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HomeMy WebLinkAbout2003, 02-05 Permit 02005584 Floor Framing, Beam Plan9:54,4= it �A� V��r'wvv EA.OF �L��S 002.2/ RID PENIN TSTA ---- ------ ------------ - HDR. ---------------- — — — — — — —EXST. V1 AIvA1:�(S1S Q -- -- -- - -- IF x IIIx2,6�1= fWeA OYi CCN') pY'l Soli a��— I I IQ FQ Wf iN•CfA, Q�IIV►1R/Yld,(.f@y� X1 a lwtmber, Sv �►ze6a�(� n 00- I QiX W I I actdlfirn�aCsahc� 'In pp PROVIDE RIM I 1 1s for 6Iu )6(m I ' R'S O'TS Wz ETC. PER MFGR'S REO'T9 � ..( b-eaMs L,s�Ct,. I,4W �Z Q �N ohs Rt 2 r I� I Il;Q--- -- -- – – –16' TJI PRO 450 MI6"O.C. R4 -O – – _ – – – – – – – – DOUBLE 16'TJI 50 n = I – – F _ – _ – – – CarrleclbLlb'%fc� ADD'L 2X4 IN WALL • DBL .JOISTS B TH ENDS OF J 9:54,4= it �A� V��r'wvv 0 (L I = 10 TJI PRO 260 ^I6"O.C. I J EXST. ,�ZST?'iDD 4.EX8 R O.K.) "NO G D SObID 1 -2-749- - - - -- I --R€�ISTERED J ` RCHITECT REVISED PER AS—BUILT CONDITIONS AR R .. NANCE LOOR FRAMING PLAN ST T OF WASHINGTON I/4"=1' -O" N�NC;5 ��I0trNGE POp`r� cvm1 iP k '�"O w GI 1 �kA4 > *V) -�D M6k-, •1 o001i VA Bd.-r CAP`'( -��Nis -1v91 � Irt-l•t-'tev lb X6 IN WALL DEL ,JOISTS ({7B THH ENDS OF JSTS 1q�b; Oto =3'co 2/5/0-3 twJec(E, -ea,ac—'h A 123 m`ie, =3;75 EA.OF 0 RID PENIN TSTA z 3 JII 1 J U� O ING ry I I I II I I I I I I I I I IQ FQ "ooltt��cc''I1 Xg4e �' O.C. LG.JSTS. 00- I I 0 (L I = 10 TJI PRO 260 ^I6"O.C. I J EXST. ,�ZST?'iDD 4.EX8 R O.K.) "NO G D SObID 1 -2-749- - - - -- I --R€�ISTERED J ` RCHITECT REVISED PER AS—BUILT CONDITIONS AR R .. NANCE LOOR FRAMING PLAN ST T OF WASHINGTON I/4"=1' -O" N�NC;5 ��I0trNGE POp`r� cvm1 iP k '�"O w GI 1 �kA4 > *V) -�D M6k-, •1 o001i VA Bd.-r CAP`'( -��Nis -1v91 � Irt-l•t-'tev lb X6 IN WALL DEL ,JOISTS ({7B THH ENDS OF JSTS 1q�b; Oto =3'co 2/5/0-3 twJec(E, -ea,ac—'h A 123 m`ie, =3;75 Tioeht g everhacu erBtuinea TJ-Beam(TM) 6.05 Serial Number. User. 1 2/5/2003 5:15:23 PM Page 1 Engine Version: 1.5.12 Beam over Fireplace 2 Pcs of 1 1/2" x 7 1/4" 1.7E Solid Sawn Douglas Fir #1 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ups ' may= Zf5i4-6k,fN, eA *110' GW Lr M b 6' 6"---1 LOADS: 1 e Analysis is for a Drop Beam Member. Tributary Load Width: 11' Product Diagram is Conceptual. 6-1AI -CAM O f - . Ce -fi crotiefr Primary Load Group - Residential - Living Areas (psf): 40-0 Live at 100 % duration, 10 SUPPORTS: 1 Stud wall 2 Stud wall Input Width 3.50" 3.50" Bearing Length 3.50" 3.50" Vertical Reactions (Ws) Detail Other Live/Dead/Uplift/Total 1430 / 374 / 0 / 1804 By Others None 1430 / 374 / 0 / 1804 By Others None -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): By Others DESIGN CONTROLS: Maximum 1712 2639 Shear (lbs) Moment (Ft-Lbs) Live Load Defl (in) Total Load Defl (in) Design Control 1307 1378 2639 2628 0.088 0.206 0.112 0.308 Control Passed (95%) Passed (100%) Passed (U837) Passed (U663) .0 Dead Location Lt. end Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading -Deflection Criteria: STANDARD(LL:U360,TL:U240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -The allowable shear stress (Fv) has not been increased due to the potential of splits, checks and shakes. See NDS for applicability of increase. - Analysis assumes continuous member. Lap joints, splices and finger joints significantly reduce member performance and have not been considered. ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. —Solid sawn lumber analysis is in accordance with 1991 NDS methodology and is solely presented for comparison purposes. Program limitations and assumptions about this analysis are available through the software's On-line Help. Trus Joist does not warrant the analysis nor the performance of solid sawn lumber materials. -Allowable Stress Design methodology was used for Building Code UBC analyzing the solid sawn lumber material listed above. -Note: See TJ SPECIFIER'S / BUILDER'S GUIDES for multiple ply connection. Operator Notes: dim. lumber of smaller dim. qualification PROJECT INFORMATION: e=1.7x10 6 for #1 d.fir (1.8x10 6 for glu-lam) fb= 1000 for #1 d.fir (2200 min. for g.lam) -Fv 1f`or '14‘ toiNK Z-40 QS s � K)r, cry C Copyright 0 2002 by Trus Joist, a Weyerhaeuser Business OPERATOR INFORMATION: Barry Nance ViewPoint II 12007 E. 25th Avenue Spokane, WA 99206 Phone : (509) 928 7163 Fax : Same viewpoint2@msn.com 2748 �,,ECISTF E� D ,►l BAiRY R. NANCE I STATE OF WASHINGTON C:\datacad\DWG\Gary-Diane\F-P Beam.::= W114�/J% Beam over Fireplace TJBeam(TM)6.OSSeralNuV, AWcycr2 Pcs of 1 112" x 7 1/4" 1.7E Solid Sawn Douglas Fir#1 User. 1 2/5/2003 5:15:24 PM Page2 EngineVersron:13_12 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group ^ 6' 2.00" Max. Vertical Reaction Total (lbs) 1804 1804 Max. Vertical Reaction Live (lbs) 1430 1430 Required Bearing Length in 1.50(W) 1.50(W) Max. Unbraced Length (in) 32 Loading on all spans, LDF = 1.00 , Dead + Floor Design Shear (lbs) 1307 -1307 Max Shear (lbs) 1712 -1712 Member Reaction (lbs) 1712 1712 Support Reaction (lbs) 1804 1804 Moment (Ft-Lbs) 2639 Live Deflection (in) 0.088 Total Deflection (in) 0.112 Loading on all spans, LDF = 0.90 , Dead Only Design Shear (lbs) 271 -271 Max Shear (lbs) 355 -355 Member Reaction (lbs) 355 355 Support Reaction (lbs) 374 374 Moment (Ft-Lbs) 547 PROJECT INFORMATION: e=1.7x10 6 for #1 d.fir (1.8x10 6 for glu-lam) fb=1000 for #1 d.fir (2200 min_ for g_lam) Copyright © 2002 by Trus Joist, a Weyerhaeuser Business OPERATOR INFORMATION: Barry Nance ViewPoint I1 274 12007 E. 25th Avenue REG!STERED Spokane, WA 99206 �„ �ARCHITECT Phone : (509) 928 7163 Fax : Same viewpoint2@msn_com R. NANCE STATE OF WASHINGTON C:\datacad\DWG\Gary-Diane\F-P Beam.sms FEB 05 2003 2:45PM HP LASERJET 3200 TABLE 9.3A-LAG SCREW DESIGN VALUES (Z) for SINGLE SHEAR (two member) CONNECTIONS12 with both members of identical species SIDE MEMBER 'THICKNESS ts inches LAG ' SCREW DIAMETER D inches - RED G=0.67 OAK G=0.55 MIXED MAPLE SOUTHERN PINE G=0.50 DOUGLAS FIR- LARCH G=0.49 DOUGLAS FIR- LARCH (N) G=0.46 DOUGLAS FIR (S) HEM -FIR (N) In lbs. Z.i.1 .lbs. Zw.t lbs. ZO • lbs. 7..si lbs. ;Li lbs. Z11 lbs. Z51 lbs. Z„,1 lbs. ZI I ,.lbs. 1 Z lbs. lbs. Zlr lbs. ZI lbs. Z,,,1 ]bs. 1/2 I14 5/26 3/8 190 270 340 150 19D 210 150 . 21D 250 170 240 290 130 140 160 130 180 . 220 160 220 260 110 130 140 120 170 200 160 210 260 110 120 120 170 130 200 . 