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Home My WebLink AboutTRUSS SPECS - 98-00047 - Nauvoo - Apartments_j -------- I y —pe 9 Fao65 Al MOD. QUEEN Arid-6rsaff _�ompaneir�s-IF,T�aNo-F1rs�i U-83 4 0T___ 4T.-3 2s J 4x6_ 4x4 3x'& 6.007 J .T - — 5X5 - 5 3Xs 3x4 _y 3x6 7 5X6 i 5''f8 1.5x4 .I 19 aw --1 12-4-12 _ _ --0 1-2-12 LOADING of ISPI — - .._- Cr L I 1 I/deft PLATES GRIP TC LL 35.0 Plates Increase 1.15 TC 0.90 Vert(LL) -0.45 11-12 >844 M20 149/110 TCDL 8.0 1 Lumber Increase 1.15 BC 0.87! Vert(TL) -. 11-12 >480 BCLL Stress In r YES WB 0. 73 Horz(TL) 0.06 11 n/a BCDL 8.0 Code UBC/lC80 1st L L Mi i rr Weight. 165 ib LUMBER !BRACING TOP CHORD 2 X 4 SPF No."- TOP C �! 0 R D Sheathed or 2-4-11 on center url'in spac�ng. BOT CHORD 2 X 4 SPF 1650F 1.5E ��E � HRigidceiling irk applied or _-r� center X SPF gtu��t W4 2 X 4 SPF No.2 REACTIONS (lb/size) 17=,2287/0-5-8, 11 =1 661/0-5-8 Max Hort 1 7=-78(ioad case 3) Max Upiifitl 7=-453(load case 5), 11 =-329(laad case 5) oraang. I Flow at ri -1 2 Rows t 1 Pts B-11 FORCES Ib -First Load Case Only TOPCHORD 1-:2=674, - =-11431 -4=:11 a - =-12855-6=-128516-7=-196617-8=-1966 8-9=103P 9-10-107 T CHORD 1-1 =-5991 16-1 =-5991 1 -16=1 p l -15-10 13- 1758 _ 962 10-11=-92 NOTES 1) This truss has been des.igned for the wind# d ane rated by 70 mph winds at 25 ft above rind lural, using 7.0 psftopchord dead Id and . bottom chorddead load, 1 i from huricane e �lrn , on o ocategory I, condition I enclosed building, frmesin s 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ICBG If end verticals exist, they are not posed to wind. If cantilevers exist, they are exposed grind. If porapes exist, they are exposed t grind. The lumber i_ increase is 1. , and the lite ri � 2) All plates are I indicated. r i 1.33 3) . � Its unless thews This truss has been designed for a 10.0 psf bottom chord Nva load Hoa r lire leads per Table No. 16-E3, UBC-94.�-�- �,� �� n other 4) Provide a ha r � connection (by others) of truss to bearing i n 453 1b uplift at joint 17 and329 lb uplift at joint 11 5) This truss has been designed for both UBC -94 and ANSI/ -FPI 1 -1995 plating criteria. LVAD CASE(S) Standard �— _� .�wr4, - - � �-�'" `.amu-��x�t �,�-.-�-•.-�� •,- . ,�,�..�„ - - - - _ ,+,-• .° -r=-�-•fir.,+• r.p. a;. a :� 7-4 ��- 4x6_ 4x4 3x'& 6.007 J .T - — 5X5 - 5 3Xs 3x4 _y 3x6 7 5X6 i 5''f8 1.5x4 .I 19 aw --1 12-4-12 _ _ --0 1-2-12 LOADING of ISPI — - .._- Cr L I 1 I/deft PLATES GRIP TC LL 35.0 Plates Increase 1.15 TC 0.90 Vert(LL) -0.45 11-12 >844 M20 149/110 TCDL 8.0 1 Lumber Increase 1.15 BC 0.87! Vert(TL) -. 11-12 >480 BCLL Stress In r YES WB 0. 73 Horz(TL) 0.06 11 n/a BCDL 8.0 Code UBC/lC80 1st L L Mi i rr Weight. 165 ib LUMBER !BRACING TOP CHORD 2 X 4 SPF No."- TOP C �! 0 R D Sheathed or 2-4-11 on center url'in spac�ng. BOT CHORD 2 X 4 SPF 1650F 1.5E ��E � HRigidceiling irk applied or _-r� center X SPF gtu��t W4 2 X 4 SPF No.2 REACTIONS (lb/size) 17=,2287/0-5-8, 11 =1 661/0-5-8 Max Hort 1 7=-78(ioad case 3) Max Upiifitl 7=-453(load case 5), 11 =-329(laad case 5) oraang. I Flow at ri -1 2 Rows t 1 Pts B-11 FORCES Ib -First Load Case Only TOPCHORD 1-:2=674, - =-11431 -4=:11 a - =-12855-6=-128516-7=-196617-8=-1966 8-9=103P 9-10-107 T CHORD 1-1 =-5991 16-1 =-5991 1 -16=1 p l -15-10 13- 1758 _ 962 10-11=-92 NOTES 1) This truss has been des.igned for the wind# d ane rated by 70 mph winds at 25 ft above rind lural, using 7.0 psftopchord dead Id and . bottom chorddead load, 1 i from huricane e �lrn , on o ocategory I, condition I enclosed building, frmesin s 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ICBG If end verticals exist, they are not posed to wind. If cantilevers exist, they are exposed grind. If porapes exist, they are exposed t grind. The lumber i_ increase is 1. , and the lite ri � 2) All plates are I indicated. r i 1.33 3) . � Its unless thews This truss has been designed for a 10.0 psf bottom chord Nva load Hoa r lire leads per Table No. 16-E3, UBC-94.