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Specifications 000(14 1 $'s-L) S \\ vd Project: Just Compassion Remodel Date: 12/21/2018 12280 SW Hall Blvd Page: 1 Tigard, OR 97223 1FFICE CO By: JDS Client: Chris McDowell Job #: 218610 STRUCTURAL. CALCULATIONS Just Compassion Remodel RECEIVED MAR 20 2019 CITY OF TIGARD BUILDING DIVISION 'Olif11114 PRaA, *GIQ4.4/ NEE- 0 ty 4725PE OREGON % 423, % J ' 1?7. J GiO EXPIRES: • 3t/f ' LIMITATIONS ENGLNEER WAS RETAINED LN A LIMI LED CAPACITY FOR THIS PROJECT. DESIGN IS BASED UPON LIMI LED FIELD MEASUREMENTS AND OBSERVATIONS WHERE EXISTING FINISHES AND/OR OBSTRUCI IONS DID NOT PROHIBIT ACCESS. NO RESPONSIBILITY AND/OR LIABILITY IS ASSUMED BY, OR IS TO BE ASSIGNED TO THE ENGINEER FOR hEMS BEYOND THAT SHOWN ON THESE SHEETS. Project No. 218610 December 13, 2018 Engineer Contact James Sulser Engineer of Record: Robert Grummet.,PE,SE Grummel Engineering LLC-920 SW 3m Ave.,Suite 200,Portland,OR 97204-Phone: (503)244-7014 Project: Just Compassion Remodel Date: ;2-1.3 12280 SW Hall Blvd Page: 2 Tigard, OR 97223 By: SV5 Client: Chris McDowell Job #: 218610 Design Criteria Project Description This project includes the design of(2) new plywood shear walls.The project also includes the removal of the existing fireplace and the sizing of joists for infill framing in the floor below.The size of headers for a new window and doorway are determined.The spacing of FRFP clips for seismic retrofit are calculated. Applicable Codes 2014 Oregon Structural Specialty Code (OSSC) National Design Specification (NDS) 2012, Nation Design Specification for Wood Construction Design Loads Gravity Loads Dead Load Self Weight per material takeoff Live Load Residential 40 psf Snow Loads(per ASCE 7-10) pfmin= 25 psf Per OSSC Drifts calculated per Section 7.7 of ASCE 7-10 where applicable. Wind Loads(per ASCE 7-10) V= 120 mph City of Portland Exposure B Section 26.7 K,= 1 Table 26.8-1 Kd= 1 Table 26.6-1 Seismic Loads(per ASCE 7-10) Sos=0.721 Per USGS Design Report Site Class= D"Stiff Soil" Per USGS Design Report Lateral System: Input Lateral Catergory R =7 Table 12.2-1 le= 1 Table 1.5-2, Risk Category II Building C,=Sos/(R/le) =0.103 Eq 12.8-2 Grummel Engineering LLC—920 SW 3rd Ave.,Suite 200,Portland,OR 97204-Phone: (503)244-7014 Project: Just Compassion Remodel Date: t 2-13 12280 SW Hall Blvd Page: Tigard, OR 97223 By: T06 Client: Chris McDowell Job #: 218610 tkIN ) 1- 43 (' L-5 '- () — - . TI s (1I II l 1 111 ,a :� _ _ —_ VIJ 1 el l � +�f'< { - r e7l ti-r7,"& I IL ` 1 ! i X 1/(140. = , a I%v 2.6'„G- 1 sb- ,,4A}k r- 1.44-t ( 1 E -1 ) (600 ? (3' 3' 4 (1(3 PLC) ('O') -7234 -21$ Li 3#3C 4 4'4)r) Grusnxnel Engineering LLC—920 SW 3rd Ave.,Suite 200,Portland,OR 97204-Phone: (503)244-7014 °� Project: Just Compassion Remodel Date: 1 -I Page: `-} 12280 SW Hall Blvd Tigard, OR 97223 By: TO5 Job #: 218610Client: Chris McDowell '51.4CAK 411. St_ 2 oP5w,tutr "" 3 61' Grummel Engineering LLC—920 SW 3'd Ave,,Suite 200,Portland,OR 97204-Phone: (503)244-7014 Force TranserArrounc Openirqs Cacu1atOr f Project Information Date: Code; 0esier Oierit Project Wail Lirre: UIR? Court' 11{63 i i Sii j .......ft) J input Variables V i2940 ibf Opening O nin 1 Wall Pier Aspect Ratio Ad}.Factor - ,.,,___ 75-ii-ft hal,---- 450ft P1=ho1/11= 0.50 NIA Li '. 