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Specifications (8) a ')kiOFFn.CECPY 25 ® ENGINEERING " �U I6 Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. , 3. h: "` 206.285.4512 (V) 206.285.0618 (F) p _.s` st. xs rte #16009 Structural Calculations k. c� PRO, / `F. \AGINF,�� River Terrace Rowhomes V Lots 15-19 CECN &. , ��. Tigard, Oregon %,�o�' eS r.22c;�N 02/1 0/1 6 Design Criteria: 2012 IBC (2014 ORSC, OSSC) ASCE 7-10 OFFICE COPY # PERMIT ADDRESS 41 1.1 MST2016-00227 13740 SW SILENT FOX TER 1.2 MST2016-00228 13750 SW SILENT FOX TER 1.3 MST2016-00229 13756 SW SILENT FOX TER 1.4 MST2016-00230 13760 SW SILENT FOX TER 1.5 MST2016-00231 13768 SW SILENT FOX TER Client: Polygon Northwest Company 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 CT ENGIN E E R I N G INC 180 Nickerson St. Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company River Terrace Rowhomes - Lots 15 - 19 DESIGN SUMMARY: The proposed project has two types of townhomes. Both are three stories with a front load garage.These units are similar to ones used in the past,the difference being is that the garage is on the front elevation. The units are arranged with type E6 units at the building ends and type K6 units for the interior. The structures are wood framed. Roof framing is primarily with pre-manufactured pitched chord wood trusses. Upper floor framing is pre-manufactured parallel chord wood trusses. Middle floor framing is TJI joists. Both E unit variations have raised platform sections built with sawn lumber. The lower floor for the three story building types is slab-on-grade. The lower floor for the two story building types have manufactured wood joist framing over crawlspace at conditioned spaces and slab-on-grade at garage areas. The foundations are to be conventional spread footings. Wind design is based on the ASCE 7-10 MWFRS (Envelope Procedure)for 120 mph ultimate wind speed, exposure category B,and with a Kt value of 1.00. Lateral design is based on the ASCE 7-10"equivalent lateral force"procedure with Ss equal to or less than 1.10 and S1 equal to or less than 0.50 and with soil classification "D". Plywood or OSB shearwalls are the primary lateral force resisting system (R=6.5). . Foundations have been sized for Class 4 soils as defined in IBC 1806.2. Codes considered;2012 IBC, and currently adopted ORSC and OSSC 1/56 SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT# ROOF Roofing-ashphalt shingles 3.5'psf Misc. 0.9 psf 5/8"plywood(O.S.B.j 2.2'psf Trusses at 24.0.p.. 3.0 psf Insulation 1.0:psf (1) 5/8"'gypsum ceiling 2.8 psf Misc.IMech. 1.6 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 3.0',psf NO gypsum concrete 0.0'psf 3/4"plywood(O.S.B.j 2.7'psf 2x10 at 12"avg. 4.3'psf Insulation 1.0 psf (1)5J8"gypsum ceiling' 2.8 psf Misc. 1.2'psf FLOOR DEAD LOAD 15.0 PSF DECK floor finish 1.0'psf 1/2"plywood CDX 1.7 psf 3/4"plywood CDX 2.5'psf 2x10 at 16"avg. 2.6 psf Insulation 1.0'psf (1)5/8"gypsum ceiling' 2.8 psf Misc. 2.4'psf FLOOR DEAD LOAD 14.0 PSF 2/56 TJI JOISTS and RAFTERS Code Code Code Su est Suggest Suggest L ick_f Lpick Lpick LpIck Joist - deed Spa., - - --1--max --- f Liv deed deed - - deed -dell. 1--------- --$� @._ p I b d ' LL DL M max V max El Lib Liv L TL240 L LL360; L max TL deft. LL deft. L TL360 L LL480 L max :TL deb.TL det..LL deft.LL def.. size&grade !width(in.) depth(in.) (in.) I (psf) (psi) (ft-lbs) (psi) (psi) (ft.) (ft.) (ft.) (ft.) 1 (ft.) (in.) 1 (in.) I (ft.) (ft.) (ft.) (in.) 1 ratio (in.) 1 ratio : 11 i 9 5 TJI 1101 1.75 9.5 1921 40 15 2380 1220, 1.40E+08 14.71 27.73 15.231 14 80 14 71r 0 66 0 48 13.31 13.45 13.31__-0 44 360 0.32 495 ---deed-- - - - - deed- --- -- - 9.5"TJI 1101 1.75 9.5 16140 15 2380 12201 1.40E+08 16.11 33.27 16.191 15.731 15.731 0.721 0.521 14.14 14.29 14.14 0.47 360 0.341 495 9.5"TJI 1101 1.75 9.5 121 40 15 2380 1220! 1.40E+08 18.61 44.36 17.821 17.311 17.311 0.79 0.581 15.57 15.73 15.57 0.521 360 098 .. 495 9.5"TJI 110- 1.751 9.51 9.6, 40 15 2380 1220;.1.40E+08 20.80 55.45 19.191 18.641 18.64[ 0.85 0.621 16.77 16.94 1677 0 561_ 360 0.41 495 r_ 9.5"TJI 110; 1.751 9.5 19.2; 40 10 2500 12201 1.57E+08 15.81 30.50 16.341 15.371 15.37 0.641 0.511 14.27 13.97 1197 0.441 384 0.35; 480 9.5"TJI 110 1.75 9.5 16 40 10: 2500 1220 1.57E+08 17.32 36.60 17.36 16.34 16.34 0.68 0.54 15,17 14.84 "' 14.84 0.46 384 0.37 480 9.5"TJI 1101 1.751 9,51121 40 101 2500 122020.001 1.57E+08 48.80 19.11 17.981 17.981 0.751 0.61 16 69 16 34 16 34 0.511 384 0.411_ 480 -deed-- �-deed-- deed-- ---deed--- --eed-- ---deed- --deed-- deed-- deed--` deed-- -deed-- deed- - deed- ------ -- - -- --- --- 9.5 TJI 110 1.75 9.5 9.6 40 10 2500 12201 1.57E+08 22.36 61.00 20.58 19.37 19.37 0.81 I 0.6 17.98 17.60 17 60 0.55 384 0.44 480 9.5"TJI 210 2.0625 9.5 19.21 40 10 3000 1330: 1.87E+08 17.321 33.25 17.321 16.30, 16.30; 0.681 0.541 15.13 14.81 14.81 0.461 384 0.37 480 9.5"TJI 210 2.0625 9.5 16 40 10 3000 1330 1.87E+08 18.97 39.90 18.40 17.32 17.32 0.72 0.58 16.08 15.74 '18"74 0.49 384 0.39 480 9.5"TJI 210 2.0625 9.51 121 40 10 3000 13301 1.87E+08 21.91 53.20 20.26 19.06 19.06: 0.70i 0.641_ 17.70 17.32 17.32 0.54 384 0.431 480 deed TJI -- - 2.06 - . - 3000 -7E+0 ---- deed- ---- 20.53 2 53� 9.5"TJI 210 2.0625 9.51 9.61 40 10 1330 1.87E+08 24.49 66.50 21.82 20.53 0.86 0.681 19.06 18.66 18.66 0.58 384 0.471 480 I 1 9.5"TJI 230; 2.3125, 9.5 19.21 40 10 3330 13301 2.06E+08 18.251 33.25 17.891 16.83, 16.83 0.70 0.561 15.63 15.29 1529 0.481 384 0.381 480 9.5"TJI 230 2.3125 9.5 16 40 10 3330' 1330 2.06E+08 19.99 39.90 19.01 17.89 17.89 0.75 0.60 16.60 16.25 '-' 1825 0.51 384 0.41 480 9.5"TJI 2301 2.31251 9.51 121 40 10 3330 13301 2.06E+08 23.081 53.20 20.921 19.69 19.69! 0.821 0.661 18.28 17.89 17 89 0.56' 384 0 45 480 9.5"TJI 230! 2.31251 9.51 9.6 40 10 3330 13301 2.06E+08 25.811 66.50 22.541 21.21 21.211 0.881 0.71 19.69 19.27 19.27 0.60 384 0.48 480 1 deed- -deed-- �deed-- deed deed - -deed----11 1_ -deed-- -- deed ------ �ee��ee� eed-- ---•-- deed deed- deed- --deed-- ----- 11.875"TJI 1101 1.751 11.8751 19.2 40 10 3160 1560 de2.67E+08 17.78 39 00 19.50 18.35 17.78� 0.671d 0.541 17.04 16.67 16.67 0.52 384 0.42E 480 11.875"TJI 110 1.75 11.875 16 40 10 3160 1560 2.67E+08 19.47 46.80 20.72 19.50 19.47 0.81 0.65 18.10 17.72 . 17.72 0.55 384 0.44 480 11.875"TJI 1101 1.75 11.875 121 40 10 3160 1560! 2.67E+08 22.49 62.40 22.811 21.461 21.46 0.89 0.721 19.93 19.50 19.50 0.611 384 0.491 480 11.875"TJI 110 1.75 11.875 9.61 40 10 3160 15601 2.67E+08 25.14 78.00 24.571 23.121 23.12! 0.96 0.7711 21.46 21.01 21.01 0.661 384 0.531 .480 -'deed I -- -- '---- 11.875"TJI 210 2.0625 11.875 19.21 40 10 3795 1655 3.15E+08 19.48 41.38 20.61 19391 19.39 0.81 0.65t 18.00 17.62 17.62 0.55: 384 0.441 480 11.875"TJI 210 2.0625 11.875 16 40 10 3795 " 1655 3.15E+08 21.34 49.65 21.90 20.61 20.61 0.86 0.69 19.13 18.72. '18.72 0.59 384 0.47 480 11.875 TJI 210 2.0625[ 11.8751 121 40 10 3795 16551 3 15E+08 24.64 66.20 24.101 22 68 22 68 0.951 0.76 21.05 20.61 20.61 0.641 384 0.521 480 11.875"TJI 2101 2.0625 11.8751 9.6 40 10 3795 1655.. 3.15E+08 27.55' 82.75 25.961 24.43 24.43 1.021 0.81 22.68 22.20 22.20 0.691 384 0.551 480 11.875"TJI 230; 2.31251 11.875 19.21 40 10! 4215 1655 3.47E+08 20.531 41.38 21.28 20.03 20.03 0.831 0.67 18.59 18.20 18.20 0.571 384 0.45 480 11,875"TJI 230 2.3125 11.875 16 40 10 4215 1655 3.47E+08 22.49 49.65 22.62 21.28 21.28 0.89 0.71 19.76 19.34 19.34 0.80 384 0.48 480 11.875"TJI 2301_ 2.31251 11 8751 121 40 10 4215 1655 3.47E+08 25.971 66.20 24.891 23.421_ 23.42; 0 98 0.78t 21.74 21.28 21.28 0.671384 0.M 480 --- - -----1 -deed --- ---deed- - -deed-- --- - ---- --- -- - deed------- r 1.05 0.84 23 42 22.93 22 93 0 72 384 0 57 480 r1 1 19.69119.69 25.231 25.23 11.875 TJI 230 2 3125 11.875 9.6. 40 10 4215 1655 3.47E+08 29 03 82 75 26.81 j 11.875"RFPI 400 2.0625 11.875 19.21 40 10 4315 1480: 3.30E+08 20.771 37.00 20.93: 0.82! 0.661 18.28 17.89 17.89 0.561 384 0.451 480 11.875"RFPI 400 2.06252.062511.8751 1 11.875 16 40 10' 4315 1480 3.30E+08 22.76 44.40 22.24 20.93 20.93 0.87 0.70 19.43 19.01 18 01 0.59 384 0.48 480 11.875"RFPI 4001 40 14801 3.30E+08 59.20 1 23.031 23.03; 0.771 21.38 20.93 20.93, 51 3841 0.521 480 11.875"RFPI 4001 2.0625 11 8751 9.61 401 10� 4315 14801 3.30E+081 29.381 74.00 26.37' 24.811 24.81, 1.03. 1 0.831 23.03 22.54 22.54 0.70, 384 0.561 480 3/56 D+L+S CT#15156-Betahny Creek Fab j LOAD CASE (12-12) (BASED ON ANSI/AF&PA NDS-1997) j 'SEE SECTION: 2.3.1 2.3.1+ 2.3.1 1 3.7.1 3.7.1 I I 1 Ke 1.00 Design Bucking Factor1. D+L+S J _ 1 i j c 0.80(Constant)> Section 3.7.1.5 ..._l y ---. Cr -r ---KcE 0.30(Constant), Section 3.7.1.5 1 - Cf(Fb)- -Cf(Fc) 1997 NDS j Cb (Varies) > Section 2.3.10 I Bending Comp. Size 1 Size Rep. Cd(FE) Cb Cd(Fc) Eq.3.7-1 I 1 ' NDS 3.9.2 Max.Wall duration duration factor1factor usej I 1 I 1 Stud Grade Width Deplthy5-pacingr High Le/d'Vert.Load Hor.Load <=1.0 jLoad @ Plate,cd-(Fb)Cd(FcI Cf Cf Cr --Fb__F_cperp Fc E Fb' Fcperp' Fc' ' Fce Fc is fc/Fc fb fb/ 1 in. in. 1 in. p Psi p5 (Fb) (Fc) psi psi psi 1 psi psi psi psi psi psi psi psi I Fb'(1-fc/Fce) 439.37 1.00 0.001 0.000 HFStud 1.5 3.5 1 16 x7708 9 30.9 1340 0 0.9966 1993.4 3 26.4 1730 0 0.9916 1993.4 I1 1.00 1.15 1.1 1.05 1.15 675 405 I 800 1,200,000 854 5061 966 378.09 340.90 1,200,000 854 5061 966 515.42 1 340.32 1. 00 0.00 0.000 H-F Stud 1.5 3.5 12 1 9 30.9 1785 0 0.9947 2657.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 5061 966 378.09 340.901 340.00 1.001 0.00 0.000 H-F Stud 1.5 3.5 16 1 8.25 28.3 1550 0 0.9921 1993.4 1.00 1.15 1.1 '1.05 1.15 675 405 800 1,200,000 854 506' 966 449.95 395.221 393.65 1.00 0.00 0.000 H-F Stud 1.5 3.5 1 12 1 8.25 28.3 2070 0 0.9953 2657.8 1.00 1.15 1.1 1 1.05 1.15 675 405 800 1,200,000 854 506 966 449.95 395.221 394.29 1.00 0.00, 0.000 H-F Stud 1.5 3.5 1 8 8.25 28.3 3100 0 0.9921 3986.7 1.00 1.15 1.1 11.05 1.15 675 405 800 1,200,000 854 506 9661 449.95 395.221 393.65 1.001 0.001 0.000 SPF Stud 1.5 3.5 16 ,7.7083 26.4 1695 0 0.9952 2091.8 L 1.00 1.15 1.1 11.05 1.15 675 i 425 725 1,200,000 854 531 875.438 515.42 431.521 430.48 1.001 0.001 0.000 SPF Stud 1.5 3.5 a 16 1 9 30.9 1320 0 0.9944 2091.8 1.00 1.15 1.1 11.05 1.15 675 i 425 725 1,200,000 854 531 875.438 378.09 336.17 335.24 1.00 0.001 0.000 SPF Stud 1.5 3.5 12 1 9 30.9 1760 0 0.9944 2789.1 1 1.00 1.15 1.1 1 1.05 1.15 675 425 725 1,200,000 854 531,875.438 378.09 336.171 335.24 1.001 0.00' 0.000 SPF Stud 1.5 3.5 16 1 8.25 28.3 1525 0 0.9957 2091.8 I 1.00 1.15 1111.05 1.15 675 425 725 1,200,000 854 5311875438 449.95 388.131 387.30 1.00 0.00 0.000 SPF Stud 1.5 3.5 12 1 8.25 28.3 2030 0 0.9925 I 2789.1 I 100 1.15 1.1 1.05 1.15 675 425_ 725 1,200,000 854 5311875438 449.95 38813; 386.67 1001 0.001, 0.000 t....___ SPF Stud 1.5 3.5 8 8,25 28.3 3050 0 0.9957 1 4183.6 L 1.00 1.15 1.1 11.00 1 5 1.15 675 l 425 725 1,200,000 854 5311875438 449.95 388.131 387.30 1.00 0.001 0.000 H-F#2 , 1.5 5.5 7 16 17.7083 16.8 3132 0 0.2408 3132.4 1.00 1.15 1.3 T1.10 1.15 850 I 405_1300 11,300,000 1,271 505--1644.51 1378.83 1031.581 506.18 049 0.001 0.000 H-F#2 1 1.5 5.5 1 16 I 9 19.6 3132 0 0.3652 3132.4 1,00 1.15 1.3 11.10 1.15 850 405 1300 11,300,000 1,271 5061 1644.5 1011.45 837.57 506.18 0.60 0.001 0.000 H-F#2 1 1,5 5.5 1 16 8.25 18.0 3132 0 0.28583132.4 1.00 1.15 1.311.10 1.15 850 405 1300 11,300,000 1,271 5061 1644.5 1203.70 946.77 506.18 0.53 0.00i 0.000 I I I 1 1I SPF#2 1j 1.5 5.5 16 _7.7083 16.8 3287 0 0.2737 j 3287.1 1 1.00 _ 1.15 1.3 11.10 1.15 875 j 425 1150 1,400,000_ 1,308 531 1454.75 1484.89 1015.451 531.23 0.52 0.001 0.000 SPF#2 I 1.5 5.5 7 16 9 19.6 3287' 0 0.3905 3287.1 1 1.00 1.15 1.311.10 1.15 875 1 425 1150 11,400,000 1,308 531 1454.7511089.25 850.161 531.23 0.62 0.0Cir 0.000 SPF#2 I 1.5 5.5 1 16 8.25 18.0 3287 0 0.3158 3287.1 1.00 1.15 1.3 11.10 1.15 875 ' 425 1150 11,400,000 1,308 531 1454.75 1296.30 945.38 531.23 0.56 0.001 0.000 i 1 1 SPF Stud 1.5 3.5 16 I 14.57 50.0 545 01 0.9913 2091.8I 1,00 1.15 1.1 11.05 1.15 675 1 425 1 725 1,200,000 854 5311 875.438 144.26 139.02, 138.41 1.00 0.00 0.000 SP #2 1.5 5.5 16 19 41.5 1450 H FF#2 1.5 5.5 I 16 1 0.000 19 41 5 1360 01 0.9969 i 3132. 4 I 1.00 1.15 1.3 1.10 1.15 850 I 405 1 1300 1150 1 1,400,000 1,300,000 1 278 5311 711 5061 1464451 226.94 220.14 244.40 ! 219.801 1 001 0.001 0.000 4/56 D+L+W CT#15156-BetahnyCreek Fab I LOAD CASE (12-13) (BASED ON ANSI/AF&PA NDS-1997) 1 1SEE SECTION: 2.3.1 2.3.1 2.3.1 1 3.7.1 3.7.1 1 1 Ke 1.00 Design Bucking Factor 1 D+L+W _ t t [ Y. ---- rt I c 0.80(Constant)> 'Section 3.7.1.5 _ Cr _ i - ..._.........,_..___ _.... ....� .i CI(Fb) Cf(Fc)Ii" 1997 NDS I CE 0.30(Constant), iSection 3.7.1.5 I 1 1 Cb (Varies) e Section 2.3.10 I Bending Comp. Size}Size Rep. 1 � Cd(FE) Cb Cd(Fc) Eq.3.7-1 1 i NOS 3.9.21 Max.Wai l duration duration factorlfactor use 1 1 Stud Grade Width Depth! 