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Specifications t 1 A-17 4...E" ,, ',..,15: i 1:2 5,41 4„,... r v 1 4 i/le 7—Li Lk ; (17-1 I ii- _ , ,... iie2 (z) A > 4 F, 1'56'' /13 if 911 X 6e9/VC,,21 -441 P , fk. 42.40.'AA4x. -:---- 1 I T ( -2 .... .0.- C., , 3 A., a 6-1 ' tia tv---6,eg i ,------„, . \ (,) 5 1-1 F 13 16459 SW 108th Ave, Tigard, OR 97224, USA .atitude, Longitude. 45A0035899999999, -122,78929299999999 Ct V V-:.' .}::` f. .7 Li‘We Feet Child Care NV %.-.. l'... C ,:' ' ''' '',..70 91e Map data©2019 Date 11/13/2019,8:56:59 AM Design Code Reference Document ASCE7-10 Risk Category II Site Class D-Stiff Soil Type Value Description Ss 0.953 MCER ground motion.(for 0.2 second period) S1 0.418 MCER ground motion.(for 1.0s period) SIAS 1.066 Site-modified spectral acceleration value SM1 0.662 Site-modified spectral acceleration value SDS 0.711 Numenc seismic design value at 0.2 second SA Stil 0.441 Numeric seismic design value at 1.0 second SA Type Value Description SDC D Seismic design category Fa 1.119 Site amplification factor at 0.2 second Fv 1.582 Site amplification factor at 1.0 second PGA 0.418 MCEs peak ground acceleration FPGA 1.082 Site amplification factor at PGA PGAM 0.452 Site modified peak ground acceleration TL 16 Long-period transiton period in seconds SsRT 0.953 Probabilistic risk-targeted ground motion.(0.2 second) SsUH 1.063 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration SsD 1.658 Factored deterministic acceleration value.(0.2 second) S1RT 0.418 Probabilistic risk-targeted ground motion.(1.0 second) S1UH 0.48 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration. S1D 0.6 Factored deterministic acceleration value.(1.0 second) PGAd 0.611 Factored deterministic acceleration value.(Peak Ground Acceleration) CRS 0.896 Mapped value of the risk coefficient at short periods CR1 0.872 Mapped value of the risk coefficient at a period of 1 s 511fRMAN ENGINffRING, INC. 3 1 5/ N5 Sandy Slva' Ste. /00 Portland. OR 97232 JOB: BRADLEY RESIDENCE Dr CLIENT: ALOHA CUSTOM I I/13/2019 JML DECK LEDGER Loading: DL psf LL psf Total p'Sf 10 40 50 Tributary: 6 ft 6 ft x 50 psf = 300 plf 300 pli x 1 .33 ft = 399 # V 1Gd= 139 # U5E: 399 2.87 (3) 1Gd NAILS @16° 0.C. 13e Seismic: S = 0.71 K = 6.5 55 V = 0. I 09W Load: 10 psf x 12 x 32 = 3.84 kips VW = 0. I I 3.84 = 0.42 kips Lag Bolts: V 1/4" SDS SCREW 340 # = 340 W I/4" 5D5 SCREW: 340 # x 3 = 020 V Governs: 0.42 / 0.34 I .23 1 .23 = (2) 1/4" SDS SCREWS USE 2x LEDGER W/ (3) 1Gd NAILS @ 1G" 0.C. AND (I) 1/4" 5D5 SCREWS 4' 0.C. 1 FORTE =0 m E Ivl c'i E R.: R.•E'...,P CI P T PASSED Level, Floor: Drop Beam 1 piece(s)4 x 12 Hem-Fir No. 2 ,17) 0;E'a _Eng-,n: ' . i . , ? ...? / ,J1 I All locations are measured from the outside Face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual IP Location Allowed ' Result LD F Load:Combination(Pattern) System:Floor Member Type:Drop Bearn Member Reaction(Ibs) 1503 @ 2" 4961(3.50") Passed(30%) - 1.0 D+ 1.0 L(All Spans) Building Use:Residential Shear(Ibs) 1107 g 1 2 3/4" 3938 Passed(28%) 1.00 1.0 D+ 1.0 L(All Spans) Building Oxie:IBC 2015 Moment(Ft-lbs) 3260 @ 4'8" 5752 Passed(57%) 1.00 1.0 D+1.0 L(All Spans) Design Mett-odology:ASD Live Load Deft(in) 0.066 Cr 4'Er 0.300 _Passed(1/999+) - 1.0 D+ 1.0 L(All Spans) Total Load Dell.