�-�- �,� �� n other 4) Provide a ha r � connection (by others) of truss to bearing i n 453 1b uplift at joint 17 and329 lb uplift at joint 11 5) This truss has been designed for both UBC -94 and ANSI/ -FPI 1 -1995 plating criteria. LVAD CASE(S) Standard �— _� .�wr4, - - � �-�'" `.amu-��x�t �,�-.-�-•.-�� •,- . ,�,�..�„ - - - - _ ,+,-• .° -r=-�-•fir.,+• r.p. a;. a :� �jou j iruss wV MY H EXB-LJRGXW ��AIGf MOD. QUEEN `Andersonompa�ents =3F Idaho -Fafri�-Ia 8��---�:---sin �� T9g9- kn u s ries, etc. 45 1• T W.V. 3x6 , T T4 1 40 328 37 3x6 N 36 353433 32 15 QO-A-PT: 3'ff5-JR-�f pjFF-- ' I Un- M a -F 22 -T Tf 3 8 -T.5 -1 -9 M1I 17 3x6 T, � re ST6 , f 20. iS T� 23 k 1 3x6-- =- Yom- LOADING(psi SPACING 2-0-0 TCL EFL(in)I/def PLATES1TC 0,45 TCDL Vert(LL) 8.0 Lumber Increase 1.15 BC O,71 Vel - L L BCDL 0.0 Rep Stress I n r YES WB 0.23 H r L ) 0.00 43 n1a 8.0 Code UBC/ICBO (Matrix) I t LC LL Min i/deft = 240 - Witt. i LUME3E TOS'' CHORD 2 X 4 SPF No.2 BRACING SOP CHORD Sheathed or 10-0-0 on center purlin WE BS 2 X BOT CHORD Rigid ceiling directlyapplied or 6-0-0,on center OTHERS 2 X 4 SPF Stud/Std WEBS r ting. 1 Row at midpt 11- 13-33110-365 12 -REACTIONS (ib/size) 34 , = 7/32- - , 33=20 - - =1 / - - 39=2 _ 39/32- - � 163132-0- , =163/32- -0 1- 1 28=205/32-0-0, =202132- - 26=213/32-0-0 - - - - - Max Horz =id case 1. =-ld case 1 Max Uplift38=-3(load case 3.), 30=-4(load case 3), 23=-100(load case 1)j'36=-48(1oad case 5), 37=55(load case 4) 39=-52(load case �r 1d case . 1 --(load iec2se 1 5), case d1 lo2=- loaf =- load caff! _ loadY'_-V loa - 2--4411cs3), Max Grav38=14(load case , =1 l d case x= (f �:o _ -' (1 a case � case)36=1 63(load x_ , 1 42=28,(Ioad case 1), 40=1 load case 1), 41 =239(load case - 3 to d case . . 1= load case 1), 29=197(load case 1), 28=205(load case 1), 27202(load case a iod case 25=168(load FORCES ib First .Load Case Only TOP CORD 1-2=521, 2-3=585, 3-4=516, 4-5-458, 5-6=528, 6-7=536, - 8=534, 8-9-5351 9-1 0=533, 10-11 =521, 11-12=463P 12-13=463, 13-14=521, 534 16-17-534, 534, , 18-1'9=534F 1 - -4 20-21=536, 21-22-526, _ 556 BOT CHORD r 44-45=-444, ' - --444 a - =-x°44r 41-42-0 40-41 - --tea --! 36-37=0, -f 03 _ -�. 1 l � �=! a 3-44=-326, 2-45=-54, 14-32=-1351 1 "-' 1 } 71, 20-26=-1 771 21-25,--z-1 50,22-24=-238,,2-34=-297 297 TS 1) Thi's truss has been designed for the wind loads generated by 70 mph winds at 25 ft above g rou n d levet, usi n g 7. 0 P Sf top ch o rd hurricane oceanflne, on an occupancy category 1, condition I enclosed building, of 45 d load and 8. 0 Pf bottom Chord dead loa d 100 mi from exposedft by 24 ft with exposure C ASCE 7-93 �� rigcantilevers�' I� � �d vert exist. tr� not . if.t� theyr exposed wind. If +jam, t � are exposed to wind. The lumber DOL'increase i 1 ,, and the late grip i J 2) For t.pin�� i3)� �r � � �T t2nd r Viable n D tai . All Oates are M20 plates unless otherwise * di 4) All plates are I.5x4 2 unless otherwise ilndi td. Continued on page Job I �ru5s truss Ty -pe - �— - .. �_Y � iRj ly ID) H F5665 'Al G MSD. QUEEN n erson 4mpvnen s �FT�aha-Fa-I1s�D"8'3�� a -20-1-999-M �Te c�[nU-u-�res; enc. on ar TYT9 —ag-e-2-` NATES 5} Gable studs spayed at 2-0-0 on center. 6} This truss has been designed for a 10.0 pst bottom chord live load nonconcurren# with any other live loads per Table Na. 1 fi-B, UBC -94. 7} Provide mechanical connection Eby others) of truss to bearing plate capable of withstanding 3 Ib uplift at joist 3$, 4 1b uplift at joint 30 100 !b uplift at joint 23, 48 Ib uplift at joist 36, 55 lb uplift at joint 37, 52 Ib uplift at joint 39, 52 Ib uplift at joint 40, 61 Ike uplift at joint 413 163 Ib uplift at joint 42, 48 Ib uplift at joist 32, 55 Ib uplift at joint 31, 50 lb upfift at faint 29, 54 #b uplift at joint 2$, 53 !b uplift at joint 27, 55 !b uplift at Joint 26, 44 ib uplift at joint 25, $1 lb uplift of joint 24 and 173 lb uplift of joint 43. $} This truss has been designed for both UBC -94 and ANSI/TPI 1-1995 plating criteria. LEAD CASE(S) Standard v .t 16 q runs runs F p a F5665A2 MOD. QUEEN i - fn (oma nenfs ----- ----- 0 a 6 T � d W3 �I 1 Q1Y � My I HEX eIJTR-G'kAMoVoOSPT: MT5--JR-(I 3 --4-.