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Specifications (28) MST 3-0l$- 00�ae;. I b`3 lq Wax) Structural Calculations RECEsvED MAR 0 4 2019 for eiTY OF rl BUILDING BARD Residential Remodel el for 1 319 SW Picks Way Portland, OR June 25, 2018 DESIGN CODE 2017 Oregon Residential Specialty Code DESIGN LOADS Gravity Loads Material Wt lbs (Dead) 40 psf (Live- Floor) 25 psf (Live -Snow) Seismic,SDS 0.712 g Wind, Exposure"B" 120 mph r +tca` , G1 N FF p CONTENTS ,; OREGON Gravity/ Lateral Calcsy 74 `4 C A S . EXPIRES: 12/31/20 SCOPE OF WORK The attached calculations pertain to gravity and lateral analysis for a new header on the first floor East wall at the above address. This scope of work does not include any analysis of any other portions of structure to remain. HAYDEN BY RN DATE 6/25/18 ENGINEERS REV DATE 5TRUCTUNAt, civil. JOB NO 18187 (503)968-9994 p (503) 968-8444 f SHEET 1 OF 9 rr=' ' fir"; r1t ) l e `r' BY /f/Y DATE HAYDEN REV DATE ENGINEERS / STRUCTURAL I CIVIL JOB NO _ 1171/'17 (503) 968-9994 p (503) 968-8444 f SHEET OF , . DINAYDE ENGINEERSS STRUCTURAL, 1 CIVIL Wood Beam File-Z 1proiects12018PR-11181871-1\CALCUL-1118187-1.EC6 Lic #:KW-06005543 Licensee:HAYDEN CONSULTING ENGINEERS Description: Header CODE REFERENCES Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb- 900.0 psi Ebend-xx 1,600.0ksi Fc-PM 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.20pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling 0(0 0675)L(0 18) 1 3v 0(0_14)667) _. s f)(0.003,-01 S)Ofi5ti1r7} " y_ r7(0 Ofit)5(0 1) 9 I i 4x10 Span=8.0 ft Applied Loads Service loads entered Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.0170, S=0.0250 ksf,Extent=0.0—>>5.250 ft, Tributary Width=4.0 ft,(Roof) Varying Uniform Load: D=0.0170->0.0170, S=0.0250->0.0250 ksf,Extent=5.250-->>8.0 ft, Trib Width=4.0->2.625 ft,(Roof) Uniform Load: D=0.010 ksf, Tributary Width=11.667 ft,(Wall) Uniform Load: 0=0.0150, L=0.040 ksf, Tributary Width=4.50 ft,(Floor) DESIGN SUMMARY Kki-!-L,Ii. Desi s fr OK Maximum Bending Stress Ratio = 0.768 1 Maximum Shear Stress Ratio = 0.360 : 1 Section used for this span 4x10 Section used for this span 4x10 fb:Actual = 827.70psi fv:Actual 4 64.72 psi FB:Allowable = 1,080.00psi Fv:Allowable = 180.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 4.000ft 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 0.045 in Ratio= 2124>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.115 in Ratio= 835>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combinatiir Support 1 Support 2 Overall MAXimum 1.841 1.789 Overall MINimum 0.603 0.588 . . HAYDEN LNGINEERS Wood Beam File=Z:Iprojects\2018PR-1118187t-KCM -1,18187--1.EC6 LiC #:KVV-06005543 '1,44= A#14'41KV"'' ,.`r2441WW AriVtg':= Licensee: HAYDEN CONSULTING cinE 4.7at Description: Header Vertical Reactions Support notation:Far lett is#1 Values in KIPS Load Combination Support 1 Support 2 D Only 1.005 0.960 +D+L 1.725 1.700 +D+S 1.400 1.338 +0+0.750L 1.545 1.520 40+0.750L+0.7509 1,841 1.789 +0.60D 0.603 0.588 19/ 8/2212018 Design Maps Summary Report , GSdig Design Maps Summary Report User-Specified Input Building Code Reference Document ASCE 7-10 Standard ivahicth utilizes U_;G`,h,-, and data imailable in 20(111' Site Coordinates 45.40285°N, 122.78305°W Site Soil Classification Site Class D — "Stiff Soil" Risk Category I/II/II1 Beaver tonf.. .x. x11:1 Tigan(,,., , ; Lake 0 W&(!