150 200 240 100 1I0 120 120 160 190 5/8 1/4 5/16 : 3/8 210 290 350 160 210 250 160. 220 260 180 250 310 130 280 200 140 190 230 170 240 290 120 160 170 130 180' 210 170 240 290 120 130 I50 170 170 210 • 160 230 280 120 140 150 120 170 200 3/4 114 5/16 3/8 230 310 380 170 220 260 180 240 280 200 270 330 240 190 220 150 200 240 180 250 310 130 170 210 140 190 220 180 250 310 130 140 : 170 180 200 220 •170 240 290 120 160 180 130 170 210 1 I/4 •5/16 3/8 260 360 •430 200 250 290 200 270 330 230- 300 370 160 210 240 180 230 270 210 280 350 150 190 220 160 210 250 210 280 340 150 160 • 190 210 220 250 200 270 330 140 270 .210 150 200 240 1-1/4. 7/4 5/16. 3/8 260 .370 470 200 .280 .280 330 200 340 230 . 340 420 180 230 270 180 250.. 300 220 .320 390 170 210 240 170 240 290 220 320 390 170 170 210. 230. 240 280 210 300 370 150 190 220 160 220 270 1-1/2 114 5116 ' .3/8' 7/16 1/2 5/8 3/4 7/8 1 1-1/8 1-1/4 • 260 370 470 630 830 1140 1510 1940 2450 3030 352D 200 280 340 430 510 670 890 960 1020 1080 1140 200 280 340 460 590 800 1040 1300 1600 1930 2300 230 340 420 570 710 980 1320 1710 2170 2590 2880 180 250 300 350 420 570 660 720 770 810 860 180 250 300 400 500 680 880 1I10 1371) 1670 2000 220 •• 320 400 540 660 920 1240 1620 2060 2360 2630 170 230 270 320 380 530 -590 630 680 710 750 170 240 290 380 460 620 820 1040 1290 1560 1860 220 320 400 540 650 9I0 1220 1600 2040 2320 2580 170 170 230 230 260 280 310 380 370 450 520 620 560 800 600 1020 650 1260 . 690 1540 730 1840 210 310 390 510 610 870 1170 1540 1930 2170 2410 160 210 240 290 350 470 520 550 600 620 660 160 220 270 360 430 580 760 970 1210 1460 1750 2-1/2 1/4 5/16 3/8 7 . 3/4 7/8 1 1-1/8 1-1/4 260 370 470 630 830 1290 1860 2460 2970 3550 4190 200 280 340 460 590 860 1060 1290 1550 1800 1910 200 280 340 460 590 ..0 1240 1640 1980 2320 2680 230 340 420 570 750 1170 1680 2100 2560 3080 3650 180 250 300 400 520 700 870 1080 1280 1350 I440 182) 250 300 400 520 780 1090 1400 1660 1950 2270 220 320 400 550 710 1120 1570 1950 2390 2880 3430 170 240 290 380 480 630 800 1000 1130 1180 1250 170 240 290 380 480 730 1020 1280 1530 1800 2100 220 32D 400 540 710 1110 1550 I930 2360 2850 3390 170 170 230 230 280 280 380.;i 380 deli 480 . I 720 780 1010 970 1260 1080 1500 1150 1770 1220 2070 210 310 390 520 690 1070 1470 1830 2250 2720 3250 160 220 270 360 450 580 740 920 1000 1040 I090 160 220 270 360 460 690 970 1180 1430 1670 1950 1. Tabulated lateral design values (Z) for lag screw connections shall be multiplied by all applicable adjustment factors (Table 7.3.1). 2. Tabulated lateral design values (Z) are for -full diameter" lag screws (see Reference 3) inserted in side grain with lag screw axis perpendicular 10 wood fibers. and with the following lag screw bending yield strengths (Fyb): Fyb= 70.000 psi for D = 1/4" Fyb = 60,000 psi for D = 5/16" Fyb = 45,000 psi for D > 3/8" Post -its Fax Note 7671 Data 1ages 0„. To 3A From Co oept Co. Phone* Phone it Fax" 9l.8 —1/ '3 Fat* 58 Lag Screws 274 11,y REGISTERED li `\ �i tt�, APCI i ECT TARRY R. NANC€- STATE OF WASHINGTON .*:v t.-0 -e NDS- IT' l RAIlstb NA-ntakmc, Destsw S te/4770o wittr,O9 L J ct%oA)