-0---3 R - 7-4 - -1-4 vvz 3 i" W7 W! X�Zxz h 1 12 10 1-5X4,1} 3x8— 3x8— 3A W2 U4 Ell 9 3x4 25-8-3 5-0-1 5 8- -0-1 3x8 5x6 -1 LOADING (ps�. SPACING 2-0-0 CSI DEFL (in) (loc) I/defi TCLL 35.0 Plates I ncrease 1.15 T& 0. TCDL 8.0 Lumber Increase 1.15 BC 0.89 Vel (TL) -0.81 8-9 >467 BCLL 0.0 Rep Stress it YES WB i0.87 Horz(TL) 0.07 8 L Min I/deft 240 LUMBER TOP H X BRACING T L UP CHORD Sheathed r - - center purl' in g, 1. p t WEBS X Rid t " zverticals. -- 33-070 6-3-13 1-- 1.5x4 W. 8 3x6 -0-0 PLATES GRIP 149/110 Weight: 148 1b REACTIONS ftlsize) 13=161710.5-8, 8-1617/0-5-8 Max Harz 13= 1 1 1 9(laad case 3) Max Uptift13=-324(load ease 5), 8--316(load case 5) BUT CHORD Rigid ceiling directly appliedr10-0-0 on center bracing, Except® -- center bracing: 12-13, '� 1 Row at rit-1 -1 a 1 2 Rows at 1 pts -. FORCES(lb) First Load Case n I. D CHORD 1-2=-1446, 2,3--142813-4=-1428 4- 15-6=-21160 1 1-13=-1568 BOT ARD 1 1 t 11-12=12935 10-11-1893 � �1 _ - 6-7--0 2108 11 , 6-9=-2672 4-9z--3051-1 — = TE 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground ala using 7.0f top chord dead, load and 8.0 psf bottorn chord dead load, 10() mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft bY 24 q with exposure C ASCE 7-93 per UBC/ICBO If end verlical's exist, they are not exposed to wind. If cantilevers exist they are exposed to wind. If porches exist, they are exposed to wird. The lumber DOL increase' 1. and the plate grip increase is 1.33 2) All plates are M20 plates unless otherwise indicated, chord3) This truss has been designed for a Iiloadnonconcurrent with nthr!! l0 psf bottom per Tahiti o, 1 - ,B UBC4) -94. de mechanical connection (by others) of µu to bearing late able l upli t joint 1 and 1 1b u lift t � � � f ithria 4 5) This truss has been designed for both UBC -94 and SI/TPI 1,1995 platingrite LOAD CASE(S) Standard russ Ss Type F5665 E31 QUEENPOST rh—Cb—mpon �. - , -1-1 4-1 �1 6.00 7Z- 1.5X4 Z- 1.5X }r Lk 4 fi 3x4 UtY � 0--3Z—s-Jd—n2'CF-1-%"1-Tek-f� EXBUR-GINAlUVQZ) �APT73VT R�1 i ndd sTrfes;Tc-l�o�r22-1��8��9�'age� 4-4-4 - -- 1--1 3 4x4 \�'if119 �- 7 3x4 — f 1, � Cq T 6-2-12 - 12-3-4 17-3-4 1 4 T- ' 1-2-12 LOADING . - 0-0 CS1 DEFL (in) LL 35,0 Plates Increase PLATES GRIP TDL Lura 999 2 BCLL f L 0.09 1- 1 Rep Stress Incr YES 0.76 Horz(TL) 0.00 6 n/a DL 8.0 Codi 1st LC LL Min 1/deli = 240Weight: CHORDLUMBER BRACING TOP 2 XSPF _, BOT CHORD 2 X 4 S TOP CHORD Sheathed or .- center urfn F +�. �, . } � � Via. WEBS X PF T CHORD Rigid ceiling directly lied r -0- �� n center REACTIONS (lb/size) 8=135410-5-$3 6=503J0-5-8 Max Hari 8=37(Iaad case 4) Max upfift8--268(1oad case 5}, fi=-'i 02(load case 3) FORCES I - First Load Case Only TOP CHORD 1-2=5387 2-3=7345 �4 - l 77, -5=450 T CHORD 1-8=-477, - �- x 6-.7=2882 5-6=-399 urn, Lxpt: �1-- n center bracing: -. NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 7,0 psf top chord dead load and 8.0 psf bottom chord dead load, 100.mi from hurricane lin , on an occupancy category I, conflation 1 enclosed building, of dimensi.ons 45 ft by 24 ft with our ASCE 7-93 per U8C/lC60 If end verficals Eixist they are nct exposed to wind. If cantilevers exist, they are exposed t ' exposed to wind. T% If porches exist, they r umber L increase i 1. a and the late grip 2) All Plates are M20 plates unless otherwise indiC2ted. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with a live loads per Table. +1 -, -, tr 4) Provide mechanical connection (by f truss t rin lite b1 Ib uplift joint t and 102 Ib uplift J5) oint � � �withstanding phi truss has been designed for both UB- _ 1995 plating criteria. LOAD CASE(S) Standard iQhI runs 1. r�ss Tpe F5665 B'i G 1QUEENPOST i -A-n d -e r —sc n C- 0mpcFn-e--n-fs--- r i 6.00 Fff I 3x4 -5�- 1,5x4 1 .5x4 'EXBURGANA-UVOD—MaT.