(.) aiatin i{ Y Y4 '' xK'n f r Sherwood • t-(it:7#3 c_ity • USGS—Provided Output Ss = 0.955 g SM$ = 1.068 g Sp$ = 0.712 g Sl = 0.419 g SMl = 0.662 g Sp, = 0.441 g For information on how the SS and S1 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. 1410Egt Raesponse Spectrum Design Response Spectrum s•ft, tt „• zr 1 f f P t t i t } 1 -1 a, ,z.ri co,-141t oh.. u8#., 10" per. 14,1 leo I>4, .., �,N, •.�, u,y, rata, ,iy, I• , I.fir I.k' I(., lia'. , Period,T(say:) Prriod,T(xr) For PCA,,,, T,, CR,, and CR, values, please view the detailed report. R�hti�u;li ih.,tntet,t}<rtian 15 <1 ps`cac4uc+of t.t,, U.S. t c+I„c1=ea, nurvcy, ptoviti< no itarranty, sx1.rti'ssee'J u, t=c accuracy of the data contutred thereat. "this tool is out a suostitufe tor techntrai s+ubj€ct-matter knowleciqu. .5/ https;//prod01-earthquake.cr.usgs.goy/designmapstus/summary.php?template=minimal&latitude=45.40285163947713&longitude=-122.783045108921... Wind and Seismic Design ASCE 7-10 Seismic Base Shear Loading Risk Category II V= Cs W (ASCE 7-10 EQ. 12.8-1) Cs= SDs (ASCE 7-10 EQ. 12.8-2) Rile SDS 0.712 g (USGS Design Maps Summary Report) R 6.5 (ASCE 7-10 Table 12.2-1) Risk Category 2 le 1.00 (ASCE 7-10 Table 1.5-2) V= 0.110 W (ASD) V= 0.077 W ] (ASCE 7-10 Sect. 2.4.1) Wind Loading 120 mph Exposure B Ps= AKztPs3o (ASCE 7-10 EQ. 28.6-1) Mean Roof Ht. 25 ft Roof Pitch 8 = 34 Degrees PS30 (wall) 25.7 psf (ASCE 7-10 Fig. 28.6-1) Ps30 (roof) 17.6 psf (ASCE 7-10 Fig. 28.6-1) A 1.00 (ASCE 7-10 Fig. 28.6-1) KZ, 1.0 (ASCE 7-10 Sect. 26.8.1) ps(wall)= 25.700 psf los(roof)= 17.600 psf (ASD) ps(wall)= 15 psf (ASCE 7-10 Sect. 2.4.1) (ASD) ps(roof)= 11 psf (ASCE 7-10 Sect. 2.4.1) BY RN DATE 6/22/18 HAYDEN ENGINEERS 10319 SW Picks Way REV DATE ,;. STRUCTURAL I CIVIL JOB NO 18187 (503)968-9994 p (503)968-8444 f SHEET 6- OF ,, y ' ...... } om... —r --' `I—...—T----1 P3"_ —i _ -_ Nil I L IIii '1 7F--------- i ri ... III 1 --11.00014111111910 Ia L® ME MIN s :.,,.: T .,10,„,-C tlyet, i r / ii p M , a f, iY f ?, '` V r 1/3/ / 11)/1- ° > '.- ) y = ;//i f,y;,-,171//,...._":1;)'_I, . ,�. ,. c BY d'' DATE 6�/1}/ifHAYDENJo3/y ,..5-4) P� sRy REV DATE 13 ENGINEERS -i STRUCTURAL I CIVIL _. -... -.. . _ JOB NO /7/,', (503) 968-9994 p (503) 968-8444 f SHEET , OF Lateral Analysis r Wind Controled Upper F3 Wall Length 1 30.0 ft Wall Height 8.0 ft Reaction 3819 lb Wall Wt. 10 psf Roof Wt. 17 psf Roof Tributary 4.0 ft v = 127 lb/ft --0 Nail Sheating at 6 in o/c Moverturning= 30552 ftIb Edge & 12 in o/c Field MReaction wall= 21600 ft-lb MReaction Roof= 18360 ft-lb Tasa= -314 lb —� No Strap Req. Lower g Wall Length 1 19.3 ft -- I Wind Controledi Wall Height 9.1 ft Reaction 6462 lb Wall Wt. 10 psf Floor Wt. 15 psf Floor Tributary 4.5 ft v= 336 Ib/ft —> Nail Sheating at 6 in o/c Moverturning= 58697 ft-lb Edge & 12 in o/c Field MReaction wall= 10098 ft-lb MReaction Floor= 7504 ft-lb Tasd= 2135 lb --> USE Post Installed 16 Ga. Strap T„tt= 3558 lb j BY RN DATE 6/22/18 t- HAYDEN , ENGINEERS 10319 SW Picks Way REV DATE Wei srntor:runni + c�vit -,._ JOB NO 18187 _.._._..,,.