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Report .• , iS 1 ZOo&.�t Portland, Oregon I Kansas City, Missouri 1� VISTA \ -.11400 —STRUCTURAL — • June 29, 2021 Mountainwood Homes Re: 12655 SW 11th PI Vista Structural Engineering, LLC,was asked to address the following questions for the renovation of the house at 12655 SW 11th Pl.: The new ledger board between the existing exterior wall and the new addition,is attached to the existing stem wall and the existing exterior stud wall. How to properly attach the new ledger at the stud wall,and concrete stem wall? At the location indicated per the attached partial plan snip on the following page,a new 2x10 ledger is supporting new 2x10 floor joists at an existing exterior wall.A step in the stem wall occurs at the point between the existing crawlspace and existing concrete slab garage. Per the attached calculations and detail on the following page, the ledger board is attached to the stem wall with 5"long x%"diameter TITEN HD concrete screws at 8"on center, and each screw resists 211Ibs of shear. This loading is below the allowable concrete breakout design strength of 11531bs for each bolt, therefore, we recommend approving this attachment method. At the stud wall location, the ledger board is attached to each stud with(2)5"long Simpson SDS screws. Per the attached calculations and detail on the following pages, each SOS screw resists 2111bs of shear. This load is below the allowable shear strength of 3501bs for each SDS screw, therefore, we recommend approving this attachment method. 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, LLC r-c—D PRODennis Heier, P.E. 85273 OREGON NN 0 1, 14. EXPIRES:6✓3O/2021 VISTA STRUCTURAL ENGINEERING, LLC 14718 NW DELIA STREET PHONE: 971.645.0901 PORTLAND, OREGON 97229 - 1 - VISTASTRUCTURAL.COM i . . Portland,Oregon 641114t) V I S T A Kansas City,Missouri . 11% 1.0 —STRUCTURAL— -,... / / ,,/ 1 / / / / /(E)CRAVASPACE , / / ,---- ,-/ / /. // ,/ / OS / 1 /I 2.1 / / / /7 / /iuir , i ...:,..4......0.11 , -,/ / / '"/ _,. - - _ k SIMPSON LLIS2.10 WD=5.75'x 15 psf=86#41 -7-7,2•4-7- - "-- - ',„ HANGERS,'NA. / -.1 / / 1 / /- ' - - t., 1 WL.5_75 x 40 psI=230#111 ,/'• 7/: D+L=316 e t / / //7i -- / j't INTO CONCRETE;5"-LONG x 1;2"-DIAMETER TITEN / / ./ / 7 / I I HD SCREWS @ 8'/BOLT (0 67FT;BOLT) / '''" t t /// / i r g ,/ / / . AT CONCRETE: 316#4t x 0 67 FT;E3OLT.211#;BOLT Z. _ - _ '/ • /. • .. ; • -,/HD. n" ' ' AT STUDS. /1 I., &'i- 31 6#41 X 1 33 ft;slud.422Nrstud • I \ c),f. 4— INSTALL TWO SCREWS @ EACH STUD; /Y.': V UPGRADE EXISTING WAIL TO 'I. 0 f& THEREFORE,CAPACITY OF EACH SCREW MATCH NOTED SKARWALL / •' ,F=1,4.2 REQUIREMENTS WITH OWL AND/ I REQUIRED.211#;SCREW(MIN.) .y/.. / EPDXY ANCHORS PER 7/52.1 F. , -.-q = • / HOLDOWNS AND TITEN HD SO ii,I.-LT / A' / . PtATE ANCHORS PER THE/ , I 54 •=,,,-.• SHEARWALL SCHEME. .1 ' • PER SIMPSON MANUAL,5"SDS SCREW WITH 1 1.2'SIDE PLATE MEMBER HAS SHEAR VALUE OF //`•'/1 • V / 9 I''' r , - ,; .- '• •• -. /I 3504;SCREW THEREFORE.TWO SCREWS PER STUD IS SUFFICIENT / //y z / •,./ /. . ,, •: 7' --• '- /' /' /*" /. I-v ,/ /' L Z. 1 1 HD-1101.12, 4 Al OM GRADE .," ,.• , •• / / / / / ,, F /.'../:4` ./ -i< /' •::',:/-, /1 ,: • / '/./ ./.- '-2 ' / -' A ' - "/:>./.- ink 7.I ENO BEARING&I . .' /• / • ==".==1 /„‘'',•IFIP .. ', I POCKET,v./35"AIR SP / '// .7.' //,/ , <' I. AT END&SIDES, /,' I/-.