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Specifications r. r _ i vu, = 11,400 lbs ORIGINAL CALCULATIONS,SHEET L2 Line 02-Panel-4.7 4th Floor Walls Panel Height =10.0 ft Aspect Ratio =2.13:1 Panel Width =4.7 ft Seismic Capacity 94% wind seismic Vn 11,400 lbs 10 lbs v 427 plf plf Type-B 0 W N :12 psf*4.0ft 48 plf W WALL :10 psf* 12,0 ft 120 plf - 1 Pi : 12psf*4.0ft* 2.Oft +lOpsf*4.Oft*2.Oft 1761bs P2 : 12psf*4.Oft*2.Oft rJ +lOpsf* 4.Oft*2.Oft 1761bs - 1 1 RM :(48 plf+120 plf)*(4.7 ft^2)/2 L,1 ri +176 lbs *4.7 ft : 2,683 ft-lbs 61 (0 OTM :427 plf*4.7 ft* 10.0 ft : 20,067 ft-lbs N. T=(20k-ft-0.6*3kft)/4.7ft 3,927 lbs Simpson"HDU4-SDS25" : 4,565 lbs h (10)SDS'/ac2'/z @Dbl Stud W/SSTB16-5/8"0 Anchor iv NAILING REMAIN Sd 4/12 co MAKE HOLDOWNS THIS WALL '1-1DU4' INSTALLED 'SSTB16' ANCHORS -ok- AT NEW HOEDOWNS, DRILL 4 EPDXY 's THREADED PER SIMPSON 'SET-XP" (10' EMBED). \ 1 \\ \- -- _ NORDLING Proj. No.: 15-062 ' RED ROCK BUILDING B CA STRUCTURAL REF 13-013 ' Fr ,, 4 ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITECTS 6775 SW 111th,Suite 200•Beaverton OR,97008 Date:MAR 2015 By:JEN Sheet No.:Cl 0 88 :: 0 0 Q ei m in 1- i 1 0 1=1 e- II1 I NORDLING Proj. No,: 15-062 STRUCTURAL RED ROCK BUILDING B CA REF 13-013 ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITECTS 6775 SW 111th,Suite 200•Beaverton OR,97008 Date:MAR 2015 By:JEN Sheet No.:C2 0 TRELLIS BEAM © POST P (R) DL 550 lbs ! LL 440 lbs W DL 34 pH- SEE (Q) LL 40 plr -, Vw 20 per •8' •6.5' . '30 lbs VE 550 lbs •0.199 • 109 !be 0 FOUR POSTS -ok- FOR GRAVITY + LATERAL * 1'. ,''.'1 ''..- ONE POST -ok- FOR LATERAL ONE POST -ok- FOR GRAVITY 6x6 DF L No.1 Dead Load 0.550 k RI R2 Live Load 0.440 k RDL 0 0 Total Load 0.99 k LL 109 0 fr. 109 0 33MMIPT&H brg L 0.03" 0.00" H K W V MAX 109 lbs b 5.50 10'-0" 1.0 III 1 I I 111111 M MAX 1,090 ft-lbs d 5.50 10'-0" 1.0 A A fc 33 < 724 psi V (d) 109 lbs 22'-0' Fc II 1,000 psi Cr 0.72 fv 5 < 226 psi E 1,600 ksi CD 1.00 fb 472 < 1,596 psi C. 1.00 6x12 DFL No.1 Ce 1.00 R1 R2 51 RDL 539 539 ADL 0.00 Z.74 -r : rl'. a?AL.`)'ta.: LL 440 440 A LL -0.51 Bars (4) #4 Cover 3" 'ii. 979 979 L/233 As 0.784 sq.in As Req 0.432 brgL 0.28" 0.28" ok d 6.75" in V MAX 979 lbs Self Wt ATL -0.51 M MAX 5,386 ft-lbs 15.02 Of L/233 SBP 248 < 1,500 psf V (d) 894 lbs CR 1.00 CL 1.00 fc 3,000 Fy 60,000 psi Vu-1 1.0 < 93.1 psi CD 1.33 Cf 1.00 Ohl-2 3.4 < 186.2 psi fv 21 < 170 psi Mu 225 < 22,458 ft-lbs fb 533 < 1,350 psi CautilevxredColumn Systems R 2.5 Ai+': Si A DL -0.23 ALL -0.19 Structural T 0.189 L/+999 Ct 0.020 ok x 0.75 A m -0.42 L/628 Cs Sos 1/R (1.284 Cs MAX SDs l/T R 0.824 CR 1.00 CL 1.00 Cs mrN 0.044 SDs 1 0.031 CD 1.00 Cf 1.00 V Cs*We 0.284 We ASD =V*0.7 0.199 We NORDLING Proj. No.: 15-062 STRUCTURAL RED ROCK BUILDING B CA ' REF 13-013 ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITECTS 6775 SW 111th,Suite 200•Beaverton OR,97008 Date:MAR 2015 By:JEN Sheet No.: C4 11 1 FOOTING P (R) DL 550 Ibe LL 440 Ibe �� VW 20 per •8' • 6.5' W Ibe VE 550 lbe • 0.199 •• 109 lips 1 PDL 550 lbs Footing PLL 440 lbs Length 2.5 P FTG 781 lbs Width 2.5 Depth 10" V e 109 lbs Weight 150 pcf H 10'-0" M or PTL e SBP ft-lbs lbs in psf D+S 0 1,771 0.00 283 0.6 D+E 1,090 1,111 11.77 1,101 D+0.75 S+0.75 E 818 1,661 5.91 585 FOOTING: 2'-6" x 2'-6' x 10' M = 1090 ft-lbs / (4) POSTS = 212 ft-lbs / Post s o 212 ft-lbs / 611 lbs 61-1 lbs /NOP M.BOLT L. 4.8' ACTUAL SPACING L. 6.0' -ok- NORDLING Proj. No.: 15-062 RED ROCK BUILDING B CA STRUCTURAL REF 13-013 offgwd P. ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITECTS 6775 SW 111th,Suite 200 Beaverton OR.97008 Date:MAR 2015 By:JEN Sheet No.: C5