6.IX3it hal 3.00 fkti P2=ho1/U= 0.50 N/A 12 6.0(1ft. hbl, 4.00ft:, 1.et 20.00 ft Loi' 8.01t}ft' L Hold-down forces:H=Vh.,vll... 1103 ibf 8.Unit stsear beside opening 245 Of VI=(V/l)(t.1+n)/u= V2=(v/i)(1-2+12}/12= 245 Pif 2.Unit shear above+below opening 245 off Check V1`11+V2+U=V7 2940 ibf OK First opening:val=vltk=H/(hal+hbk)_ 3.Total boundary force above+below openings 7.13esistartue to comer forces 1470 ibf 19b01bf R1=V1'L1= First opening:01=vaix(tai)= R2=V2•U= 1470ibf 4.Corner forces FI=O1(i.i}/(11+12)= 980 ibf 8.Difference corner force+resistance 490Ibf F2=0l(L2)/(11+U)= 990 thf 81-F1-= R2-F2= 490 tbf 5.TrRbutarr length of openings Ti=(l1'L01)/(L1+t2)= 4.00 ft 9.Unit shear in corner zones 82 T2=(U`Lol}/(11+U}= 4.00 ft vcl=(R1-F1}/L1= pit vc2=(R2-F2)/U= 82 Of V#aat- 18 A. ' 1 1i 140511 Check Summary of Shear Values for One Opening 3Rg 735 1103 ibf Line 1:vc1(hal+hb1)+Vk(hol) 1? 1103 368 735 0 Line 2:vale(hal+hbl)-vc1(hal+hbl)-Vi(hol).07 368 735 1103 ibf Line 3:vc2(hal+hb1)+V2(hoi)=H7 Design Summary 245lbf 4-Term Deflection 3-Term Deflection Req.Sheathing Strap Capacity. ` 3-Term Story Drift% Req. Faroe 980 ibf 4-Term Story Drift 96 See , Req.HD force 1103 ptf See Page 2 WA The all ter,'ear ranarrxra,eer.u.c4.M1£5',,1r'EF fa=...e as a rCS4k.'2P SC Oid Ms rhe m'Brad sea<La'eases tm.540-The f1 aeC`weaa 4sa r4�a<`:LS5sf S C. < -frin5ne Ste'1#'D1:"sia ees yre. s rsrq'sot.,~^�s,.P eessrC€S:atirA ar aasaCe a:�r ip35 i 3azs er es1° + =T��`da+Poe ama'e,�..ssse; w'a rp me rartr''''''+7 ft _ ffrAos , ¢comae''a»c,'''''''''''''"'4'.'-n, r as es ser,Cgs 5mm a+ ance ,saeisaauer art s aaa' r.'mms<a'r r molar''''''''''''''''''S.,.. tlelereroer a'''''A''''''''..;',4 tr APiu:h ne pe caxa:sarrz.m e f O-04,—......, l a oaprss aC o in spas t ru€ ar 'rssw:v Ore.ttca, r Ortegr r$sa+v ca4AN r teams_e a Crxicm ns .. ae�meter rrr�+rers•ems..a_r+_rc+ssa aD%a rsas r»ec mma asPe q*miiry�s+ar#:�rsa+�y a*rase.cee+rans e+mtn+�'rr.ersgsr�t*ra. orratzzsr rsesznRac°a. Project: Just Compassion Remodel Date: Ige:a 12280 SW Hall Blvd Page: Tigard, OR 97223 By:Job #: 218610 Client: Chris McDowell - i _.fir, 11 -x- =(13o ) - tO 2 k- c " (5,., , ,z .rho ' j r 7- e +((C //5(:) , � ' ' Gramme'Engineering LLC—920 SW 3"1 Ave.,Suite 200,Portland,OR 97204-Phone: (503)244-7014 T Company: Grummet Engineering Date 1211212{)18 SIMPSON Anchor DesignerT'" Engineer. JOS Page: 1/4 � ;� Software Project: Just Compassion =wil `r Version 2.5.6326.2 Address: 920 SW Third Ave Suite 200 fie `a Phone: 503-244-7014 E-mail: t.Prolect information Project description: Customer company: Dation: Customer contact name: Fastening description: Customer e-mail: Comment: 2.Input Data&Anchor Parameters Base Material General Concrete:Normal-weight Design method:ACI unit 318 14 Concrete thickness,h(inch):18.00 Units:imperial units State:Cracked Anchor Information: Compressive strength,fc(psi):2500 Bonded anchor 4'ov: 1.0 AncMaterial:hor type: Reinforcement condition:8 tension,B shear F1554 Grade.625 36 Supplemental reinforcement Not applicable Diameter(inch):Embedmentens Reinforcement provided at corners:No Code re CC-ESdepth,her(inch):8.000 Do not evaluate concrete breakout in tension:No h r category:ICC-ES ESR 2508 Do not evaluate ooncaete breakout in shear:No Anchor ductility: Hole condition:Dry concrete Anchor ): 1Yes Inspection:Continuous c,.