• -/:/ ..= . • :. '/'- I (56) -/ /' j / / .,' • %*1 Partial foundation& main floor framing plan @ existing wall to new ledger connection. VISTA STRUCTURAL ENGINEERING, LLC 14718 NW DELIA STREET PHONE: 971.645.0901 PORTLAND, OREGON 97229 - 2 - VISTASTRUCTURAL.COM r 1 • SIMPSON Anchor Designer TM Company: Vista Structural Engineering Date: 6/29/2021 Engineer: JTS Page: 1/5 Strong-Tie Software Project: #3174 Version 3.0.7808.0 Address: 14718 NW Delia St, Portland, OR 97229 Phone: 971.645.0901 E-mail: jon@vistastructural.com 1.Project information Customer company: Mountainwood Homes Project description: 12655 SW 11th PI 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,fc(psi):2500 Anchor type:Concrete screw 'Pc,v: 1.0 Material:Carbon Steel Reinforcement condition: B tension, B shear Diameter(inch):0.500 Supplemental reinforcement: Not applicable Nominal Embedment depth(inch):3.500 Reinforcement provided at corners: No Effective Embedment depth, her(inch):2.560 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 hmin(inch):5.42 can(inch):3.88 Cmin(inch): 1.75 Smin(inch): 3.00 Recommended Anchor Anchor Name:Titen HD®-1/2"01 Titen HD, hnom:3.5"(89mm) Code Report: ICC-ES ESR-2713 II \ \ \ \ \ \ \ \ \ Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-lie Company inc 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847 3871 www.strongtie.com • • Portland,Oregon � —STRUCTURAL `�j - Kansas City,Missouri • �� VaSTA AL— , -TT"- WALL DEM EXTERIOR ABOVE I BOUNDARY EDGE NAILING PER PLAN (N)PLYWOOD SHEATHING PER PLAN (E)ELOOR SHEATHING (N)FLOOR JOISTS PER PLAN (E)FLOOR FRAMING J HANGER PER PLAN PER PLAN (E)ANCHOR BOLTS (N)2x1O LEDGER FASTENED TO(El STEMWALL WI 34'0 SIMPSON MEN HD ET B"0.C.(STAGGERED)WI 3 W MIN.EMBED (E)CONCRETE STEM WALL 1 VAPOR BARRIER Ledger to existing concrete stem wall detail. (N)PLYWOOD SHEATHING PER PLAN (L)2x STUD WALL W/ STUDS AT 16"D.C. (N)FLOOR JOISTS PER PLAN II IIIIIII (E)CONCRETE SLAB ON GRADE . HANGER PER PLAN ) (N)WO LEDGER FASTENED W/(2)0,'O x 5" A' 1 SIMPSON SOS SCREWS IN EA STUD FIELD VERIFY(E)WALL ANCHORAGE. i PROVIDE T@TEN HD ANCHORS IF(El ANCHORS DO NOT MEET MIN. I REQUIREMENTS PER SHEARWALL N. (E)CONCRETE STEM WALL SCHEDULE j z- VAPOR BARRIER Ledger to existing stud wall detail. VISTA STRUCTURAL ENGINEERING, LLC , 14718 NW DELIA STREET PHONE: 971.645.0901 PORTLAND, OREGON 97229 - 3 - VISTASTRUCTURAL.COM SIMPSON Anchor Designer TM Company: Vista Structural Engineering Date. 6/29/2021 Engineer: JTS Page: 3/5 Strong-Tie Software Project: #3174 Version 3.0.7808.0 Address: 14718 NW Delia St, Portland, OR 97229 Phone: 971.645.0901 E-mail: jon@vistastructural.com <Figure 2> • CD • V 2.00 16.00 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: Vista Structural Engineering Date: 6/29/2021 Engineer: JTS Page: 2/5 S ngTie Software Project: #3174 �7 1 Version 3.0.7808.0 Address: 14718 NW Delia St, Portland,OR 97229 ® Phone: 971.645.0901 E-mail: jon@vistastructural.com Load and Geometry Load factor source:ACI 318 Section 5.3 Load combination: not set Seismic design:No Anchors subjected to sustained tension: Not applicable Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No Strength level loads: Nua[Ib]:0 V.