5aci_d HeightLe/d Vert.Load Her.Load <m 1.0 'Load CO Plate�Cd-(Fb2 Cd(Fc� Cf i Cc Cr FE Fc perp) Fc L E Fb' .Fcperp_ FPcs' 1 Pee F'cl psi fc/Pc- psi TFb'-1f fc/Fce In. in. 1 in. ft. pit Psi pit (Fb) ( ) psipsi , psi1 psi psi psi (- ) H-F Stud 1 1.5 3.5 I 16 17.7083 26.4 1075 9.71 0.9951 1 1993.4 1.60 1.00 1.1 11.05 1.15 675 405 1 800 11,200,000 1,366 5061 840 515.42 427.081 273.02 0.64 376.781 0.586 H-F Stud ' 1.5 3.5 1 16 ' 9 30.9 755 8.461 0.9942 I 1993.4 1.60 1.00 1.1 11.05 1.15 675 1 405 I 800 1 1,200,000 1,366 5061 840 378.09 333.991 191.75 0.57 447.521 0.665 H-F Stud 1 1.5 3.5 1 12 1 9 30.9 1140 8.46 0.9998 2657.8 I 1.60 1.00 1.1 1.05 1.15 675 i 405 ' 800 1,200,000 1,366 5061 840 378.09 333.99 217.14 0.65335.641 0.577 H-F Stud 1 1.5 3.5 l 16 1 8.25 28.3 970 8.13 0.9943 1993.4 , 1.60 1.00 1.1 1.05 1.15 675 I 405 800 11,200,000 1,366 5061 840 449.95 384.87 246.35 0.64 361.37, 0.585 H-F Stud 1 1.5 3.5 12 1 8.25 28.3 1425 8.13 0.9974 2657.8 1 1.60 1.00 1.1 1.05 1.15 675 ' 405 800 1,200,000 1,366 5061 840 449.95 384.87 271.43 0.71 271.03 0.500 H-F Stud 1 1.5 3.5 8 ( 8.25 28.3 2355 8.13 0.9981 3986.7 1 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 5061 840 449.95 384.871 299.05 0.78 180.69 0.394 1 I SPF Stud 1 1.5 3.5 ' 16 17.7083 26.4 1060 9.71 0.9971 2091.8 L 1.60 1.00 1.1 1.05 1.15 675 425 725 11,200,000 1,366 531 761.25 515.42 415.531 269.21 0.651 376.781 0.577 SPF Stud 1 1.5 3.5 1 16 1 9 30.9 700 8.46 0.9115 1 2091.8 1 1.60 - 1.00 1.1_1.05 1.15 675 425 725 L1,200,000 1,366 531 761.25 378.09 328.301 177.78 0.54 447.52 0.618 SPF Stud 1 1.5 3.5 1 12 1 9 30.9 1125 8.46 0.9931 2789.1 1 1.60 1.00 1.1 1.05 1.15 675 1 425 725 11,200,000 1,366 531 761.25 378.09 328.301 214.29 0.651335.64 0.567 SPF Stud 1 1.5 3.5 1 16 1 8.25 28.3 960 8.13 0.9970 1 2091.8 I 1.60 1.00 1.1 1.05 1.15 675 I 425 725 1,200,000 1,366 531 761.25 449.95 376.351 243.81" 0.65 361.37 0.577 SPF Stud I 1.5 3.5 I 12 _ 8.25 28.3 1405 8.13 0.9952 I 2789.1 1.60 1.00 1.1 1.05 1.15 675 j 425 725 1,200,000 1,366 531 761.25 449.95 376.351 267.62 0.71 271.03, 0.490 SPF Stud 1 1.5 3.5 1 8 8.25 28.3 2320 8.13 0.9958 1 4183.6 1.60 1.00 1.1 11.05 1.15 675 4 425-725 1,200,000 1,366 531 761.25. 449.95 376.35 294.60 0.78 180.69' 0.383 ( I I J I 1300 1,300,000_ 1 j 1 0.119 H-F#2 . 1.5 5.5 1 16 7.7083 16 9 19.6 3132 8.46 0.5743 j 3132.4 1.60 1.00 1.311.10 1.15 850 405 11300 1,300,000 2,033 506 2,033 1 1430110111.45 804501 506.18 0.63 181.23.83 969.911 506.18 0.52 1 0.178 H-F#2 1 1.5 5.5 1 16 8.25 18.0 3132 8.13 0.4411 1 3132.4 1.60 1.00 1.3 1 1.10 1.15 850 405 1300 1,300,000 2,033 506; 14301 1203.70 899.131 506.18 0.56,146.341 0.124 I 1 SPF#2 1.5 5.5 ) 16 7.7083 16.8 3287 9.71 0.4327 1 3287.1 1.60 1.00 1.3_1.10 1.15 875 I 425 1 1150 1,400,000_ 2,093 5311 1265 1484.89 940.30) 531.23 0.56 152.581 0.114 SPF#2 1.5 5.5 16 9 19.6 3287 8.461 0.6033 1 3287.1 1.60 1.00 1.3-1.10 1.15 875 425 1150 1,400,000 2,093 531TI 1265 1089.25 806.081 531.23 0.66 181.23 0.169 SPF#2 1.5 5.5 1 16 1 8.25 18.0 3287 8.131 0.4790 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 5311 1265 1296.30 884.691 531.23 0.60 146.341 0.118 j I I l SPF Stud 1.5 3.5 1 16 I 14.57 50.0 70 8.46 0.9957 2091.8 I 1.60 1.00 1.1 1.05 1.15 675 I 425 725 1,200,000 1,366 531 761.25 144.26 138.141 17.78 0.13#966981 0.979 SPF#2 1.5 5.5 1 16 19 41.5 660 9.71 0.9941 3287.1 1.60 1.00 1.3 1.10..1.15 875 I 425 1150 1,400,000 2,093 531; 1265 244.40 233.801 106.67 0.461 927.02,1 0.786 H-F#2 1.5 5.5 I 16 19 41.5 600 9.71 0.9921 3132.4 1.60 1.00 1.3.1.10 1.15 850 I 405 , 1300 1,300,000 2,033 5061 14301 226.94 219.021 96.97 0.441 927.021 0.796 5/56 D+L+W+.5S CT#15156-Betahny Creek Falls I I LOAD CASE I (12-14) 1 '(BASED ON ANSI/AF&PA NDS-1997) 1 SEE SECTION: 2.3.1 2.3.1 I 2.3.1 1 3.7.1 3.7.1 I Ke i 1.00 Design Bucking Factor 1 D+L+W+S/2 I c ! 0.80(Constant)> Section 3.7.1.5 1 r T -� - Cr + } 1 KcE ) 0.30(Constant)> Section 3.7.1.5 --- - -- i _....- ......__ . f _ ......1 - Cf(Fb) Cl(Fc) ...1997 NDS Cb i (Vanes)! > reckon 2.3.10 !Bending Comp. Size Size Rep. 1 I Cd(Fb) Cb i Cd(Fc) Eq. •3.7-1 I , NDS 3.9.2 Max.Wall !duration duration factor factor use 1 j 1 I 1 Stud Gradel Width DepthySpaang1.Heiight. Le/d Vert.Load Hor.Load <=1.0 -Load @ Platt&Cd(FE)Cd(Fc( Cl r Cl Cr _Fb-4 Fc perpr Fe 1 E Fb' Fcperp'I Fc' Fce Fe fc Ic/F'c fb 4. ib/ ' in. in. in. 1 ft. pin psf 1 I p8 Ir (Fb)1(Fc) Pal 1 psi psi ! psi psi psi T psi psi psi psi psi Fb"(1-fdFce) H-F Stud 1,200,000 1,366 0.599 H-F Stud 1 1.5 3.5 I 16 7.7083 30.9 1765 8.4695 1 0.9962 I 1993.4 0.9986 1 1993.4 1 1.60 1.15 1.1 1 1.05 1.15 675 J 405 800 1 1,200,000 1 366 5061 966 378.09 340.901 194.29 0.57 447.52 515.42 441.22 278.10 0.63 1 0.674 H-F Stud I 1.5 3.5 12 1 9 30.9 1150 8.46 0.9969 1 2657.8 1.60 1.15 1.1 11.05 1.15 675 1 405 j 800 11,200,000 1,366 506 966 378.09 340.90 219.05 0.64 335.64' 0.584 H-F Stud 1.5 3.5 1 16 1 8.25 28.3 985 8.13 0.9963 ( 1993.4 1.60 1.15 1.1 11.05 1.15 675 405 ! 800 1 1,200,000 1,366 506 966 449.95 395.22 250.16 0.63 361.37 0.596 H-F Std 1.5 3.5 1 12 1 8.25 28.3 1445 8.13 0.9959 1 2657.8 1.60 1.15 1.1 11.05 1.15 675 405 I 800 1 1,200,000 1366 5061 966 449.95 395.22, 275.24 0.70 271.03 0.511 H-F Std 1.5 3.5 1 8 1 8.25 28.3 2390 8.13 0.9960 3986.7 1.60 1.15 1.1 11.05 1.15 675 405 I 800 ;1,200,000 1,366 5061 966 449.95 395.221 303.49 0.771180.69! 0.406 SPF Std 1 1.5 3.5 ' 16 17.7083 26.4 1080 9.71 0.9935 2091.8 1 1.60 1.15 1.1 11.05 1.15 675 425 725 11,200,000 1,366 5311875.438j 515.42 431.52j 274.29 0.641376.781 0.589 SPF Std 1 1.5 3.5 4 16 ( 9 30.9 760 8.461 0.9988 I 2091.8 [ 1.60 _ 1.15 1.1+1.05 1.15 675 425 725 1,200,000 1,366 5311 875.438 378.09 336.17.1 193.02 0.57 447.52+ 0.669 SPF Stud 1 1.5 3.5 12 9 30.9 1140 8.46 0.9944 'I 2789.1 1.60 1.15 1.1 1 1.05 1.15 675 1 425 725 1,200,000 1,366 531 875.438 378.09 336.17 217.14 0.65 335.64' 0.577 SPF Std ! 1.5 3.5 1 16 1 8.25 28.3 975 8.13 0.9952 1 2091.8 1.60 1.15 1.1 11.05 1.15 675 I 425 725 1,200,000 1,366 531 875.438 449.95 388.13 247.62 0.64 361.37 0.588 SPF Std 1 1.5 3.5 1 12 I 8.2528.3 1430 8.13 0.9952 1 2789.1 1.60 1.15 1.1_1 1.05 1.15 675 I 425 I 725 11,200,000 1, 366 5311 875.438 449.95 388.13 272.38 0.70 271.031 0.503 SPF Stud1 I 1.5 3.5 , 8 ' 8.25 28.3 2360 8.13 0.9922 4183.6 1 160 , 1.15 1.1 11.05 1.15 675 j 425 .I 725 1,200,000 1,366 5311 875.438 449.95 388.131 299.68 0.77I 180.691 0.396 I 1 H-F#2 1 15 5.5 -116 7.7083 16.8 3132 9.71 0.3593 1 3132.4 1 1.60 1.15 1.3 11.10 1.15 850 I 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.581 506.18 0.49 152.58.1 0.119 H-F#2 1 1.5 5.5 1 16 1 9 19.6 3132 8.46 0.5437 1 3132.4 1.60 1.15 1.3 1 1.10 1.15 850 ' 405 1 1300(1,300,000 2,033 5061 1644.5 1011.45 837.57; 506.18 0.60 181.23 0.178 H-F#2 11.5 5.5 i 16 1 8.25 18.0 3132 8.13 0.4100 , 3132.4 1.60 1.15 1.3 11.10 1.15 850 ! 405 j 1300 11,300,000 2,033 5061 1644.5 1203.70 946.771 506.18 0.53 146.341 0.124 I 1 1 I 1 1 SPF#2 1 1.5 5.5 1 16 1.7.7083 16.8 3287 9.711 0.3872 i 3287.1 1.60 1.15 1.3 11.10 1.15 875 f 425 1 1150 L1,400,000 2,093 5311 1454.75 1484.89 1015.451 531.23 0.52 152.581 0.114 SPF82 1.5 5.5 7 16 ! 9 19.6 3287 8.461 0.5595 1 3287.1 1.60 1.15 1.311.10 1.15. 875 I 425 1 1150 11,400,000- 2,093 5311-1454.75 1089.25 850.161 531.23 0.62 181.23' 0.169 SPF#2 1 1.5 5.5 1 16 1 8.25 18.0 3287 8.13 0.4342 1 3287.1 1.60 1.15 1.3;1.10 1.15 875 I 425 1150 11,400,000 2,093 5311 1454.75 1296.30 945.381 531.23 0.561 146.341 0.118 i • I 1 1 1 • SPF Std 1 1.5 3.5 1 16 1 14.57 50.0 70 8.46 0.9955 1 2091.8 1.60 1.15 1.1 11.05 1.15 675 I 425 1 72511,200,000 1,366 5311875.4381 144.26 139.021 17.78 0.1316#####; 0.979 1 _1 1 • SPF#2 i 1.5 5.5 16 1 19 41.5 660 9.71 0.9914 1 3287.1 1 1.60 1.15 1.3 11.10 1.15 875 I 425 11501 11,400,000 2,093 531;1454.751 244.40 235.321 106.67 0.451 927.02• 0.786 H-F#2 ' 1,5 5.5 . 16 1 19 41.5 600 9.71 0.9901 3132.4 1 1.60 1.15 1.3 11.10 1.15 850 I 405 11300 11,300,000 2,033 5061 1644.51 226.94 220.141 96.97 0.441927.02. 0.796 6/56 D+L+S+.SW CTA 15156-Betahny Creek Falb I LOAD CASE I (12-15) I (BASED ON ANSI/AFBPA NDS-1997) 1 ;SEE SECTION: 2.3.1 2.3.1 I 2.3.1 3.7.1 3.7.1 1 { Ke l 1.00 Design BucldrjFactor I .L+S+W/2 ________I_____i_ I 1 F 1 1 __, c ) 0.80_(Constant)> !Sedion 3.7.1.5 Cr 11 - 1 1 Cf(Fb) 1Cf(Fc) 1997 NDS[ Cb (Varies) > 'SeT 1 i KcE 0.30(Constant)> [Section 3.7.1'Section 2.3.10 l.5 I 1 Bending Comp. Size 1 Size Rep. � 1 Cd(Fb) Cb 1 Cd(Fc) Eq.3.7-1 [ NDS 3.9.21 Max.Wal duration duration f actorif actor use i 1 Stud Grade Width Dep h 1S_pacing(Heighl Le/d Vert.Load Hor.Load c '.1.0 Load @ Plat Cd(Fb(Cd(Fc, Cf T Ci Cr _-Fb__1 !_F_c perp Fc E Fb' Fcpe! . Fe' . Fee Fe is IGFC fb fb/ in. In. 7 in. It. pit pst Pk ( (Fb)I(Fc) psi psi psi psi psi psi psi psi psi psi psi TFb'(1-fc/Fce) H-F Stud 1.5 3.5 1 16 (7.7083 26.4 1335 4.855 0.9935 1 1993.4 1 1.60 1.15 1.1 I 1.05 1.15 675 405 800 1,200,000 1,366 506 966 515.42 441.22 339.05 0.77 188.39, 0.403 H-F Stud 1.5 3.5 1 16 1 9 30.9 970 4.23 0.9923 1993.4 ) 1.60 1.15 1.1 1.1.05 1.15 675 , 405 1 800 1,200,000 1,366 5061 966 378.09 340.90 246.35 0.72 223.761 0.470 H-F Stud ) 1.5 3.5 1 12 1 9 30.9 1380 4.23 0.9976 2657.8 1.60 1.15 1.1 11.05 1.15 675 1 405 1 800 1,200,000 1,366 506 966 378.09 340.901 262.86 0.77 167.82 0.403 H-F Stud ) 1.5 3.5 1 16 1 8.25 28.3 1195 4.065 0.9960 1993.4 1.60 1.15 1.1 11.05 1.15 675 405 1 800 1,200,000 1,366 506 966 449.95 395.221 303.49 0.77 180.69 0.406 H-F Stud 1.5 3.5 1 12 I 8.25 28.3 1680 4.065 0.9990 2657.8 1.60 1.15 1.1 [1.05 1.15 675 1 405 I 800 1,200,000 1,366 5061 966 449.95 395.221 320.00 0.81 135.51 0.343 H-F Stud 1.5 3.5 1 8 1 8.25 28.3 2665 4.065 0.9999 3986.7 1.60 1.15 1.1 11.05 1.15 675 1 405 800 1,200,000 1,366 5061 966 449.95 395.22' 338.41 0.86 90.34, 0.267 SPF Stud 1,5 3.5 1 16 7.7083 26.4 1315 4.855 0.9907 1 2091.8 1.60 1.15 1.1 1.05 1.15 675 1 425 725 11,200,000 1,366 5311 875.4381 515.42 431.521 333.97 0.77 188.391 0.392 SPF Stud 1 1.5 3.5 16 9 30.9 965 4.23 0.9970 2091.8 1.60 _ 1.15 1.1 1.05 1.15 675 I 425 725 1,200,000 1,366 5311 875.4381 378.09 336.171 245.08 0.73 223.76 0.466 SPF Stud 1.5 3.5 12 9 30.9 1370 4.23 0.9990 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531-875.4381 378.09 336.171 260.95 0.78 167.821 0.396 SPF Stud 1 15 35 1 16 8.25 28.3 1180 4.065 0.9922 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.4381 449.95 388.13 299.68 0.77 180.69' 0.396 SPF Stud 15 3.5 12 8.25 28.3 1660 4.065 0.9973 2789.1 1.60 1.15 1.1 1.05 1.15 675 __425 1 725 1,200,000 1,366 531 875.4381 449.95 388.131 316.19 0.81 135 .51 0.334 SPF Stud I 1.5 3.5 8 , 8.25 28.3 2630 4.065 0.9969 4183.6 1.60 1.15 1.1 1.05 1.15 675 l 425 1 725 1,200,000 1,366 5311875.4381 449.95 388.131 333.97 0.86 90.341 0.257 H-F#2 i 1.5 5.5 16 t 7.7083 16.8 3132 4.855 0.3001 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 11300 1,300,000 2,033 509 1644.5 1378.83 1031.581 506.18 0.49 76.29T 0.059 H-F#2 ) 1.5 5.5 I 16 9 19.6 3132 4.23 0.4544 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 5061 1644.5 1011.45 837.57 506.18 0.60 90.61 0.089 H-F#2 j 15 5.5 1 16 1 8.25 18.0 3132 4.065 0.3479 3132.4 1,60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 73.17 0.062 1 SPF#2 1.5 5.5 1 16 7.7083 16.8 3287 4.855 0.3304 3287.1 1.60 _ 1.15 1.3 1.10 1.15 875 1 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.451 531.23 0.52 76.291 0.057 SPF e2 1 1.5 5.5 1 16 9 19.6 3287 4.23 0.4750 3287.1 ' 1.60 1.15 1.3 1.10 1.15 875 1 425 115011,400,000 2,093 531[1454.75 1089.25 850.161 531.23 0.62 90.611 0.085 SPF#2 j 15 55 1 16 8.25 18.0 3287 4.065 0.3750 3287.1 1.60 1.15 1.3 1.10 1.15 875 ! 425 i 1150 1,400,000 2,093 1454.75 1296.30 945.381 531.23 0.56 73.171 0.059 I SPF Stud 1,5 3.5 1 16 I 14.57 50.0 255 4.23 0.9959 2091.8 1.60 1.15 1.1 11.05 1.15 675 I 425 725 1,200,000 1,366 531 875.438 144.26 139.02 64.76 0.47 586.431 0779 ! SPF e2 1.5 5.5 1 16 l 19 41.5 935 4.855 0.9925 3287.1 1.60 1.15 1.3 1.10 1.15 875 1 425 11501,400,000 2,093 531 1454.75 244.40 235.32 151.11 0.64 463.51i 0.580 H-F#2 , 1.5 5.5 1 16 . 19 41.5 865 4.855 0.9970 3132.4 1.60 1.15 1.3,1.10 1.15 850 1 405 , 1300 1 1,300,000 2,033 5061 1644.5 226.94 220.141 139.80 0.641 463.511 0.594 7/56 D+L+S+.7E CT#15156-Betahny Creek Falls I ;LOAD CASE 1 (12-16) 1 (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 1 2.3.1 1 2.3.1 2.3.1 3.7.1 I 3.7.1 Ke 1 1.00 Design Bucking Factor 1 , D+L+S+E/1.4 I 1 t 1 c i 0.80(Constant)> Section3.7.1.5 I 1 1 _____ 1 ______ t Cr i_ _ _ y r KcE 0.30(Constant)> Section 3.7.1.5 1 1 - 1 �� 1 1Cf(1.b)I Cf(Fc) !1997 NDS i Cb I (Vales) > Section 2.3.10 1 i Bending Comp.1 Size Size Rep.{ Cd(1.b)( Cb Cd(Fc) Eq.3.7-1 ) I I NDS 3.9.2 Max.War duration durationifactor factor use 1 1 1 1 ; Stud Grade)Width_Depth ISyacir2g(HeigM Le/d Vert.Load Hor.Load <=1.0 Load @ Plate Cd(Fb)Cd-(FcJJ Cf Cf Cr Fb Fcpar), Fc E i Fb _Fun._ Fc• Fce 4 Fc is IGFc I ib 1 fb/ 1 in. in. in. 1 ft. pr psi pr I(Fb) (Fc) psi psi psi psi 1 psi psi psi psi I psi psi T psi rFb'-(1-fc/Fce) H-FStud i 1.5 3.5 1 16 17.7083 26.4, 14151 3.57 0.9983 1993.4 1.60 1.15 1 1.1 1.05 1.15 675 405 800 1,200,0001 1,366) 506 966 515.42 441.22 359.371 0.81 138.53;' 0.335 H-F Stud 1 1.5 3.5 I 16 1 9 30.91 10101 3.57 0.9960 1993.4 1.60 1.15 1 1.1 1.05 1.15 1 675 405 800 1,200,0001 1,3661 506 966 378.09 340.90 256.511 0.75'188.851. 