-YT5UR-�IDYFF--' i I nclu5tr1 es, nc.ill—on a��t20ggg-page i - 4x4 1.5x4 1, 5X4 '11, 1.5x4 15x4 1.5x4 i 1.5X4 1-5X4 1.5x4 f +1.5X4 5X4 , ! 1.5x4, 1 .5 x4! 1 3x4 12-3-4 LOADING (Psi SPACING2-0-0 CS1 TLLease Idfi FETES I L15 TC 49 983 v 149/110 Lumber Increase 1.1 1 F3 C 0.47 Vert (TL) -0-10 1-22 >673 BCLL 0.0 Rep Stress I r YES WE3 0.14 H r z(TL) 0.00 BL 8.0 Code UBC/ICB0n/a I taw I st LC LL Min = • �� `� Vit+ Ik LUMBER TOS' CHORD BOT CHORD WEBS OTHERS -- � � i Y Y4L�71L. ! T ISJ 2 X 4 SPF No.2 BRACING - 2 X 4 SPF Na.2 TOP CHARD Sheathed or 10-0-0 an center purfin spacing. 2 X 4 SPF Stud/Std BOT CHORD Rigid ceiling directly applied or 6-0-0 an center 2 K 4 SPF Stud/Std bracing. REACTIONS (lb/size) 12=-107/11-6-(), 18=300/11-6-o. 16k�191/11-6-01 19=-348/11-6-01 15=168/11-6-01 14=184/11-60 13=284/11-6-01 1 =308/1 1 --20-791/11-6-01 20=791/11-6-0 -,Max Horz . 1= r ca =- l case 120=-437(load case 1) Max p1ift1=_ l. @ 1), =-laidcase - 14=-48(load case ,� 1 =-lo caser 1 =-348 !o _ , �1 --T-ld case , 17=-1 load ccase a Max Grav12=29(load case 5)118=300(load case 14=1840oad case 1), 13=284(load case 1), , 16=1910c.ad case 1 19=:83fload case 5), 15�:168(load case 1), load case 1), 20=791(load case 1), 20=791(joad Case FORCES 0b) - First Load Case Only TOP CHORD 1-2=511, 2-3=559, 3-4=555? 4-5=442 5-6=524, 6-7=465, 7-8=466 8-9=513, 9-1 0=526) 10-11-522 11 -1 2=544 BOT CHORD WEA6-1A=-1-q7 _ j j a37t 20-,21--437 1 - , 16-17=01P - = 14-15=0 - - a IS 1) This truss has been designed for the ind loads generated by 70 mph winds at 25 ft above ground level, using 7.0ftp chord dead load and ��• psf bohr dead load, 1� fir r�li , n n occupancy cafe condition building yft by 24 ft with exposure C ASCE 7-93 per U13C/ICBO If endrtiI ions 45 exposed to ir�d. If r��rr� � gat >� rnot they are exposed t wind. If porches exist the r - exposed to rrd. The fir- CL increase is 1.33, and the plate grip increase 'I's 1.33 2) For studs exposed to wind, I i 1p 3) All Plates are M20 plates unless otherwise indicated. 4) Gable stu s spaced at 2_0-0 on center. 5) This truss has been designed r a 1live* f bottom .fir loadnonconcur - Jiveloads per TableNo. 16 -Bo UBC -94 r f with ther 6) Provide mechanical connection (by th r f truss to bearinglate capable of withstandIng 107 •lb uplift at joint 53 1b joint t joint 1, 1 uplift t 348trtr b u� fart 1 �� 1, l uplift t joint 1} 1 1 uplift ft joint b uplift at 7) This truss has been designed for both UBC -94 and Sll 1-1995 lati rl_tria } LOAD CASE(S) Standard V S I truss runs I ype F5665 BLOCK FLAT 19 Andeison 0 m pn_ _ �s,�an TT99 -Fn-d Fr ib —so I 1-1- 1-1 - - 1 ic. mon m ar a 1128:20 1-10-8 1;1 - LOADING (ps� SPACING 1 DEFL (in) (10C) I/defi TCLL 35.0 Plates Increase 1.15 TC 0.05 'pert L L -0.00 4 >999 TCDL 8.0 Lumber Increase 1.15 t Vert(TL) ALL � .�'�' 4 >999 . Rep Stress inr YES W 0.00 Hort L - BCDL . Code U/Is t LC LL Min I/def = 240 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF WEBS 2 X 4 SPF Stud/Std REACTIONS lb/size) 4=8110-5-8, 3=81/0-5-8 M = 1/ - - M fl =- load case3=-23(load case 3) FORCES 1 - First Load Case Only TOP CHORD 1-4= -68,1 -2=G,. -=- OT CHORD 3-47--0 WS 1-3=0 BRACING PLATES GRIP N!20 1'49/110 Weight". 1 ]b SOP CHORD Sheathed. BST CHARD Rigid ceiling directly applied or G -{]-Q on center bracing. NOTES 1) This truss has be..en designed ftor the wind loads ph r� ground level, �r��.� t� chord dead load npsf Ott chorddI, 1 i rrchurricaneegorya} . condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ICBO If end verficals d to wind. If cantilevers exist, they are' t wind. iorit, t� r- � t� wind. Tlumber DOL increase. 1.and 33,thIt r�p increase i 1 2) Prov iI de adequate drainage to prevent water ponding. 