[Ib]:0 Vuay[lb]:211 <Figure 1> 0 lb Z IP t I Yv., / .._,,.,.. X '''1► Y O lb 211 lb :7 1 F r r, 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 ,r,, F t� SIMPSON Anchor Designer TM Company: Vista Structural Engineering Date: 6/29/2021 Engineer: JTS Page: 5/5 Strong-Tie Software Project: #3174 Version 3.0.7808.0 Address: 14718 NW Delia St, Portland, OR 97229 Phone: 971.645.0901 E-mail: jon@vistastructural.com kcp ANc(in2) ANco(in2) V'ed,N YjC,N Pcp,N Nb(Ib) 0 OVcp(lb) 2.0 44.85 58.98 0.856 1.000 1.000 3482 0.70 3174 11.Results 11.Interaction of Tensile and Shear Forces(Sec.D.7)? Shear Factored Load,V.(Ib) Design Strength,reVn(Ib) Ratio Status Steel 211 4473 0.05 Pass T Concrete breakout y+ 211 1153 0.18 Pass(Governs) II Concrete breakout x- 211 2562 0.08 Pass(Governs) Pryout 211 3174 0.07 Pass 1/2"0 Titen HD,hnom:3.5"(89mm)meets the selected design criteria. 12.Warnings -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 SIMPSON Anchor DesignerTM Company: Vista Structural Engineering Date: 6/29/2021 Engineer: JTS Page: 4/5 Stroh Tie Software Project: #3174 Strong-Tie 3.0.7808.0 Address: 14718 NW Delia St, Portland,OR 97229 Phone: 971.645.0901 E-mail: jon@vistastructural.com 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, N.(lb) V.(Ib) Vuay(Ib) 4(Vuax)2+(Vuay)2(lb) 1 0.0 0.0 211.0 211.0 Sum 0.0 0.0 211.0 211.0 Maximum concrete compression strain(%o):0.00 Maximum concrete compression stress(psi):0 Resultant tension force(Ib):0 Resultant compression force(Ib):0 Eccentricity of resultant tension forces in x-axis,e'Nx(inch):0.00 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 8.Steel Strength of Anchor in Shear(Sec.17.5.11 Vsa(lb) Ogrout 0 bgiout0Vsa(Ib) 7455 1.0 0.60 4473 9.Concrete Breakout Strength of Anchor in Shear(Sec.17.5.2) Shear perpendicular to edge in y-direction: Vby=minI7(le/da)024daA.a4fccall 5;92a4fccall.sl(Eq. 17.5.2.2a&Eq. 17.5.2.2b) /e(in) da(in) Aa fc(psi) cal(in) Vby(Ib) 2.56 0.500 1.00 2500 4.00 2745 bVcby=0(Avc/Av )YvYvPvVy(Sec. 17.3.1 &Eq. 17.5.2.la)o , ', h, b Avc(in2) Av.(in2) Y'ed,v Y'c,v Th,v Vby(Ib) 0 tbVcby(Ib) 48.00 72.00 0.900 1.000 1.000 2745 0.70 1153 Shear parallel to edge in x-direction: Vby=minl7(/e/da)024da laIfcCal1 s;92allfcCa11•5I(Eq. 17.5.2.2a&Eq. 17.5.2.2b) le(in) da(in) Aa fc(psi) cal(in) Vby(Ib) 2.56 0.500 1.00 2500 4.00 2745 0Vcbx=0(2)(Avc/Avco)w.ed,vw_c,vYyh,vV.by(Sec. 17.3.1, 17.5.2.1(c)&Eq. 17.5.2.1a) Avc(in2) Av.(in2) 'Yed,v Y'qv Vh,v Vby(Ib) 0 fVcbx(Ib) 48.00 72.00 1.000 1.000 1.000 2745 0.70 2562 10.Concrete Pryout Strength of Anchor in Shear(Sec.17.5.31 0Vcp=0kcpNcb=Okcp(ANo/ANco)Yed,N-c,NY'cp,NNb(Sec. 17.3.1 &Eq. 17.5.3.1a) 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 • Bend Office (541)330-9155 Geotechnical Office (503)601-8250 Carlson Testing, Inc. Eugene Office Salem Office (541)345-0289 (503)589-1252 Tigard Office (503)684-3460 Daily Report of Proprietary Anchors Project: / �;4 Sth par' r;n Address: /765`7 :Si;i �u 7,‘4. c CTIJob#: 7'Z/O31'6Z. CTI representative / +'< ?c%+,,rrrr' / 5 T 'c/y/ was on site this date r 70-7/ to perform (Inspector Name&Cert.No.) Special Inspection for rlLi permit DFS#(s) t;%('1'° jurisdiction In some cases more than one box may be checked for a given item. SCOPE OF INSPECTION Location of proprietary anchors inspected[to include grid lines,elevations(floors)and drawing details]: 1.Checked in with superintendent or client representative. Li (-. f (- Name: P . ijC rye tvr x,� �. Name: t r �l<r,erf�' for ', �f Company: /I'1 r:rjh r+t n i 'rx '`(ltrar `"LA' a. fr r, r 2.Inspection was"IBC" El Continuous Periodic PROPRIETARY ANCHORS , �' -;,4,,1• Yes No N/A 1.Reviewed previous inspection reports? 