0.430 H-F Stud 1 1.5 3.5 1 12 1 9 30.91 1420' 3.57 0.9937 2657.8 1.60 1.15 1 1.1 1.05 1.15 675 405 , 800 1,200,0001 1,366 506 966 378.091 340.90 270.48 0.79 141.63; 0.364 H-F Stud 1 1.53.5 1 16 1 8.25 28.3 1225 3.57 0.9961 1993.4 1.60 1.15 1 1.1 1.05 1.15 675 405 1 800 1,200,0001 1,366 506 966 449.951 395.22 311.11 0.79 158.681 0.376 H-F Stud 1 1.5 ' 3.5 1 12 1 8.25 28.3 1710 3.57 0.9947 2657.8 1.60 1.15 1 1.1 1.05 1.15 675 405 1 800 -1,200,000! 1,366 506 966 449.951 395.22 325.71 0.82 119.011 0.315 H-F Stud 1 1.5 3.5 1 8 1 8.25 28.3 27001 3.57 0.9966 3986.7 1.60 1.15 ' 1.1 1.05 1.15 675 405 1 800 1,200,000 1,366 506 966 449.951 395.22 342.861 0.871 79.341 0.244 1 ( 1 I SPF Stud 1 1.5 3.5 1 16 17.7083 2641 13951 3.57 0.9984 2091.8 1.60 1.15 1 1.1 1.05 1.151 675 425 725 1,200,0001 1,3661 531 875.438 515.42 431.52 354.291 0.82'138.531 0.324 SPF Stud 1 1.5 3.5 + 16 ' 9 30.91 10001 3.57 0.9918 2091.8 1.60 _ 1.15 11 1.1 1.05 1.151 675 425 IF 725 1,200,0001 1,3661 531 875.438 378.091 336.17 253.97 0.76 188.8511. 0.421 SPF Stud I 1.5 3.5 i 12 9 30.91 14101 3.57 0.9962 2789.1 1.60 1.15 1.1 1.05 1.151 675 425 1 725 1,200,0001 1,366 531 875.438 378.091 336.17 268.57 0.80-141.631 0.358 SPF Stud ; 1.5 3.5 ! 16 , 8.25 28.31 1210i 3.57 0.9932 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 ; 725 1,200,000 1,366 531 875.438 44995; 388.13 307.30 0.79 158.681 0.366 SPF Stud 1.5 3.5 1 12 8.25 28.31 16901 3.57 0.9940 2789.1 1.60 1.15 1 1 1.05 1.15 675 425 ' 725 1,200,000 1,366 531 875.438 449.951 388.13 321.90 0 83 119 01 0.306 ... .. SPF Stud 1 1.5 3.5 8 8.25 28.31 26701 3.57 0.9987 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,0001 1,36611 1 531 875.438 449.95! 388.13 339.051 087 79341__.. 0.236 H-F#2 1 1.5 5.5 I 16 F 7.7083 16.81 31321 3.57 0.2844 3132.4 1.60 1.15 11.3 1.10 1.151 850 405 1300 1,300,0001 2,033 506 1644.5 1378.831 1031.58 506.18 0.49 56.10 0.044 H-F#2 1 1.5 5.5 ; 16 9 19.61 31321 3.57 0.4405 3132.4 1.60 1.15 1 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.451 837.57 506.18 0.60 76.471 0.075 H-F#2 1 1.5 5.5 1 16 8.25 18.01 31321 3.57 0.3404 3132.4 1.60 1.15 11.3 1.10 1.15 850 405 1 1300 1,300,000 2,033 506 1644.5 1203.701 946.77 506.18 0.531 64.261 0.055 ! 1 1 I I ! SPF#2 ' 1.5 5.5 I 16 17.7083 16.8 32871 3.57 0.3154 3287.1 1.60 1.15 1.3'1.10 1.15 875 425 I 1150 1,400,000' 2,093 531 1454.75 1484.891 1015.45 531.23 0.521 56.101 0.042 SPF#2 1 1.5 5.5 i 16 I 9 19.6 32871 3.57 0.4618 3287.1 1.60 1.15 11.3 1.10 1.15 875 425 11150 1,400,0001 2,0931 531 1454.75 1089.251 850.16 531.23 0.621 76.47r 0.071 SPF#2 1 1.5 5.5 1 16 1 8.25 18.0 32871 3.57 0.3678 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,0001 2,093 531 1454.75 1296.30; 945.38 531.23 0.561 64.261 0.052 I SPF Stud 1 1.5 3.5 1 16 14.57 50.0 2851 3.57 0.9981 2091.8 1.60 1.15 1.1 1.05 1.151 675 425 725 1,200,0001 1,3661 531 875.438 144.261 139.02 72.38 0.521 494.93) 0.727 SPF#2 1 1.5 5.5 16 1 19 41.5 10201 3.57 0.9910 3287.1 1.60 1.15 1.3 1.10 1.151 875 425 1150 1,400,000 2,0931 531 1454.75 244.401 235.32 164.851 0.70'340.831 0.500 H-F#2 1 1.5 5.5 16 1 19 41.51 9451 3.57 0.9939 3132.4 1.60 1.15 1.3 1.10 1.151 850 405 1300 1,300,0001 2,0331 506 1644.5 226.941 220.14 152.731 0.69,340.831 0.513 8/56 180 Nickerson St. CT ENGINEERING Suite 302 I N C. Seattle,WA C, 98109 Project: .-J 6�"li�/�{ Date: I ✓ (206)285-9512 FAX: Client: Page Number: (206)285-0618 ms ` _ ,, -.:sz_ievc \peep .. .-:. e-2.,c,r (A.pt5_- .__ ; —57-15;61s. . Ap f . i i _____.(___ 1 ,....„...„..., . ir___________. .! 1 1 . 11 i ____,is------fl. i .414(- • , 1 — ---? ,. 1. i . . 1 , , 1 _ 1 1 •, • • 1r i 1 , i---\ I _ / _ , 7 __ ) li, lit . TR(4Z2,)(Z5rtS) . • 1( 1%)( 4/1G .) (-23(Ue)61117re") g 9 o ?‘)' )b.'1 - -- (1t-21)L1246 --- 26,6 0 t, . 1/1/ 6- IV* WI( U))10- Tet- v . X145 6\ X15� -� (- .--z-,)( L /47--)s) 1-0-0-1-15 = 0(334— w 54 2 5)z = °ICSv r( 9/56 Structural Engineers • ROOF BELOW 0 UNIT E6 19'-1" 11 3'-7Y2" 3'-0" 9'-13/2" 3'-4" . •• f f f4'-63/4" 4'-63/" f1.-4 " �♦ - EGRESS:- si — .. ( 7-0 5-0 DBC SL i �� TV NICHE" pI I A.F.F. • v eII 1' II 1 I. 1 - 1 I Master Bedroorh I' N y e I RA1SEO CEILING II I asl m II 2'-9" •to 3'-173/4" 3.-.3)2" 5'-5Y4 ji I r f 1 V{I I' ' ♦ 'I- ___-- .. i II 1 5 SH. 1 = ,--JII • Linen I' ItIk Air- ♦ z 2_6 "' "� 5' SHOWE' I' N 0 0< BIFOLD ^♦ v\`� �� ° I. �v ^� N� f 1'-11�DPLANTl'n N T v 2x4 STUDS I.rl 1 co 24" TB I, N SHELF 4 5' �7 II +42"�._,,,,,,t- 1 ,--- M. Bath 1' LOCATE PLUMBING O - N n J ♦ II ROUGH-IN ACCOUNTING "' o :745' / ♦ ® ®_ I' FOR (2) LAYERS GWB H • Iz6 WALL ♦ AT PARTY WALL °0 RADON REDUCTION 1 _C ' L._`3,,,,. ® ` J �•(/ II e SYSTEM 1 �\� . WY SHER 5 5' TUB i II I .N �-g3HOWE1 I ♦ • — ,13.-73/2")I 2-4 HCW Bath II In 3'-7Y2" I•F 3'-9" 1 22"x30 1/ I ..24 1I AI 0 1 ATTIC 1 I' I 1-,-) I+_ LOW WALL UPIACCESS I S & P II N o AT +42" W/ J i j� --v WOOD CAP ------ - _� 4—rII j ♦ 18 = 6-0 BIFOLD 1 1 11 AA 1.-5Y21 A I 6'-1" 3'-5Y2" II TYP. fF . I f N Tech Rm. Bedroom 2 it I-coI co 0111 451 rYP. I °' o II ♦ ♦ —2�6 4�. SH m IN {..i 1 • O EGRESS , '� o i N I 5-0 4-6 SL i^ N • f S-0" 4'-1" 5.-0" I 5'-0" ♦ f 7'-1" f 10'-0" 2'-0" / f f 19'-1" UNIT E-6(D) 10/56 UPPER FLOOR PLAN 1/4"=1'-0" FRENCH REVIVAL UNIT E6 13/4" 15'-334" 1 9 I a r ROOF ABOVENA 42" GUARDRAIL o \ 4'-OY2" 5.-0/2" 6'-4Y2" n t fi 9 1 in `° ' Deck _ 1-0 6-0 FIOVER 2-9 .-0 SH 6-0 6-100SGD j '- FACTORY-B :Iu m e� 1, II udil •I @ 2x6 WALL W/ILT R-21 BAIT INSUL. II v U I r � DIRECT-VENT GAS FIREPLACE II • 20 I If a VENT UP THRU LOW ROOF II 1;J! 0 i D4 •rt. I . TILE HEARTHIN I N (OPTIONAL) II I I 1_1 INSUL. FLOOR JOISTS AND ROOF RAFTERS II N I AT F/P ENCLOSURE II I e L- - 4o Il e INSULATE FLOOR OVER II _ - I �I Living UNHEATED SPACES 11 I r, : 17Y2" 3'-10" .3.-4Y2" 3'-8" I 12'-8" 111.I a S & P I III • 0 Z . 3 II - ��I ,111. N II -: DN Nye N �11 M II �X6 °Q 11 II! n LOW LL T I In +42" .F.F. tab II MI 0 Kitchen 1.i SEE SHT. Ni IIro U4 FOR STAIR . DETAILSi DW a D I RADON II REDUCTION L___ c- --I I, ME SYSTEM �© I VEY -� I, o c�1=111M A N 111 7 -• % Z ` 4 N d I III. N 1 2'-8" 1 ° Il al UPD in CONTINUE PARTY WALL- I� w a IN I ® GWB THROUGH FURRING I 111E0 . TYPICAL II II L 1 C'' © Din./Fam. u 'iriN SIM. INSULATE FLOOR OVER I, D 12 .� UNHEATED SPACES II D7 � I, .. FLOOR BELOW -_ 2-•3 0 F fr--11--•-•. o IIIo Pr --0 V 4FOER 5-00 4-6 SL N I AI j INN Vir ® jMk I 11/56 19'_1" x UNIT E6 ' 4'-1" 15'-0" I 3'-9Y4"3/ I t 1� VW/y DECK ABOVE r-i 1� 1 • �./ Ur I 1 Mech. --) 0 I Garage I--- 45 j U OCCUPANCY e I I DIRECT VENT GAS I I WATER HEATER I FIRE' ACE ABOVE �/ I ` --- DOORS SHALL BE ------+--- ---------+--R2 t. trip, SELF-CLOSING in I 20 MIN; RATED I - DIRECT VENT GAS - � FURNACE FURN. 64 5 1 o INSULATE IUNDER N 4/ STAIRS 11) 0 1 I I FURR DOWN FOR DUCT RUN SIM. I I 1 4'-1" 1 1 1 1f 1 1 \ \. LJ o I rn Q RADON REDUCTION 43, SYSTEM�2______ 1 O/ 6x6 o Q- Entry '•I z a vUZi ci oI7t.ma NN0 419) 2-83/2" x 3-03/j' 1'-0T.,./..-- 4" i 2 � m D1 ' 1 � 8-0 7-0 SOLID ' Porch ♦ f 1 I 1 I`1 ..1; I ® m-1 I ill) 1_ I AT L_____ \!/L FLOOR ABOVE VP 1J STEPS UP 83/2" 83/2" 00 1.-4" / 8'-O" \ 1'-7" f-0" 6'-1" 1'-0 12'-4" 20'-5" 12/56 UNIT E6 SIM. 19 m S9.2 criV r - < 4x12 HDR L:2: U B4 1 U O O Z N O M L 1Y4"x14" RIM 1I`� 4x10 ONT. HDR I x UB N LU_ 0 —u--tai Ill I 1"x14" RIM PER TRUSS MFR 11 =• 20" PRE-FAB TRUSSES @ 19.2" O.C. UB1; . I 56 TYP. "1 cH DSC5 I I11 0 AT BLDG. DRAG TRUSS PER+12JS9.2 I STEP J- I Ir ;�Ir I 2x6 AT - I III_ I III st 16" O.C. II m -rat L IL_ ___ Imo. 59.2 0'i Nd1 13'4 xI4" LVL 1-8 c.,I STAIR FRMG. I �(2) 2X10 AMU 2x6LEDGER, LEDGER Flail (3)2x6 FB TYP. U.N.O. --- ., AT LANDING h \ I✓ II! i A / `x A V It \ / N p \ / N= I I III STIR 1 I I I 1 III RAISED 11 ' FRAC. I I \.-i 1 I PLATE / \\ L-- 11 I / \ I I ::.7:.r:.;•:,;1.:°. ----� I I c I::;'::•::•:::•:::•:- .. _L —-- o LANDING/POWDER 2 %::':::::f:•::a,.. 1 -� _ 1 i AT +1'-244" co t:;•.f...:::::::::.•. t_ 1` ABV. MIDDLE F.F. N ::::••!::`:""""'t I EXTENT OF RAISED FLOOR N :;: : ";;:: :i.} it GT RAISED FLR. (DOT FILL)vg�'r.::::ii::::::.»••:;,•a SEE BELOW :::: .?:i::i:::i I GT ABOVE /:;ii:i::{:::: � `i II I S9.3 59.3 : ••� I 6x6 6X6 �- 1 (2) 2x9 HDR • 2x10 - (2) 2x8 HDR 7 LEDGER S9.3 UB2 13/56 UNIT E6 (2)2x10 FB :.: S9.3 S9.0 1 OVER-FRAMING PLAN TO MATCH HT. OF RAISED FLR. ] RAISED FLOOR AT +14'4" Ci�4 UPPER FLOOR WALLS 2x10 ® 16" >: ;:;• 2 O.C. TYP. 4"�'A I 59.3 2x6 LEDGER PER DETAIL XX/XX `�-s• C,'. EI 4.75" STEP 8 � S9.2 i I 7 59.2 UNIT E-6(D) RAISED UPPER FLOOR FRAMING PLAN 1/4"=1'-0" POWDER ROOM AND STAIR LANDING 14/56 UNIT E6 20 20 POST ABOVE S9.0 D6 POST ABOVE 4x4 P.T. POST W/ ACE4 CAP, TYP. I U 1 - - PT 6x'12 HJR co 0 - DOUBLE MB6 a 1Ya"x9Yz" illI B NDL-D STUDS OSB RIM % A OW PT x8 LEDGER 1Ye" OSB RIM r , 11.- -.. J 4-____u_u- -_ X TRUSSES N1 '6x8 HAT ` MB5I10T I SED) 1% LVL BLOCKING I TYP. AT EXTERIOR O ABOVE N '-I I WALLS NZ" Vi I .: -, GT ABOVE SIM. �3hiPh w 1 '' 1A"x91" " GL : m o 1- 'SBR% .. 0 7p MB7 0�h I ] TYP. LOW ROOF ABOVE litL GIST CO►- Q Al BLDG. rnI STEP 11 lYe"x934" OSB FB 1 am- - � ��- ----- I,, GT ABOVE Arli e-- -- , H2.5 TO BEAM I I __ ,Zig ` '1_%." ON E. 53�"x1l_i6'_ I RSA-LAM HDR . O 1---t)LEDGER n 6x6 1 �ST VL BLOCKIN e M B4 GT ABOVE 15 14'4"e9Y" LVL =B 59.3 _ LANDING F.F. AT +7'-0" c i\ DOUBLE ABOVE LOWER F.F. i �x I STAIR 1A"x9)" 2x6 AT 16" O.C. 1 /A I FRMG. OSB RIM LEDGER Rh, , 1� 1V(9h" LVL =B 1 STAIR FRAVNG ^ BUNDLED / MB2(NO USED) STUDS ABV. / \\ 9)' BCI 5000-1.7 BLOCKING / TYF. BETWEEN JOI TS NT / \ GARAGE-TO-UNITIWAL- / 6x6 _if ON F 5 'x117i§" RSA-LA HDR c, o i MB1 RAISED FLOOR ,X I _ : N N T i (DOT FILL) 1 ! 0 5 5 5 5 e SEE LEFTv I` 1 7, m El m F --- { o c o CO o '' 22 HQa> 1 1:17:1 i x3 11 SIM. 1-11 GT ABOVE x ® p (2 ,x8 DR i!'_'_ _-__1 ---- "` :."• �" ^104 11111..1,'".""- �� I I 1Y8"x9h" 1/ -_ _4x: DR _ � 1 :" 9Y" OSB RIM,' I OSB RIM ® -BLN STUD 9Y2" BCI 5000-1.7 NEF FOR HEADER ABOVE BLOCKING TYP. AT EXTERIOR WALLS 15/56 1 UNIT E6 (2)2x10 FB TOP @ +1O'-1Y4" (3) 2x +Y4" PLWD. -- 14 UNDER (2) 2X10 EDGE OF TJI n PONY WALL SUBFLOORTO RAISED BENEATH 1 -I STEP" FRAMING PLAN { I _ I TOP OF JSTS ® +10.-1,4" 2"10 `b E FLOOR WALLS I ISTEP I 3 PLATE +8'-1" ' ---.s � S9.3 I 2x10 LEDGER HOLDOWN STRAP I TOP @ +1 D'-1Y4" FROM ABOVE I H •II 12 1 PLATE +8'-1" S9.3 16/56 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: UNIT E6 Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 19 DEC 39PM ✓L' dTI:',',, „ r .t n'7' Pnnted C 2013 , ✓;� u� r.t - I 1, ✓.r>ry ' 4..';.,,. : sr di ,1, 19# ® 3.x-8, t .3'f,, a:S.1 1 Lic.#: KW-06002997 Licensee:c.t.engineering Description Upper Floor Beams y DPIg 'ii Ty plcal Hedger 7�iil �afio ✓' n�per 2005 NP„,, IBC ,Ct3c24iO7; E�-05 BEAM Size: 2-2x6,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Prll 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=7.750 ft Unif Load: D=0.0180, S=0.0250 klft,Trib=8.330 ft Design Summary 4N;fR 190i 4' Max fb/Fb Ratio = 0.635; 1 fb:Actual: +p 700.00 ppsi at 1.750 ft in Span#1 III ; • ,- �,,, Fb:Allowable: 1,102.10psi Load Comb: A Max fv/FvRatio= 0.452: 1 fv:Actual: 67.83 psi at 3.045 ft in Span#1 Fv:Allowable: 150.00 psi 3.50 n,2-2x6 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.033 in Downward Total 0.049 in Left Support 0.47 0.54 0.36 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.47 0.54 0.36 Live Load Defl Ratio 1290 >360 Total Defl Ratio 852 >180 Wo�- es r 1_162-Header at Cantilever 1 ,, •, i - i of*us m2OO55I0S1BG 20OC C ZU07,; cE 5 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=2.0 ft Unif Load: D=0.0180, S=0.0250 klft,Trib=2.0 ft Design Summary R e°a 'ub°a°) Max fb/Fb Ratio = 0.347: 1 fb:Actual: 352.07 psi at 3.250 ft in Span#1 , Fb:Allowable: 1,013.55 psi �_;,� W.._.. �.�:: �__ 2.., .s Load Comb: +D+L+H Max fv/FvRatio= 0.179: 1 A A fv:Actual: 26.83 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 6.50 ft,2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.042 in Downward Total 0.064 in Left Support 0.21 0.26 0.16 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.21 0.26 0.16 Live Load Defl Ratio 1840 >360 Total Defl Ratio 1220 >180 ViOadalkin C' Ig U63 Header at Living a le`.... ‘ .:. Per i01'18 Not lad;'006;CBc2t 07 dE7 BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=4.0 ft Unif Load: D=0.0180, S=0.0250 k/ft,Trib=4.750 ft Design Summary • t.,:;.:%6°1bb18 Max fb/Fb Ratio = 0.082: 1 fb:Actual: 95.90 psi at 1.500 ft in Span#1 \ Fb:Allowable: 1,169.51 psi .: Load Comb: +D+0.750L+0.7505+H 4111 • Max fv/FvRatio= 0.070: 1 A A fv:Actual: 11.99 psi at 2.230 ft in Span#1 Fv:Allowable: 172.50 psi 3.0 R,4x10 Load Comb: +D+0.750L+0.7505+H Max Deflections Max Reactions (k) 2 L Lr S W E H Downward L+Lr+S 0.002 in Downward Total 0.003 in Left Support 0.22 0.24 0.18 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.22 0.24 0.18 Live Load Defl Ratio 21152 >360 Total Defl Ratio 13898 >180 17/56 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: UNIT E6 Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Pnnted.19 DEC 2013,6 39PM ...... '' c -z 1 1�t3 ,.MU Si1 Le ' ' ... , . Licensee:c.t.engineering Lic.#: KW-06002997 . . Bea�esigt: UB4 Deck Beam x % % 'C."'"' n r fl S I+iL1�SG;f00'' E G 2 7t ;/kS E -0S BEAM Size: 4x12,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pr!! 