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Home My WebLink AboutSPECS - 07-00223 - 1053 Widdison Ln - BarnNovember 15. 2007 Building Inspector City of Rexburg Rexburg,, ID 83440 Deer Sir, Doug. Thompson requested that I inspect a wood frame shed which he has constructed on the southwest corner of his property at 1053 iddison Lane. The purpose of the �nspection was to make a deterrru"nation concerning whether the shed has adequate shear wall capacity 1:o withstand the design seismic and wind lateral loads as required by the International Building Code. The north wall was of specific concern because of the openings in that wall. After reviewing the co guration of the structure and performing some loading calculations, it is my professional judgment that the north wall does require some strengthening. The sheathing is adequate but the approximately 6 ft. long segment between the overhead door and the personnel door requires tie -downs at each end to resist the overturning moment created by the 'in -plane shear forces.. Tie -down straps should be provided at each end of this shear wall segment. Each pie -down should be capable of transferring a 30a0 1b, vertical uplift farce frorn the wooden studs to the concrete foundation. The connections of the straps to the foundation, and also to the studs, should be capably of transferring this force. Attached is a conceptual sketch of this tie -down system, One method would be to install a Simpson Strong -Tie MSTC5.2 (3" wide x 52-1/4" Ions) galvanised strap between the concrete foundafion and the double study at each end of the wall segment_ The strap could be attached to the foundation with either C--Yne 5!8'" diameter x 2-314" embedment galvanized Hilti Kwik Bolt 3, or two ��x" x 2-1l4" embed ment galvanized Hilti Kwik Belt 3. the required minimum edge distance for the X18" anchor is 8-112". The required minimum edge distance for the ��" wichor is 7-414", and the sp,acing between anchors shah be at least. 5". The anchor bolts shall beinstalled 'in accordance with the manufacturer's recommendations. The straps would extend up the studs, and be attached with nails, also per the recommendations of the strap manufacturer. All meUl below grade should be corrosion - resistant. Please contact me if you have any questions. cc. Douglas C_ Thompson Sincerely, Brent G. Harris, P.E. Phone: 208-356-6387 444 NOT TO SCALE 9IL3 TO DOUBLE STUD 7R.AF BETWEEN VALL ND FDUNDATIDN EXPANSION ANCHDR, III l l lil h , 1 11 [Ci A &�. 1053 Widdison -Thompson Barn T ' E Cl A 115 .067 P l l h , i I a P II II P l l h , I I 3 Ii I f :I s I 1p I 3 ohm= I :I s I 1p I L- I 14 to 17 I � � �1 � s i I- � i '' I S I I I I I f I I I 0 I , I I I I I�'�I i � 5 I r I I 1 � i 1 ; I � I i i � � I � � � s f r I I I j l l l s 1 p I I .I ■ . �I � I S a I I I � — � o 17 I � � �1 � s i I- � i '' I S I I I I I f I I I 0 II I , I I I I I�'�I i � 5 I r I I 1 � i I ; I � i � � � � I I I j l l l s II I , I I I I I�'�I I i I Ir i 1 p I I I , I I I I I�'�I I , I I I I Job Truss � - T Tyke JABS g Al k -j. QUEEN TCK COMPONENTS -IF, Idaho Falls, ID 83403, ERIC J. _5-1�0-8 1 436 _ 4 114 ,,fob I eter�r tiorial) 500 s Dec 14 2006 MITek Industries, Inc.. ` ed' I a 16,54:55 2007 Page 1 Skase = :52.2 US 10 9 a 5X8 4x4 5X8 - U4 T 8-4-14 16-0-0 2-7- 32_0- P late Offsets (X,Y): [1:0-3-3' Edge], [7:0-3-3r