2.Reviewed evaluation report? REPORT SUMMARY Verified following items meet manufacturer's published installation instructions. 1.Work inspected was: El Completed El In progress 3.Verified minimum embedment depth of the 2.Completed work inspected a was El was not anchors. 4.Verified installation of the anchors. in compliance with 5.Verified anchor diameter. Q Approved plans and specifications El Shop drawings 6.Verified steel grade. RFI Design change Submittal N/A 7.Verified hole diameter. Document#(s) Dated: ' 8.Verified type of drill bit used. 3.Noncompliance item(s)were noted this date,details on 9.Verified hole cleaning method. following page(s). Yes No N/A 10.Verified adhesive application. 11.Verified edge distance. 4.Noncompliance item(s)were reinspected this date,details 12.Verified spacing. on following page(s). EI Yes No 0 N/A 13.Verified installation torque. Ej Conform ❑ Remain in progress Evaluation report number&date: Report(s)findings were discussed and left with 77cv ` ffr Ju UY / Of l/ 1,l[.!"ltra&V err"^ //[5r'r Name of product being installed `e Batch Number f0130/u/'MCC Expiration Date ?��/� / Based on the Code,approval is required from the Building Official before the SPECIAL INSPECTED items noted above can be covered.Carlson Testing has no authority to direct work of contractors or subcontractors. Inspector Signature: See additional report page(s). El Distribute attachments. Page t of PropAnchors V er.1 2/12/2009 Terms: Client recognizes that construction observation and/or testing services provided by CTI are techniques which may reduce the risk of construction defects, deficiencies, or omissions arising during or after con- struction. Services performed by CTI do not constitute a warranty or guarantee of any type. Even with diligent construction monitoring and/or testing by CTI, construction defects, deficiencies, or omissions in the Contractor's work may exist. In all cases, Client and/or the Contractor shall assign the Contractor the responsibility for the quality and completeness of the work and for adhering to plans and specifica- tions. CTI's work or failure to perform same shall no in any way excuse any contractor, subcontractor, or supplier from performance of its work in accordance with the contract documents. CH will provide its professional services to Client with that degree of care and skill ordinarily exercised under similar circumstances by members of its profession.. This representation is in lieu of other warran- ty or representation, either expressed or implied. It is also understood and agreed that statements made in CTI reports are observations based on technical judgements, and should not be construed to be con- clusive representations of fact. If conditions different from what are indicated in the reports come to Client's attention after receipt of the reports, it is recommended that Client contact CTI immediately to authorize further appropriate evaluation. CTI's work shall not include determining, supervising or implementing the means,methods,techniques, sequences,or procedures of construction.CTI shall not be responsible for evaluating or repoi ting.job con- ditions related to health, safety or welfare.