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0180, S=0.0250 k/ft,Trib=4.0 ft Design Summary Max fb/Fb Ratio = 0.934 1 D(0.0720 S(0.10) fb:Actual: 786.29 psi at 7.500 ft in Span#1 Fb:Allowable: 841.45 psi Load Comb: +D+S+H • • Max fv/FvRatio= 0.313: 1 A fv:Actual: 43.25 psi at 0.000 ft in Span#1 15.0 n 4x12 Fv:Allowable: 138.00 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.212 in Downward Total 0.365 in Left Support 0.54 0.75 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.54 0.75 Live Load Defl Ratio 848 >360 Total Defl Ratio 493>180 Woad B Desi UB5 Beam at stairs ,f ,. iculfatians'tier 2005 ,IIBG 2006,CBG�07,A s a'�-05 BEAM Size: 2-2x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=6.50 ft Design Summary D 0.09750 L 0260 Max fb/Fb Ratio = 0.165 1 fb:Actual: 153.55 psi at 1.750 ft in Span#1 Fb:Allowable: 931.44 psi ,,,....., Load Comb: +D+L+H • • Max fv/FvRatio= 0.126: 1 A A fv:Actual: 18.94 psi at 2.730 ft in Span#1 Fv:Allowable: 150.00 psi 3.50 f1 2-2x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.003 in Downward Total 0.005 in Left Support 0.17 0.46 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.17 0.46 Live Load Defl Ratio 12241 >360 Total Defl Ratio 8902 >180 Wood Beam D +ignUB6 Header at stairs ` Caic ons pr 2005..aki l4QZ00 aC 2007,ASCE?74 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Prll 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=6.50 ft Unif Load: D=0.0180, S=0.0250 k/ft,Trib=2.0 ft Design Summary V Max fb/Fb Ratio = 0.199. 1 fb:Actual: 202.13 psi at 1.500 ft in Span#1 Fb:Allowable: 1,017.19 psi Load Comb: +D+L+H Max fv/FvRatio= 0.163: 1 A A fv:Actual: 24.42an si at 2.400 ft in Sp #1 Fv:Allowable: 150.00 psi 3.0 ft,2-2x6 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Is S W E H Downward L+Lr+S 0.005 in Downward Total 0.007 in Left Support 0.20 0.39 0.08 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.20 0.39 0.08 Live Load Defl Ratio 7849>360 Total Defl Ratio 5486 >180 18/56 CT Engineering Project Title: Engineer: UNIT E6 180 Nickerson,Suite 302 En g Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed DEC 2013,6 40PM :.,..:'))114,,,,,,.,,,„ 41 a jc , s 4;rl, ;-11 -207" • - . f Lic.#: KW-06002997 Licensee ..engineering Description Main Floor Beams Wd Beanes �lTn MB1 Interior Header N 005NIDS,1200 £BC 2� AVE �\: Cain per 2. BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PrIl 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=20.0 ft Design SummaryD 0.30 L 0.80 Max fb/Fb Ratio = 0.555; 1 fb:Actual: 565.04 psi at 1.500 ft in Span#1 Fb:Allowable: 1,017.19 psi1111 1111 Load Comb: +D+L+H A A Max fv/FvRatio= 0.455: 1 N:Actual: 68.28 psi at 2.400 ft in Span#1 Fv:Allowable: 150.00 psi 3.0 it,2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr a W E H Downward L+Lr+S 0.012 in Downward Total 0.016 in Left Support 0.45 1.20 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.45 1.20 Live Load Defl Ratio 3041 >360 Total Defl Ratio 2212>180 r W1od�altn Des n '-4 MB2 Flush beam at stairs /' r 200 DS t.ilk . -' y it +�� $ r i= • BEAM Size: 2-2x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PrIl 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 klft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 klft,Trib=7.50 ft Point D=0.530, L=1.40 k @ 1.330 ft Design Summary Max fb/Fb Ratio = 0.913; 1 &To'' Aiwa fb:Actual: 848.86 psi at 1.400 ft in Span#1 Fb:Allowable: 929.74 psi • Load Comb: +D+L+H • Max fv/FvRatio= 0.803: 1 A A N:Actual: 120.38 psi at 0.000 ft in Span#1 5.0 ft, 2-2x10 Fv:Allowable: 150.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr a W E H Downward L+Lr+S 0.037 in Downward Total 0.050 in Left Support 0.71 1.88 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.46 1.22 Live Load Defl Ratio 1638 >360 Total Defl Ratio 1189 >180 Vl d Bt.'anYDes1g11 MB3 Header at Bay Window ;. rf ` atcuJ Noes 5 N IBB'2006 CBC 2t AE 7-0 BEAM Size: 2-2x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PM 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=2.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=7.0 ft Point: D=0.530, L=1.40 k @ 1.330 ft Design Summary POW 4,..) Max fb/Fb Ratio = 0.934. 1 WA, WARR fb:Actual: 868.57 psi at 1.467 ft in Span#1 Fb:Allowable: 929.74 psi Load Comb: +D+L+H •' "- " • Max fv/FvRatio= 0.820: 1 A A N:Actual: 122.95 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 5.0 ft, 2-2x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr a W E H Downward L+Lr+S 0.038 in Downward Total 0.052 in Left Support 0.73 1.93 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.48 1.27 Live Load Defl Ratio 1590 >360 Total Defl Ratio 19/565 >180 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: UNIT E6 Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 19 lupe,ow ®Pi ll , n ?s ,,, ,.4« 1 F 111C 14 not 2013, r ' t..,� f1 1 13$ 1, Lic.#:KW-06002997 Licensee:c.t.engineering Wood Beart Desig . ;� MB4 Flush Beam at Garage '11 ..,, "Calc" ationsper 2OO8 iDS,tic 2006,CBC 2OO7 ASE 7-0 BEAM Size: 5.25x11.875,Parallam, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: Parallam PSL 2.0E Fb-Tension 2,900.0 psi Fc-PrIl 2,900.0 psi Fv 290.0 psi Ebend-xx 2,000.0 ksi Density 32.210 pcf Fb-Compr 2,900.0 psi Fc-Perp 750.0 psi Ft 2,025.0 psi Eminbend-xx 1,016.54 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=10.0 ft Point D=0.530, L=1.40 k @ 1.330 ft Design Summary ZneMax fb/Fb Ratio = 0.605. 1 DIC00.150 L(0.40) fb:Actual: 1,733.60 psi at 7.440 ft in Span#1 Fb:Allowable: 2,866.74 psi Load Comb: + + + Max fv/FvRatio= 0.455: 1 : • fv:Actual: 132.02 psi at 0.000 ft in Span#1 15.50 ft, 5.25x11.875 Fv:Allowable: 290.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.389 in Downward Total 0.536 in Left Support 1.65 4.38 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.21 3.22 Live Load Defl Ratio 477>360 Total Defl Ratio 347>180 Woo Beam Des MB5 Garage Door Header .-, �! ;b, iatiGttB per 20116 NDB;iBC 20_06,CBC'2007,,AASCE 745; BEAM Size: 3.125x10.5,GLB, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: Parallam PSL 2.0E Fb-Tension 2,900.0 psi Fc-PrIl 2,900.0 psi Fv 290.0 psi Ebend-xx 2,000.0 ksi Density 32.210 pcf Fb-Compr 2,900.0 psi Fc-Perp 750.0 psi Ft 2,025.0 psi Eminbend-xx 1,016.54 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=8.250 ft Point D=0.220, L=0.240, S=0.180 k @ 1.0 ft Point: D=0.660, L=0.720, S=0.540 k @ 4.0 ft Point: D=0.440, L=0.480, S=0.360 k @ 10.50 ft Design Summary 3443,, Max fb/Fb Ratio = 0.708; 1 D(0.1238)L(0.330) fb:Actual: 2,006.31 psi at 4.025 ft in Span#1 Fb:Allowable: 2,834.87 psi Load Comb: +D+L+H • • Max fv/FvRatio= 0.513: 1 A A fv:Actual: 148.83 psi at 0.000 ft in Span#1 Fv:Allowable: 290.00 psi 10.50 ft,3.125x10.5 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.240 in Downward Total 0.343 in Left Support 1.26 2.40 0.50 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.36 2.51 0.58 Live Load Defl Ratio 525>360 Total Defl Ratio 367 >180 Wid E n •-K/1-B6 Deck Floor Beam . :. '' ;;, 1:aicpMransr*200IDS,ite200&,CBC 2017,ABcE7-05'- BEAM Size: 6x12,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 875 psi Fc-PrIl 600 psi Fv 170 psi Ebend-xx 1300 ksi Density 32.21 pcf Fb-Compr 875 psi Fc-Perp 625 psi Ft 425 psi Eminbend-xx 470 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=4.50 ft Design Summary Max fb/Fb Ratio = 0.990. 1 D 006750 L 0.180 fb:Actual: 689.04 psi at 7.500 ft in Span#1 Fb:Allowable: 695.89 psi Load Comb: +D+L+H • �.. . �� .....0 , • Max fv/FvRatio= 0.283: 1 A A fv:Actual: 38.45 psi at 0.000 ft in Span#1 15.0 ft, 6x12 Fv:Allowable: 136.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.227 in Downward Total 0.313 in Left Support 0.51 1.35 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.51 1.35 Live Load Defl Ratio 791 >360 Total Defl Ratio 575>180 20/56 CT Engineering Project Title: 180 Nickerson,SuiteEnineer: UNIT E6 302 � Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed.19 DEC 2013,6:40PM / Y 1 111 Ya Lic.#:KW-06002997 Licensee c.t.engineering Wniiii Bain 15V41,0 MB7 Double Joist at perpendicular joists ; ,,,.. 'Ca1C c isper=ANDS , 2DOBi'• .,C 2007,, 4sti .'-l5. BEAM Size: 2-2x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 875.0 psi Fc-PrIl 600.0 psi Fv 170.0 psi Ebend-xx 1,300.0 ksi Density 32.210 per Fb-Compr 875.0 psi Fc-Perp 625.0 psi Ft 425.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=-0.0150, L=-0.040 k/ft,Trib=2.0 ft Unif Load: D=0.0150, L=0.040 klft,Trib=1.330 ft Design Summary Max fb/Fb Ratio = 0.213; 1 DE4(%1838 WW1 fb:Actual: 201.88 psi at 6.250 ft in Span#1 Fb:Allowable: 946.00 psi Load Comb: +D+L+H 0 • Max fv/FvRatio= 0.064: 1 A A fv:Actual: 10.96 psi at 11.750 ft in Span#1 12.50 ft, 2-2x10 Fv:Allowable: 170.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr s w E H Downward L+Lr+S 0.000 in Downward Total 0.000 in Left Support -0.06 -0.17 Upward L+Lr+S -0.058 in Upward Total -0.079 in Right Support -0.06 -0.17 Live Load Defl Ratio 2606>360 Total Defl Ratio 1895>180 • • Be DeS gn MB8 Beam at Entry(A)only Cak ons:" r DS 20 200;!*ASCE?-t#.5 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 875.0 psi Fc-PrIl 600.0 psi Fv 170.0 psi Ebend-xx 1,300.0 ksi Density 32.210 pcf Fb-Compr 875.0 psi Fc-Perp 625.0 psi Ft 425.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.010 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=5.0 ft Design Summary 0 0..7. .0.20 Max fb/Fb Ratio = 0.389. 1 . ori. . fb:Actual: 406.66 psi at 2.500 ft in Span#1 �� Fb:Allowable: 1,044.86 psi Load Comb: +D+L+H 0 Max fv/FvRatio= 0.220: 1 A A fv:Actual: 37.34 psi at 4.400 ft in Span#1 Fv:Allowable: 170.00 psi 5.0rt,2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.023 in Downward Total 0.033 in Left Support 0.21 0.50 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.21 0.50 Live Load Defl Ratio 2628 >360 Total Defl Ratio 1844 >180 Wod Be0 Desi( no, MB9 Beam at Entry(D only ? : ‘. Me ,,A"-catatititoilier26804D8,10 2006,44C 2007' SCE -05 BEAM Size: 3.5x9.5,TimberStrand, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-Pill 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.010 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 klft,Trib=5.0 ft Point: W=7.582, E=7.732 k @ 1.0 ft Design Summary """ER's MaxfblFb Ratio = 0.413; 1 _ 0.0750D0 ��l9 L 0.2020 /1111111111111/1 fb:Actual: 1,511.55 psi at 1.018 ft in Span#1 =. Fb:Allowable: 3,663.90 psi c Load Comb: +D+W+H • � • Max fv/FvRatio= 0.603: 1 A A fv:Actual: 298.89 psi at 0.000 ft in Span#1 Fv:Allowable: 496.00 psi 6.50 ft, 3.5x9.5 Load Comb: +D+W+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.021 in Downward Total 0.120 in Left Support 0.28 0.65 6.42 6.54 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.28 0.65 1.17 1.19 Live Load Defl Ratio 3743>360 Total Defl Ratio 650 >180 21/56 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: UNIT E6 Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Punted 19 DEC 2013 0 40PM Ie. •/pie /,a� / r j - F1@ r s ,c a Y" 1 1t1 T 1S 1 ,: �,,,,,.• \\, 3. .,,.. % ,3 iigeiit.'4 K ®3#9aY '-m--,*�%y„$.Cs .�1+1 i 11 Lic.#:KW-06002997 Licensee:c.t.engineering ! eam�Ign MB10 Header at BR3(D) Only \:: {pyo /yp�a �2t107 A�+GE 7., BEAM Size: 3.125x9,GLB, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2400 psi Fc-Pill 1650 psi Fv 265 psi Ebend-xx 1800 ksi Density 32.21 pcf Fb-Compr 1850 psi Fc-Perp 650 psi Ft 1100 psi Eminbend-xx 930 ksi Applied Loads Unif Load: D=0.020 k/ft,Trib=4.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=8.0 ft Point: W=7.582, E=7.732 k @ 1.0 ft Design Summary .�a.=,,.n., Max fb/Fb Ratio = 0.521; 1 Dro.jg),. 320) fb:Actual: 1,977.56 psi at 1.018 ft in Span#1 \ Fb:Allowable: 3,795.92 psi j �v Load Comb: +D+W+H ..� � .v ..., �`.�.. Max fv/FvRatio= 0.870: 1 A A fv:Actual: 368.97 psi at 0.000 ft in Span#1 Fv:Allowable: 424.00 psi 6.50 ft, 3.125x9 Load Comb: +D+W+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.038 in Downward Total 0.164 in Left Support 0.65 1.04 6.42 6.54 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.65 1.04 1.17 1.19 Live Load Defl Ratio 2062 >360 Total Defl Ratio 477>180 22/56 N�$�g�tckerson St. CT ENGINEERING U'Su'1fco 02 I N c, Seattle,WA 1/112 _et�f 98109 Project: RDate: (206)285-4S12 FAX: Client: Page Number: (206)285-0618 tr.ti Agifeel & /-f ,s 606,4- 2-) C 4 o t2 3-095 ) +- ek (tot* z 5 t►-i PSP c7 ' / )= S73 314)tln4.e • 23/56 Structural Engineers UNIT E6 2010 OSSC SEISMIC OVERVIEW SHEET TITLE: 2010 OSSC SEISMIC OVERVIEW CT PROJECT#: 10096 River Terrace, Unit E6(A) Step# 2010 OSSC ASCE 7-05 1. OCCUPANCY CATEGORY TYPE= II Table 1604.5 Table 1.5-1 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C. = D Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec.Spectral Response Ss= 0.972 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response S1= 0.423 Figure 1613.3.1(2) Figure 22-2 6. Site Coefficient(short period) Fa= 1.13 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.59', Figure 1613.3.3(2) Table 11.4-2 SMs=Fa*Ss SMs= 1.10 EQ 16-37 EQ 11.4-1 SM1=Fv*S1 SMI= 0.67 EQ 16-38 EQ 11.4-2 SDs=2/3*SMs SDs= 0.72 EQ 16-39 EQ 11.4-3 SDI=2/3*SM1 SD1= 0.445 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= 0 Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC1 = 0 Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels - - N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor S2o= 2.5 N/A Table 12.2-1 14. Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities - No N/A Table 12.3-1 16. Vertical Structural Irregularities - No N/A Table 12.3-2 Typical 17. Permitted Procedure Equiv. Lateral Force - Table 12.6-1 24/56 UNIT E6 2010 OSSC EQUIV.LAT.FORCE SHEET TITLE: 2010 OSSC EQUIV.LAT.FORCE CT PROJECT#: 10096 River Terrace,Unit E6(A) SDs= 0.72 h„ = 25.92(ft) Sp,= 0.45 X = 0.75 ASCE 7-10(Table 12.8-2) R= 6.5 Ct= 0.020ASCE 7-10(Table 12.8-2) IE= 1.0 T= 0.230 ASCE 7-10(EQ 12.8-7) S1= 0.42 k= 1 ASCE 7-10(Section 12.8.3) TL= 6 ASCE 7-10(Section 11.4.5:Figure 22-15) Cs=SDs/(R/IE) 0.111 W ASCE 7-10(EQ 12.8-2) Cs=SD1/(T*(R/IE)) (for T<TL) 0.298 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(SDI*TY(T2*(R/IE)) (for T>TL) 0.000 W ASCE 7-10(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-10(EQ 12.8-5)(MIN.) Cs=(0.5 S1)/(VIE) 0.033 W ASCE 7-10(EQ 12.8-6)(MIN.if S1>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.111 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-05 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C„), = DIAPHR. Story Elevation Height AREA DL vv, w; *h;k wX *hxk DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) Ew, *h,k Vi DESIGN Vi Roof - 25.92 25.92 693 0.030' 20.79 538.8 0.49 243 2.43 3rd(uppr) 8.08 17.83' 17.83 693 0.030 20.79 370.8 0.34 1.67 4.10 2nd(main) 8.92 8.92' 8.92 693 0.030' 20.79 185.4 0.17 0.84 4.93 1st(base) 8.92 0.00' SUM= 62.4 1094.9 1.00 4.93 E=V= 6.91 E11.4= 4.93 DIAPHRAGM FORCES PER ASCE 7-05 SECTION 12.10.1.1 (EQ 12.10-1) Design F, = DIAPHR. F; E F; w; E w; Fpx = EF; *www 0.4*SDs*1E*w, 0.2*SDs*1E*Wp LEVEL (kips) (kips) (kips) (kips) (kips) Ew, FPX Max. FPX Min. Roof 2.43 2.43 20.8 20.8 2.99 2.43 5.99 2.99 3rd(uppr) 1.67 4.10 20.8 41.6 2.99 2.05 5.99 2.99 2nd(main) 0.84 4.93 20.8 62.4 2.99 1.64 5.99 2.99 1st(base) 25/56 UNIT E6 ASCE 7-05 Part 2 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM-METHOD 1 PER ASCE 7-05 CT PROJECT#: 10096 River Terrace,Unit E6(A) N-S E-W F-B S-S 2009 IBC ASCE 7-05 Ridge Elevation(ft)= 44.00< 40.00ft. Roof Plate Ht.= 25.92 25.92 Roof Mean Ht.= 34.96 32.96 ft. - Building Width= 19:0 40,0:ft. Basic Wind Speed 3 Sas.Gust= 95 95',mph Figure 1609 Figure 6-1 Exposure= B B Iw= 1.0 1.0i Ref.ASCE 6.5.5 Section 6.5.5 Table 1-12 Roof Type= Gable Gable Ps3o A= 16.1 16.1:psf Figure 6-2 Ps3oB= 11.0 11.0 psf Figure 6-2 Ps30c= 12,9 12.9 psf Figure 6-2 Ps30 0= 8.9 8.9,psf Figure 6-2 X= 1.00 1,00' Figure 6-2 Kr= 1.00 1.00; Section 6.5.7 windward/lee= 1,00 0.61'(Exposed to wind load on front,back and one side-apply max of leeward or windward forces) X*Kn*Iw*windward/lee : 1.00 0.61 ps=T*Kzt*I*P,3o= (Eq.6-1) PsA= 16.10 9.82 psf (Eq.6-1) PsB= 11.00 6.71 psf (Eq.6-1) Psc = 12.90 7.87 psf (Eq.6-1) Ps o= 8.90 5.43 psf (Eq.6-1) Ps A end C average= 14.5 8.8 psf Ps a and o average= 10.0 6.1 psf a= 3 3 (Eq.6-1) 2a= 6 6 width-2*2a= 7 28 MAIN WIND-METHOD 1 PER ASCE 7-05 Areas(F-B) Areas(S-S) (F-B) (S-S) Wind(N-S) Wind(E-W) 1.00 1.00, 1.00; 1.00 10 psf min. 10 psf min. DIAPHR. Story Elevation Height AA AB Ac AD AA AB AC AD wind wind WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) per 6.1.4.1 per 6.1.4.1 Vi(N-S) V(N-S) Vi(E-VV) V(E-VV) 44.00 11.5 0 138 0 80.5 0 138 0 322 Roof - 25.92 25.92 4.0 48.5 0 28.29 0 48.5 0 113.2 0 3.0 3.8 3.38 3.38 4.04 4.04 3rd(uppr) 8.08 17.83 17.83 8.5 102 0 59.5 0 102 0 238 0 1.6 2.1 2.41 5.79 2.87 6.92 2nd(main) 8.92 8.92 8.92 8.9 107 0 62.42 0 107 0 249.7 0 1.7 2.2 2.53 8.32 3.02 9.93 1st(base) 8.92 0.00 AF= 626.2 AF= 1318 6.3 8.0 V(n-s). 8.32 V(e-w)= 9.93 kips kips kips kips 26/56 UNIT E6 ASCE 7-05 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM-METHOD 2 PER ASCE 7-05 CT PROJECT#: 10096 River Terrace,Unit E6(A) MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(F-B) Wind(S-S) Min/Part 2(Max.) Min/Part 2(Max.) Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM LRFD SUM LRFD SUM LEVEL Height (ft) hi(ft) V(F-B) V(F-B) Vi(S-S) V(S-S) Vi(F-B) V(F-B) 'Ti(S-S) V(S-S) Roof - 25.92 25.92 0:00 0.00 0.00 0.00 3.38 3.38 4.04 4.04 3rd(uppr) 8.08 17.83 17.83 0.001 0.00 0.00 0.00 2.41 5.79 2.87 6.92 2nd(main) 8.92 8.92 8.92 0.00` 0.00 0.00' 0.00 2.53 8.32 3.02 9.93 1st(base) 8.92 0.00 V(F-B)= 0.00 V(SS)= 0.00 V(F-B)= 8.32 V(SS)= 9.93 kips kips kips kips DESIGN WIND-MinJPart 21Part 1 ASD Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height LRFD DESIGN SUM LRFD DESIGN SUM LEVEL Height (ft) hi(ft) Vi(F-B) Vi V(F-B) Vi(S-S) Vi V(S-S) Roof 8.08333 17.8333 17.8333 3.38 3.38 3.38 4.04 4.04 4.04 3rd(uppr) 8.91667 8.91667 8.91667 2.41 2.41 5.79 2.87 2.87 6.92 2nd(main) 8.91667 0 0 2.53 2.53 8.32 3.02 3.02 9.93 1st(base) 0 0 V(F-B)= 8.32 V(S-S)= 9.93 kips kips Part 1 Base Shear Wind(F-B) Wind(S-S) Part 2 Base Shear = 0.0 0.0 ratio ratio 27/56 UNIT E6 SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3A CT PROJECT#: 10096 River Terrace,Unit E6(A) SHEATHING THICKNESS tsheathing= 7/16" NAIL SIZE nail size=0.131"dia.X 2.5"long STUD SPECIES SPECIES= HF#2 SPECIFIC GRAVITY S.G.=0.43 2001 WFCM Table 8 ANCOR BOLT DIAMETER Anc.Bolt dia.=;0.625 SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16"w/8d common v nominal V s allowable V allowable V w allowable (15/32"values per (Per SDPWS) modify per S.G. (Per SDPWS) modify per S.G. footnote d) Fs=2.0 Fs=2.0 — 0 1 0 1 P6TN 150 150 150 150 P6 520 242 730 339 P4 760 353 1065 495 P3 980 456 1370 637 P2 1280 595 1790 832 2P4 1520 707 2130 990 2P3 1960 911 2740 1274 2P2 2560 1190 3580 1665 N.G. 10000 9300 10000 13020 GYPSUM THICKNESS tsheathmg= 1/2" NAIL SIZE nail size=1 1/4"long No.6 Type S or W Response Modification Coef. R=6.5 SHEARWALL TYPE Table 2306.4.5 Seismic Wind 1/2"W/1 1/4"screw V allowable V s allowable V w allowable (Per SDPWS) modify G7 60 R>2 not allowed R>2 not allowed G4 110 R>2 not allowed R>2 not allowed 2G7 120 R>2 not allowed R>2 not allowed 2G4 220 R>2 not allowec R>2 not allowec 28/56 UNIT E6 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 10096 River Terrace,Unit E6(A) Diaph.Level: Roof Panel Height= 8 ft. Seismic V I= 2.43 kips Design Wind F-B V I= 3.38 kips Max.aspect= ` 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 2.43 kips Sum Wind Fa V I= 3.38 kips Min.Lwall= 2.29 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LDLef. C 0 w dl V level V abv. V level V abv. 2w/h vi Type Type vi OTM RDTM Unet U.e„, OTM RoTM Unet Us,„ U.,,e, HD (sqft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A A.3a 139.6 6.8 6.8 1.00 0,10' 0.68 0.00 0.49 0.00 1.00 1.00 72 P6TN P6TN 101 3.91 2.05 0.31 0.31 5.45 1.52 0.65 0.65 0.65 A A.3b 206.9 ;10.0 10:0 1.00 0.10' 1.01 0.00 0.72 0.00 1.00 1.00 72 P6TN P6TN 101 5.80 4.50 0.14 0.14 8.07 3.33 0.51 0.51 0.61 0 0.0 010 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.3a 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 13 B3 0 0.0 0.0 1,00', 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-_ __ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- __ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 C C.3a 97.35 7.8 7.8 1.00' 0.15' 0.47 0.00 0.34 0.00 1.00 1.00 44 P6TN P6TN 61 2.73 4.05 -0.19 -0.19 3.80 3.00 0.11 0.11 0.11 Cr C.3b 102.6 8.2 0.0 1.00' 0.001 0.50 0.00 0.36 0.00 1.00 1.00 44 P6TN P6TN 61 2.88 0.00 0.38 0.38 4.00 0.00 0.53 0.53 0.63 C C.3c 146,6 11.7 11;7 1.00' 0.00' 071 0.00 0.51 0.00 1.00 1.00 44 P6TN P6TN 61 4.11 0.00 0.37 0.37 5.72 0.00 0.52 0.52 0.52 693 44.3 44.3=L eff. 3.38 0.00 2.43 0.00 EV wi„d 3.38 E V EQ 2.43 Notes: a denotes a wall under a discontinuity ** denotes a wall with force transfer "•* denotes a TJSB 29/56 UNIT E6 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 10096 River Terrace,Unit E6(A) Diaph.Level: 3rd(uppr) Panel Height= 9 ft. Seismic V I= 1.67 kips Design Wind F-B V I= 2.41 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V I= 4.10 kips Sum Wind F-B V i= 5.79 kips Min.Lwall= 2.57 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LDL ett. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RQTM Unet Usum OTM Rum Unet Usum Ucum HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Z A A.2a 0 6.8 6.8 1.00 0.10 0.00 0.68 0.00 0.49 1.00 1.00 72 P6TN P6TN 101 4.40 2.05 0.39 0.69 6.13 1.52 0.76 1.40 1.40 A A.2b 0 10.0 10.0 1.00 0.10 0.00 1.01 0.00 0.72 1.00 1.00 72 P6TN P6TN 101 6.52 4.50 0.22 0.36 9.08 3.33 0.62 1.12 1.12 - - 0 0,0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B 13,2a 346.5 6.0 6.0 1.00 0.00 1.21 0.00 0.84 0.00 1.00 1.00 139 P6TN P6 201 7.52 0.00 1.41 1.41 10.85 0.00 2.03 2.03 2.03 B B.213 0 0,0 0,0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 C C.2a 92.53 9.0 9.0 1.00 0.15 0.32 0.47 0.22 0.34 1.00 1.00 63 P6TN P6TN 89 5.08 5.47 -0.05 -0.23 7.17 4.05 0.37 0.49 0.49 C C.2b 115.7 11.3 11.3 1.00 0.15 0.40 0.50 0.28 0.36 1.00 1.00 57 P6TN P6TN 80 5.75 8.54 -0.26 0.12 8.13 6.33 0.17 0.70 0.70 C C.2c 138 13.4 13.4 1.00 0.15 0.48 0.71 0.33 0.51 1.00 1.00 63 P6TN P6TN 89 7.62 12.15 -0.36 0.02 10.75 9.00 0.14 0.66 0.66 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 ' 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0,0 0,0 1,00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 692.7 56.4 56.4 =Leff. 2.41 3.38 1.67 2.43 1.00 EV,v„d 5.79 EVEQ 4.10 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 30/56 UNIT E6 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 10096 River Terrace,Unit E6(A) Diaph.Level: 2nd(main) Panel Height= 9 ft. Seismic V i= 0.84 kips Design Wind F-B V I= 2.63 kips Max.aspect= 3.5SDPWS-08 Table 4.3.4 Sum Seismic V I= 4.93 klps Sum Wind F-B V I= 8.32 klps Min.Lwall= 2.57 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LDL eft C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RoTM Unet Ueum OTM RoTM Unet Usum Usum HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (p11) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A A.la 0 6.8 6.8 1.00 0.15' 0.00 0.41 0.00 0.30 1.00 1.00 44 P6TN P6TN 61 2.67 3.08 -0.07 0.63 3.72 2.28 0.24 1.64 1.64 A A.1 b 0 20.8 20.8 1.00 0.15' 0.00 1.28 0.00 0.92 1.00 1.00 44 P6TN P6TN 61 8.25 29.30 -1.04 -0.69 11.49 21.70 -0.51 0.62 0.62 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B 13.1a 144.4 5.0 5.0 1.00 0.00 0.53 0.50 0.17 0.35 1.00 1.00 104 P6TN P6 206 4.70 0.00 1.08 2.50 9.26 0.00 2.14 4.17 4.17 B B.1b 202.1 7.0 7.0 1.00 0.00 0.74 0.70 0.24 0.49 1.00 1.00 104 P6TN P6 206 6.58 0.00 1.04 1.04 12.96 0.00 2.05 2.05 2.06 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 C C.1a 109.8 11.3 11.3 1.00 0.15 0.40 0.92 0.13 0.56 1.00 1.00 62 P6TN P6TN 117 6.27 8.54 -0.21 -0.45 11.86 6.33 0.52 1.01 1.01 C C.1 b 48.8 5.0 5.0 1.00 0.16 0.18 0.41 0.06 0.64 1.00 1.00 139 P6TN P6TN 117 6.28 1.80 1.03 1.03 5.27 1.33 0.91 0.91 1.03 C C.1c 187.9 19.3 19.3 1.00' 0.15' 0.69 1.57 0.23 0.85 1.00 1.00 56 P6TN P6TN 117 9.66 25.01 -0.83 -0.81 20.29 18.53 0.10 0.75 0.76 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 '0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,001 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00' 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0,0 1.00 0,004 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 `> 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 693 75.1 75.1 =L eff. 2.53 5.79 0.84 4.10 EV,,;,,d 8.32 EVEQ 4.93 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 31/56 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 10096 River Terrace,Unit E6(A) Diaph.Level: Roof Panel Height= 8 fL Seismic V i= 2.43 kips Design Wind F-B V i= 2.42 kips Max aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 2.43 kips Sum Wind F-B V i= 2.42 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LoL e,+_ Co w di V level V abv.V level V abv. 2w/h v i Type Type v 1 OTM ROMA U,=, U,,,,,, OTM RO,,,1 U„e, U,,,,, Us„„, HD (soft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (PIf) (Pit) (kip-ft)(kip-ft) (kip) (kiP) (kip-ft)(kip-ft) (WO (ki4) (kip) 1 1.3a 173.3 3.0 3.0 1.00 0.20 0.61 0.00 0.61 0.00 1.00 0.75 351 P4 P6 202 6.31 0.72 2.40 2.40 4.85 0.54 1.85 1.85 2.40'\ Irl °D 1 1.3b 173.3 3.0 3.0 1.00 0.20 0.61 0.00 0.61 0.00 1.00 0.75 351 P4 P6 202 6.31 0.72 2.40 2.40 4.85 0.54 1.85 1.85 2.40 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.3a 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 , willkif 4 4.3a 346.5 7.0 10.0 1.00 0.15 1.21 0.00 1.21 0.00 1.30 1.00 225 P6 P6 173 12.63 4.20 1.33 1.33 9.70 3.15 1.03 1.03 1.33 4 4.3b 5E-04 0.0 10.0 1.00 0.15 0.00 0.00 0.00 0.00 1.00 0.00 #####N.G. P6 173 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 693 13.0 13.0=L eff. 2.42 0.00 2.43 0.00 EV,vnd 2.42 EVEo 2.43 Notes: denotes a wall under a discontinuity '" denotes a wall with force transfer • "' denotes a TJSB C w Z N 63 a) m rn Elk SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 10096 River Terrace,Unit E6(A) Diaph.Level: 3rd(uppr) Panel Height= 9 ft. Seismic V i= 1.67 kips Design Wind F-B V I= 1.72 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 4.10 kips Sum Wind F-B V I= 4.15 klps Min.Lwall= 2.57 ft (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-08 Table4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. HD Wall ID T.A. Lwall 1-01.off. C o w di V level V abv.V level V abv. 2w/h v i Type Type vi OTM ROTA U,1 U, , OTM ROT61 Uro, Us,,, U:gym (sqft) (ft) (ft) (klf) (kip) (kip) (kit)) (kiP) fi (Plf) (Pig (kip-ft)(10-ft) (kip) (kip) (kip-ft)(MP-40 (kiP) (kip) (kip) 1 1.2a 56.83 3.0 3.0 1.00 0.20 0.14 0.61 0.14 0.61 1.00 0.67 484 P2 P6 249 8.71 0.72 3.42 5.82 6.73 0.54 2.65 4.50 5.82 Amy rco 1 1.2b 56.83 3.0 3.0 1.00 0.20 0.14 0.61 0.14 0.61 1.00 0.67 484 P2 P6 249 8.71 0.72 3.42 5.82 6.73 0.54 2.65 4.50 5.82 wtyrLv3 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.3a 346.5 3.5 8.0 1.00 0.20 0.86 0.00 0.84 0.00 1.00 0.78 399 P3 P6 246 9.78 2.24 2.66 2.66 7.76 1.68 2.15 2.15 2.66 144 ex-44n 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 4.2a 232.8 7.0 10.0 1.00 0.15 0.58 1.21 0.56 1.21 1.30 1.00 330 P4 P6 256 20.77 4.20 2.62 3.95 16.13 3.15 2.05 3.08 3.95 R- f t 5 f$ ' V,(,35 4 4.2b 3E-04 0.0 10.0 1.00 0.15 0.00 0.00 0.00 0.00 1.00 0.00####i N.G. P6 256 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 693 16.5 16.5=L eft 1.72 2.42 1.67 2.43 EV.ind 4.151:VEQ 4.10 Notes: denotes a wall under a discontinuity " denotes a wall with force transfer - denotes a TJSB 2 w = 0) rn rn SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 10096 River Terrace,Unit E6(A) Diaph.Level: 2nd(main) Panel Height= 9 ft. Seismic V I= 0.84 kips Design Wind F-B V I= 1.81 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V I= 4.93 kips Sum Wind F-B V I= 5.96 kips Min.Lwall= 2.57 ft. . (0.6-0.14Sds)D+0.7pQe 0.6D+W per SDPWS-08 HO Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LOL,„ C0 w dl V level V abv. V level V abv. 2w/h v i Type Type vi OTM ROTS,, U,„, Us,,,,, OTM RoTM UM, U.,, U,,,,,, (sqft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (PI() (Plf) (kl4-ft)(kip-ft) (klP) (kiP) (kip-(i)(klP-(i) (kiP) (kip) (kip) 1 1.2a 217.8 11.5 5.8 1.00 0.20 0.49 1.50 0.23 1.49 1.00 1.00 194 P6 P6 173 20.08 5.28 1.37 7.19 17.91 3.97 1.29 5.79 7.19 IrVilotil 1 1.2b 2E-12 0.0 3.0 1.00 0.20 0.00 0.00 0.00 0.00 1.00 0.00 #####N.G. P6 173 0.00 0.00 0.00 5.82 0.00 0.00 0.00 4.50 -44112--- - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.3a 346.5 3.5 10.0 1.00 0.20 0.79 0.86 0.36 0.84 1.00 0.78 572 P2 P4 471 14.02 2.80 3.96 6.62 14.84 2.10 4.50 6.64 6.64 El1l 2* I - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 4 4.2a 116.4 2.0 10.0 1.00 0.15 0.26 1.79-<,0.12 1.78 '1.30 0.44 2775" " 1028 22.20 1.20 15.75 19.70 18.50 0.90 13.20 16.29 4 4.2b 118.4 2.0 10.0 1.00 0.15 0.26 0.00 0.12 0.00 1.00 0.44 178" " 132 1.43 1.20 0.17 0.17 2.38 0.90 1.11 1.11:7 t - ."4.J 797.2 19.0 19.0=L eff. 1.81 4.15 0.84 4.10 EVwwr,d 5.96 EV Ea 4.93 0(A.) ) 1•2i?4.5 Notes: * denotes a wall under a discontinuity " denotes a wall with force transfer """ denotes a TJSB w C Z c) m rn o) ESR-2652 I Most Widely Accepted and Trusted Page 8 of 22 TABLE 3-STRONG-WALL®SB DESCRIPTION,SIZES AND MAXIMUM ALLOWABLE SHEAR LOADS(ASD) FOR PORTAL ASSEMBLIES.'" Seismic(SDC C-E' Wind(SDC A-B) Nominal Drift at Hold-down Hold-down Drift at Model No. Width Height Allowable Allowable Uplift at Allowable Allowable Uplift at.. (in) (In) Shear(lbs) Shear(In) ShearlowAllowable Shear(lbs) Shear(In) Allowable `bblae' SWSB 12x7 12 78 2730 0.29 9805 3000 0.31 10775 SWSB 18x7 18 78 5600 0,30 13495 6160 0.33 14845 SWSB 24x7 24 78 10300 0.29 20800 10400 0.30 21000 SWSB 12x7.5 12 85.5 2520 0.32 9920 • 2770 . 0.35 10905 1 SWSB 18x7.5 18 85.5 5380 0.34 14215. 5910 0.37. 15615 m SWSB 12x8 12 93.25 2310 0.35 9915 ,C.1-57-10 0.39 10905 .n B SWSB 18x8 18 9325 5150 0.37 14840 5665 0.40 16325 in SWSB 24x8 24 9325 8870 0.37 21415 9760 0.42 23560 SWSB 12x9 12 10525 1580 0.43 9570 r 1780. 0:48 10780 SWSB 18x9 18 105.25 3810 0.43 13770 4180 0.51 15105 SWSB 24x9 24 105.25 7810 0.42: 21280 8590 0.47 23405 .. SWSB 12x7 12 78 1300 0.27 9335 1430 0.33 10270 SWSB 18x7 18 78 2800 0.31 13495 3080 0.36 14845 SWSB 24x7 24 78 5150 0.29 20600 5200 0.30 21000 SWSB 12x7T3- 12 85.5 1200 0.31 9450 1320 0:38: . " 10390 To t SWSB 18x7.5 18 85.5 2625 0.33 13870 2885 0.40 15245 ao JR SWSB 12x8 12 9325 1100 0.35 9445 1210 0.42 10390 co .5 SWSB 18x8 18 93.25 2450 0.36 14120 2695 0.43 15530 SWSB 24x8 24 93.25 4435 0.37 21415 4880 0.42 23560 SWSB 12x9 12 105.25 790 0.43 •9570 890 0:48 10780 <` SWSB 18x9 18 10525 1905 0.43 13770 2090 0:51. 15105 SWSB 24x9 24 105.25 3905 0.42': 21280 4295 0.47 23405 For SI:1 Inch=25.4 mm,1 lb.=4.45 N,1 plf=14.6 Wm. 'Loads shown are the maximum allowable capacity based on AC130 tests.For allowable loads with various support conditions,see Table 4. 2Hold-down uplift at allowable shear is based on a moment arm of 8.688 Inches,14.563 inches and 19.313 inches for 12-inch,18-inch and 24-inch panels respectively,reduced by a factor of 0.8 and 0.9 for 12-Inch and 18-inch panels 93.25 Inches or less in height,respectively.In-plane shear must also be considered in hold-down anchor design.Values shown in the Table are at allowable stress design level resistance.No Increase for duration of load Is allowed. 'Panels may be trimmed to a minimum height of 74%inches.For panels trimmed to a height less than 78 Inches,use allowable shear values shown for 78 inches height To calculate allowable shear loads and drifts for panels trimmed to heights between those listed,Interpolate between nearest SWSB heights or use the allowable load of the taller SWSB.Determine the hold-down uplift value in accordance with Section 4.1.4 of this report. 35/56 UNIT K6 ROOF BELOW 15'-4" 1'-8" 9' 8" 10'2" 2'-5" 8Y1 4'-10" 4'-10" t o I -.+ HI• —EGRESS " 6-0 4-0 SL 1 II '� I II I. II I! II a 1 ; i t Bedroom 2 a M �Ie o % vII I ,) II 2'-11/4" il II II 1 f-4Y2" 1'-83� x =1 II i ,0 5 SH. CI, °° „�T �3 I } II '-s 2-0 fl I ( za" re x n BIFOLD IL II e'I ''o Bath N r-„YN-b it I t1 o 22.'00" I II n 1 I ATTIC II 'n (71571 ACCESS_ 1I L ...____di,I9 , U Mrn, I 2 6 WAIL ' I ^� ul II 1 �' II �II 4'" ; M o I N I SHOWER LW/_ / n� l I� i m I 4'-10Y4"A 3 v II -4 HOW, c� I' LOW WALL x za" TB Q 3'-6yy _ ,0 1 42" A.F.F. II M. ath f • `" SEE SHT. li lo U8 FOR 1 IICipp STAIR i_ ® 0 DETAILS II II I s I RADON.REDUCTION SYSTEM • I : . .. 8'_4}2 ••• _,3'-5Y":_ r 1 a 2 I, o li ... .a II II I i cn a1 II Master Bedroom • • iIt II RAISED CEILING v 1I o of I III _ 1I II .. II I • II I 1 o}—f� I f_` —� 5-0 4I6 SL '� e EGREpS ® I 4'-11" Jr 4.-9" .F1.-8" 9'-8" 1-7".f 2-5" 36/56 15'-4" x 11'-103/4" 3'-5 20Y4" UNIT K6 f t _1 ROOF ABOVE 1'-7r" 4'-3" 4•-3" 5'-3" I ir t ' Deck t In I IFLOOR! ABOVE, 1- i I 1-6[5-0�SH 6-0 6-10 SGD 1-6 5-0 I }1 II II 1 0 I. II Living m � ii I Ur I, II II 11 e II �� 1 TILE HEARTH II (OPTIONAL)- —~ I1 FACTORY-BUILT ~ T II I1 DIRECT VENT GAS li I FIREPLACE �� I. a II I 1 INSULATE FLOOR OVER Q II 11 UNHEATED SPACE II • I I I. I I II Ii N . III II 73/2" 3,-6" 'I I 11 1 DN I. I I II Dining _�.—� 0 II 11 a li LOW WALL0 I' II 42" A.F.F.I .. 11 I it 0 3'-2" II i LOW WALL-T ------___11_1. - II -CONTINUE COMMON 36"ABV. ^'�' U�l 1 THROUGHWALL GWNOSING-_-----.... 1 0 I�1 FURRING N .... ii I TYPICAL ;; Jr SEE SHT. Ur 2'-8" U8 FOR STAIR � x6 1 l''' 0• 1I I' DETAILS RADON _' II MITIGATION 1 11 /11OPEN RAIL 0/ PONY WALL: 1 VENT STACKII r .-- N UPoTOP OF WALL +22" A.F.F. TOP OF RAIL +36" A.F.F. I ;I II � o #-1 • o Ii I Q` 2 3 e i II ��yyyl 9 O v} 12'-632" 1 3'-13/z" 3'-11Y/" !I o X } i Y o it Kitchen p I' ® I .I i 0W 1 ' mi I, b. ' 5-0 4-I6 SL. ‘ ID J I I I I OD SIM. I 4'-10" 4'-10" ' 1,1,1'-8" 1-6"� 9'-8" I 4'-0" f I 15'-4" ..I' 37/56 UNIT K6 15'-4" dr 11'-t03 �4" x 3._5Y4., r I DECK ABOVE h o I i AM ` '-i q COMMON WALL H ' 11" 5.-5" o t 'v � I — N Ellco j I o DIRECT VENT GAS o I 4 WATER HEATER ID1 AND FURNACE DOORS SHALL BE _N SELF-CLOSING 20-MIN. RATED Garage iI . ' I I - -t-- 1 44 I 0 -..,- uC A 75 + II Dl 4-0 I L. FURN. i' I INSU Mec Pk _II co R2 OCCUP.II, II IINo 3'-6" I I 1 11 i r—•—�mr—.nh---.\- N ii 'I • Ii L Ii o it J U 16 II II VO2 " D5 JII 1I mm•� ii `� I °Duel Entry II O I' N N i . GO �I co Ilk �� ., oZ ;I 8-0 7-0 SOHD n I I L TLDT-- I I N I _ 1 5'-332" 4'-8'2 10-, 2'-1" 2._5" I TPorch 1 I 1 UP I 10'-10" , 4'-6" 38/56 UNIT K6 -c --1 4x12 HDR cn c N 1-- o z 14 0 S9.2 1Y4"x14"vIM I CON . 4x10 HDR — I 1 Bi I 1 GT 6 IS9.0 TYP. I I e AT BLDG. I STEP I 20" PRE—FAB TRUSSES CSP 19.2" 0.C. 1 1 1 fir-��— —y-- --GT— , ---4 j 1,l 1 ; II 1 1 \ I 6 i , TYP. S9.0 I 111 I _1 I \\ j STEPAT S90 S9.0 I'Ii I \ I ' 1- ‘s TAIL II J I II, 4 FIAMIOG 11. ,_i I--,L\ 1 I r-- �� 1 _ \„/ 1 0p I, I \ I \ I I \ I \ - j II I I jI \ II, I \ I \ I . 1 II Ido 9g III I I li , ; L , I 1 1 I i I 1 3Y2"x14" GL FB 1Y4"x14" RIM 39/56 UNIT K6 �• e 20 S9.0 e VP _ - - PT 4x12 HDR L: ACE4POSTCAP X o M:6 TYP. . `° II Alth BEARING 0 STUDS ABV. Rol2x8 PT EDG:R! , Y M:4( p ED) A"x9 2, SB 'M I C3 0 CONT. I 6 DOUBLE 59 0 TYP. 113"x9Y2" 0 z OSB RIM o 0 AT BLDG. �i N RE217 STEP 10- a 12 9.0 rn 914" BCI 5000-1.7 BLOCKING, TYP. GT ABOVE I 0__ 3J"�10J" GLB HDR -_- ff 4°�G= GT ABOVE I ' o B3 I (��'©'I CONT. TYP. 1 I # DOUBLE /h 1 RIM BLDG. 7 `r -- ---- - OSBSB RIM STEP S9.0 I- ii 11 1X"xW /I I I VERSA-LAM/I 11 FB / 11 / I 1 9fi"x9Y2"1 I , 110SB f 21M I 1 1 / � I 1 / 1 / 1/ I j I I / 1 3/:",10Y2" LB HDR P. I I I AB•VI I I /STAIR 11 iI ' II /FRAMING I i L I II/ DBL 11 1/ JOIST I m m l dill.. IL' _ I ICS 1 le q I J I� X I rn 1I va :LO• ING TYP 14: 1 u eLB DR l(2 2x6 HDA 1A"x9 „ .= ..I OSB RIM '� I _'��,��r i_illriGT AB CONT. TO POST AT BUNDLED STUDSMEW I I 4 8 HDR ADJACENT UNIT FOR HDR ABV. I _ - -- _-) 8 4x4 W/AC4�TRUSSES AT 24" O.C. t PORCH ROOF SYMMETRICAL ABOUT THIS LINE 40/56 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: ProUNIT K6 Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Punted 19 DEC 2013,6 38PM yja �r i/ , jr �a er 3 tf] 1 Mitipie' p 6 e� j 7k 3, y ,..-.5,„,4 ,s. ,,,,,,,,....,.....,,EN , 'W.V. „ , ,,, ` 3�,,x,, $ 1,1t ; 31 Lic.#: KW-06002997 Licensee:c.t.engineering Description : Upper Floor Beams Woo4 Be ii?D sig UB-1 LR Header ” Catcuta r 2O MDS,100 20063 CBCT,007 ASCE 7- a..Y,'/- '‘\ .. �::-.. �.. � � h.... :. f � .y;5 µ'k5e.... BEAM Size: 4x12,Sawn, Fully Unpraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-Prll 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=3.0 ft Unif Load: D=0.0180, S=0.0250 kilt,Trib=3.0 ft Design Summary 9 oo to,WASP Max fb/Fb Ratio = 0.327; 1 fb:Actual: 321.48 psi at 4.250 ft in Span#1 Fb:Allowable: 982.51 psi Load Comb: +D+L+H Max fv/FvRatio= 0.154: 1 A A fv:Actual: 27.66 psi at 7.565 ft in Span#1 Fv:Allowable: 180.00 psi 8s0 n,4x12 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.035 in Downward Total 0.052 in Left Support 0.42 0.51 0.32 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.42 0.51 0.32 Live Load Defl Ratio 2943 >360 Total Defl Ratio 1952 >180 41/56 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Proj NIT K6 Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed: DEC 2013,639PM Lic.#: KW-06002997 Licensee.c.t.engineering Description : Main Floor Beams W+ Beim Design MB1 Interior door headers H V --, ` ; Caktga#PriaPer;005 [DSOBC2fl ,C 2°07,ASc BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Wood Grade: Fb-Tension 1,000.0 psi Fc-Pill 1,000.0 psi Fv 65.0 psi Ebend-xx 1,300.0 ksi Density 34.0 pcf Fb-Compr 1,000.0 psi Fc-Perp 1,000.0 psi Ft 65.0 psi Eminbend-xx 1,300.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=13.0 ft Design Summary D 0.1950 L 0.520 MMOMMWMMMWMWMMMWMWMMMMME Max fb/Fb Ratio = 0.368. 1 fb:Actual: 367.28 psi at 1.500 ft in Span#1 Fb:Allowable: 999.05 psi Load Comb: +D+L+H III Ill Max fv/FvRatio= 0.683: 1 A A fv:Actual: 44.38 psi at 2.400 ft in Span#1 Fv:Allowable: 65.00 psi 3.09,2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D k Lr S W E H Downward L+Lr+S 0.008 in Downward Total 0.011 in Left Support 0.29 0.78 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.29 0.78 Live Load Defl Ratio 4679 >360 Total Defl Ratio 3403 >180 Wood Beam Design MB2 Beam at edge of stairs 000 F k' Ail' \: / ), Calc%.tatitl per NDS,IBOS,cBc02007,ASCE44# BEAM Size: 1.75x9.5,TimberStrand, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-Pit 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=1.0 ft Point: D=0.4740, L=1.265 k @ 9.a04 Point: D=0.120, L=0.320 k @ 4.50 ft Design Summary . ""' Max fb/Fb Ratio = 0.498. 1 D(0 0150 L(0.040) fb:Actual: 985.10 psi at 4.500 ft in Span#1 ,,, �� s'„ ,, F Fb:Allowable: 1,977.35 psi Load Comb: +D+L+H „„ • Max fv/FvRatio= 0.164: 1 A A fv:Actual: 50.69 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 10.0 ft, 1.75x9.5 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.141 in Downward Total 0.194 in Left Support 0.16 0.44 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.58 1.55 Live Load Defl Ratio 851 >360 Total Defl Ratio 619 >180 oo4Beairi Design * MB3 Den Header '''' t `; Cai €Iati s ` r 5 ' '`'4,„„-, 2007; 7-05 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850 psi Fc-PHI 1300 psi Fv 150 psi Ebend-xx 1300 ksi Density 27.7 pcf Fb-Compr 850 psi Fc-Perp 405 psi Ft 525 psi Eminbend-xx 470 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=8.0 ft Design Summary D 0120 L 0.320 Max fb/Fb Ratio = 0.749; 1 _�`_ fb:Actual: 759.67 psi at 2.750 ft in Span#1 � � � psi � Fb:Allowable: 1,014.63 Load Comb: +D+L+H = A Max fv/FvRatio= 0.438: 1 fv:Actual: 65.65 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 5.50 ft,2-2x9 Load Comb: +D+L+H Max Deflections Max Reactions (k) 2 I Lr S W E H Downward L+Lr+S 0.053 in Downward Total 0.074 in Left Support 0.33 0.88 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.33 0.88 Live Load Dell Ratio 1234 >360 Total Dell Ratio 897>180 42/56 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: UNIT K6 Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)2850618 Punted 19 DEC 2013,539PM Fie_ i,;.. irr, ,..:: ar s r 5005,,--- ,, f 201A/111,4, 0 0 0 1,.,: s«Muumiag f p10eje % ,', .1"CACf, 4 201 , 3.8 € 10,,;a: 1, Lic.