„i(inch): Temperature range,Short/Long:150/110°F c (inch):n1.75.71 Ignore Edo requirement Not applicable Srti, 3Build-up grout pad:No Sm�,(inch):3.00 Load and Geometry Load factor source:AC1 318 Section 5.3 Load combination:not set Seismic design:Yes Anchors subjected to sustained tension:No Ductility section for tension:17.2.3.4.2 not applicable Ductility section for shear:17.2.3.5.2 not applicable DO factor not set if .-1"-'- fiat Apply entire shear load at front row:No 1576 b jj Anchors only resisting wind and/or seismic loads:Yes / <1 r- £ � bLe/Rro <Figure 1> 1 r `/' - lilac) n rb x.= I X r �` , TY x Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. 5956 W.Las Pastas Boulevard Pleasanton,CA 94588 Phone:925 560 9000 Fax:925.847.3871 wwrv.stron9fle.com SIMPSON Company: Grummet Engineering Date: 12/12/2018 Anchor DesignerT"' Engineer: JDS Page: 4/4 1 Software Project: Just Compassion d ®,, Version 2.5.6326.2 Address: 920 SW rd Ave Suite 200 Phone: 503-244-7014 E-mail: 11.Results interaction of Tensile and Shear Forces(Sec.17.61 Status Tension Factored Load,NI,.(lb) Design Strength,raNn(lb) Ratio Steel 1576 9833 0.16 Pass Pass Concrete breakout 1576 2839 0.56 Adhesive 1576 2192 0.72 Pass(Governs) SET-XP w/5/8"0 F1554 Gr.36 with hef=8.000 inch meets the selected design criteria. 12.Warnings -When cracked concrete is selected,concrete compressive strength used in concrete breakout strength in tension,adhesive strength in tension and concrete pryout strength in shear for SET-XP adhesive anchor is limited to 2,500 psi per ICC-ES ESR-2508 Section 5.3. -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,the shear component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor shear force associated with the same load combination.Therefore the ductility requirements of ACI 318 17.2.3.5.2 for shear need not 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. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com SIMPSONAnchor Designer'm Company: Grummet Engineering Date: 12/12/2018 Engineer JDS Page: 3/4 :,..... :1.:7",-.-it,,,,-. 4t.,•••:, Software Project: Just Compassion Version 2.5.6326.2 Address: 920 SW Third Ave Suite 200 Phone: 503-244-7014 E-mail: 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Sheer load combined, No.(Ib) V.(Ib) V„ay(Ib) 40/0.02+W-02(lb) 1 1576.0 0.0 0.0 0.0 Sum 1576.0 - 0.0 0.0 0.0 Maximum concrete compression strain(%o):0.00 Maximum concrete compression stress(psi):0 Resultant tension force(lb): 1576 Resultant compression force(lb):0 Eccentricity of resultant tension forces in x-axis,e'1.2,(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'N.,(inch):0.00 4.Steel Strength of Anchor in Tension(Sec,17.4.1) N.(Ib) 0 oN.(Ib) 13110 0,75 9833 5.Concrete Breakout Strength of Anchor in Tension(Sec.17.4.21 N2=kcAm4f chmr1-5(Eq. 17.4.2,23) kc Am f c(Psi) her(in) No(Ib) 17.0 1.00 2500 8.000 19233 0.750Nc2=0,750(A, /Ar )PN Vc,N Vicp,NNb(Sec. 17.3.1 &Eq. 17.4.2.1 a) Ant(in2) AN.