Edge], [9:04-0,0-3-0] LOADING (psfIi SPACING 2-0-0 TCLL 35-0 Plates Increase 1.15 (Roof Snow --35.0) Lumber Increase 1,15 TCDL BCLL 8'0 0.0 Rep Stress Incr YES BCDL 8.0 Code IftG20031TP12002 LUMBER TOP CHORD 2 x 4 SPF 165OF 1.5E ESOT CHORD 2 X 4 SPF 165OF 1.5111 WEBS 2 x 4 SPF-SStud/Std REACTIONS (Ib/size) 1-1 09/0--1 7-1609/0-5-8 Max -1609/0-- x Hort 1--7L Max Upliftl=-1 (L , 7--1 (L Max ra l =1 8(L, ) 7=1 (L 1 TC 0.76 BC O� 94 WE3 0.85 Matrix DFL in (loc) Ildefl Ud Vert(LL) -0.36 9 >999 240 Vert(TL) -0.63 8-9 >600 180 Harz(TL) 0.19 7 nia rola PLATE MT20 Weight: 106 lb IP 169/123 BRACING T P H i D Structural wood sheathing directly applied or 2-2-0 oc purlins. E T HORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 3-9115-9 FORCES I b� -Maximum ompr sign/aman Tension i PCHORD V/1' 7i/ 0I4 -j61 / Y r - - 1 3/2{ 8 , - -3972 7 , ` -46f 4/ 31 BOT CHORD 1-1 0=-315/42961 -10= 206/3244, 8-9--166/32441 7-8=-276/4296 WEB _10=-780/134 33-10-2/73813-9--1364/1141P 4-9=-45/115815-9--1364/14215-8=:-3/738t 6-8z--780/134 MOTES 1)Wind: ASCE 7-98; 90mph; h= . ft; TCD11-=4. ;p f; BCDL=4. p.sf; Category II-, Exp a enclosed; 'I . F s interior zone, Lumber DO L-1. 33 plate gri p DOLT 1, 33, 2) T LL 'ASCE 7-98; Pf--35.0 psf (flat roof snow); Exp Q Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) Th is true has been desig n d for a 10, 0 p, f battom chord I ive road no on curr nt with a ny other live loads. 5) This true requires i ate [nspection per the Tooth Count Method when th1s thistruss is chosen for q ua l t assurance inspection. Provide mechanical connection others) of truss to bearing plate capable of withst2nding 122 Ib uplift at joint 1 and 1.22 1b uplift at joint 7. 7 Th is truss i s desig n e0i i n accord ante with the 200 3 1 nternationa I R es i d nti a I Cod e secti ons 1502.1+1.+1 a rid R802- 1 . n d referenced standard NSI/TPI 1 LOAD CASE(S) Standard c Tru -- o r-_1111 T ype JOBS l f jLE - TCOMPONENTS-IF, Idaho Falls, ICS 83403, EPIC J. 4A -- 2 4.0 'K3 R 9 a 4 7 4A _ 8 Qty : P I -- 1 Job Referen (c ptio l 6.500 s Dee 14 2406 VlT k Industries, Inc. -..Wed May 23 16:54:57 2007 Page I K 10 W 11 12 Tt T� 4� T T 19 18 17 14 F: Scale = 1:52A 4x NUTS 1) VV-1nd: ASCE 7-98, 90mph, h= ft; T DL= _ p f; B i t_T . p f; Category 11; Expo Q nic)d; MWFRS interior zone; Lumber COOL=1.33 plate grip DOL -1,33, Truss designed for grind loads in the plane of the truss only. For studs exposed to wind normal to the face), see I iT , "Standard Gable End Detail 11 3) TOLL: ASCE 7-98; Pf=35.0 p f (flat roof snow); Exp - Fully Exp. 4 Unbalanced snow 102ds have been considered for this design. This truss has been designed fcr a 10.0 p f bottom chord live load nonconcurr nt with any other live loads. [I plates are 1.5x4 MT20 unless otherwise indicated. 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection, Gable requires continuous bottorn chord bearing, Gable studs spaced at 2-0-0 oc. 1 ) Provide rnhatl[C21 connection (by others) of truss to bearing plate capable of withstanding 5 ]b apl[ft at joint 1, 5 1b uplift at joint 1 , 24 Ib uplift at joint 23, 27 Ib uplift at joint 24, 25 lb uplift at joint 25, 29 Ib uplift at joint 26, 15 Ib uplift at joint 27, 54 lb uplift at joint 28, 23 Ib uplift atioint 21 F 28 Ib uplift at joint 20, 25 lb uplift at joint 19, 29 Ib uplift at joint 18, 15 Ib uplift at joint 17 and 53 Ib uplift at joint 16. 