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Specifications (2) . , Au0016, - Oc1 / 1110 SU c.- ,2 ��e<li`c g y RE ) APR v CJ6 CITY , , , -10 Structural Calculations BUILDUU\ :. r5/i;(C N for 14050 SW Pacific Highway Suite 101 Fire Repair - Ceilings Tigard, OR April 20, 2016 DESIGN CODE 2014 Oregon Structural Specialty Code LOADS Gravity Loads 4 psf (Ceiling Dead) r i1 Ai ,. tPA0 $ xs ? ....__ 1% fir. 10.lts4.JO 'YONR. NP TEXPIiRES: 6/30 ili SCOPE OF WORK The attached calculations pertain to new interior ACT Ceiling Drops and Splay Wires to replace existing ACT damaged by fire. This scope of work does not include any analysis of ACT Mains, Grids, any other portions of structure to remain. 4. 13 HAYDEN BY ar DATE 1/27/16 ENGINEERS REV DATE A STRUCTURAL I CIVIL JOB NO 16137.01 (503) 968-9994 p (503) 968-8444 f SHEET OF CEILING LATERAL LOADING Wp = 4 PSF FPASD= ,4(Ap)(Sdsl(Wp)(1+(2)(z/h)) Rp = 2.5 Ap = 1 (Rp/Ip) * 1.4 Z/H = 0.61 Wp = 4 PSF Min. Fp= 0.77 Ip = 1 Sds = 0.76 FPASD (Max) = (1.6)(Sds)(Wp)(Ip) / 1.4 - 3.47 psf (ASD) FpAsD(Min)= (.3)(Sds)(Ip)(Wp) / 1.4 = 0.65 psf (ASD) USE 0.77 psf Check with Seismic Supports at spacing= 12 x 12 grid pattern in ft V= (Fp)(Spacing 1)(Spacing 2) = 111.07 lbs. (ASD) Splay Wires @ 45 deg T= (2)°.5*(V) = 157.07 lbs. (ASD) Compression Struts C = V = 111.07 lbs. (ASD) 12 gage Splay Wire Capacity : Ta(12ga) Ft(Allowable) = 60 Ksi(0.4) = 24.00 Ksi A(l2ga)= 0.009 in2 Ta(l2ga) = (Ft)*(A) = 211 lbs. 10 gage Splay Wire Capacity : Ta(lOga) Ft(Allowable) = 60 ksi(0.4) 24.00 Ksi A(10ga)= 0.014 in2 Ta(lOga) = (Ft)*(A) = 343 lbs. USE 12 ga Wire 16137 HAYDEN BY ar DATE 4/20/16 ENGINEERS 14050 SW Pacific Highway REV DATE STRUCTURAL I CIVIL JOB NO 16137.01 (503) 968-9994 p (503)968-8444 f SHEET C I OF SPLAY WIRE CONNECTIONS V =T = 111.07 lbs Angle Connection: 12 ga, L 1 x 1 x 2 in Moment in Leg = (V)(1/2 Leg Dimension)/(Width) M = 27.77 in-lbs. per in Angle T i= Sgrt{(6*M)/(Fy*.75)) Fy= 50 ksi 0.06665 in 12 ga T= 0.1017 in Ok Within tolerance Screw Connection of Splay Wire to Wood Deck Vscrew=Tscrew = V = 111.07 lbs Tnet = 157.071 lbs Use 1 screws 1/4"dia Lag Ta = 225 lbs/screw @ 1" 225 lbs total Unity: T/Ta 0.698 BY ar DATE 4/20/16 HAYDEN ENGINEERS 14050 SW Pacific Highway REV DATE STRUCTURAL i CIVIL JOB NO 16137.01 (503)968-9994 p (503) 968-8444 f SHEET (LI.-. OF Compression Struts Compression Struts : C = V = 111.07 lbs. (ASD) Use the following metal stud sizes: 1625 125-33 up to 7-6" in length back to back 162S 125-33 up to 18'-0" in length 250S 125-33 up to 11'-0" in length back to back 250S 125-33 up to 20'-0" in length Gravity Drops Mains at 4 ft o/c Drops at 4 ft along mains 6 ft along mains Ceiling Wt= 4 psf Ceiling Wt = 4 psf P= 64 lbs P = 96 lbs use 100 lbs minimum for connection force Connection to Wood Framing(min.2x flat) 1/4"dia LAG Ta = 225 lbs/screw @ 1 1/T pen. a. 100 lbs use 1/4"dia eyescrew ' 4 BY ar DATE 4/20/16 13 HAYDEN 14050 SW Pacific Highway REV DATE