(in2 c.f.i.,(in) WeaN Vic,N 9jcp.N N2(lb) 0 0.750Na,(Ib) 225.00 576.00 3.00 0.775 1.00 1.000 19233 0.65 2839 6,Adhesive Strength of Anchor in Tension(Sec.17.4.5) 27t Cf= rk.CATCfrIBMIKS3taN SViS n (psi) r shoi-tem Kmme CZN seis rk.c,(Psi) 435 1.72 1.00 1.00 748 Nbm=A m r<mqrdmhor(Eq.17,4.5.2) (psi) dm(in) he(in) Na.(Ib) 1.00 748 0.63 8.000 11753 0.750N.=0.750(ANSAN=40)Vi.d,i.Vic.p,s.Nr..(Sec.17.3.1 &Eq. 17.4.5.1a) Am,(in2) lkw(in2) cr.(in) cum,(in) Ted,hrm 'FAA% Nap(lb) 0 0.75^(lb) 122.02 258.08 8 fl S 3.00 0.812 1.000 11753 0.65 2192 Input data and results must be checked for agreement with the existing circumstances the standards and guidelines must be checked tor plausibility, 5956 W.Las Positas Boulevard Pleasanton,GA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com - --- tv • Company: Gnunmel Engineering Date: 112/12/2018 SIMPSON Anchor DesignerTm ngineer Page 2/4 JDs Software Project: Just Compassion Version 2.5.6326.2 Address: 920 SW Third Ave Suite 200 Phone: 503-244-7014 E-mail <Figure 2> i s- 1,414w s, 3 is 0 0 Recommended Anchor Anchor Name:SET-XP®-SET-XP w/5/8"0 F1554 Gr.?6 Code Report:ICC-ES ESR-2508 Input data and results must bechecked tar agreement with the existing circumstances,the standards and guidelines muni be checked for plausibGity. S-per ,_._: - 5956 W.Las Positas Boulez erd Pleasanton,CA 94588 Phone:925.580.9000 Fax 925.847.3871 wwwstrongtie,txm Project: Just Compassion Remodel Date: 12280 SW Hall Blvd Page: t 1 Tigard, OR 97223 By: ") Client: Chris McDowell Job #: 218610 G kV tie' 2 E5 i 4 ti , . 1 ' 1 i , L - - , Q-7 il il Mullions between windows, H1 ,11 governs - - - I / - 1 iMillif — — 1 1 , 1 riatgkelk• 9 H 1 1 L3x3x1/4" L3x3x1 t ,.. 1 i ..- Graratnel Engineering LLC—920 SW 3rd Ave.,Suite 200,Portland,OR 97204-Phone: (503)244-7014 11\ PASSED l MEMBER REPORT Level,J1 2 piece(s) 2 x 10 Douglas Fir-Larch No.2 Overall Length:15'7" I 15' o a All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. i Design ResultsActual f Location Aid Resuit un L Lost':Combination(Pattern) , System:Floor I Member Type:Rush Member Reaction(lbs) 750©15'5" 4219(2.25") Passed 18% -- 1.0 D+1.01(All Spans) I Building Use:ResidentialshBeam i Shear(lbs) 650 8 14'6 1/4" 3330 Passed(20%) 1.00 1.0 1)+1.0 L(Alt Spans) Buie 2012 Code:IBC 1 Moment(Ft-lbs) 2543 8 8'3 15/16" 3529 Passed(72%) 1.00 1.0 D+1.0 t(All Spans) i Live Load De41.(in) 0.239 8 7 10 15/16" 0.381 Passed(1/765) — 1.0 D+1.0 L(Ail Spans) I Design Methodology:ASD I Total Load Deft.(in) 0.338 @ 7'10 13/16" 0.762 Passed(1./541) -- 1.0 D+1.0 L(All Spans) •Deflection criteria:ti(1/480)and it(1/240). •Tap Edge Bracing(Lu):Top compression edge must be braced at 15'5"o/c unless detailed otherwise. •Bottom Edge Bring(Us):Bottom compression edge must be braced at 15'5"o/c unless detailed otherwise. •Applicable calculations are based on NDS. iBearing Length Laos to (iii) ISUppOtts Total Avaflabte Required t Total Accessories I 1-Stud wall-OF 3.50' 188 447 635 1 1/4'Rim Board 2-Stud wall-OF 3.50° 2.25' I 1,50' 215 535 750 '1 1/4'Rim Board •Rim Board is assumed to carry all bads applied ctrectly above It,bypassing tine member being