(in) 0.088 @ 4'8" 0.450 Passed(1/999+) -- _1.0 0+ 1.0 L(All Spans) • Deflection criteria:LL(1/360)and TL(L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 9'4"oft unless detailed otherwise. • Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 9'4"o/c unless detailed otherwise. •Applicable calculations are based on NM. Bearing Length Loads to Supports(La) Supports Total Available Required Dead Floor Live 'roue Accessories 1-Column-HF 3.50" 3.50" 1.50' 383 1120 1503 Blocking 2-Column-HF 3.50" 3.50" 1.50° 383 1120 1503 Blocking •Blocking Panels are assumed to carry no loads applied directly above them arid the fuI1 load Is applied to the member being designed. Dead Floor Uve vertical Loads Location(Side) Tributary Width (0.90) (LOO) Comments _ 0-Self Weight(PLF) 0 to 9'4" N/A 10.0 - 1-Uniform(PSF) 0 to 9'4"(Font) 6' 12.0 40.0 Default Load - Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 arid/or tested in accordance with applicable ASTM standards For current code evaluation reports,Weyerhaeuser product literature and Installation details refer to vinvw.weyernaeuser.ccm/wecdproducts/docornertt-ribrarY: The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator •s,,,,..„,,,,,,„,r ,,„;,„,,,,7,4,,..VE A \VevcrhAeuscr ForteWER Software Operator Sob Notes 11/13/2019 4:48:20 PM UTC JEFF LEITER SHERMAN ENGINEERING INC ForteWEB v2.1,Engine: V7.3.2.309, Data:W.2.0.2 (503)230-8876 Jeff@shermanengineers.corn File Name: Bradley Residence Page 1/ 1 MEMBER.REPORT PASSED • Level, Floor: Drop Beam 1 piece(s)4 x 8 Hem-Fir No. 2 PF7 ,1 a I All locations are measured from the outside=ace of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual 0 Location Allowed Resuit LDF Load:combination(Pattern) System:Roar r Type:Drop Beam Member Reaction(lbs) 474 @ 2" 4961(3.50") Passed(10%) — 1.0 D+ 1.0 L(All Spans) Building Use:Residential Shear(lbs) 375 @ 10 3/4" 2538 Passed(15%) 1.00 1.0 D+ 1.0 L(All Spans) Build2015 Moment(Ft-lbs) 940 @ 4'3 1/2" 2823 Passed(33%) 1.00 1.0 D+ 1.0 L(All Spans) Design Methodology:ASD Live Load Deft(in) 0.058 @ 4'3 1/2" 0.275 Passed(11999+) — 1.0 D+ 1.0 L(All Spans) Total Load Del.(in) 0.080 @ 4'3 1/2" 0.412 Passed(I.J999+) — 1.0 D+ 1.0 L(All Spans) • Deflection criteria:LL(L/360)and TL(L/240). •Top Edge Bracing(Lu):Top compressor edge must be braced at 8'7"o/c unless detailed otherwise. • Bottom Edge Bracing(Lu):Bottom ompression edge must be braced at 87"o/c unless detailed otherwise. •Applicable calculations are based on NDS. Dearing Length Loads to Supports(Ra) Supports Total Available Required Dead Floor Live Total Accessories 1•Column-HF 3.50'' 3.50" 1.50° 131 343 474 Blocking 2-Column-HF 3.50° 3.50° 1.50" 131 343 474 Blocking •Blocking Panels are assumed to carry no loads applied directly above them arid the full load Is applied to the member being designed. Dead Floor Live Vertical Loads Location(Side) Tributary WWI% (0.90) (1.00) Conanents 0-Self Weight(PLF) 0 to 8'7' N/A 6.4 1-Uniform(PSF) 0 to 8'T(Pont) 2' 12.0 40.0 Default Load Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its produ3s wIll be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser(stores*disclaims any other warranties related to the software-Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdicbon.The designer of record,budder or framer is responsible to assure that this calculation Is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and Installation detals refer to www.yoeyerhaeuser.com/woodproducts/docurnent-library. The product application,input design loads,dimensions and support Information have been provided by ForteWEB Software Operator As,,,7„,,,,..