#: KW-06002997 Licensee:c.t.engineering Wood Beam D ,,t 7 MB4 Beam over Garage \\ .,,- ,''%,4;-1' �; /.. ,, u' loot s j ,,0 5I+tDs,. ,2006,GBG W.ASCE ` BEAM Size: 3.125x10.5,GLB, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2400 psi Fc-PrIl 1650 psi Fv 265 psi Ebend-xx 1800 ksi Density 32.21 pcf Fb-Compr 1850 psi Fc-Perp 650 psi Ft 1100 psi Eminbend-xx 930 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=12.0 ft Design Summary Max fb/Fb Ratio = 0.965. 1D 0.180 L 0.480 fb 280.10 si , .: ... .. ....c Fb•Alluwable: 2,280.20 psi at 5.750 ft in Span#1 Load Comb: +D+L+H • Max fv/FvRatio= 0.559: 1 A A fv:Actual: 148.04 psi at 0.000 ft in Span#1 11.50 ft, 3.125x10.5 Fv:Allowable: 265.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.350 in Downward Total 0.481 in Left Support 1.04 2.76 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.04 2.76 Live Load Defl Ratio 394>360 Total Defl Ratio 286>180 Wo Bei, s rt MB5 Garage Door Header , fir. tc batioots,° 2005 NDS C f ,CBO Q7 ASCE05," BEAM Size 3.125x10.5,GLB, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2,400.0 psi Fc-Pr!! 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 32.210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 930.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=8.0 ft Point: D=0.420, L=0.510, S=0.320 k @ 1.250 ft Point: D=0.420, L=0.510, S=0.320 k @ 10.250 ft Design Summary 4a.xwo•,P.a:p, .., ..... Max fb/Fb Ratio = 0.746; 1 D 0.120 L 0.320 fb:Actual: 1,763.00 psi at 5.750 ft in Span#1 Fb:Allowable: 2,362.27 psi �� y �� Load Comb: +D+L+H • �F ... Max fv/FvRatio= 0.533: 1 A A fv:Actual: 141.21 psi at 0.000 ft in Span#1 Fv:Allowable: 265.00 psi 11.50 ft, 3.125x10.5 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.287 in Downward Total 0.402 in Left Support 1.11 2.35 0.32 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.11 2.35 0.32 Live Load Defl Ratio 480>360 Total Defl Ratio 343 >180 e«e Beamm1 design MB6 Deck Beam � r,. ..�.�. ` 4 . ,.. ,Per 05 NOS, 20D6, ° 1}07,1AS E,, BEAM Size: 4x12,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900 psi Fc-PM 1350 psi Fv 180 psi Ebend-xx 1600 ksi Density 32.21 pcf Fb-Compr 900 psi Fc-Perp 625 psi Ft 575 psi Eminbend-xx 580 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=5.0 ft Design Summary Max fb/Fb Ratio = 0.943. 1D 0.0750 L 0.20 fb:Actual: 738.92 psi at 5.750 ft in Span#1 Fb:Allowable: 783.50 psi . Load Comb: +D+L+H • • Max fv/FvRatio= 0.351 : 1 A A fv:Actual: 50.60 psi at 0.000 ft in Span#1 11.50 ft, 4x12 Fv:Allowable: 144.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.119 in Downward Total 0.164 in Left Support 0.43 1.15 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.43 1.15 Live Load Defl Ratio 1158 >360 Total Defl Ratio 842 >180 43/56 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: UNIT K6 Seattle,WA 98109 Project Descr: (206)285 4512 Fax: .,. .. Prn ed 19 DEC 2013, 13 0 39arPM(206)285 0618 ''''':'''''.1'4!-2° ��q 1' EfEH , : .42011i,kLcefise.cU .te2rginene1n. gI� T1i ?i zifi i4 Pie- i. et : Lic.#:KW-06002997 W e * * earn design :, MB7 Beam at edge of stairs(D) gni �1cu ons per9ONDS 6,CBC 2 ASCE oS BEAM Size 1.75x9.5,TimberStrand, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: Tr LSL 1.55E Fb-Tension 2,325.0 psi Fc-Prll 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550..0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=1.0 ft Point: D=0.4740, L=1.265 k @ 10.750 ft Point D=0.120, L=0.320 k @ 6.50 ft Design Summary ao< psi Max fb/Fb Ratio = 0.623; 1 D 00150 L 0.040 fb H .Actual: 1,165.36 psi at 6.488 ft in Span#1 • >-�_ Fb:Allowable: 1,871.43 p a� Load Comb: +D+L+H • Max fv/FvRatio= 0.154: 1 A A fv:Actual: 47.74 psi at 0.000 ft in Span#1 11.250 n, 1.75x9.5 Fv:Allowable: 310.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) 2 L Lr S Al E H Downward L+Lr+S 0.202 in Downward Total 0.278 in Left Support 0.16 0.42 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support0.61 1.62 Live Load Deft Ratio 667 >360 Total Defl Ratio 485 >180 • * Bea esign MB8 Entry Door Header(D) Only i.. " � .: \.. \ Geral uiaUons, i zoo1�'`i; �:c 2l i7,.Asb`� '' BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850 psi Fc-Pill 1300 psi Fv 150 psi Ebend-xx 1300 ksi Density 27.7 pcf Fb-Compr 850 psi Fc-Perp 405 psi Ft 525 psi Eminbend-xx 470 ksi Applied Loads Unit Load: D=0.0150, L=0.040 k/ft,Trib=4.0 ft Unif Load: D=0.0180, S=0.0250 k/ft,Trib=2.0 ft Point: D=0.160, L=0.420 k @ 0.750 ft Design Summary ua,- Max fb/Fb Ratio = 0.287; 1a°o .! WAW fb:Actual: 292.07 psi at 1.260 ft in Span#1 Fb:Allowable: 1,016.71 psi Load Comb: +D+L+H Max fv/FvRatio= 0.345: 1 A A fv:Actual: 51.82 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 3.50 ft,2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) 2 L Lr S W E H Downward L+Lr+S 0.009 in Downward Total 0.013 in Left Support 0.29 0.61 0.09 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.20 0.37 0.09 Live Load Defl Ratio 4689 >360 Total Defl Ratio 3279 >180 W B`f�alm B) igllf K MB9 Ent Roof Beam ,: *;�... '_•! .0 1culatiptt per 2 8 IiDs, lfltf6, .'iC 2 - t= ':,$` BEAM Size: 4x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850 psi Fc-Prll 1300 psi Fv 150 psi Ebend-xx 1300 ksi Density 27.7 pcf Fb-Compr 850 psi Fc-Perp 405 psi Ft 525 psi Eminbend-xx 470 ksi Applied Loads Unif Load: D=0.0180, S=0.0250 k/ft,Trib=3.0 ft Design Summary Max fb/Fb Ratio = 0.553. 1 D(0.05401 S(0.0750) fb:Actual: 695.77 psi at 5.250 ft in Span#1 e Fb:Allowable: 1,258.20 psi Load Comb: +D+S+H • • Max fv/FvRatio= 0.206: 1 A A fv:Actual: 35.50 psi at 9.905 ft in Span#1 10.50 ft, 4x8 Fv:Allowable: 172.50 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) 2 L Lr S W E H Downward L+Lr+S Left Support 0.28 0.39 Upward L+Lr+S 0.0.143000 inin UpwardDownward TotalTotal 0.0000.245 inin Right Support 0.28 0.39 Live Load Defl Ratio 882 >360 Total Defl Ratio 513 >180 44/56 } kerson St. CT ENGINEERING U'NSut e.c02 I N C.d Seattle,WA / /,A 98109 Project: �t'��i �� Date: / (206)285-4512 FAX: Client: Page Number: (206)285-0618 /110/7/P/ei9T/ews 7' ow g--4 etiv#9 K-l. t�lvl,' — Td =S mV ver13. 0-60 r C Attp - a .i . l �'�I I w• =• ( 1-1-3-e$19 /o' .4(_0G¢2r/PC) 3'f 074-zrASP) fp/ r t a%7 tri► 5., Itov //DU e e.$)2- 910 t .�.,�- /Z gUZs-# . /4071" 6 ."ti4ls6), I on k. – r S • W CrotzS,50:3 (407-zclop)* [66. z 00 ItA M= 713Ce 5)78 ` `'► 3e, 44' 'e l 7 I • Jotsi, 45/56 ••ral Engineers UNIT K6 2010 OSSC SEISMIC OVERVIEW SHEET TITLE: 2010 OSSC SEISMIC OVERVIEW CT PROJECT#: 16009 River Terrace, Unit K6(A) Step# 2010 OSSC ASCE 7-05 1. OCCUPANCY CATEGORY TYPE=II Table 1604.5 Table 1.5-1 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C. = D Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec.Spectral Response Ss= 0.972 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response S1= 0.423 Figure 1613.3.1(2) Figure 22-2 6. Site Coefficient(short period) Fa= 1,13 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.59 Figure 1613.3.3(2) Table 11.4-2 SMS=Fa*Ss Skis= 1.10 EQ 16-37 EQ 11.4-1 SM1=Fv*Si SMi= 0.67 EQ 16-38 EQ 11.4-2 SDs=2/3*SMs SDs= 0.72 EQ 16-39 EQ 11.4-3 SD,=2/3*SM, SD,= 0.445 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC, = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels - - N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor S2 = 2.5 N/A Table 12.2-1 14. Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities - No N/A Table 12.3-1 16. Vertical Structural Irregularities - No N/A Table 12.3-2 Typical 17. Permitted Procedure Equiv. Lateral Force - Table 12.6-1 46/56 UNIT K6 2010 OSSC EQUIV.LAT.FORCE SHEET TITLE: 2010 OSSC EQUIV.LAT.FORCE CT PROJECT#: 16009 River Terrace,Unit K6(A) Sos= 0.72 h„ = 25.92(ft) Sp,= 0.45 x = 0.75'ASCE 7-10(Table 12.8-2) R= 6.5 C,= 0 020'ASCE 7-10(Table 12.8-2) IE= 1.0 T= 0.230 ASCE 7-10(EQ 12.8-7) S,= 0.42 k= 1'ASCE 7-10(Section 12.8.3) T�= 6 ASCE 7-10(Section 11.4.5:Figure 22-15) CS=Sps/(R/IE) 0.111 W ASCE 7-10(EQ 12.8-2) CS=Sp,/(T*(R/IE)) (for T<T�) 0.298 W ASCE 7-10(EQ 12.8-3)(MAX.) CS=(Sp,*TO/RZ*(R/IE)) (for T>TO0.000 W ASCE 7-10(EQ 12.8-4)(MAX.) CS=0.010.010 W ASCE 7-10(EQ 12.8-5)(MIN.) CS=(0.5 S,)/(R/IE) 0.033 W ASCE 7-10(EQ 12.8-6)(MIN if S1>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.111 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-05 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C,� = DIAPHR. Story Elevation Height AREA DL w; w; *h;k wx *hxk DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) Ew, *h;k Vi DESIGN Vi Roof - 25.92' 25.92 693 0.025 17.325 449.0 0.45 2.08 2.08 3rd(uppr} 8.08 17.83 17.83 693 0.030 20.79 370.8 0.37 1.72 3.80 2nd(main)' 8.92 8.92' 8.92 693 0.030' 20.79 185.4 0.18 0.86 4.66 1st(base) 8.92 0.00' SUM= 58.9 1005.1 1.00 4.66 E=V= 6.52 EH.4= 4.66 DIAPHRAGM FORCES PER ASCE 7-05 SECTION 12.10.1.1 (EQ 12.10-1) Design Fpx = DIAPHR. F; E F; w; E w; Fpx = EF; *wex 0.4*Sps*IE*wP0.2*Sps*IE*Wp LEVEL (kips) (kips) (kips) (kips) (kips) Ew, Fpx Max. Fpx Min. Roof 2.08 2.08 17.3 17.3 2.49 2.08 4.99 2.49 3rd(uppr) 1.72 3.80 20.8 38.1 2.99 2.07 5.99 2.99 2nd(main) 0.86 4.66 20.8 58.9 2.99 1.64 5.99 2.99 1st(base) 47/56 ASCE 7-05 Part 2 UNIT K6 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM-METHOD 1 PER ASCE 7-05 CT PROJECT#: 16009 River Terrace,Unit K6(A) N-S E-W F-B S-S 2009 IBC ASCE 7-05 Ridge Elevation(ft)= =44,00 40.00 ft. Roof Plate Ht.= 25.92 25.92 Roof Mean Ht.= 34.96 32.96 ft. -- --- Building Width= 19.0 40.0 ft. Basic Wind Speed 3sao.ou., 95 96 mph Figure 1609 Figure 6-1 Exposure= B B Roof Type= Gable Gable Ps30A= 16.1 16.1'ppsf Figure 6-2 Pssoc= 11.0 11.0 psf Figure 6-2 Pssoc= 12.9 12.9 psf Figure 6-2 Pssoc= 8.9 8,9,psf Figure 6-2 A= 1.00 1.00Figure 6-2 KK= 1,00 1.00' Section 6.5.7 windward/lee= 1.00 0.00'(Exposed to wind load on front,back) A*Kc'Iw'windward/lee: 1.00 0.00 Ps=X.Kzt`I*ps3o= (Eq.6-1) PSA= 16.10 0.00 psf (Eq.6-1) Pse= 11.00 0.00 psf (Eq.6-1) Psc= 12.90 0.00 psf (Eq.6-1) Ps o= 8.90 0.00 psf (Eq.6-1) PsA.mc.,,,,,= 14.5 0.0 psf PS S and D.v.raga= 10.0 0.0 psf a= 3 3 (Eq.6-1) 2a= 6 6 width-2*2a= 7 28 MAIN WIND-METHOD 1 PER ASCE 7-05 Areas(F-B) Areas(S-S) (F-B) (S-S) Wind(N-S) Wind(E-yy) 1,00 1.00 1.00 1.00 10 pat min. 10 psf min. DIAPHR. Story Elevation Height AA As Ac AD AA As Ac AD wind wind WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) per 8.1.4.1 per 6.1.4.1 Vi(N-S) V(N-S) Vi(E-W) V(E-W) 44.00 11.5 0 138 0 80.5 0 138 0 322 Roof -- 25.92 25.92 4.0 48.5 0 28.29 0 48.5 0 113.2 0 3.0 0.0 3.38 3.38 0.00 0.00 3rd(uppr) 8.08 17.83 17.83 8.5 102 0 59.5 0 102 0 238 0 1.6 0.0 2.41 5.79 0.00 0.00 2nd(main) 8.92 8.92 8.92 8.9 107 0 62.42 0 107 0 249.7 0 1.7 0.0 2.53 8.32 0.00 0.00 1st(base) 8.92 0.00 AF= 626.2 AF= 1318 6.3 0.0 V(n-s)= 8.32 V(e-w)= 0.00 kips kips kips kips 48/56 UNIT K6 ASCE 7-05 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM-METHOD 2 PER ASCE 7-05 CT PROJECT#: 16009 River Terrace,Unit K6(A) MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(F-B) Wind(S-S) Min/Part 2(Max.) Min/Part 2(Max.) Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM LRFD SUM LRFD SUM LEVEL Height (ft) hi(ft) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Roof - 25.92 25.92 0.00 0.00 0.00' 0.00 3.38 3.38 0.00 0.00 3rd(uppr) 8.08 17.83 17.83 0.00 0.00 0.00' 0.00 2.41 5.79 0.00 0.00 2nd(main) 8.92 8.92 8.92 0.00 0.00 0.00' 0.00 2.53 8.32 0.00 0.00 1st(base) 8.92 0.00 V(F-B)= 0.00 V(S-S)= 0.00 V(F-B)= 8.32 V(SS)= 0.00 kips kips kips kips DESIGN WIND-MinJPart 2IPart 1 ASD Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height LRFD DESIGN SUM LRFD DESIGN SUM LEVEL Height (ft) hi(ft) Vi(F-B) Vi V(F-B) Vi(S-S) Vi V(S-S) Roof 8.08 17.83 17.83 3.38 3.38 3.38 0.00 0.00 0.00 3rd(uppr) 8.92 8.92 8.92 2.41 2.41 5.79 0.00 0.00 0.00 2nd(main) 8.92 0.00 0.00 2.53 2.53 8.32 0.00 0.00 0.00 1st(base) 0 0 V(F-B)= 8.32 V(S-S)= 0.00 kips kips Part 1 Base Shear Wind(F-B) Wind(S-S) Part 2 Base Shear = 0.0 #DIVIOI ratio ratio 49/56 UNIT K6 SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3A CT PROJECT#: 16009 River Terrace,Unit K6(A) SHEATHING THICKNESS tsheannng= 7/16" NAIL SIZE nail size=0.131"dia.X 2.5"long STUD SPECIES SPECIES= HF#2 SPECIFIC GRAVITY S.G.= 0:43 2001 WFCM Table 8 ANCOR BOLT DIAMETER Anc.Bolt dia.