ENGINEERS STRUCTURAL CIVIL JOB NO 16137.01 (503) 968-9994 p (503) 968-8444 f SHEET (. OF t 2007 NASPEC w12010 Supplement S100/S2-10 pP I AISI ] r Project: Date: 4/20/2016 Y Model: 4ft trapeze-1 drop S. P1 1■I I R1 R2 4.00 ft Point Loads P1 Load(lb) 64 X-Dist(ft) 2.00 Section : 162S125-30 Single C Stud (X-X Axis) Fy= 33.0 ksi Maxo= 99.2 Ft-Lb Moment of Inertia, I= 0.060 in^4 Va= 543.0 lb Loads have not been modified for strength checks Loads have not been modified for deflection calculations Fi xural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (In) Ft-Lb Ma(Brc) (in) Ratio Center Span 64.0 0.645 64.0 None 91.9 0.696 0.083 L/577 Distortional Buckiina Check K-phi Lm Brae Ma-d Mmax/ Span lb-in/in (In) Ft-Lb Ma-d Center Span 0.00 48.0 107.8 0.594 Combined Bendina and Web Crippling Reaction or Load Brng Pa Pn Mmax Intr. Stiffen - Pt Load P(Ib) (In) (Ib) (lb) (Ft-Lb) Value Req'd? - R1 32.0 1.00 147.5 258.2 0.0 0.11 No R2 32.0 1.00 147.5 258.2 0.0 0.11 No P1 64.0 1.50 295.9 488.3 64.0 0.51 No Combined Bending and Shear Reaction or Vmax Mmax Va V+M Pt Load (Ib) (Ft-Lb) Factor VNa M/Ma Intr. R1 32.0 0.0 1.00 0.06 0.00 0.06 R2 32.0 0.0 1.00 0.06 0.00 0.06 P1 32.0 64.0 1.00 0.06 0.65 0.65 ti C4 2007 NASPEC w12010 Supplement[AISI S100/S2-10] Project: Date: 4/20/2016 Model: 8R trapeze- 1 drop P1 l • 111 ii R1 R2 8.00 ft Point Loads P1 Load(lb) 64 X-Dist(ft) 4.00 Section : 250S162-33 Single C Stud (X-X Axis) Fy= 33.0 ksi Maxo= 296.1 Ft-Lb Moment of Inertia, I= 0.235 in^4 Va= 975.3 lb Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Center Span 128.0 0.432 128.0 None 229.5 0.558 0.170 L/565 Distortional Buckling Check K-phi Lm Brac Ma-d Mmax/ Span lb-In/In (in) Ft-Lb Ma-d Center Span 0.00 96.0 296.9 0.431 Combined Bending and Web Crippling Reaction or Load Brng Pa Pn Mmax intr. Stiffen Pt Load P(Ib) (in) (lb) (ib) (Ft-Lb) Value Req'd ? R1 32.0 1.00 172.6 302.1 0.0 0.10 No R2 32.0 1.00 172.6 302.1 0.0 0.10 No P1 64.0 1.50 361.7 596.9 128.0 0.36 No Combined Bending and Shear Reaction or Vmax Mmax Va V+M Pt Load (Ib) (Ft-Lb) Factor VNa M/Ma intr. R1 32.0 0.0 1.00 0.03 0.00 0.03 R2 32.0 0.0 1.00 0.03 0.00 0.03 P1 32.0 128.0 1.00 0.03 0.43 0.43 a 2007 NASPEC w12010 Supplement[AISI S100/S2-10] _ Project: Date: 4/20/2016 w Model: 8ft trapeze-2 drop--case 1 r P1 P2 llilt ,all R1 R2 8.00 ft Point Loads P1 P2 Load(lb) 64 64 X-Dist.(ft) 2.00 6.00 Section : (2)162S162-54 Back-to-Back C Stud (X-X Axis) Fy= 50.0 ksi Maxo= 890.0 Ft-Lb Moment of Inertia, I= 0.275 in^4 Va= 2848.4 lb Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax! Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Center Span 128.0 0.144 128.0 None 616.8 0.208 0.200 L/479 Distortional Buckling Check K-phi Lm Brac Ma-d Mmax/ Span lb-In/in (in) Ft-Lb Ma-d Center Span 0.00 96.0 932.9 0.137 Combined Bending and Web Crippling • Reaction or Load Srng Pa Pn Mmax Intr. Stiffen Pt Load P(Ib) (In) (Ib) (Ib) (Ft-Lb) Value Req'd? - R1 64.0 1.00 2875.0 5750.0 0.0 0.01 No R2 64.0 1.00 2875.0 5750.0 0.0 0.01 No P1 64.0 1.50 3927.4 6480.2 128.0 0.09 No P2 64.0 1.50 3927.4 6480.2 128.0 0.09 No Combined Bending and Shear Reaction or Vmax Mmax Va V+M Pt Load (Ib) (Ft-Lb) Factor VNa M/Ma Intr. R1 64.0 0.0 1.00 0.02 0.00 0.02 R2 64.0 0.0 1.00 0.02 0.00 0.02 P1 64.0 128.0 1.00 0.02 0.14 0.15 P2 64.0 128.0 1.00 0.02 0.14 0.15 M CAP 2007 NASPEC w/2010 Supplement[AISI S100/S2-10J Project: Date: 4/20/2016 Model: 10ft trapeze-2 drop P1 P2 lIP iiii _._ R1 R2 10.00 ft Point Loads P1 P2 Load(lb) 64 64 X-Dist.(ft) 3.00 7.00 Section : 250S162-68 Single C Stud (X-X Axis) Fy= 50.0 ksi Maxo= 1008.8 Ft-Lb Moment of Inertia,I= 0.450 inA4 Va= 2865.6 lb Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (In) Ratio Center Span 192.0 0.190 192.0 None 366.3 0.524 0.275 L/437 Distortional Buckling Check K-phi Lm Brac Ma-d Mmax/ Span lb-in/in (In) Ft-Lb Ma-d Center Span 0.00 120.0 1017.4 0.189 Combined Bending and Web Crianlinq Reaction or Load Brng Pa Pn Mmax Intr. Stiffen 0 Pt Load P(Ib) (in) (Ib) (lb) (Ft-Lb) Value Req'd ? - R1 64.0 1.00 990.4 1733.1 0.0 0.03 No R2 64.0 1.00 990.4 1733.1 0.0 0.03 No P1 64.0 1.50 2232.7 3684.0 192.0 0.13 No P2 64.0 1.50 2232.7 3684.0 192.0 0.13 No Combined Bending and Shear Reaction or Vmax Mmax Va V+M Pt Load (lb) (Ft-Lb) Factor VNa M/Ma Intr. R1 64.0 0.0 1.00 0.02 0.00 0.02 1 R2 64.0 0.0 1.00 0.02 0.00 0.02 P1 64.0 192.0 1.00 0.02 0,19 0.19 1 P2 64.0 192.0 1.00 0.02 0.19 0.19 It C� I - ) 2007 NASPEC w/2010 Supplement[AISI S100/S2-10] Project: Date: 4/20/2016 Model: Compression Strut II pe t 111 "Il R1 R2 7.50 ft Section : 162S125-33 Single C Stud (X-X Axis) Fy= 33.0 ksi Maxo= 114.0 Ft-Lb Moment of inertia, I= 0.066 inA4 Va= 600.7 lb Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Center Span 0.0 0.000 0.0 Full 114.0 0.000 0.000 L/0 Distortional Buckling Check K-phi Lm Brac Ma-d Mmax/ Span lb-in/in (In) Ft-Lb Ma-d Center Span 0.00 90.0 123.4 0.000 Combined Bending and Web Crippling Reaction or Load Brng Pa Pn Mmax intr. Stiffen Pt Load P(Ib) (in) (Ib) (Ib) (Ft-Lb) Value Req'd? R1 0.0 1.00 179.8 314.7 0.0 0.00 No R2 0.0 1.00 179.8 314.7 0.0 0.00 No Combined Bending and Shear Reaction or Vmax Mmax Va V+M Pt Load (Ib) (Ft-Lb) Factor VNa M/Ma Intr. R1 0.0 0.0 1.00 0.00 0.00 0.00 R2 0.0 0.0 1.00 0.00 0.00 0.00 Combined Bending and Axial Load Axial Ld Bracing(in) Max K-phi Lm Brac Allow Ld Intr. Span (Ib) KyLy KtLt KUr (in-lblin) (In) (ib) P/Pa Value Center Span 216.0(c) None None 205 0.0 90.0 242.1 (c) 0.89 0.89 2007 NASPEC w12010 Supplement[AISI S100/S2-10] Project: Date: 4/20/2016 r Model: Compression Strut -, R1 R2 11.00 ft Section: 250S125-33 Single C Stud (X-X Axis) Fy= 33.0 ksi Maxo= 206.5 Ft-Lb Moment of Inertia, I= 0.175 inA4 Va= 975.3 lb Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Center Span 0.0 0,000 0.0 Full 206.5 0.000 0.000 L/O Distortional Buckling Check K-phi Lm Brac Ma-d Mmax/ Span lb-in/in (in) Ft-Lb Ma-d Center Span 0.00 132.0 