w/48"Sleeve) Simple Bucking: Sleeve Pile Properties Ag= 6.49 inA2 L = 4 ft e= 7 in Fy= 60 ksi E= 29000 ksi Op= 2.875 in to= 2.469 in Radius of Gyration r= 0.74 =J(Ooz- Ipz)/2=�(3.52-3.2842)/2 Effective Length Factor k= 2.1 Column Slenderness Parameter t= 1.63 =([kLu]/r7l)�(Fy/E) =([2.1 •4]/0.617i)�(60/29000) Critical Buckling Stress Fcr= 19.81 ksi =(0.658T2")Fy =(0.658 • 1.982) . 60 =(0.877/T2)Fy(0.877/1.392)-60 Portland, OR VISTA Kansas City, Missouri —STRUCTURAL— E 1V 0 1 1V E E R I IV 0 L L C Compressive Strength for Flexur ckling P = 96.45 kips =AgFcr 0.75 =9.62 13.38 0.75 Fs= 1.67 PTA= 57.75 kips Simple Bucking: Pipe Pile Properties Ag= 4.43 in^2 L = 10 ft e= 7 in FY= 60 ksi E= 29000 ksi Op= 2.375 in Ip= 2.067 in Radius of Gyration r= 0.58 =_J(0o2 102)/2=J(352-3.2842)/2 Effective Length Factor k= 0.8 Column Slenderness Parameter T= 1.95 =([kL.]/r7[)ti(F,/E) =([0.8 • 101/0.617C)N(60/29000) Critical Buckling Stress Fcr= 13.77 ksi =(0.658T2)FY =(0.658 • 1.892) -60 =(0.877/T2)FQ(0.877/1.392) •60 Compressive Strength for Flexural Buckling P = 45.76 kips =AgFcr•0.75 =6.49 • 14.75 -0.75 Fs= 1.67 PTA= 27.40 kips