3).All plates are M20 plates unJess otherwise indicated. . 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table leo. 16-8, C-. 5) Provide mechanical connection others truss to bearing plate capable of withstanding 28 lb uplift at joint 4 and 28 1b uplift at Joint 3. 6) This truss has been designed for both UBC -4 and I1-1995 plating criteria. LOAD CASE(S) Standard t 7 russ Y F � i MONO TRUSS • — �.Y $'•.vs,:a�$'� �-#'w: '/�-!r'9i'+�4i i:_. {.may T` � a�'T h TT!'�—mac.:• Iry,� zo Arr�erson�mpanents�F; ida o a s, D 83�4��4-�=32 s ,Ta2� LOADlNG LOADING (ps� TOLL 35.E 7GDL 8.0 BCLL 0.0 SCDL 8.0 LUMBER TSP CHORD BOTCHORD WEBS f r 2X4 sT -9 -9 M M6 k Fn -d u- _s t -ri —es —, Fn—c. -- - - - - -7-4r- - — - ------------- I ---------- -7-4 4-0-12 --W6n—Ma—r=l".-3T.-2Yl9-9-9-Pa—be - 1.5x4 [i id SPACING z -o -o Plates increase 1.15 Lumber Increase 1.15 Rep Stress incr YES Code UBCl1CB0 2X4 SPF Na.2 2 ?C 4 SPF No.2 2 X 4 SPF Stud/Std CSI T BC WEA -� - REACTIONS (lb/size) 1=427i0-5-8, 4=42710-5-8 Max Harz 1=1 14(€aad case 4) Max U{a�ift'�=-55�Ivac� �as� 4}, 4--114(load case 4) FORCES 1b - First Load Case Only TOP CHORD 1-2=-376, -=, 3-4=-1 75 BOT CHORD 1-4=333 WEBS 2-4=-381 DEFL (in) (#0c) Vert(LL) -0.35 1-4 Vert(TL) -0.53 1-4 Horz{TL} 0.40 4 3x4 _— Ii. PLATES >288 M20 >189 n/ GRID' 149/110 1 t LU LL min I/Clfl =24U Weight: 31 lb BRACING TOS' CHORD BOT CHORD Sheathed or 6-0-0 on center purl -in .pr except end verticals. Rigid ceiling directly applied or 10-0-0 on center bracing. NOTES �1 Thistruss has been designed for the grind loads b mph �i nds t ft bove ground Il, using 7.0 psi top chord dead load and 8.0 psf boftorn chord dead load, 100 mi from hurriane oceanline, on an occupancy category 1, condition I enclosed building, f dimensions t by 24 ft with exposure C ASCE 7 93 per UBC/ICBO If end verticals exposed to wind. if cantilevers existI they are exposed to wind. If porches exist, they are exposed to wird. The lumber DOL increase is 1.33, and the plate grip increase Is 2) All plates are M20 piates unless otherwise indicated. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with live loads per Table No. 16-61 UBC--+ 4) Provide mechanical connection (by others of truss to bearing plate capable1: withstanding 1b uplift t joint "I: and 114 lb uplift at joint 4.. 5) This truss his been designed for both U BC-94nd' Sl/T I 1-1995 plating COAD CASE(S) Standard -A—n d e —rs o n- i russ r JMIG runs I ype 2��;�Wzs vmponenis---F; e ano �-aut . - .j a n Y _ '- _TA*+aa�-�.�.-'rTi a��61l�hro-° ".�rtr •;.�a _ r_a. � " � TY � ti tai +,+%Iwr�. i i eK inciustries, Inc. 6.00 FIT 1.5x4 o T1� 1.5x4 f 1.5x4 1.5X4 1.5x4 ; 1.5x4 f2-0-0 1 DEFL (in) (Joc) I/defl PLATES GRIP TCLL 35.0 nta 1��,7 later Increase 1-15 T 0.27 r Increase 1 0.10 Verb 111 J (TL) n/a - n/a M20 149/110 BCLL 0-.0 Rep Stress Incr YES VVB 0.08 Hof-z(TL) 0.0() n/a BCDL 8.0 Code UBC/i(Matrix) 1 st L LUMBER BRACiNG TOP CHORD 2 X 4 SPF No -2 TOP H� ltd �_ � n center purlinBOT CHORD 2 X 4 SPF. end verticaJs, T ERS X SPF Stud/Std SOT D Rigid ceiling directs lied r 6-0-0 REACTIONS(Ib/size) l � 15718- R r =100/8- = ` .. - - - Max li r � I 05(load case 4) Max Uplifts= -I case =- load case 4), 6=-6(load case 4) FORCES1 -- First Load Case. Only TOP CHORD 1-2=85, 2-3=-58[ 3-4=2954-5*6--84 NOTES 1) This truss has been designed for the wird loads rto ground Iir using 7.0 psftop chord dead load and 8.0 psf boftom chord dead loa,dT 100 mi from hurricane oceanfine, on an occupancy category 1, condition I enclosed building, ft by 24 ft with exposure C AS E 7-93 per UBC/1CB0 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are t wind. if � porches eta t r exposed t wind. The lumber DOL increase i 1+} and the lategnp2) For studs exposed F to wind, see MiTek "'Standard Gable 3) All plates are M20 plates unless otherwise indicated. 