designed. i Tributary Deed Floor Live Loads ' Location(Side) Width •, (1.00) Comment* o-Sett Weight(PIE) I 1/4"in 1S 5 N/A 7.0 314" Residential-Uvirg 'I-uniform(PSF) 0 m 9'S"(Front) 1'4' 12.0 40.0 Areas 2-Uniform(PSF) 511 to 1S`S' I 2' 12.0 40.0 Weyerhaeuser Notes (4)SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser emressly disclaims airy other warranties related to the software.Use of this software is riot intended to circumvent the need for a design professional as determined by the authority having juriedictlon.The designer of record,bulkier or framer is responsible to assure that this calculation is compatible with the overall project Accessories(Rim Board,Blocking Panels and Squash Blocks)are riot designed by this software.Umber Products have�evaluated by ured at ICe ES Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered technicalunder tested with code evaluation reports, Weyerhaeuserproduct literature and it r details refer ttowww.weserhar.com/Wdocurna The product application,input design loads,dimensions and support information have been provided by Forte Software Operator 4)I S re--1Q Ct\-):) 7,1( 1 45 ----I 6 (1(C' ) 2 -YIC) ';,.-611-- - . , Forte pera or 12/7/2018 11:35.43 AM vrte Software Operator Job PdotEa .. —_ - 4 q _. e v5.4,Design Ergine:4 r.1.1_J Ja:r;es Sia ' f5: 244--,:'GP3fSE'1 of 1 Project Title: 13 Engineer: Project ID: Project Descr: Printed:22 JAN 2019, 4:04PM Wood Beam File \\SE2012\Company\JOBFIL-11218610-1\CALCUL-1.12019-01-21'Headers218610.ec6. Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.13. L1C.#: KW-06011470 ,.>.:F- .;:> - �,;., Licensee Gru iiteerinj LLC' Description: 3'Door Opening CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 1000 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 1000 psi Ebend-xx 1700 ksi Fc-Pill 1500 psi Eminbend-xx 620 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625 psi Wood Grade :No.1 Fv 180 psi Ft 675 psi Density 31.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.09)S(0.1875) e o D056 < a e o D(0.0�a�L(0.3 ) o ° o o o 0 • k 2x10 Span=3.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.010, L=0.040 ksf, Tributary Width=7.50 ft,(Floor) Uniform Load: D=0.080 ksf, Tributary Width=7.0 ft,(Wall) Uniform Load: D=0.0120, S=0.0250 ksf, Tributary Width=7.50 ft,(Roof) DESIGN SUMMARY "- Design Maximum Bending Stress Ratio = 0.588 1 Maximum Shear Stress Ratio = 0.452 : 1 Section used for this span 2x10 Section used for this span 2x10 fb:Actual = 646.90psi fv:Actual = 81.29 psi FB:Allowable = 1,100.00psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 1.500ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.003 in Ratio= 11009>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.012 in Ratio= 3028>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Project: Just Compassion Remodel Date: 1 '13 12280 SW Hall Blvd Page: 14 Tigard, OR 97223 By: T5 Client: Chris McDowell Job #: 218610 S5(5t`fi _ !? 5 L)c/ ''- '‘.4.1.44,,L-5 W (i P) (q5e ) (2 P56( 8uq 5c) 4.(1° Pr-) (5-3) (10�0 Sig 1 F • 2, 75-4 ,ott/ OF 3UILDIk'ST FRFP Cr O. ? RSIpie56/0 SPNLAs cn Grummel Engineering LLC—920 SW 3^d Ave.,Suite 200,Portland,OR 97204 Phone: (503)244-7014