=0.625 SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16"w/8d common v nominal V s allowable V allowable V w allowable (15/32"values per (Per SDPWS) modify per S.G. (Per SDPWS) modify per S.G. footnote d) Fs=2.0 Fs=2.0 — 0 1 0 1 P6TN 150 150 150 150 P6 520 242 730 339 P4 760 353 1065 495 P3 980 456 1370 637 P2 1280 595 1790 832 2P4 1520 707 2130 990 2P3 1960 911 2740 1274 2P2 2560 1190 3580 1665 N.G. 10000 9300 10000 13020 GYPSUM THICKNESS tsheatlring= 1/2" NAIL SIZE nail size=1 1/4"long No.6 Type S or W Response Modification Coef. R=6.5 SHEARWALL TYPE Table 2306.4.5 Seismic Wind 1/2"w/1 1/4"screw v allowable v s allowable V w allowable (Per SDPWS) modify G7 60 R>2 not allowed R>2 not allowed G4 110 R>2 not allowed R>2 not allowed 2G7 120 R>2 not allowed R>2 not allowed 2G4 220 R>2 not allowec R>2 not allowec 50/56 UNIT K6 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 16009 River Terrace,Unit K6(A) Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 2.08 kips Design Wind F-B V i= 2.03 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V I= 2.08 kips Sum Wind F-BVI= 2.03 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall Logy eff C U w dl V level V abv. V level V abv. 2w/h vi Type Type V i OTM RoTM Unet Usum OTM RoTM Unet Usum Usum HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A A.3a 346.5 30.0 30.0 1.00' 0.15' 1.01 0.00 1.04 0.00 1.00 1.00 35 P6TN P6TN 34 8.33 53.95 -1.56 -1.56 8.11 40.50 -1.10 -1.10 -1.10 A A.3b 1E-07 0.0 0:0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 ##### N.G. P6TN 34 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 A A.3c 1E-07 0.0 0.0 1.00' 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 ##### N.G. P6TN 34 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 00 0.0 1.00< 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00'' 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.3a 1E-07 0.0 0.0 1.00> 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 ##### N.G. P6TN 34 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.3b 346.5 ''30.0 30.0 1.00' 0.15 1.01 0.00 1.04 0.00 1.00 1.00 35 P6TN P6TN 34 8.33 53.95 -1.56 -1.56 8.11 40.50 -1.10 -1.10 -1.10 B B.3c " 0 0A 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 693 60.0 60.0=L eff. 2.03 0.00 2.08 0.00 EV,„nd 2.03 EVEQ 2.08 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 51/56 UNIT K6 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 16009 River Terrace,Unit K6(A) Diaph.Level: 3rd(uppr) Panel Height= 9 ft. Seismic V I= 1.72 kips Design Wind F-B V I= 1.45 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 3.80 kips Sum Wind F-B V I= 3.47 kips Min.Lwall= 2.57 ft. per SDPWS-08 (0.6-0.14Sds)D+0.7 p Qe 0.60+W Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LDL eft C 0 w dl V level V abv. V level V abv. 2w/h vi Type Type v i OTM ROTM Unet Usum OTM Rom Unet Usum Usum HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Z A A.2a 346,5 30.0 30.0 1.00 0.15 0.72 1.01 0.86 1.04 1.00 1.00 63 P6TN P6TN 58 15.20 53.95 -1.32 -1.32 13.90 40.50 -0.91 -0.91 -0.91 A A.2b 1E-07 0.0 0.0 1.00 0,008 0.00 0.00 0.00 0.00 1.00 0.00 ##### N.G. P6TN 58 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 A A.2c 1E-07 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 ##### N.G. P6TN 58 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 ' 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.2a' 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.2b' 346.5 30.0 30.0 1.00 0.151 0.72 1.01 0.86 1.04 1.00 1.00 63 P6TN P6TN 58 15.20 53.95 -1.32 -1.32 13.89 40.50 -0.91 -0.91 -0.91 B B.2c' 0 0.0 0.0 1.00 0:00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 693 60.0 60.0=L eff. 1.45 2.03 1.72 2.08 1.00 EV,;nd 3.47 EVEQ 3.80 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 52/56 UNIT K6 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 16009 River Terrace,Unit K6(A) Diaph.Level: 2nd(main) Panel Height= 9 ft. Seismic V i= 0.86 kips Design Wind F-B V i= 1.52 kips Max.aspect= 3,5 SDPWS-08 Table 4.3.4 Sum Seismic V I= 4.66 kips Sum Wind F-B V I= 4.99 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LDL eff C 0 w dl V level V abv. V level V abv. 2w/h vi Type Type vi OTM ROTM (Just Usum OTM Roan Use Usum Usum HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A A.la 3415 30.0 30.0 1.00' 0.15' 0.76 1.74 0.43 1.90 1.00 1.00 78 P6TN P6TN 83 18.64 53.95 -1.20 -1.20 19.96 40.50 -0.70 -0.70 -0.70 A Al b 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 ##### N.G. P6TN 58 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 A A.1c 0 0.0 0.0 1.00' 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 ##### N.G. P6TN 58 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0',0 1,00" 000. ' 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00, 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 P0,0 1,00" 0,00 000. 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.l a 0 : 0.0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.lb 346.5- 30.0 30,0 1.00'• 0.151 0.76 1.74 0.43 1.90 1.00 1.00 78 P6TN P6TN 83 18.63 53.95 -1.20 -1.20 19.95 40.50 -0.70 -0.70 -0.70 B B.1c 0 0.0 0.0 1.00' 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 693 60.0 60.0=L eff. 1.52 3.47 0.86 3.80 V.„d 4.99 EVEQ 4.66 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 53/56 SHEET TITLE: LATERAL S-S(side to side) `/ (p CT PROJECT#: 16009 River Terrace,Unit3SC (,Kr V- Diaph.Level: Roof Panel Height= 8 ft Seismic V 1= 2.08 kips Design Wind F-B V i= 0.00 kips Max aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V I= 2.08 kips Sum Wind F-B V I= 0.00 kips • Min.Lwall= 2.29 ft. per SDPWS-08 (0.6-0.14Sds)D+0.7 p Qe 0.60+W Table4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall Lola,,. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM U,,,, U,,,,, OTM Rorty Ur, U,,,,,, U . HD (sqft) (ft) (ft) (ki() (kiP) (kip) (kiP) (kip) p (PIt) (Pif) (kip-ft)(klp-ft) (kip) (kip) (kip-ft)(kip-ft) (kip) (kip) (kip) 1 1.3a 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0---I./--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.3b 346.5 4.0 8.0 1.00 0.20 0.00 0.00 1.04 0.00 1.30 1.00 338 P4 -- 0 10.83 2.56 2.48 2.48 0.00 1.92 -0.58 -0.58 2.48 frt.4r4' - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.3a 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DAO 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 4.3a 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 4.3b 346.5 4.0 8.0 1.00 0.20 0.00 0.00 1.04 0.00 1.30 1.00 338 P4 -- 0 10.83 2.56 2.48 2.48 0.00 1.92 -0.58 -0.58 2.48 Ai 4,'711'8 693 8.0 8.0=L eff. 0.00 0.00 2.08 0.00 YV, 0.00 EVEQ 2.08 Notes: denotes a wall under a discontinuity denotes a wall with force transfer "' denotes a TJSB C A Z Cr I O) SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 16009 River Terrace,Unit K5(A) Diaph.Level: 3rd(uppr) Panel Height= 9 ft. Seismic V i= 1.72 kips Design Wind F-B V I= 0.00 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 3.80 kips Sum Wind F-B V i= 0.00 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. HD Wall ID T.A. Lwall LOQ eH C U w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM U,,,, U, OTM ROM U,=, U:o, U,um (sqft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) (Plf) (Plf) (kip-ft)(kip-ft) (kip) (kip) (kip-ft)(kip-ft) (kip) (kip) (kip) 1 1.2a 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- �/- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.2b 346.5 4.0 8.0 1.00 0.20 0.00 0.00 0.86 1.04 1.30 0.89 695 2P4 - 0 22.24 2.56 5.90 8.38 0.00 1.92 -0.58 -1.15 8.38 4-)444"111 Z 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.3a 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 4.2a 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- /-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 4.2b 346.5 4.0 8.0 1.00 0.20 0.00 0.00 0.86 1.04 1.30 0.89 695 2P4 -- 0 22.24 2.56 5.90 8.38 0.00 1.92 -0.58 -1.15 8.38 e)4-'72... 693 8.0 8.0=L eff. 0.00 0.00 1.72 2.08 EV,„d 0.00 EVEQ 3.80 Notes: * denotes a wall under a discontinuity "* denotes a wall with force transfer *** denotes a TJSB C Z_ cn T. rn SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 16009 River Terrace,Unit K5(A) Diaph.Level: 2nd(main) Panel Height= 9 ft. Seismic V i= 0.86 kips Design Wind F-B V i= 0.00 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 4.66 kips Sum Wind F-B V i= 0.00 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-08 HD Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. Co wdi Vlevel Vabv.Vlevel Vabv. 2w/h vi Type Type vi OTM Ron, U. U,,,,„ OTM Rona U*„ U,,,,, U.,,,, (sqft) (ft) (ft) NO (hiP) (kip) (kip) (hip) p (pit) (pif) (kip-ft)(kip-ft) (kip) (kip) (kip-ft)(kip-ft) (kip) (kip) (kip) 1 1.2a 231 8.0 10.0 1.00 0.00 0.00 0.00 0.29 1.27 1.30 1.00 252 P4 - 0 18.16 0.00 2.48 2.48 0.00 0.00 0.00 0.00 2.48 141.P041' 1 1.2b 115.5 4.0 6.0 1.00 0.20 0.00 0.00 0.14 0.63 1.00 0.89 284 P4 --- 0 9.09 1.92 2.15 10.54 0.00 1.44 -0.43 -1.58 10.54 14-04)01^' - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.3a 0 5.5 5.5 1.00 0.15 0.00 0.00 0.00 0.00 1.00 1.00 0--- --- 0 0.00 1.81 -0.38 -0.38 0.00 1.36 -0.28 -0.28 -0.28 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 4.2a 346.5 4.0 11.3 1.00 0.15 0.00 0.00 0.43 0.00 1.00 0.89 157'" " 0 5.03 2.72 0.69 0.69 0.00 2.04 -0.61 -0.61**** 41144105014 4 4.2b 6E-12 0.0 11.3 1.00 0.15 0.00 0.00 0.00 1:90 1.30 0.00#fi###** "* 0 22.24 0.00-33.35 -24.97 0.00 0.00 0.00 -1.15***` 693 21.5 21.5=L eff. 0.00 0.00 0.86 3.80 }� EV,�w 0.00 JVEQ 4.66 5w5 V t2)ke Notes: * denotes a wall under a discontinuity 00d R.:e Partm - ** denotes a wall with force transfer *** denotes a SIMPSON SHEARWALL r C cri a> Z CM rn Roseburg 2:bpm 1 Firs ct $cues£vatajs azsi 1 of 1 Cs Beam 2015.7.0.1 1mrBeamEng(ne 4.13.10.1 Materials Database 1543 Member Data Description: Member Type:Joist Application: Floor Top Lateral Bracing:Continuous Bottom Lateral Bracing:Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection:Glued&Nailed Filename: BeamI 11 001460 m 2560 / Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 312# -15# 2 11' 0.000" Wall DFL Plate(625psi) 3.500" 3.500" 1103# — 3 25' 6.000" Wall DFL Plate(625psi) 3.500" 1.750" 418# — Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 257#(192p1f) 55#(42p1f) 2 849#(637p1f) 255#(191p1f) 3 327#(245plf) 91#(68p1f) Design spans 10' 9.375" 14' 3.375" Product: 9 1/2" RFPI-20 16.0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1254.'# 2820.'# 44% 19.57' Even Spans D+L Negative Moment 1441.'# 2820.'# 51% 11' Total Load D+L Shear 596.# 1220.# 48% 11' Total Load D+L End Reaction 418.# 1151.# 36% 25.5' Even Spans D+L Int.Reaction 1103.# 1775.# 62% 11' Total Load D+L TL Deflection 0.2167" 0.7141" U790 18.85' Even Spans D+L LL Deflection 0.1753" 0.3570" L/977 18.85' Even Spans L Control: Max Int React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON alpOd doamesaetadematsofthe,rrespectveowners KAMI L HENDERSON rrsC copyright(C)2015 by Simpson strong-Tie company Inc.ALL RIGHTS RESERVED. EWP MANAGER PACIFIC LUMBER&TRUSS "Passing ring= defined as when the member,floorjoist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAV ERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation axordiog to the manufacturers specifications. 503-858-9663 � J6 MAIN N Roseburg 1-25-16 2:28pm Forest Products Compare) 1 of 1 CS Beam 2015 7.0.1 kmBeamEngine 4.13.10.1 Materials Database 1543 Member Data Description: Member Type:Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: U480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued&Nailed Filename: Beam1 Other Loads Type Other Dead (Description) Side Begin End Start End Start End Category Point(PLF) Top 0' 0.00" 0 100 Live Point(PLF) Top 0' 0.00" 50 34 Roof anids., .. . K '�" it 1 _ x '"1`Pa;'a, , ., ;iba Na f'u,,.. .1 .5]"1i »3, : ,s._..41 e" e r / 2000 1060 1430 / ®6 9 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 2' 0.000" Wall DFL Plate(625psi) 3.500" 3.500" 678# 2 12' 6.000" Wall DFL Plate(625psi) 3.500" 3.500" 1030# -- 3 26' 9.000" Wall DFL Plate(625psi) 3.500" 1.750" 418# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Roof Dead 1 369#(277p1f) 82#(62p1f) 309#(232p1f) 2 832#(624p1f) -16#(-12p1f) 199#(149plf) 3 322#(242p1f) 2#(2plf) 95#(72p1f) Design spans 2' 0.000"(left cant) 10' 6.000" 14' 0.375" Product: 9 1/2" RFPI-20 16.0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1255.'# 2820.'# 44% 20.22' Odd Spans D+L Negative Moment 1302.'# 2820.W 46% 12.5' Adjacent 2 D+L Shear 579.# 1220.# 47% 12.5' Adjacent 2 D+L Cant.Shear,Lt 317.# 1220.# 25% 1.99' Total Load D+L End Reaction 418.# 1151.# 36% 26.75' Odd Spans D+L Int.Reaction 1030.# 1775.# 58% 12.5' Adjacent 2 D+L TL Deflection 0.2140" 0.7016" 1J786 20.22' Odd Spans D+L LL Deflection 0.1661" 0.3508" L/999+ 20.22' Odd Spans L TL Defl.,Lt. 0.0489" 2L/980 0' Odd Spans D+L LL Defl.,Lt. -0.0334" 2U999+ 0' Even Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% Left cantilever allowable shear is for joist only SIMPSON All product names are trademarks of their respective owners KAMI L HENDERSON ,,..,.. P MANAGERStson6fe Copyright(C)2015b Simpson Strong-lie Company Inc.lncALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-858-9663