4) Gable requires conVnuous bottom chord bearing. 5) Gable shads spaced at 2.0-0 on center. 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads perTl -. UBC-. 7) Provide meth re lonn don (by others) of truss to bearing • a platecapablef withstanding ib uplift t joint , I uplift t Joint and lb u lift tJoint i8) This truss has been d i ed' for both UBC -94 and ANSI/TPI � �`plating criteria. LOAD CASE(S) Standard f Job— uss Type- F5665A A2 CBL. H WE -Xhde'—rson ponents- a , _- T j CD q- 04 r &0012-' i R-ExBURGANA6vM �9 �1 4.0---3 2s Jun� lUf7eklnclustries, fnc.Tde Apr -Wl3:51:37 T9 _.._. _ _20-2-2_ — --� —� 25-8-9 .— -- _ 31-1-12 7-1-4 5-8-7 5-5-3 4x4 — K3 :32-6-14 1 -5 - 0 "LZ 11 i 0 9 ,g .5x4 I 4x5 — 3x8 — 3X4 3x4 un 3x6 — CN I 99 25-8-9 1-1-1 -1 LOADING (psi SPACING a-0- C r T EFL (in) (10c)I/deft FOLATES GRIP P T LL .�It Increase 1.15 T rt L� TL .0 Lrbr -0.55 - ! I 0 149/11 0 BCLL ert(TL) -0.73 8-9 >505 0.0 Rep Stress I nr YES WB 0.89 Hr TL 0.0 ESL &0 Code UBUC130 1 st LC LL Min I/deli = 240- Weight: 146 1b LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 11.5E BOT CHORD 2 X 4 SPF 1 TOPCHORD Sheathed or 3-3-2 center purlin spacing,t end WEBS 2 X 4 SPF Stud/Std} BOTCHORD Rigid ceiling directly applied or 6-0-0 on center bracing. WEBS 1 Row at m idpt2-1114- - REACTIONS lb/ i e 13=1574/0-5-8.8=1574/0,5-8 Max Hort 1'3=-231 (load case 3) MaxU 1i 1=-528 E nd ,=--508( load case FORCES (1b) First Load Case Only TOP hf l D 1-2=-1 333, 2-3=-1 3501 3-4=-1 3501 4-5=-1 982t 5-6=-11i 1527 BOT CHORD , 11 1 +11 � 10-11 = 1773, -1 0=1773;8-9=1 1 WEBS -1 =-577, '11= � , � � ��1 � � 1 f -11=- _- .MOTES 1This truss has been checked for unbalanced loading n ition . 2) This truss has beer, de-SI)ig, 1=d for the wind loads geneirated by 80 mph winds -I-IL 25 ft above ground � ttrr� bar � Id, 1 i from hurricane onlir� level, ��n per �� h�� #� end _ ft �n n �r� category Ir r�`�tir-r � r�i� building, � dinn45 ft by 24 with exposure C ASCE 7-93 per UBC/ICBO If end verticals .i r ntil.r exist, theyr d t wind, 1f� rtin The lumber r L increase �1.33,2nd the plate grip t are exposed t 3) All plates r IpI t unless otherwise Indicated. increase - 4) TIS is truss h as bee des ig ned for a 10, 0 psf b ottom chor I ive Id n on 5) onurrnt with a ny othr I We I oa ds pr Table . 16- B, By. Provide mechanical connection (by others) of truss to bearing plate joint 1 r� ib li�t t jclnt .6) � bbl �f Ntbt��n Ib ��t �� This truss has been designed for both UBC -94 and ANSI/TPI 1- 1plating criteria. LOAD CASE(S) Standard -7 7-1-4 T j CD q- 04 r &0012-' i R-ExBURGANA6vM �9 �1 4.0---3 2s Jun� lUf7eklnclustries, fnc.Tde Apr -Wl3:51:37 T9 _.._. _ _20-2-2_ — --� —� 25-8-9 .— -- _ 31-1-12 7-1-4 5-8-7 5-5-3 4x4 — K3 :32-6-14 1 -5 - 0 "LZ 11 i 0 9 ,g .5x4 I 4x5 — 3x8 — 3X4 3x4 un 3x6 — CN I 99 25-8-9 1-1-1 -1 LOADING (psi SPACING a-0- C r T EFL (in) (10c)I/deft FOLATES GRIP P T LL .�It Increase 1.15 T rt L� TL .0 Lrbr -0.55 - ! I 0 149/11 0 BCLL ert(TL) -0.73 8-9 >505 0.0 Rep Stress I nr YES WB 0.89 Hr TL 0.0 ESL &0 Code UBUC130 1 st LC LL Min I/deli = 240- Weight: 146 1b LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 11.5E BOT CHORD 2 X 4 SPF 1 TOPCHORD Sheathed or 3-3-2 center purlin spacing,t end WEBS 2 X 4 SPF Stud/Std} BOTCHORD Rigid ceiling directly applied or 6-0-0 on center bracing. WEBS 1 Row at m idpt2-1114- - REACTIONS lb/ i e 13=1574/0-5-8.8=1574/0,5-8 Max Hort 1'3=-231 (load case 3) MaxU 1i 1=-528 E nd ,=--508( load case FORCES (1b) First Load Case Only TOP hf l D 1-2=-1 333, 2-3=-1 3501 3-4=-1 3501 4-5=-1 982t 5-6=-11i 1527 BOT CHORD , 11 1 +11 � 10-11 = 1773, -1 0=1773;8-9=1 1 WEBS -1 =-577, '11= � , � � ��1 � � 1 f -11=- _- .MOTES 1This truss has been checked for unbalanced loading n ition . 