- (503)968-9994 p (503)968-8444 f SHEET X a= Custom Hold Down Strap Design w/(2) Thru-Bolts Thru Conc. Bolts Concrete 1/2 in (Bolt Diameter) f' = 2500 psi o rn/D = 2.65 kip (Bolt Capacity) b = 6 in (Wall Width) m = 0,75 ASD Factor= 0.6 Wind Controled Strap 16d Nail/SDS Screw Capacity Strap Size 16 Ga. (Strap Thickness) P„a„= 164 #/nail t= 0.0566 in (Strap Thickness) Pscrew= 250 #/screw w= 3 in (Strap Width) Cd= 1.6 duration factor fy= 50 ksi = 65 ksi t1y= 1.67 Applied Load nu= 2 Tm.ix = 2135 lbs (ASD) Ag= 0.170 ind A„= 0.142 in` Check Yeilding Check Tension Ty = AR * = 5.08 kip T„ == An *fu — 4.60 kip 11), SZu 1-knowable= Min (Ty, T„) = 4.60 kip > T ,ax= 2.134794 kip Strap OK And Bolt Capacity= 2.65 kip > Tmax= 2.134794 kip Bolt OK Check Bolt Depth Into Conc. dmjn = _.___.. Tina, _ ._.._____ w_.. 6:00 in *Note: This calculations assumes 1/2 of the 4 *0 * v7:* b * (ASD) tension load(T max) to the top bolt. Use 6" min. Nail I Screw Requirment max NailReq _ PCd 8.1 Nails nail * ScrewRey = @max _ 5.3 Screws pscrew * Cd --> USE 16 Ga. Strap wJ(2) 112 in. o Bolts, Placed @ 6 in. min. below top of stem wall. And, (9) 16d Nails -OR- (6) 1/4 in. x 3 in. Simpson 'SDS" Screws Into DBL. Stud min. BY RN DATE 6/22/18 HAYDEN 'x ENGINEERS 10319 SW Picks Way REV DATE 4 STRUCTURAL I CIVIL JOB NO 18187 (503)968-9994 p (503)968-8444 f SHEET 9 OF Lateral Analysis Wind Controled 4110 Wall Length 1 30.0 ft Upper Wall Height 8.0 ft Reaction 3819 lb Wall Wt. 10 psf Roof Wt. 17 psf Roof Tributary 2.0 ft v = 127 lb/ft —► Nail Sheating at 6 in o/c Moverturning= 30552 ft-lb Edge & 12 in o/c Field MReaction wail= 21600 ft-lb MReaction Roof= 9180 ft-lb T= -8 Ib —> No Strap Req. 4111 Wall Length 1 7.46 ft Lower Wall Length 2 4.58 ft j Wind Controled Wall Height 9.08 ft Reaction 6462 lb Wall Wt. 10 psf Floor Wt. 15 psf Floor Tributary 1 5.33 ft Floor Tributary 2 5.33 ft 8' HDR Rxn 776 lb HDRRXn = 2 (2' . 17 psf+ 5.33' • 15 psf + 8' • 10 psf) v= 537 lb/ft --> Nail Sheating at 3 in o/c M Edge & 12 in o/c Field overturning= 36355 ft-lb MReaction wall= 1516 ft-lb Wall 1 MReaction Floor= 1335 ft-lb T= 3716 Ib —o USE Post Installed Strap Moverturning= 22341 ft-lb MReaction wail= 572 ft-lb Wall 2 MReaction Roof= 504 ft-lb T= 3864 lb —o USE Post Installed Strap by RN DATE 12/17/18 � a HAYDEN ' ENGINEERS 10319 SW Picks Way Rf v DA'- tt,w,;° rr STRUCTURAL t C$V L 11,0^:,; 18187 (503)968-9994 p (503)968-8444 f SHEET OF Custom Hold Down Strap Design wl(2)Thru-Bolts Thru Conc. Bolts Concrete 0 = 5/8 in (Bolt Diameter) f = 3000 psi rain= 4.14 kip (Bolt Capacity) b = 6 in (Wall Width) o= 0.75 ASD Factor= 0.6 Wind Controled Strap 16d Nail I SDS Screw Capacity Strap Size 16 Ga. (Strap Thickness) Pnail = 164 #/nail t= 0.0566 in (Strap Thickness) Pscrew= 250 #/screw w= 3 in (Strap Width) Cd= 1.6 duration factor fy = 50 ksi f„ = 65 ksi cly= 1.67 Applied Load fI = 2 Tmax= 3864 lbs (ASD) Ag = 0.170 in` An= 0.134 in` Check Yeildinq Check Tension Ty = nRtt fy 5.08 kip T„ = n = 4.37 kip y u TAllowable =Min (Ty, T„) = 4.37 kip > Tmax= 3.86 kip Strap OK And Bolt Capacity = 4.14 kip > Tmax= 3.86 kip Bolt OK Check Bolt Depth Into Conc. Tmt 3: 13.06 in dmiri = = 24, 0 #� fc * b * (ASD) Nail I Screw Requirment Na%tRea ==P a"i"xC = 14.7 Nails Screw — 7'y"'" = 9.7 Screws Reg _ f-screw* t;d i USE 16 Ga. Strap w/(3)518 in. o Bolts, Placed © 14 in. min. below top of stem wall.And, (15) 16d Nails -OR-(10) 1/4 in. x 3 in. Simpson 'SDS' Screws Into DBL. Stud min. BY RN DATE 12/17/18 ENGINEERS N 10319 SW Picks Way REV DATE p STRUCTURAL I CIVIL JOB NO 18187 (503) 968-9994 p (503)968-8444 f SHEET / OF