200.4 0.000 Combined Bending and Web Crippling Reaction or Load Brng Pa Pn Mmax Intr. Stiffen Pt Load P(Ib) (in) (Ib) (Ib) (Ft-Lb) Value Req'd? R1 0.0 1.00 172,6 302.1 0.0 0.00 No R2 0.0 1.00 172.6 302.1 0.0 0.00 No Combined Bending and Shear Reaction or Vmax Mmax Va V+M , Pt Load (ib) (Ft-Lb) Factor VNa M/Ma Intr. ✓ R1 0.0 0.0 1.00 0.00 0.00 0.00 R2 0.0 0.0 1.00 0.00 0.00 0.00 Combined Bending and Axi@l Load Axial Ld Bracing(in) Max K-phi Lm Brac Allow Ld Intr. Span (lb) KyLy KtLt M.A. (in-iblIn) (In) (Ib) P/Pa Value Center Span 216.0(c) None None 306 0.0 132.0 226.6(c) 0.95 0.95 t M Cq 4 l s I 2007 NASPEC w/2010 Supplement[AIM S100/S2-10] Project: Date: 4/20/2016 r Model: Compression Strut lir lir R1 R2 18.00 ft Section: (2) 162S125-33 Back-to-Back C Stud (X-X Axis) Fy= 33.0 ksi Maxo= 228.0 Ft-Lb Moment of Inertia, I= 0.132 inA4 Va= 1201.4 lb Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (In) Ft-Lb Ma(Brc) (in) Ratio Center Span 0.0 0.000 0.0 Full 228.0 0.000 0.000 VO Distortional Buckling Check K-phi Lm Brac Ma-d Mmax/ Span lb-in/in (In) Ft-Lb Ma-d Center Span 0.00 216.0 246.8 0.000 Combined Bending and Web Crippling Reaction or Load Brng Pa Pn Mmax Intr. Stiffen Pt Load P(Ib) (in) (Ib) (Ib) (Ft-Lb) Value Req'd ? R1 0.0 1.00 778.8 1557.6 0.0 0.00 No R2 0.0 1.00 778.8 1557.6 0.0 0.00 No Combined Bending and Shear Reaction or Vmax Mmax Va V+M -, Pt Load (Ib) (Ft-Lb) Factor VNa M/Ma Intr. * R1 0.0 0.0 1.00 0.00 0.00 0.00 R2 0.0 0.0 1.00 0.00 0.00 0.00 Combined Bending and Axial Load Axial Ld Bracing(in) Max K-phi Lm Brac Allow Ld Intr. Span (lb) KyLy KtLt KUr (in-tblIn) (In) (Ib) PIPs Value Center Span 216.0(c) None None 348 0.0 216.0 280.5(c) 0.77 0.77 Member Interconnection Spacing= 16.00 in See NASPEC D1.2 for add'nl interconnection requirements , t 1 CIO 2007 NASPEC w12010 Supplement[AISI S100/S2-10] M Project: Date: 4/20/2016 YModel: Compression Strut ti is,f R1 R2 20.00 ft Section: (2)250S125-33 Back-to-Back C Stud (X-X Axis) Fy= 33.0 ksi Maxo= 413.0 Ft-Lb Moment of Inertia, I= 0.350 in^4 Va= 1950.7 lb Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Center Span 0.0 0.000 0.0 Full 413.0 0.000 0.000 L/0 Distortional Buckling Check K-phi Lm Brac Ma-d Mmax/ Span lb-in/in (in) Ft-Lb Ma-d Center Span 0.00 240.0 400.9 0.000 Combined Bending and Web Crippling Reaction or Load Brng Pa Pn Mmax Intr. Stiffen Pt Load P(Ib) (in) (Ib) (Ib) (Ft-Lb) Value Req'd? R1 0.0 1.00 777.4 1554.8 0.0 0.00 No R2 0.0 1.00 777.4 1554.8 0.0 0.00 No Combined Bending and Shear Reaction or Vmax Mmax Va V+M Pt Load (Ib) (Ft-Lb) Factor VNa MIMa Intr. i R1 0.0 0.0 1.00 0.00 0.00 0.00 s R2 0.0 0.0 1.00 0.00 0.00 0.00 Combined Bending and Axial Load Axial Ld Bracing(in) Max K-phi Lm Brac Allow Ld intr. Span (Ib) KyLy KtLt KUr (in-ib/in) (In) (Ib) P/Pa Value Center Span 216.0(c) None None 424 0.0 240.0 236.5(c) 0.91 0.91 Member Interconnection Spacing= 16.00 in See NASPEC D1.2 for add'nl interconnection requirements e s CA(