„,,CA.1.15-v-r EUI'14TIVE ForteWEEI Software Operator lob Notes 11/13/2019 6:39:41 PM UTC JEFF LEITER SHERMAN ENGINEERING INC ForteWEB v2.1,Engine: V7.3.2.309, Data:W.2.0.2 (503)230-8876 jeffieshermanengineers,com File Name: Bradley Residence Page 1/ 1 '......4., FORTE %vett m 17,;,--,-:'6'E,R.1;',E P-'2,F,:1 PASSED . Level, Floor: Joist 1 piece(s)2 x 10 Hem-Fir No. 2 es 16"GC , - - 7) _ I, I 11 E, / / E] 0 All locations are measured from the outside face of left support(or left cantilever end),All dimensions are horizontal. Design Results Actual 0 Location Allowed Result LD F Load:Combination(Pattern) System:Floor Member Reaction(lbs) 412 @ 2 1/2" 1367(2.25) Passed(30%) - 1.0 D+ 1.0 L(All Spans) Member Type:Joist Building Use:Residential Shear(lbs) 345 @ 1'3/4" 1388 Passed(25%) 1.00 1.0 D+ 1.0 L(All Spans) Building Code:IBC 2015 Moment(Ft-lbs) 1180 @ 6'1/2" 1917 Passed(62%) 1.00 1.0 D+101(All Spans) Design Methodology:ASD Live Load Defl.(in) 0.173 6'1/2" 0.292 Passed(L/810) - 1.0 D+ 1.0 L(All Spans) Total Load Defl.(in) 0.225 411 6'1/2" 0.583 Passed(Li623) - 1.0 D+ 1.0 L(All Spans) TJ-Pro''Rating N/A N/A -- -- -- • Deflection criteria:LL(L/480)and TL(L/24-0). •Top Edge Bracing(Lu):Top compression edge must be braced at 9 5"o/c unless detailed otherwise. • Bottom Edge Br-acing(Lu):Bottom compression edge must be braced at 11'11"oft unless detailed otherwise. •A 15%increase In the moment capacity has bee,added to account for repetitive member usage. •Applicable calculations are based on NDS. • No composite action between deck and joist was considered in analysis. Reining Length Loads to Supports(lbs) Supports Total Available Required Dead Roar Um Total Acossaarles 1-Beam-HF 3.50 2.25" 1.50° 97 322 419 1 1/4'Rim Board 2-Stud wall-HF 3.50' 2.25" 1.50" 97 322 419 1 1/4'Rim Board •Rim Board Is assumed to carry all loads applied directly above it,bypassing the member being designed Dead Floor Live Vertical Load Location(Side) SPacklil (CLOD) (1.00) Comments • 1-Uniform(PSP) 0 to 12'1° 16' 12.0 40,0 Default Load Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values,Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to drcumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,bulkier or framer is responsible to assure that this calculation is compaible with the overall project Accessories(Rim Board,Blocking Panels arid Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by 1CC-ES under evaluation reports ESR-1153 and E5R-1387 and/or tested In accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature arid Installation details refer to bwrw.weyerhaeuser.com/woodproductsidocumentAbrary. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator A (,{"..,,,5.,5T:,i,“,&E PC,=-ESTR,Nriii-.TI,'E Wfyil-ildell,:fT ForteWEll Software Operator Job Notes 11/13/2019 4:49:27 PM UTC JEFF LEITER SHERMAN ENGINEERING INC ForteWEB v2.1,Engine:V7.3.2.309, Data: V7.2.0.2 (503)230-8876 leff@shermanengineers.com File Name: Bradley Residence Page 1/ 1