11) This truss is designed in accordance with the 2003 International Residential Code sections R502, 11. 1 and R802.10.2 and referenced standard ANSYTH 1 _ LOAD E() Standard - Plate s t _( 11:0 -3 -600 -0 -21,. -[15:0 -3 -6,0 -0 -?J, LOADING p TOLL 35.0 - SPACI� -0� S1 DEFL In (1o) I/dell Ltd PLATES GRID` Plates I r� r s F TC 0.29 (Roof Snow= . 0 rt(LL) n1 - n1a 999 MT20 169/123 T L Lumber Increase 1.1 B 0.17 Vert(TL) n/ - n1a 999 BSL Rep stress In r 'SEs #B .1 Hor Ho(TL) 0.00 1 n1 n1a B DL . Code I 1T 1(Matrix)e Weight. 11 lb LUMBER BRACING TOPCHORD 2 X 4 SIF 165OF 1 F E TOP H FLA Structural wood sheathing directly lied or 6-0-0 oc purlins. BOTCHORD 2 X 4 SPF 1650E 1.5E BOT H FAD Iia g i d ceiling directly applied or 10-0-0 oc bracing - OTHERS X 4 sP F-sStud/Std REACTIONS TION (lb/size) 1-171/32-0-0. 1 -171/32-0-0a =195/32-0-0,23=204/32-0-0, 24z-205132-0-0, 2 5 a 19 9132-0-01 26�226/32-0-0, 27-113/32-0-07 28 -417f32 -0-0r 21=204/32-0-0, 20=205132-0-01 19-199/32-0-01 18=226/32 -0 -Op 17=113132-0-0p 1---1 7/.-0-0 Max Hort 1=-(L ) Max u pliftl =- L , 1 =- (L , 23==24 (L , 24=-27(LC =- (L ), =- L , 7=- 1 (L ) F =- (L 7), 1 - (L , 0=- L , 1 =- (L 8), 1 =- (L ), 1 --1 (L ), 1 =- (L Max Grav 1-4(L ), 1 -4(L =1 L 1), =0L , 4=8(L , 5z --(L =(L 7=1 L ), - 07 L , 21= (L ), 0= 9 (L t 1 - 0(L ), 18= (L , 1 =1 L ), 1 = 07(L FORCES (Cb) -Maximum Co-mpressjon/Maximum Tension T P H F D 1-2--92/791 2-3=-78142P 3-4=-491531 4-5=-56/67, 6-6=-54179, -7--54193, 7-8--58/106, 8-9=-58/103, 9-10--54/8 10- l 1-zi / , 11-12;---56/43r r '1 -1 -'49/35, 13-14=-78/16, 1 -1 =- B T CHORD 1-28=0152127-28-0-1521 26-27-0/52, 25-26=0/52124-25-0/52i 23-24=0152P 22-23=0/521 1-22=0/521 20-21;---0/52F 19-20=0/52i 18-19=0/521 1 -1 -0'52, 16-17-0/52. 1 -1 0152 WEB8-22--16310, 7-23--277/433 - =_265/47, 5- - 1 /4 ,4-26--286/48-� �' - �-,� 9-21 =-277142 F 10-20--26.5147, 11-1 =-261144, 12-18=-286/48., 1 -1 =-174/32, 14-16=-489179 NUTS 1) VV-1nd: ASCE 7-98, 90mph, h= ft; T DL= _ p f; B i t_T . p f; Category 11; Expo Q nic)d; MWFRS interior zone; Lumber COOL=1.33 plate grip DOL -1,33, Truss designed for grind loads in the plane of the truss only. For studs exposed to wind normal to the face), see I iT , "Standard Gable End Detail 11 3) TOLL: ASCE 7-98; Pf=35.0 p f (flat roof snow); Exp - Fully Exp. 4 Unbalanced snow 102ds have been considered for this design. This truss has been designed fcr a 10.0 p f bottom chord live load nonconcurr nt with any other live loads. [I plates are 1.5x4 MT20 unless otherwise indicated. 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection, Gable requires continuous bottorn chord bearing, Gable studs spaced at 2-0-0 oc. 1 ) Provide rnhatl[C21 connection (by others) of truss to bearing plate capable of withstanding 5 ]b apl[ft at joint 1, 5 1b uplift at joint 1 , 24 Ib uplift at joint 23, 27 Ib uplift at joint 24, 25 lb uplift at joint 25, 29 Ib uplift at joint 26, 15 Ib uplift at joint 27, 54 lb uplift at joint 28, 23 Ib uplift atioint 21 F 28 Ib uplift at joint 20, 25 lb uplift at joint 19, 29 Ib uplift at joint 18, 15 Ib uplift at joint 17 and 53 Ib uplift at joint 16. 11) This truss is designed in accordance with the 2003 International Residential Code sections R502, 11. 1 and R802.10.2 and referenced standard ANSYTH 1 _ LOAD E() Standard