2) This truss has beer, de-SI)ig, 1=d for the wind loads geneirated by 80 mph winds -I-IL 25 ft above ground � ttrr� bar � Id, 1 i from hurricane onlir� level, ��n per �� h�� #� end _ ft �n n �r� category Ir r�`�tir-r � r�i� building, � dinn45 ft by 24 with exposure C ASCE 7-93 per UBC/ICBO If end verticals .i r ntil.r exist, theyr d t wind, 1f� rtin The lumber r L increase �1.33,2nd the plate grip t are exposed t 3) All plates r IpI t unless otherwise Indicated. increase - 4) TIS is truss h as bee des ig ned for a 10, 0 psf b ottom chor I ive Id n on 5) onurrnt with a ny othr I We I oa ds pr Table . 16- B, By. Provide mechanical connection (by others) of truss to bearing plate joint 1 r� ib li�t t jclnt .6) � bbl �f Ntbt��n Ib ��t �� This truss has been designed for both UBC -94 and ANSI/TPI 1- 1plating criteria. LOAD CASE(S) Standard V �� _mass � russ F5665A BLOCK f FLAT i man-�ponents- a 0 a LOADING [psi} TCLL 35.0 TCDL 8.0 BCLL 0.0 BCD No,2 8.f} LUMBER TOP CHORD BOT CHORD 'REBS ype R I R-E7�QRGTNAUVCF0'4T6-JR (iDjH� -- 199�i`TeK1ndustries,-lnc. Tie -Apr Q�-�3:5��99-�age�� 5-xA 1 _. 2 1.5x4 11 U4. -- SPACING 2-0-0CSI Plates Increase 1.1 TC 0,26 Lumber Increase 1.15 BC 0.05 Rep Stress In r `SES VVB 0.13 Curie UBC/l B REACTIONS (lb/size) 4=8110-5-8; 3$110-5-8 Max Harz4=-2060oad case 3} Max Uplifi4--244(Ioad case 3), 3=-244(load case 4) Max Grav4=190(Inad case 4), 3=790(lQad case 3) FORCES 1b - First Load Case Only TOP CHORD 1-4=-68,1-2=0, 2-3=-68 BOT CHORD -4= E }1-=- 1-1 0_ P DFL X 4 SPE No,2 -0.00 X 4 SPE No,2 4 X 4 SPF 3 nla Stud/Std REACTIONS (lb/size) 4=8110-5-8; 3$110-5-8 Max Harz4=-2060oad case 3} Max Uplifi4--244(Ioad case 3), 3=-244(load case 4) Max Grav4=190(Inad case 4), 3=790(lQad case 3) FORCES 1b - First Load Case Only TOP CHORD 1-4=-68,1-2=0, 2-3=-68 BOT CHORD -4= E }1-=- 1-1 0_ P DFL (in) (loc) Ildefl Vert(LL) -0.00 4 X99'9 Vert(TL) -0.00 4 X999 Horz(TL) {}.00 3 nla t LC LL Min i/deft = 240 BRACING TOP CHORD SOT CHORD PLATES GRIP 149/110 Wei ht 15 1b Sheathed. Rigid ceiling directly applied or 6-0-0 on center brio g. NOTE, 1 ) This truss has been designed for the wind loads generatedbE �f bottom chord �� load,1 � � mph h nt t brug level} usingpsf top chord dead load and .0 from hurricane oceanfine, on an occupancy category 1 condition , i of dimensions 4.5. ft by 24 ft with per SCF - pr BC/IBIf id verticals orcantilevers, th it If rah - ttheyr �d towind. Th lumber L �n r I 1. 33, and the f t gripincrease i . 2) Provided irate drainage to prevent water pondIn. 3) II plates are plater unlessotherwiseu indicated, 4) This truss has been designed for a 10.0 f bottom chord live d nonconcurrt with any other live I 5) �r Table1o. 16-B E C.Pr id mechanical connection Eby others) of true to b rlI' plate I �f withstanding 1b ufit atjoint 4 andIb uplift at joint 3. 6) This truss has beer designed for both U BC-94and ANSI/TPI 1--1995 plating criteria. LOAD CASE(S) St2ndard ' y; ...I's �� . L ■ ' u . � .. - � � .. .eR _ • °:IRS .. 5k SL, �y'>�Y •Yi •• y .° �_i .. � r� . tai • R. -'q . w�`�� ;� ! ..yam _ v a _ . - -s3 _. _. .aye - • � - . e .. • -:4 i �'- - ' .� + � .Y.9ri.�. F-�a V._,.. a ti'�'�' +l. . :.�,ea.,t;. Ae•� �� T'� •� �+ .� a - �ir�:�a��.f�.+�.�yy,�'�'"tra�+�M•��i+a•�An'��',�.L� a ALgsi�r`.WT.� �..��•`:� �'4sT f`�•Y"— . �, �. , ...y..ti - Jobr** Tri T } y R 0012 1 POLYNESM J.J. M&I 4 1995 L. 18- TCL4 4L" 3-10-4 �! � x_ ��x y v i 2-0-0, A U` c PLATES f'T C 0 LZ L2 I:Jlup x. 32 Ku ROP 5ZF.SLX WKV YEST 10.0 CJ MQWZ(%) #a 1 cnyc �C SYPNG-3 SOTC),+CRO a El •�k +` 0) A- % az."-# C _ 1 FCA;:.:E r7 w 'P C AC A .2-12:8. -4472.. Com+ -243 . C�-Em-2 ■• � *. I', Lvl tru-5.1 :ml boon awsnv6od for Me '*+Ad gid% "� tw 90.3 �a ; � = roaA; '-. :.4 ; 'LA airn Cnaid aa:,d •M,q. !00-13 x Isom oNu"w-A'%d .2 J=wg4wy I `_ by�� ko-9LLOrLtw x. j+ + tam_ ,t d QFC' % Xpa 4a WJS lop.. E3 1 Cumulative DIM-21nS101ILS Pafltl Lemyth ( tee t -j �: hey -i. [-� rhe 13 -Sliope 11 Plate Siz,,,-,!,, aid On&entuclon 13 Ovel-all Heicyrht Bearinu Location 0 TnjSS Z Ln (fee t-inches-si ta Plate offsers Des'natri(PSF) El SPUCIMY O.C.(feet- inches- . teen th .ti T FOR '" :C i iii II Duration ot% Load tor Piale and Ej Nfinhmurn Bea.�incr Required Lumber DesI'n�� n (inches)'�! Coc�t y Lf Maximum Uplift and/or QTop Chard, Bottom Chord and Web, . Horizontal Reaction if Applicable ..� Maximum Combined Stress Incle.1211S. 13 Required Member Bracing II("nches)and ��Span to V Member Axial Forces for Load Deflection Ratio Case I 0 Input SPOLin to Deflection R;.iri() Q Motes Q MiTek Plate AIlawabIes (PSI.) 13 Addla t1onal Log--.ids/Load Cases C1 Lumber RequirelnenB LII Rencrinn (pounds) TYPICAL ROOF TRUSS DRAWING i .i a• x ~� : .�. - k, �} } _ Y rt�� . �. � . � JF'- 'a _ r � `` � F ._ a kti - _ • _ .. y _ _ ..�. E : d ' y iL � ti S *�b i� �. v s •. _ P - ri�,� _ ,•.. '�`Y,. 7 _ _ fir.; • _'� v� +-.m .r - r a •y a+ .,� 'M. r� a.. - . �F '� ■ e� k.+..+ tir o _ r., _ _ _ - z� ,r +s•r� .�... �.�. .. Fro .., ,a• y ,. '� d F +t ■ y- .. s t . 1.,. - 1 + y 'E`. ,"+ �'i, Fq` i t ■ 4':.r" t y,. e..'. _ ' F- •y-.. ... -, a .. ti � - .. �'i -,. .•, .- _ " � � a� .`' *L' s. �4' "' j _ i■ - ��1 -Y �. - � r ��, M S' -�5ie ,k T _ . . = 1. .� a 'r + i '; } -, F• `r 'Ny _ yjYr ■�' �'� • , _ •�,. T -r rt _=may !� ,•al S,` - + _ +: w f " - s 1a * ■ a . r + 4 M r ' t k+a aca. amt_ f'. r a-. a '_- a_ ' + ■ - ��.`�'y �. � '� � �� - -y+rt. _ ,,. F �..,, � ' { ■.. � +, � sE � ` `r z e r�Tl4 +�r - �+ ; •'a � ~ � � --r4T� ..�M'�,i �.i� - _. �� .�.�..T ry �a � , ye r. ' '�'+ Tr - � - °'r Avww1s a V w i � ■ ■'� � 01 Fill ATTENTION TRUSrS INSTAL, 4 T - LATION 1 -F 1b CONTRAT ■ P ■ f CTO.Re ti Y ■ � . rl ■TFi_ r � c 4 i aP Ilk 0 T F , 4 + 7 Y Y M r I 4 �9 y. r 0 I 0 3 W DO NOT C MA U.T OR :t■ i ■ ti i t r y r ■i I RUS S 7 a J Anderson Components is COI=.--tted to quickly pravlding thic information necessary to repair or modify trusses damaged or may need modification., iina".(dieuate liable for t-4 Such repair derso e co U –.w A. — — –1, of rep 01- mod cati", 'omponents. ir. MLI ONE IWlVA ItIWF& A that have been u an. ts i m s not on was a result of the actions of e IS'S Anderson COMponents has also made every effort to provide a complete and accurate truss ackage. however, if you believe a truss is missingfj-0m your4Mk p ace, or if you believe a tni�.c, In been improperly labricated 9F lmmdiat 11 7 You accep 4�r 11P 0 responsibility for all costs of stick jll°uzz�'Ing any mss, if you do not first notify Anderson Com ponents aAd allow us too address the problem_ � r A y 4 t i Fpm 4 T r , I 0 3 W DO NOT C MA U.T OR :t■ i ■ ti i t r y r ■i I RUS S 7 a J Anderson Components is COI=.--tted to quickly pravlding thic information necessary to repair or modify trusses damaged or may need modification., iina".(dieuate liable for t-4 Such repair derso e co U –.w A. — — –1, of rep 01- mod cati", 'omponents. ir. MLI ONE IWlVA ItIWF& A that have been u an. ts i m s not on was a result of the actions of e IS'S Anderson COMponents has also made every effort to provide a complete and accurate truss ackage. however, if you believe a truss is missingfj-0m your4Mk p ace, or if you believe a tni�.c, In been improperly labricated 9F lmmdiat 11 7 You accep 4�r 11P 0 responsibility for all costs of stick jll°uzz�'Ing any mss, if you do not first notify Anderson Com ponents aAd allow us too address the problem_ � r A y 4 t i Fpm 4 T r 4 k u � . �N • I••od-T(d 1..w Lry-iL M.-var i�a�s-i.-i _ • � L '+ASM ■. d�F46 bd R LJ 1-C t� F-- b C, soo ;0411 WIT�I ILS (3 rte' n 4 e.-- -10 0 ro�? f 6 " a1% ff. I I s�e� c2xb Nix. � • ibe: /Tio, - THE LENGTH "f0 AVG z n 1997 Lh7ER�t� T;2 jj!b 5 SIGN WITH 2-i0D HoTa I., - T q- oF J 9�ON� hG'`J'R �it'f i Y�Kti. Ljli<�V t7iz- AG� A N t:) k?. ZO'-0,• INTcR��r(.5. RE�BR To Ila-qi H H,��zY 5�{BET POP, f�EGOHNBNt�f�TION� OF Tf�� i RU55 pL-Af� IH i7 TLJ Ta. T,4 Dol 4640 10 REDONG0. A k YU 10734 P.E. 0 UJ I� -0 a y